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Specifications Project 2023-22 Eisenhower Retention Basin Slope Repairastlittai iI.iiurltNIh— ^ BID DOCUMENTS SPECIFICATIONS CITY PROJECT NO. 2023-22 EISENHOWER RETENTION BASIN SLOPE REPAIR CITY OF LA QUINTA, CALIFORNIA PREPARED FOR: CITY OF LA QUINTA DEPARTMENT OF DESIGN & DEVELOPMENT 78-495 CALLE TAMPICO LA QUINTA, CA 92253 (760) 777-7000 APPROVED BY: BRYt.N McKINNEY PUBLIC WORKS D R.C.E. No. 49418 NOVEMBER 2023 DATE: November 16, 2023 ECTOR/ CITY ENGINEER Exp Date: 09/30/24 TABLE OF CONTENTS DIVISION 1 - BIDDING AND CONTRACT REQUIREMENTS PAGE 1100 Invitation to Bid 1100-1 1110 Instructions to Bidders 1110-1 1.0 Work to be Done 1110-1 2.0 Examination of Contract Documents 1110-1 3.0 Inspection of Site 1110-1 4.0 Interpretation of Contract Documents 1110-2 5.0 Postponement of Opening 1110-2 6.0 Opening of Bids 1110-2 7.0 Preparation of Bid Forms 1110-3 8.0 Bidder's Signature and Authority 1110-3 9.0 Erasures 1110-4 10.0 Bid Irregularities 1110-4 11.0 Modification of Bid 1110-4 12.0 Withdrawal of Bids 1110-4 13.0 Addenda 1110-4 14.0 Bid Prices 1110-4 15.0 Bid Guaranty 1110-5 16.0 Qualification of Bidder 1110-5 17.0 Subcontractors 1110-5 18.0 Bidders Interested in More Than One Bid 1110-6 19.0 Sheeting, Shoring, and Bracing 1110-6 20.0 Wage Rates 1110-6 21.0 Offer of Assignment of Antitrust Actions 1110-7 22.0 Assignment of Contract 1110-7 23.0 Rejection of Bids 1110-7 24.0 Contract and Bonds 1110-7 25.0 Award of Contract 1110-7 26.0 Execution of Contract 1110-8 27.0 Construction Documents 1110-8 28.0 Bid Protest 1110-8 29.0 Compliance with Iran Contracting Act of 2010 1110-9 30.0 Compliance with California Executive Order N-6-22 1110-10 1200 Bid 1200-1 1210 Bid Schedule 1210-1 1220 Bid Guaranty Bond 1220-1 1230 Certification of Bidder's Experience and Qualifications 1230-1 1240 Proposed Subcontractors 1240-1 1250 Non -Collusion Affidavit 1250-1 1260 DIR Project Vendor Information 1260-1 1270 Iran Contracting Act of 2010 Certification 1270-1 1280 Russian Aggression Against Ukraine Sanctions 1280-1 Certification 1300 Contract 1300-1 1310 Performance Bond 1310-1 1320 Payment Bond 1320-1 1330 Workers' Compensation Insurance Certificate 1330-1 1340 Liability and Insurance Requirements 1340-1 1.0 Indemnification 1340-1 2.0 Insurance Requirements 1340-2 2.1 General 1340-2 2.2 Insurance 1340-3 2.3 Remedies 1340-5 2.4 General Conditions 1340-5 2.5 Change in Terms 1340-8 1400 General Conditions 1400-1 1.0 General 1400-1 1.1 Intent of Contract Documents 1400-1 1.2 Discrepancies and Omissions 1400-1 1.3 Headings 1400-2 1.4 Penalty for Collusion 1400-2 1.5 Successors and Assigns 1400-2 1.6 Assignment to City 1400-2 1.7 Rights and Remedies 1400-2 1.8 Definitions 1400-2 2.0 Administration 1400-7 2.1 Administration of the Contract 1400-7 2.2 City Engineer 1400-7 2.3 Consultants 1400-8 3.0 City 1400-8 3.1 General 1400-8 3.2 Attention to Work 1400-8 3.3 Inspection 1400-8 3.4 City's Right to Carry Out the Work 1400-9 3.5 City's Right to Perform Work and to 1400-9 Award Separate Contracts 4.0 Contractor 1400-10 4.1 Office 1400-10 4.2 Contractor's Representative 1400-10 4.3 Construction Procedures 1400-10 4.4 Contractor's Employees 1400-10 4.5 Subcontractors 1400-11 4.6 Contractor's Equipment and Facilities 1400-11 4.7 Public Safety and Convenience 1400-11 4.8 City -Contractor Coordination 1400-11 4.9 Permits 1400-12 4.10 Contractor's Responsibility for the Work and Material 1400-13 4.11 Laws to be Observed 1400-13 4.12 Safety 1400-16 5.0 Control of Work and Material 1400-17 5.1 Means and Method 1400-17 5.2 City -Furnished Materials 1400-18 5.3 Defective and Unauthorized Work 1400-18 5.4 Unnoticed Defects 1400-19 5.5 Right to Retain Imperfect Work 1400-19 6.0 Progress of the Work 1400-19 6.1 Beginning of Work 1400-19 6.2 Time of Completion 1400-19 6.3 Delays 1400-20 6.4 Time Extensions 1400-21 6.5 Temporary Suspension of Work 1400-22 6.6 Termination of Contract 1400-23 7.0 Changes in Scope of Work 1400-24 7.1 Change Orders 1400-24 7.2 Differing Site Conditions 1400-25 7.3 Resolution of Disputes 1400-25 8.0 Project Modifications Procedures 1400-29 8.1 Changes in Contract Price 1400-29 8.2 Negotiated Change Orders 1400-30 8.3 Force Account Payment 1400-31 8.4 Time Extensions for Change Orders 1400-33 9.0 Payment 1400-34 9.1 Scope of Payment 1400-34 9.2 Partial Payments 1400-35 9.3 Partial Payments - Inclusion of Material on Hand 1400-35 9.4 Right to Withhold Amounts 1400-35 9.5 Substantial Completion 1400-37 9.6 Final Inspection and Payment 1400-38 9.7 Warranty of Title 1400-39 1500 Supplemental General Conditions 1500-1 1.0 City Engineer 1500-1 2.0 Consultants 1500-1 2.1 Design Engineer 1500-1 2.2 Materials Testing 1500-1 2.3 Survey 1500-1 3.0 Liquidated Damages 1500-1 4.0 Submittals 1500-2 DIVISION 2 - GENERAL PROJECT REQUIREMENTS 2000 General 2000-1 1.0 Standard Specifications 2000-1 1.1 Alternative Specifications 2000-1 2.0 Standard Plans 2000-2 2.1 Alternative Guidance 2000-2 3.0 Preconstruction Conference 2000-2 3.1 Attendees 2000-2 3.2 Agenda 2000-2 4.0 Progress Schedules 2000-2 4.1 General 2000-2 4.2 Construction Schedule 2000-3 4.3 Time Impact Analysis 2000-4 4.4 Weekly Activities Plan 2000-4 4.5 Cash Flow Projection 2000-4 4.6 Lump Sum Price Breakdown 2000-4 5.0 Special Controls 2000-5 5.1 Dust Control 2000-5 5.2 Noise Abatement 2000-5 5.3 Working Hours 2000-5 5.4 Drainage Control 2000-5 5.5 Construction Cleaning 2000-6 5.6 Disposal of Material 2000-6 5.7 Parking and Storage Areas 2000-6 6.0 Protection and Restoration of Existing Improvements 2000-6 7.0 Existing Utilities 2000-7 7.1 General 2000-7 7.2 Notification and Location 2000-7 7.3 Damage and Protection 2000-7 7.4 Utility Relocation and Rearrangement 2000-7 7.5 Underground Facilities 2000-8 DIVISION 3 - SPECIAL PROVISIONS SECTION 3000 1.0 General 3000-1 1.1 Scope of Services 3000-1 1.2 Project Description 3000-1 1.3 Project Plans 3000-1 1.4 Drawings of Record 3000-1 1.5 Cooperation with other Contractors 3000-1 1.6 Time Allowed for Construction 3000-2 2.0 Bid Items 3000-2 3.0 Materials 3000-3 3.1 General 3000-3 3.2 Substitutions 3000-3 3.3 Storage 3000-3 4.0 Work Details 3000-3 4.1 Traffic Control 3000-3 4.2 Dust Control 3000-7 4.3 Water 3000-7 4.4 Permits, Licenses, and Inspection Fees 3000-7 4.5 Air Contaminants 3000-8 4.6 Notification 3000-8 DIVISION 4 - TECHNICAL SPECIFICATIONS SECTION 4000 1.0 General Requirements 2.0 Mobilization 3.0 Dust Control 4.0 Traffic Control 5.0 Clearing and Grubbing 4000-1 4000-1 4000-1 4000-2 4000-2 6.0 Earthwork 7.0 LLDPE Liner Cap Soil Material 8.0 Liner Appendix A: Appendix B: Appendix C: 4000-3 4000-5 4000-5 Escrow Agreement for Security Deposits In lieu of Retention Geotechnical Report Project Exhibit and Record Drawings SECTION 1100 INVITATION TO BID PROJECT NO. 2023-22 EISENHOWER RETENTION BASIN SLOPE REPAIR SEALED BIDS will be received by the City of La Quinta (City) at the Office of the City Clerk located at 78-495 Calle Tampico, La Quinta, California, 92253, until 10:00 am on Monday, December 11, 2023 at which time they will be publicly opened and read for performing work as follows: The proposed work includes slope repair of engineered fill over areas with specialized slope liner, repair of slopes with rutting, headwall clean out, removal of excess soil in the bottom of the retention basin, scarification of the bottom of the retention basin, and repair LLDPE liner as needed. All project work and incidental items to complete the project shall be performed in accordance with the plans, specifications, and other provisions of the contract. All the above improvements are to be constructed in a workmanlike manner, leaving the entire project in a neat and presentable condition. Refer to Sections 3000 and 4000 for more information. This project shall be completed within 30 working days from the date specified in the Notice to Proceed. Time for the commencement and completion of the work is important and is to be of the essence of the Contract. The successful bidder should plan to order any long lead time equipment items immediately following "Notice of Award". A pre-bid conference is scheduled for Wednesday, November 29, 2023 in the Public Works conference room at City of La Quinta, City Hall located at 78-495 Calle Tampico, La Quinta, California 92253. Complete sets of the bidding documents may be purchased online at: www.planitplanroom.com IMPORTANT: If you are not on the plan holders list through Planit Planroom you will not receive addendums. It is the responsibility of the bidder to ensure that they are placed on the plan holders list. Bidding procedures are prescribed in the Project Specifications. Bids shall be executed upon the forms bound and made a part of said Specifications. Bid security in an amount not less than ten percent (10%) of the total bid dollar amount and conforming to the prescribed bidding procedures is required to be submitted with each bid, as a guaranty to be forfeited should the bidder, if awarded the contract, fail to enter into the same, or fails to furnish in a timely manner the bonds and/or proof of insurance. The City reserves the right to reject any or all bids, and to waive any irregularities in the bids. Bid log sheets can be found at http://www.laquintaca.gov/business/design-and- development/bid-on-jobs. Invitation to Bid 1100-1 Pursuant to the provisions of California Labor Code Section 6707, each bid submitted in response to this Invitation to Bid shall contain, as a bid item, adequate sheeting, shoring, and bracing, or equivalent method, for the protection of life and limb in trenches and open excavation, which shall conform to applicable safety orders. By listing this sum, the bidder warrants that its action does not convey tort liability to the City, its consultants, and their employees, agents, and sub -consultants. Pursuant to Section 1770, et. seq., of the California Labor Code, the successful bidder shall pay not less than the prevailing rate of per diem wages as determined by the Director of the California Department of Industrial Relations. These wage rates are available from the California Department of Industrial Relations' Internet website at http://www.dir.ca.gov. Pursuant to Section 1725.5 of the California Labor Code, no contractor or subcontractor may be awarded a contract for public work on a public works project unless registered with the Department of Industrial Relations at the time the contract is awarded. Contractors and subcontractors may find additional information for registering at the Department of Industrial Relations website at http://www.dir.ca.gov/Public-Works/PublicWorks.html . Pursuant to Labor Code section 1771.1, no contractor or subcontractor may be listed on a bid proposal for a public works project submitted on or after March 1, 2015 unless registered with the Department of Industrial Relations. Furthermore, all bidders and contractors are hereby notified that no contractor or subcontractor may be awarded, on or after April 1, 2015, a contract for public work on a public works project unless registered with the Department of Industrial Relations. Pursuant to Labor Code section 1771.4, all bidders are hereby notified that this project is subject to compliance monitoring and enforcement by the Department of Industrial Relations. Pursuant to SB854, all contractors and subcontractors must furnish electronic certified payroll records directly to the Labor Commissioner (aka Division of Labor Standards Enforcement). All contractors and subcontractors must also provide a copy and proof to the City of online submittal within 2 days of online submission. Pursuant to Public Contract Code Section 22300, for monies earned by the Contractor and withheld by the City to ensure the performance of the Contract, the Contractor may, at its option, choose to substitute securities meeting the requirements of said Public Contract Code Section 22300. All bidders shall be licensed under the provisions of Chapter 9, Division 3 of the Business and Professions Code of the State of California to do the type of work contemplated in the project. In accordance with provisions of California Public Contract Code Section 3300, the City has determined that the General Contractor shall possess a valid Class A (General Contractor) and/or C12 (Earthwork and Paving Contractor), at the time that the bid is submitted. Subcontractors shall possess valid, suitable licenses for the work they will perform. Failure to possess the specified license(s) shall render the bid as non-responsive. Invitation to Bid 1100-2 The successful bidder will be required to furnish a Labor and Materials bond in the amount equal to one hundred percent (100%) of the Contract price, as well as a Faithful Performance Bond, in the amount equal to one hundred percent (100%) of the Contract price. Each bidder shall submit with its bid a statement setting forth its experience on the forms included in the Bid Proposal. Telephones will not be available to bidders. Bid forms received after the designated time will not be accepted. Bidders and their authorized agents are invited to attend. No bidder may withdraw its bid for a period of sixty (60) days after the date set for the opening of bids. Approved By: Bryan McKinney, Public Works Director/ City Engineer Published By: Monika Radeva City Clerk End of Section Date: November 16, 2023 Date: November 16, 2023 Invitation to Bid 1100-3 SECTION 1110 INSTRUCTIONS TO BIDDERS 1.0 WORK TO BE DONE It is the intention of the City to construct improvements as shown and set forth on the plans and detailed drawings, and in the particular locations shown on the drawings. All of the work is particularly set forth in the plans and specifications, and all of said work, together with all other work incidental thereto, is included. The work includes the furnishing of all labor, materials, incidentals, and equipment necessary for Project No. 2023-22, Eisenhower Retention Basin Slope Repair and all appurtenant incidental items. The Contractor shall be required to provide, at its own cost and expense, all necessary insurance, as required by law or these specifications, and shall pay the cost and expense of any and all incidental matters herein required. 2.0 EXAMINATION OF CONTRACT DOCUMENTS Each bidder shall thoroughly examine and be familiar with those Contract documents contained in the Project Manual, drawings and addenda, if any. The submission of a bid shall constitute an acknowledgment upon which the City may rely that the bidder has thoroughly examined and is familiar with the Contract documents. The failure or neglect of a bidder to receive or examine any of the Contract documents shall in no way relieve him from any obligation with respect to its proposal or to the Contract. No claim for additional compensation will be allowed which is based upon a lack of knowledge of any Contract documents. 3.0 INSPECTION OF SITE Bidders are required to inspect the site of the work to satisfy themselves by personal examination or by such other means as they may prefer, of the location of the proposed work, and of the actual conditions of and at the site of work. If, during the course of its examination, a bidder finds facts or conditions which appear to be in conflict with the letter or spirit of the bidding documents, the Bidder may apply to the City, in writing, for additional information and explanation before submitting its bid. Submission of a bid by the bidder shall constitute acknowledgment that, if awarded the Contract, it has relied and is relying on its own examination of (1) the site of the work, (2) access to the site, and (3) all other data and matters requisite to the fulfillment of the work and on its own knowledge of existing facilities on and in the vicinity of the site of the work to be constructed under the Contract. The information provided by the City is not intended to be a substitute for, or a supplement to the independent verification by the bidder to the extent such independent investigation of site conditions is deemed necessary or desirable by the bidder. Instruction to Bidders 1110-1 4.0 INTERPRETATION OF CONTRACT DOCUMENTS No oral representations or interpretations will be made to any bidder as to the meaning of the Contract documents. Requests for an interpretation shall be made in writing and delivered at least five (5) days before the time announced for opening the bids to: Ubaldo Ayon, Assistant Construction Manager City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 (760) 777-7096 — Phone uayon@laquintaca.gov — Email Requests to clarify the source of materials, equipment, suppliers or any other such matter which does not modify, change, increase, or decrease the scope of work requires no action by the City other than a response to the bidder requesting the clarification. Requests to clarify possible ambiguous or incomplete statements or designs, or any other such clarification which modifies, changes, increases or decreases the scope of work, requires issuance of an addendum by the City for the interpretation to become effective. 5.0 POSTPONEMENT OF OPENING The City reserves the right to postpone the date and time for receiving and/or opening of bids at any time prior to the date and time established in the Invitation to Bid. Postponement notices shall be mailed to plan holders of record in the form of addenda. 6.0 OPENING OF BIDS All bids, irrespective of any irregularities or informalities, if received on time, will be opened and publicly read aloud at the time and place set forth in the Invitation to Bid. Bidders, their representatives and other interested persons may be present at the opening and reading of bids. Any bids received after the time for receiving and opening bids as set forth in the Invitation to Bid or as postponed by addenda will be considered nonresponsive and will not be opened. Any such bids will be returned unopened to the Bidder. The public reading of each bid will include at least the following: A. Name and address of bidder. B. The total amount of bid. C. The nature and amount of the security furnished with the bid. Instruction to Bidders 1110-2 7.0 PREPARATION OF BID FORMS Bids shall be made on the blank forms in this manual and must be submitted at the time and place stated in the Invitation to Bid. All blanks in the bid forms must be appropriately filled in and all prices must be stated in figures. Unit prices in each and every case shall represent a true unit price used in preparing the bid schedule totals (Bid Form). Unit prices listed herein shall include material, installation and appurtenant work as is necessary to have the item complete and in place meeting the full intent of the plans and specifications. Unbalanced unit prices shall be sufficient cause for rejection of the bid. The purpose of the unit pricing is for bid evaluation and changes in the work during construction. The basis for award shall be the lowest combined price of the Base Bid Area. All bids must be submitted in a sealed envelope, addressed to the City Clerk, with the following annotation: BIDDER ADDRESS This envelope contains a SEALED BID for: Project No. 2023-22, Eisenhower Retention Basin Slope Repair CITY OF LA QUINTA, CALIFORNIA Envelope to be opened on: December 11, 2023 at 10:00 am Unless revised by Addendum. It is the sole responsibility of the bidder to see that its bid is received in proper time. Any bid received after the scheduled closing time for receipt of bids will be returned to the bidder unopened. City shall not be responsible for errors or omissions in the bid. Bidders shall write their names on each bid form at the space provided. 8.0 BIDDER'S SIGNATURE AND AUTHORITY If the bid is made by an individual, his/her name, signature, and post office address must be shown; if made by a firm or partnership, the name and post office address of the firm or partnership, a list of the partners, and the signature of at least one of the general partners must be shown; if made by a corporation, the bid shall show the name of the state under the laws of which the corporation is chartered, the name and post office address of the corporation, and the title of the person who signs on behalf of the corporation. If the bid is made by the corporation, a certified copy of the bylaws or resolution of the Board of Directors of the corporation shall be furnished, upon request of the City Engineer or designee, showing the authority of the officer signing the bid to execute Contracts on behalf of the corporation. If the bid is made by a joint venture, the bid shall be signed by a representative of one of the joint venture firms. Additionally, the bid shall include a copy of the resolution or contract empowering the representative to execute the bid and bind the joint venture. Instruction to Bidders 1110-3 9.0 ERASURES The bid submitted must not contain any erasure, interlineations, or other corrections unless each such correction is suitably authenticated by affixing in the margin immediately opposite the correction the signature or signatures of the person or persons submitting the bid. 10.0 BID IRREGULARITIES Changes in or additions to the bid form, recapitulations of the work bid upon, alternative bids, or any other modifications of the bid form which are not specifically called for in the Contract Documents may result in rejection of the bid by the City, as not being responsive to the Invitation to Bid. No oral or telephonic modification of any bid submitted will be considered. 11.0 MODIFICATION OF BID Modification of a bid already received will be considered only if the modification is received prior to the time established for receiving bids. Modifications shall be made in writing, executed, and submitted in the same form and manner as the original bid. 12.0 WITHDRAWAL OF BIDS In accordance with Public Contract Code 5103, within five days after the opening of bids, a bidder may withdraw its bid providing the bidder can establish to the City's satisfaction that a mistake was made in preparing the bid. A bidder desiring to withdraw shall give written notice to the City, specifying, in detail, how the mistake occurred and how the mistake made the bid materially different than it was intended to be. Withdrawal will not be permitted for mistakes resulting from errors in judgment or carelessness in inspecting the site of the work or in reading the Project Documents. 13.0 ADDENDA Addenda issued during the time of bidding shall become a part of the documents furnished bidders for the preparation of bids, shall be covered in the bids, and shall be made a part of the Contract. Each bid shall include specific acknowledgment in the space provided of receipt of all Addenda issued during the bidding period. Failure to so acknowledge may result in the bid being rejected as not responsive. Failure of any bidder to receive such Addenda shall not be grounds for non-compliance with the terms of the instructions. You must be on the plan holders list through Planit Planroom Enterprises or Plan Manager Pro in order to receive Addenda. 14.0 BID PRICES Bid prices shall include everything necessary for the completion of the work including but not limited to providing the materials, equipment, tools, plant and other facilities, and the management, superintendence, labor and services. Bid prices shall include allowance for all federal, state and local taxes. Instruction to Bidders 1110-4 In the event of a difference between a price quoted in words and a price quoted in figures for the same quotation, the words shall be the amount bid. In the event that the product of a unit price and an estimated quantity does not equal the extended amount quoted, the unit price shall govern, and the correct product of the unit price and the estimated quantity shall be deemed to be the amount bid. If the sum of two or more items in a bidding schedule does not equal the total amount quoted, the individual item amounts shall govern and the correct total shall be deemed to be the amount bid. 15.0 BID GUARANITY The bid form shall be accompanied by a bid guaranty bond provided by a guaranty company authorized to carry on business in the State of California for payment to the City in the sum of at least ten (10) percent of the total amount of the bid price, or, alternatively, by a certified or cashier's check, payable to the City in the sum of at least ten (10) percent of the total amount of the bid price. The bid guarantee bond shall be provided on the form included in Section 1220, BID GUARANTY BOND, of this Project Document. The amount payable to the City under the bid guaranty bond, or the certified or cashier's check and the amount thereof, as the case may be, shall be forfeited to the City as liquidated damages in case of a failure or neglect of the bidder to furnish, execute, and deliver to the City the required performance and payment bonds evidences of insurance; and to enter into, execute, and deliver to the City the Contract on the form provided herewith, within ten (10) calendar days after receiving written notice from the City that the award has been made and the Contract is ready for execution. The City shall retain all bid security until a contract has been executed or until the City Council rejects all bids at which time all bid security not forfeited shall be returned to the appropriate bidders. 16.0 QUALIFICATION OF BIDDER Each bidder shall complete and submit with their bid Section 1230, CERTIFICATION OF BIDDER'S EXPERIENCE AND QUALIFICATIONS. Upon the request of City, any bidder whose bid is under consideration for the award of the Contract shall promptly submit satisfactory evidence showing the bidder's financial resources, its construction experience, and its organization's availability for the performance of the Contract. The bidder may be required to establish to the satisfaction of the City the reliability and responsibility of the persons or entities proposed to furnish and perform the work described in the Documents. 17.0 SUBCONTRACTORS In accordance with California Public Contracting Code Section 4100, et. seq., each bid shall have listed in Section 1240, PROPOSED SUBCONTRACTORS, the name, portion of work to be performed, and location of the place of business of each subcontractor who will perform work or labor or render service to the bidder in or about the construction of the work or improvement, or of any subcontractor licensed by the State of California who, under subcontract to the bidder, will specially fabricate and install a portion of the work or Instruction to Bidders 1110-5 improvement according to detailed drawings contained in the plans and specifications, in an amount in excess of one-half of one percent of the bidder's total bid, or, in the case of bids or offers for the construction of streets or highways, including bridges, in excess of one-half of one percent of the bidder's total bid or Ten Thousand Dollars ($10,000.00), whichever is greater. The Contractor shall perform, with its own organization, Contract work amounting to at least 50 percent of the Contract Price except that any designated "Specialty Items" may be performed by subcontract and the amount of any such "Specialty Items" so performed will be deducted from the Contract Price before computing the amount required to be performed by the Contractor with its own organization. "Specialty Items" will be identified by the Agency in the Bid or in the Special Provisions. Where an entire item is subcontracted, the value of work subcontracted will be based on the Contract Unit Price. When a portion of an item is subcontracted, the value of work subcontracted will be based on the estimated percentage of the Contract Unit Price. This will be determined from the information submitted by the Contractor, and subject to approval of the Engineer. Failure to list subcontractors may render the bid non-responsive and may be grounds for rejection of the bid. Failure to comply with the provisions of the California "Subletting and Subcontracting Fair Practices Act" shall make the Contractor subject to the sanctions as set forth in the Act. 18.0 BIDDERS INTERESTED IN MORE THAN ONE BID No person, firm, or corporation, under the same or different name, shall make, file, or be interested in more than one bid for the same work unless alternate bids are called for. A person, firm, or corporation may, however, submit sub -proposals or quote prices on materials to more than one bidder. The City may reject the bids of the known participants in such collusion. Pursuant to Public Contract Code Section 7106, bidders shall execute and furnish with their bids Section 1250, NON -COLLUSION AFFIDAVIT. 19.0 SHEETING, SHORING AND BRACING Pursuant to the provisions of California Labor Code Section 6707, each bid submitted shall contain, in the bid item indicated, the amount included in its bid for adequate sheeting, shoring, and bracing, or equivalent method, for the protection of life and limb in trenches and open excavation, which shall conform to applicable safety orders. By listing this sum, the bidder warrants that its action does not convey tort liability to the City, its consultants, and their employees, agents, and sub -consultants. 20.0 WAGE RATES Pursuant to provisions of the Labor Code Section 1770, et. seq., of the State of California, the Director of the Department of Industrial Relations has ascertained the prevailing rate of per diem wages of the locality in which the Work is to be performed and applicable to the work to be done. These wage rates are available from the California Department of Industrial Relations' Internet web site at: www.dir.ca.gov Instruction to Bidders 1110-6 Bidders shall promptly notify the City, in writing, about all the classifications of labor not listed in the prevailing wage determinations but necessary for the performance of the Work before bids are submitted. 21.0 OFFER OF ASSIGNMENT OF ANTITRUST ACTIONS As provided by Sections 4551 and 4552 of the California Government Code, in submitting a bid to the City, the bidder offers and agrees that if the bid is accepted, it will assign to the City all rights, title, and interest in and to all causes of action it may have under Section 4 of the Clayton Act (15 U.S.C. 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 purchases of goods, materials, or services by the bidder for sale to the City pursuant to the bid. Such assignment shall be made and become effective at the time the City tenders final payment to the bidder. 22.0 ASSIGNMENT OF CONTRACT No assignment by the Contractor of any contract to be entered into hereunder, or any part thereof, or of funds to be received thereunder by the Contractor, will be recognized by City unless such assignment has had prior approval of City and the Surety has been given due notice of such assignment in writing and has consented thereto in writing. 23.0 REJECTION OF BIDS The City reserves the right to reject all bids for any reason. The City further reserves the right to reject any bid: which is non-responsive, incomplete, obscure, or irregular; which omits a bid on any one or more of the required bid items; which does not contain satisfactory documentation of the bidder's qualifications as required by Section 1110-16.0, QUALIFICATION OF BIDDER; which, in the City's opinion, the unit prices are unbalanced; which is accompanied by insufficient or irregular bid security; or, which is from a bidder who has previously failed, on a contract of any nature, to perform properly or to complete it on time. The City reserves the right to waive irregularities. 24.0 CONTRACT AND BONDS The successful bidder, simultaneously with the execution of the Contract, will be required to furnish a Payment Bond on forms provided by the City in an amount equal to one hundred percent (100%) of the Contract Price, a Faithful Performance Bond in an amount equal to one hundred (100%) of the Contract Price, and the WORKER'S COMPENSATION INSURANCE CERTIFICATE in Section 1330. Said bonds shall be secured from a surety company satisfactory to City. The form of Contract, as provided in Section 1300, which the successful bidder as Contractor will be required to execute, and the forms of bonds as provided in Sections 1310 and 1320, which it will be required to furnish, shall be carefully examined by the bidder. 25.0 AWARD OF CONTRACT Within sixty (60) days after the time of opening of the bids, the City will act either to accept a bid, to reject all bids or with the consent of the bidders and their sureties to extend the time in which the City may act. The acceptance of a bid will be evidenced by a notice of Instruction to Bidders 1110-7 award of Contract in writing, delivered in person or by certified mail to the bidder whose bid is accepted. No other act of City will constitute acceptance of a bid. The award of Contract shall obligate the bidder whose bid is accepted to furnish performance and payment bonds and evidences of insurance, and to execute the Contract in the form set forth in the Contract documents. 26.0 EXECUTION OF CONTRACT The Contract Agreement shall be executed by the successful bidder and returned, together with the Contract bonds and evidences of insurance, within ten (10) days after receiving written notice of the award of the Contract. Time is of the essence in this regard. After execution by City, one copy shall be returned to Contractor. 27.0 CONSTRUCTION DOCUMENTS The City will furnish the Contractor five copies of the Specifications after the execution of the Contract. The Contractor may request up to three additional copies at no cost, for a total of eight (8) no cost copies. 28.0 BID PROTEST Any bid protest must be in writing and received by City at the Office of the City Clerk located at 78-495 Calle Tampico, La Quinta, California, 92253, before 5:OOp.m., no later than two working days following bid opening (the "Bid Protest Deadline") and must comply with the following requirements: 28.1 General. Only a bidder who has actually submitted a Bid Proposal is eligible to submit a bid protest against another bidder. Subcontractors are not eligible to submit bid protests. A bidder may not rely on the bid protest submitted by another bidder but must timely pursue its own protest. The protesting bidder must submit a non-refundable fee in the amount of $825.00, based upon City's reasonable costs to administer the bid protest. Any such fee must be submitted to City no later than the Bid Protest Deadline, unless otherwise specified. For purposes of this Section 28, a "working day" means a day that City is open for normal business, and excludes weekends and holidays observed by City. 28.2 Protest Contents. The bid protest must contain a complete statement of the basis for the protest and all supporting documentation. Material submitted after the Bid Protest Deadline will not be considered. The protest must refer to the specific portion or portions of the Contract Documents upon which the protest is based. The protest must include the name, address, email address, and telephone number of the person representing the protesting bidder if different from the protesting bidder. 28.3 Copy to Protested Bidder. A copy of the protest and all supporting documents must be concurrently transmitted by fax or by email, by or before the Bid Protest Deadline, to the protested bidder and any other bidder who has a reasonable prospect of receiving an award depending upon the outcome of the protest. Instruction to Bidders 1110-8 28.4 Response to Protest. The protested bidder may submit a written response to the protest provided the response is received by City before 5:OOp.m., within two working days after the Bid Protest Deadline or after actual receipt of the bid protest, whichever is sooner (the "Response Deadline"). The response must include all supporting documentation. Material submitted after the Response Deadline will not be considered. The response must include the name, address, email address, and telephone number of the person representing the protested bidder if different from the protested bidder. 28.5 Copy to Protesting Bidder. A copy of the response and all supporting documents must be concurrently transmitted by fax or by email, by or before the Bid Protest Deadline, to the protesting bidder and any other bidder who has a reasonable prospect of receiving an award depending upon the outcome of the protest. 28.6 Exclusive Remedy. The procedure and time limits set forth in this section are mandatory and are the bidder's sole and exclusive remedy in the event of bid protest. A bidder's failure to comply with these procedures will constitute a waiver of any right to further pursue a bid protest, including filing a Government Code Claim or initiation of legal proceedings. 28.7 Right to Award. The City Council reserves the right to award the Contract to the bidder it has determined to be the responsible bidder submitting the lowest responsive bid, and to issue a notice to proceed with the Work notwithstanding any pending or continuing challenge to its determination. 29.0 COMPLIANCE WITH IRAN CONTRACTING ACT OF 2010. Pursuant to the Iran Contracting Act of 2010 (Pub. Contract Code, § 2200 et seq.), (a) Contractor shall be ineligible to bid on or submit a proposal for any contract for One Million Dollars ($1,000,000) or more if Contractor engages in investment activities in Iran as defined in Public Contract Code Section 2202.5, and/or if Contractor is identified on the list of persons engaging in investment activities in Iran prepared by the State of California pursuant to Public Contract Code Section 2203 subdivision (b). (b) For bids of One Million Dollars ($1,000,000) or more, Contractor must certify that it is not on the list of ineligible vendors prohibited from doing business with the State of California and shall complete the Iran Contracting Act Certification and submit with their proposal at the time of bid. Contractor shall obtain the Iran Contracting Act Certification in the form approved by the State of California, or upon written request to the City Clerk's Office, a copy of the form will be provided to Contractor. Failure by Contractor to provide the certification required by this Section may deem Contractor's bid non-responsive. Nothing in this Section is intended to prevent the City from exercising its rights pursuant to Public Contract Code section 2203, subdivision (c) or (d), or both, on a case-by-case basis. Instruction to Bidders 1110-9 30.0 COMPLIANCE WITH CALIFORNIA EXECUTIVE ORDER N-6-22. Russian aggression against Ukraine. (a) Contractor shall comply with California Governor Executive Order N-6-22 regarding sanctions in response to Russian aggression in the Country of Ukraine, and any implementing guidelines and/or economic sanctions imposed by the United States government in response to Russian actions in Ukraine, as well as any sanctions imposed under California law (collectively "economic sanctions"). Contractor shall comply with all such economic sanctions. By submitting a bid to the City, Contractor agrees to take any and all actions to support the Ukrainian government and people as required by law, including by refraining from new investments in, and financial transactions with, Russian institutions or companies that are headquartered or have their principal place of business in Russia (Russian entities), not transferring technology to Russia or Russian entities, and directly providing support to the government and people of Ukraine. (b) If bidding on a contract for Five Million Dollars ($5,000,000) or more, Contractor shall submit a written report to the City on Contractor's compliance with the economic sanctions, and the steps Contractor has taken in response to Russia's actions in Ukraine, including, but not limited to, desisting from making new investments in, or engaging in financial transactions with, Russian entities, not transferring technology to Russia or Russian entities, and directly providing support to the government and people of Ukraine as required by law. Failure to submit the report required by this Section may deem Contractor's bid non-responsive. END OF SECTION Instruction to Bidders 1110-10 DATE: SECTION 1200 BID The undersigned, as bidder, declares it has received and examined the Contract Document entitled Project No. 2023-22, Eisenhower Retention Basin Slope Repair and will contract with the City, on the form of Contract provided herewith, to do everything required for the fulfillment of the contract for said work at the prices and on the terms and conditions herein contained. We have included the following items and agree that they shall form a part of this bid: SECTION TITLE 1200 Bid 1210 Bid Schedule 1220 Bid Guaranty Bond 1230 Certification of Bidder's Experience and Qualifications 1240 Proposed Subcontractors 1250 Non -Collusion Affidavit 1260 DIR Project Vendor Information 1270 Iran Contracting Act of 2010 1280 Russian Aggression Against Ukraine Sanctions We acknowledge that the following addenda have been received and have been examined as part of the Contract Documents. Bidders must be on the Plan Holders List with the City of La Quinta in order to receive addenda. Addendum # Date Received Initials Attached is a bid guaranty bond as required by Paragraph 1110-15.0, BID GUARANTY. Name of Bidder Bidder's Telephone Number Bid 1200-1 If our bid is accepted, we agree to sign the contract without qualifications and to furnish the performance and payment bonds and the required evidence of insurance within 10 calendar days after receiving written notice of the award of the contract. We further agree, if our bid is accepted and a Contract for performance of the work is entered into with the City, to so plan work and to prosecute it with such diligence that the work shall be completed within the time stipulated. Name of Bidder Bidder's Telephone Number Bidder's Address Bidder's Email Address Contractor's License No. Contractor's Expiration Date State of Incorporation Signature of Bidder Witness Printed Name of Signatory Title of Witness Title of Signatory Bid 1200-2 SECTION 1210 BID SCHEDULE PROJECT NO. 2023-22 EISENHOWER RETENTION BASIN SLOPE REPAIR City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 To Whom It May Concern: Pursuant to the Invitation to Bid, and in accordance with the provisions therein stated, the undersigned hereby proposes and agrees that on award by the City under this Bid, to execute a Contract, with necessary bonds, to furnish and install any and all labor, materials, transportation and services for Project No. 2022-23, Eisenhower Retention Basin Slope Repair, in accordance with the plans and specifications therefore adopted and on file with the City within the time hereinafter set forth and at the prices named in this Bid. It is understood that the basis of award shall be the lowest total price of the Base Bid Area. Unit prices in each and every case represent the true unit price used in preparing the bid schedule totals (Bid Form). Unit prices listed herein include material, installation and appurtenant work as is necessary to have the item complete and in place meeting the full intent of the plans and specifications. We acknowledge that unbalanced unit prices shall be sufficient cause for the rejection of our bid. Item #6 is predetermined for bidding purposes only and actual costs will be determined on an area -by -area basis. BASE BID — EISENHOWER RETENTION BASIN SLOPE REPAIR Item No. Item Description Est. Qty. Unit Unit Price (in figures) Dollars Item Total (in figures) Dollars 1 Mobilization 1 LS $ $ 2 Traffic Control 1 LS $ $ 3 Dust Control/PM-10 Plan 1 LS $ $ 4 Clearing and Grubbing 1 LS $ $ 5 Mass Excavation to toe of original slope invert (Trucking is Specialty) 2,686 CY $ $ Bid Schedule 1210-1 Item No. Item Description Est. Qty. Unit Unit Price (in figures) Dollars Item Total (in figures) Dollars 6(S) (A) Repair 60miI LLDPE Smooth Nominal Liner 5,000 SF $ 8,000.00 $ 8,000.00 7 Repair Liner Cover Material 1 -ft. thick per Geotechnical Engineer's recommendations 685 CY $ $ 8 Repair Slopes in Areas with No Liner Utilizing Material in Basin 1 LS $ $ 9 Scarification of Bottom of Basin 1 LS $ $ Total Amount of Bid Items 1 — 9 $ GRAND TOTAL BASE BID (Figures): $ GRAND TOTAL BASE BID (Words): Bid Amount of each of the above Bid Items must be filled in and completed. It is understood that the quantities shown hereon are but estimates and the bidder is responsible to verify quantities prior to submitting a bid. Final payment will be based upon actual work performed, subject to such adjustments and alterations as elsewhere provided herein. Signature of Bidder (Ink) Name of Bidder (Printed or Typed) Bidder Telephone Number Bidder Email Address Bid Schedule 1210-2 SECTION 1220 BID GUARANTY BOND PRINCIPAL, and , as SURETY, are held and firmly bound unto the City in the penal sum of TEN (10) PERCENT OF THE TOTAL AMOUNT OF THE BID of the Principal above named, submitted by said Principal to the 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 to the City to which said bid was submitted, we bind ourselves, our heirs, executors, administrators, and successors, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION IS SUCH THAT WHEREAS, the Principal has submitted the above-mentioned bid to the City, for certain construction specifically described as follows, for which bids are to be opened at La Quinta, California. PROJECT NO. 2023-22 EISENHOWER RETENTION BASIN SLOPE REPAIR NOW, THEREFORE, if the aforesaid Principal is awarded the contract and, within the time and manner required under the specifications, after the prescribed forms are presented to him/her for signature enters into a written contract in the prescribed form, in accordance with the bid, and files two bonds with the City, one to guarantee faithful performance, and the other to guarantee payment for labor and materials as required by law, and provide certificate of insurance coverage required by the Contract Documents, then this obligation shall be null and void; otherwise, it shall be and remain in full force and virtue. IN WITNESS WHEREOF, we have hereunto set our hands on this day of , 2023. Title of Signatory Title of Signatory Signature of Principal Signature of Surety Address Address Note: Signatures of those executing for the surety must be properly acknowledged. Bid Guaranty Bond 1220-1 SECTION 1230 CERTIFICATION OF BIDDER'S EXPERIENCE AND QUALIFICATIONS The undersigned Bidder certifies that he is, at the time of bidding, and shall be, throughout the period of the contract, licensed under the provisions of Chapter 9, Division 3, of the Business and Professions Code of the State of California, to do the type of work contemplated in the Contract Documents. Bidder shall further certify that it is skilled and regularly engaged in the general class and type of work called for in the Contract Documents. The Bidder represents that it is competent, knowledgeable, and has special skills on the nature, extent, and inherent conditions of the work to be performed. Bidder further acknowledges that there are certain peculiar and inherent conditions existent in the construction of the particular facilities, which may create, during the construction program, unusual or peculiar unsafe conditions hazardous to persons and property. Bidder expressly acknowledges that it is aware of such peculiar risks and that it has the skill and experience to foresee and to adopt protective measures to adequately and safely perform the construction work with respect to such hazards. The Bidder shall list below four (4) projects completed in the last seven (7) years of similar size and complexity that indicate the Bidder's experience as a General Contractor. 1. Project Name: Owner: Construction Cost: $ Construction Time: Calendar Days Owner's Representative: Owner's Telephone No.: Date of Substantial Completion: 2. Project Name: Owner: Construction Cost: $ Construction Time: Calendar Days Owner's Representative: Owner's Telephone No.: Date of Substantial Completion: Bidders Experience & Qualifications 1230-1 3. Project Name: Owner: Construction Cost: $ Construction Time: Calendar Days Owner's Representative: Owner's Telephone No.: Date of Substantial Completion: 4. Project Name: Owner: Construction Cost: $ Construction Time: Calendar Days Owner's Representative: Owner's Telephone No.: Date of Substantial Completion: Signed this day of , 2023. Name of Bidder Contractor's License No. DIR Reg No. Signature of Bidder Expiration Date Printed Name of Bidder Title of Signatory Bidders Experience & Qualifications 1230-2 SECTION 1240 PROPOSED SUBCONTRACTORS Pursuant to California Public Contracting Code, Section 4100 et. seq., the following list gives the name, business address, and portion of work (description of work to be done) for each subcontractor that will be used in the work if the bidder is awarded the Contract. (Additional supporting data may be attached to this page. Each page shall be sequentially numbered and headed "Proposed Subcontractors" and shall be signed.) The Contractor shall perform, with its own organization, Contract work amounting to at least 50 percent of the Contract Price except that any designated "Specialty Items" may be performed by subcontract and the amount of any such "Specialty Items" so performed will be deducted from the Contract Price before computing the amount required to be performed by the Contractor with its own organization. "Specialty Items" will be identified by the Agency in the Bid or in the Special Provisions. Where an entire item is subcontracted, the value of work subcontracted will be based on the Contract Unit Price. Subcontractor/Business Address/Description of Work/% of Work/License No./DIR Reg No. Signature of Bidder Name of Bidder Proposed Subcontractors 1240-1 SECTION 1250 NON -COLLUSION AFFIDAVIT TO BE EXECUTED BY BIDDER AND SUBMITTED WITH BID State of California County of ) ss. , being first duly sworn, deposes and say that he or she is of , the party making the foregoing bid that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham; that the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid, and has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone shall refrain from bidding; that the bidder has not in any manner, directly or indirectly sought by contract, 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, or to secure any advantage against the public body awarding the contract of anyone interested in the proposed contract; that all statements contained in the bid are true; and, further, that the bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, bid depository, or to any member or agent thereof to effectuate a collusive or sham bid. Signature Name of Bidder Title Date Non -Collusion Affidavit 1250-1 SECTION 1260 DIR Project Vendor Information Vendor Information: Name: Address: City: ST: Zip: Project Manager: Email: Phone: CSLB/Certification Number: Public Works Registration No.: Classification: Asbestos Boilermaker Bricklayers Carpenter Carpet/Linoleum Cement Masons Drywall Finisher Drywall/Lathers Electricians Elevator Mechanic Glaziers Iron Workers Laborers Millwrights_ Operating Eng Painters Pile Drivers Pipe Trades Plasterers Roofer SheetMetal Sound/Com Surveyor Teamster Tile Worker Prevailing Wages and Payroll: The project is subject to prevailing wage rates and enforcement by the Department of Industrial Relations (DIR). Prevailing wage rates can be obtained at: http://www.dir.ca.gov/Public-Works/Prevailing-Wage.html. Contractors and subcontractors on most public Works projects are required to submit certified payroll records to the Labor Commissioner using DIR's electronic certified payroll reporting system. For your convenience, the link for reporting certified payroll is: http://www.dir.ca.gov/Public-Works/Certified-Payroll-Reporting.html. A copy of certified payroll, including the names and addresses of employees and/or subcontractors working on the job must be included with invoices submitted to the City of La Quinta. DIR Project Vendor Information 1260-1 SECTION 1270 COMPLIANCE WITH IRAN CONTRACTING ACT OF 2010 Pursuant to the Iran Contracting Act of 2010 (Pub. Contract Code, § 2200 et seq.), (a) Contractor shall be ineligible to bid on or submit a proposal for any contract for One Million Dollars ($1,000,000) or more if Contractor engages in investment activities in Iran as defined in Public Contract Code Section 2202.5, and/or if Contractor is identified on the list of persons engaging in investment activities in Iran prepared by the State of California pursuant to Public Contract Code Section 2203 subdivision (b). (b) For bids of One Million Dollars ($1,000,000) or more, Contractor must certify that it is not on the list of ineligible vendors prohibited from doing business with the State of California and shall complete the Iran Contracting Act Certification and submit with their proposal at the time of bid. Contractor shall obtain the Iran Contracting Act Certification in the form approved by the State of California, or upon written request to the City Clerk's Office, a copy of the form will be provided to Contractor. Failure by Contractor to provide the certification required by this Section may deem Contractor's bid non-responsive. (c) Nothing in this Section is intended to prevent the City from exercising its rights pursuant to Public Contract Code section 2203, subdivision (c) or (d), or both, on a case-by-case basis. Iran Contracting Act Certification 1270-1 IRAN CONTRACTING ACT CERTIFICATION Pursuant to the Iran Contract Act of 2010 (Public Contract Code 2200-2208), Vendors/Bidders are ineligible to bid on or submit a proposal for any contract with a public entity for goods or services of one million dollars ($1,000,000) or more if the Vendor/Bidder engages in investment activities in Iran. MUST BE SUBMITTED WITH BID PROPOSAL IF BID AMOUNT IS $1,000,000 OR MORE Prior to bidding on, submitting a proposal, or executing a contract or renewal for a public entity contract for goods or services of $1,000,000 or more, a vendor must either: a) certify it is not on the current list of persons engaged in investment activities in Iran created by the California Department of General Services ("DGS") pursuant to Public Contract Code section 2203(b) and is not a financial institution extending $20,000,000 or more in credit to another person, for 45 days or more, if that other person will use the credit to provide goods or services in the energy sector in Iran and is identified on the current list of persons engaged in investment activities in Iran created by DGS; or b) demonstrate it has been exempted from the certification requirement for that solicitation or contract pursuant to Public Contract Code section 2203(c) or (d). To comply with this requirement, please insert your vendor or financial institution name and Federal ID Number (if available) and complete one of the options below. Please note: California law establishes penalties for providing false certifications, including civil penalties equal to the greater of $250,000 or twice the amount of the contract for which the false certification was made, contract termination, and three-year ineligibility to bid on contracts. (Pub. Cont. Code § 2205.) OPTION #1 - CERTIFICATION 1, the official named below, certify I am duly authorized to execute this certification on behalf of the vendor/financial institution identified below, and the vendor/financial institution identified below is not on the current list of persons engaged in investment activities in Iran created by DGS and is not a financial institution extending twenty million dollars ($20,000,000) or more in credit to another person/vendor, for 45 days or more, if that other person/vendor will use the credit to provide goods or services in the energy sector in Iran and is identified on the current list of persons engaged in investment activities in Iran created by DGS. I certify (or declare) under penalty of perjury under the laws of the State of California that the foregoing is true and correct. Vendor Name/Financial Institution (Printed) I Federal ID Number (or n/a) By (Authorized Signature) Printed Name and Title of Person Signing Date Executed Iran Contracting Act Certification 1270-2 OPTION #2 — EXEMPTION Pursuant to Public Contract Code sections 2203(c) and (d), a public entity may permit a vendor/financial institution engaged in investment activities in Iran, on a case- by-case basis, to be eligible for, or to bid on, submit a proposal for, or enters into or renews, a contract for goods and services. If you have obtained an exemption from the certification requirement under the Iran Contracting Act, please fill out the information below, and attach documentation demonstrating the exemption approval. Vendor Name/Financial Institution (Printed) Federal ID Number (or n/a) By (Authorized Signature) Printed Name and Title of Person Signing Date Executed Iran Contracting Act Certification 1270-3 SECTION 1280 COMPLIANCE WITH CALIFORNIA EXECUTIVE ORDER N-6-22 RUSSIAN AGGRESSION AGAINST UKRAINE (a) Contractor shall comply with California Governor Executive Order N-6-22 regarding sanctions in response to Russian aggression in the Country of Ukraine, and any implementing guidelines and/or economic sanctions imposed by the United States government in response to Russian actions in Ukraine, as well as any sanctions imposed under California law (collectively "economic sanctions"). Contractor shall comply with all such economic sanctions. By submitting a bid to the City, Contractor agrees to take any and all actions to support the Ukrainian government and people as required by law, including by refraining from new investments in, and financial transactions with, Russian institutions or companies that are headquartered or have their principal place of business in Russia (Russian entities), not transferring technology to Russia or Russian entities, and directly providing support to the government and people of Ukraine. (b) If bidding on a contract for Five Million Dollars ($5,000,000) or more, Contractor shall submit a written report to the City on Contractor's compliance with the economic sanctions, and the steps Contractor has taken in response to Russia's actions in Ukraine, including, but not limited to, desisting from making new investments in, or engaging in financial transactions with, Russian entities, not transferring technology to Russia or Russian entities, and directly providing support to the government and people of Ukraine as required by law. Failure to submit the report required by this Section may deem Contractor's bid non-responsive. Please include a written report to the City if this section is applicable. Russian Aggression Against Ukraine Compliance 1280-1 SECTION 1300 CONTRACT THIS CONTRACT, by and between the CITY OF LA QUINTA, a municipal corporation, herein referred to as "City," and herein referred to as, "Contractor." WITNESSETH: In consideration of their mutual covenants, the parties hereto agree as follows: 1. Contractor shall furnish all necessary labor, material, equipment, transportation and services for Project No. 2023-22, Eisenhower Retention Basin Slope Repair in the City of La Quinta, California pursuant to the Invitation to Bid, dated November 2023, the project Specifications, and Contractor's Bid, all of which documents shall be considered a part hereof as though fully set herein. Should any provisions of Contractor's Bid be in conflict with the Notice Inviting Bids, Specifications, or this Contract, then the provisions of said Contract, Specifications, and Invitation to Bid shall be controlling, in that order of precedence. The time frame for construction work shall be in accordance with that specified in the Invitation to Bid. 2. Contractor will comply with all Federal, State, County, and La Quinta Municipal Code, which are, as amended from time to time, incorporated herein by reference. 3. All work shall be done in a manner satisfactory to the City Engineer. 4. Contractor shall commence work after the issuance of a written Notice to Proceed and agrees to have all work completed within 30 working days from the date of Notification to Proceed. 5. In consideration of said work, City agrees to pay Contractor such sums as shall be approved by the City Engineer at lump sums and/or unit prices stated in the Contractor's Bid, the base consideration (Type in correct dollar amount using currency format) ($ , .00). All payments shall be subject to approval by the City Engineer and shall be in accordance with the terms, conditions, and procedures provided in the Specifications. 6. The Contractor shall not knowingly pay less than the general prevailing rate for per diem wages, as determined by the State of California Department of Industrial Relations and referred to in the Invitation to Bid, to any workman employed for the work to be performed under this contract; and the Contractor shall forfeit as a penalty to the City the sum of Twenty -Five Dollars ($25.00) for each calendar day, or fraction thereof, for such workman paid by him or by any subcontractor under him in violation of this provision (Sections 1770-1777, Labor Code of California). Contract 1300-1 Pursuant to Section 1770, et. seq., of the California Labor Code, the successful bidder shall pay not less than the prevailing rate of per diem wages as determined by the Director of the California Department of Industrial Relations. These wage rates are available from the California Department of Industrial Relations' Internet website at http://www.dirca.ciov. Pursuant to Section 1725.5 of the California Labor Code, no contractor or subcontractor may be awarded a contract for public work on a public works project unless registered with the Department of Industrial Relations at the time the contract is awarded. Contractors and subcontractors may find additional information for registering at the Department of Industrial Relations website at http://www.dir.ca.gov/Public- Works/PublicWorks.html. Pursuant to Labor Code section 1771.1, no contractor or subcontractor may be listed on a bid proposal for a public works project submitted on or after March 1, 2015 unless registered with the Department of Industrial Relations. Furthermore, all bidders and contractors are hereby notified that no contractor or subcontractor may be awarded, on or after April 1, 2015, a contract for public work on a public works project unless registered with the Department of Industrial Relations. Pursuant to Labor Code section 1771.4, all bidders are hereby notified that this project is subject to compliance monitoring and enforcement by the Department of Industrial Relations. 7. Concurrently with the execution of this Contract, Contractor shall furnish bonds of a surety satisfactory to City, as provided in said Specifications or Invitation to Bid, the cost of which shall be paid by Contractor. 8. Except for the gross negligence or willful misconduct of an Indemnified Party (as hereinafter defined), the Contractor hereby assumes liability for and agrees to defend (at Indemnified Parties' option), indemnify, protect and hold harmless City and its Project Consultants, and Engineers, officers, agents, and employees ("Indemnified Parties") from and against any and all claims, charges, damages, demands, actions, proceedings, losses, stop notices, costs, expenses (including counsel fees), judgments, civil fines and penalties, liabilities of any kind or nature whatsoever, which may be sustained or suffered by or secured against the Indemnified Parties arising out of or encountered in connection with this Contract or the performance of the Work including, but not limited to, death of or bodily or personal injury to persons or damage to property, including property owned by or under the care and custody of City, and for civil fines and penalties, that may arise from or be caused, in whole or in part, by any negligent or other act or omission of Contractor, its officers, agents, employees or Subcontractors including, but not limited to, liability arising from: 1. Any dangerous, hazardous, unsafe or defective condition of, in or on the premises, of any nature whatsoever, which may exist by reason of any act, omission, neglect, or any use or occupation of the premises by Contractor, its officers, agents, employees, or subcontractors; 2. Any operation conducted upon or any use or occupation of the premises by Contractor, its officers, agents, employees, or subcontractors under or Contract 1300-2 pursuant to the provisions of this contract or otherwise; 3. Any act, omission or negligence of Contractor, its officers, agents, employees, or Subcontractors; 4. Any failure of Contractor, its officers, agents or employees to comply with any of the terms or conditions of this Contract or any applicable federal, state, regional, or municipal law, ordinance, rule or regulation; and 5. The conditions, operations, uses, occupations, acts, omissions or negligence referred to in Sub -subsections (1), (2), (3), and (4), existing or conducted upon or arising from the use or occupation by Contractor on any other premises in the care, custody and control of City. The Contractor also agrees to indemnify City and pay for all damages or loss suffered by City including but not limited to damage to or loss of City property, to the extent not insured by City and loss of City revenue from any source, caused by or arising out of the conditions, operations, uses, occupations, acts, omissions or negligence referred to in Sub -subsections (1), (2), (3), (4) and (5). Contractor's obligations under this Section apply regardless of whether or not such claim, charge, damage, demand, action, proceeding, loss, stop notice, cost expense, judgment, civil fine or penalty, or liability was caused in part or contributed to by an Indemnified Party. However, without affecting the rights of City under any provision of this contract, Contractor shall not be required to indemnify and hold harmless City for liability attributable to the active negligence of City, provided such active negligence is determined by agreement between the parties or by the findings of a court of competent jurisdiction. In instances where City is shown to have been actively negligent and where City's active negligence accounts for only a percentage of the liability involved, the obligation of Contractor will be for that entire portion or percentage of liability not attributable to the active negligence of City. Contractor agrees to obtain executed indemnity agreements with provisions identical to those set forth here in this section from each and every subcontractor or any other person or entity involved by, for, with or on behalf of Contractor in the performance of this contract. In the event Contractor fails to obtain such indemnity obligations from others as required here, Contractor agrees to be fully responsible according to the terms of this section. Failure of City to monitor compliance with these requirements imposes no additional obligations on City and will in no way act as a waiver of any rights hereunder. This obligation to indemnify and defend City as set forth here is binding on the successors, assigns or heirs of Contractor and shall survive the termination of this contract or this section. This indemnity shall survive termination of the Contract or Final Payment hereunder. This Indemnity is in addition to any other rights or remedies that the Indemnified Parties may have under the law or under any other Contract Documents or Agreements. In the event of any claim or demand made against any party which is entitled to be indemnified hereunder, City may, in its sole discretion, reserve, retain or apply any monies to the Contractor under this Contract for the purpose of resolving such claims; Contract 1300-3 provided, however, City may release such funds if the Contractor provides City with reasonable assurance of protection of the Indemnified Parties' interests. City shall, in its sole discretion, determine whether such assurances are reasonable. Approval of any insurance contracts by the City does not relieve the Contractor or subcontractors from liability under Section 1340-1.0, Indemnification of the Specifications. The City will not be liable for any accident, loss, or damage to the work prior to its completion and acceptance. 9. Except as otherwise required, Contractor shall concurrently with the execution of this contract, furnish the City satisfactory evidence of insurance of the kinds and in the amounts provided in said Specifications, Section 1340-2.0, Insurance Requirements. This insurance shall be kept in full force and effect by Contractor during this entire contract and all premiums thereon shall be promptly paid by it. Each policy shall further state that it cannot be canceled without written notice to the City and shall name the City as an additional insured on the Commercial General Liability policy only. Contractor shall furnish evidence of having in effect, and shall maintain, Workers Compensation Insurance coverage of not less than the statutory amount or otherwise show a certificate of self-insurance, in accordance with the Workers Compensation laws of the State of California. Failure to maintain the required amounts and types of coverage throughout the duration of this Contract shall constitute a material breach of this Contract. 10. Except as otherwise required, Contractor shall concurrently with the execution of this contract, furnish the City a Milestone Schedule with a beginning date of 15 days after the Notice of Award as provided in said Specifications, Section 4.2, Construction Schedule. Contractor shall pay to City $500.00 liquidated damages per calendar day that the Milestone Schedule is not provided. 11. Contractor shall forfeit as a penalty to City $25.00 for each laborer, workman, or mechanic employed in the execution of this Contract by said Contractor, or any subcontractor under it, upon any of the work herein mentioned, for each calendar day during which such laborer, workman, or mechanic is required or permitted to work at other than a rate of pay provided by law for more than 8 hours in any one calendar day and 40 hours in any one calendar week, in violation of the provisions of Sections 1810- 1815 of the Labor Code of the State of California. 12. In accepting this Contract, Contractor certifies that in the conduct of its business it does not deny the right of any individual to seek, obtain and hold employment without discrimination because of race, religious creed, color, national origin, ancestry, physical handicap, medical condition, marital status, sex or age as provided in the California Fair Employment Practice Act (Government Code Sections 12900, et seq.). Contractor agrees that a finding by the State Fair Employment Practices Commission that Contractor has engaged during the term of this Contract in any unlawful employment practice shall be deemed a breach of this Contract and Contractor shall pay to City $1,607.00 liquidated damages for each such breach committed under this contract. Contract 1300-4 13. Contractor also agrees that for contracts in excess of $30,000.00 and more than 20 calendar days duration, that apprentices will be employed without discrimination in an approved program in a ratio established in the apprenticeship standards of the craft involved (Sections 1777.5 and 1777.6, Labor Code of California). Contractors who willfully fail to comply will be denied the right to bid on public projects for a period of six months in addition to other penalties provided by law. 14. This Contract shall not be assignable by Contractor without the written consent of City. 15. Contractor shall notify the City Engineer (in writing) forthwith when the Contract is deemed completed. 16. In accepting this Contract, Contractor certifies that no member or officer of the firm or corporation is an officer or employee of the City except to the extent permitted by law. 17. Contractor certifies that it is the holder of any necessary California State Contractor's License and authorized to undertake the above work. 18. The City, or its authorized auditors or representatives, shall have access to and the right to audit and reproduce any of the Contractor records to the extent the City deems necessary to insure it is receiving all money to which it is entitled under the contract and/or is paying only the amounts to which Contractor is properly entitled under the Contract or for other purposes relating to the Contract. 19. The Contractor shall maintain and preserve all such records for a period of at least three years after termination of the contract. 20. The Contractor shall maintain all such records in the City of La Quinta. If not, the Contractor shall, upon request, promptly deliver the records to the City or reimburse the City for all reasonable and extra costs incurred in conducting the audit at a location other than at City offices including, but not limited to, such additional (out of the City) expenses for personnel, salaries, private auditors, travel, lodging, meals and overhead. 21. The further terms, conditions, and covenants of the Contract are set forth in the Contract Documents, each of which is by this reference made a part hereof. Contract 1300-5 IN WITNESS WHEREOF, the parties have executed this Contract as of the dates stated below. "CITY" CITY OF LA QUINTA a California municipal corporation Dated: By: Jon McMillen, City Manager ATTEST: Monika Radeva, City Clerk APPROVED AS TO FORM: City Attorney Dated: Dated: "CONTRACTOR" (If corporation, affix seal) Dated: By: Signature Name: Title: Address: Print Name Street Address City State Zip Code Dated: By: Signature Name: Title: Address: Print Name Street Address City State Zip Code Contract 1300-6 SECTION 1310 FAITHFUL PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: THAT the City of La Quinta, a municipal corporation, hereinafter designated the City, has on , 2023, awarded to hereinafter designated as the Principal, a Contract for Project No. 2023- 22, Eisenhower Retention Basin Slope Repair and: WHEREAS, said Principal is required under the terms of said Contract to furnish a bond for the faithful performance of said Contract: NOW, THEREFORE, we, the Principal, and as Surety, are held and firmly bound unto the City in the just and full amount of DOLLARS ($ ) lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, and successors, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION IS SUCH, that if said Principal, his or its heirs, executors, administrators, successors, or assigns, shall in all things stand to and abide by, and well and truly keep and faithfully perform the covenants, conditions, and agreements in the said contract and any alterations made as therein provided, on his or their part to be kept and performed, at the time and in the manner therein specified, and in all respects according to their true intent and meaning, and shall indemnify and save harmless, the City, its officers and agents as therein stipulated, then this obligation shall become null and void; otherwise it shall be and remain in full force and virtue. It is acknowledged that the Contract provides for one-year guarantee period, during which time this bond remains in full force and effort. And the said Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, or addition to the terms of the Contract or to the work to be performed thereunder or the specifications accompanying the same 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 or to the work or to the specifications. Said Surety hereby waives the provisions of Sections 2819 and 2845 of the Civil Code of the State of California. Faithful Performance Bond 1310-1 IN WITNESS WHEREOF, the Principal and Surety have executed this instrument under their seals this day of , 2023, the name and corporate seal of each corporate party being hereto affixed and these presents duly signed by its undersigned representative, pursuant to authority of its governing body. Principal (Seal) Signature for Principal Title of Signatory Surety (Seal) Signature for Surety Title of Signatory Address of Surety Phone # of Surety Contact Person for Surety Faithful Performance Bond 1310-2 SECTION 1320 PAYMENT BOND KNOW ALL MEN BY THESE PRESENTS: THAT the City of La Quinta, a municipal corporation, hereinafter designated the City, has on , 2023, awarded to , hereinafter designated as the Principal, a Contract for Project No. 2023-22, Eisenhower Retention Basin Slope Repair. WHEREAS, said Principal is required to furnish a bond in connection and with said Contract, providing that if said Principal, or any of it or its subcontractors shall 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 done thereon of any kind, the Surety of this bond will pay 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 just and full amount of DOLLARS ($ ) lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, and successors, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION IS SUCH, that if said Principal, it or its heirs, executors, administrators, successors, or assigns, shall 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 for amount due under the Unemployment Insurance Act with respect to such work or labor, or for any amounts due, or to be withheld pursuant to Sections 18806 of the Revenue and Taxation Code of the State of California with respect to such work or labor, then said surety will pay the same in or to an amount not exceeding the amount hereinabove set forth, and also will pay in case suit is brought upon this bond, such reasonable attorney's fees to the City as shall be fixed by the court. This bond shall insure to the benefit of any and all persons, companies, and corporations named in Section 3181 of the Civil Code of the State of California so as to give a right of action to them or their assigns in any suit brought upon this bond. And the said Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, or addition of the terms of the Contract or to the work to be performed thereunder or the specifications accompanying the same shall, in any way, affect its obligations of this bond, and it does hereby waive notice of any change, extension of time, alteration, or addition to the terms of the contract or to the work or to the specifications. Said Surety hereby waives the provisions of Sections 2819 and 2845 of the Civil Code of the State of California. Payment Bond 1320-1 IN WITNESS WHEREOF, the Principal and Surety have executed this instrument under their seals this day of , 2023, the name and corporate seal of each corporate party being hereto affixed and these presents duly signed by its undersigned representative, pursuant to authority of its governing body. Principal (Seal) Signature for Principal Title of Signatory Surety (Seal) Signature for Surety Title of Signatory Address of Surety Phone # of Surety Contact Person for Surety Payment Bond 1320-2 SECTION 1330 WORKERS' COMPENSATION INSURANCE CERTIFICATE In accordance with California Labor Code Section 1861, prior to commencement of work on the Contract, the Contractor shall sign and file with the City the following certification: "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." Signature Title Date Workers Compensation Insurance Certificate 1330-1 SECTION 1340 LIABILITY AND INSURANCE REQUIREMENTS 1.0 INDEMNIFICATION Except for the gross negligence or willful misconduct of an Indemnified Party (as hereinafter defined), the Contractor hereby assumes liability for and agrees to defend (at Indemnified Parties' option), indemnify, protect and hold harmless City and its Project Consultants, and Engineers, officers, agents, and employees ("Indemnified Parties") from and against any and all claims, charges, damages, demands, actions, proceedings, losses, stop notices, costs, expenses (including counsel fees), judgments, civil fines and penalties, liabilities of any kind or nature whatsoever, which may be sustained or suffered by or secured against the Indemnified Parties arising out of or encountered in connection with this Contract or the performance of the Work including, but not limited to, death of or bodily or personal injury to persons or damage to property, including property owned by or under the care and custody of City, and for civil fines and penalties, that may arise from or be caused, in whole or in part, by any negligent or other act or omission of Contractor, its officers, agents, employees or Subcontractors including, but not limited to, liability arising from: 1. Any dangerous, hazardous, unsafe or defective condition of, in or on the premises, of any nature whatsoever, which may exist by reason of any act, omission, neglect, or any use or occupation of the premises by Contractor, its officers, agents, employees, or subcontractors; 2. Any operation conducted upon or any use or occupation of the premises by Contractor, its officers, agents, employees, or subcontractors under or pursuant to the provisions of this contract or otherwise; 3. Any act, omission or negligence of Contractor, its officers, agents, employees, or Subcontractors; 4. Any failure of Contractor, its officers, agents or employees to comply with any of the terms or conditions of this Contract or any applicable federal, state, regional, or municipal law, ordinance, rule or regulation; and 5. The conditions, operations, uses, occupations, acts, omissions or negligence referred to in Sub -subsections (1), (2), (3), and (4), existing or conducted upon or arising from the use or occupation by Contractor on any other premises in the care, custody and control of City. The Contractor also agrees to indemnify City and pay for all damages or loss suffered by City including but not limited to damage to or loss of City property, to the extent not insured by City and loss of City revenue from any source, caused by or arising out of the conditions, operations, uses, occupations, acts, omissions or negligence referred to in Sub -subsections (1), (2), (3), (4) and (5). Contractor's obligations under this Section apply regardless of whether or not such claim, charge, damage, demand, action, proceeding, loss, stop notice, cost Liability and Insurance Requirements 1340-1 expense, judgment, civil fine or penalty, or liability was caused in part or contributed to by an Indemnified Party. However, without affecting the rights of City under any provision of this Contract, Contractor shall not be required to indemnify and hold harmless City for liability attributable to the active negligence of City, provided such active negligence is determined by Contract between the parties or by the findings of a court of competent jurisdiction. In instances where City is shown to have been actively negligent and where City's active negligence accounts for only a percentage of the liability involved, the obligation of Contractor will be for that entire portion or percentage of liability not attributable to the active negligence of City. Contractor agrees to obtain executed indemnity agreements with provisions identical to those set forth here in this section from each and every subcontractor or any other person or entity involved by, for, with or on behalf of Contractor in the performance of this Contract. In the event Contractor fails to obtain such indemnity obligations from others as required here, Contractor agrees to be fully responsible according to the terms of this section. Failure of City to monitor compliance with these requirements imposes no additional obligations on City and will in no way act as a waiver of any rights hereunder. This obligation to indemnify and defend City as set forth here is binding on the successors, assigns or heirs of Contractor and shall survive the termination of this Contract or this section. This indemnity shall survive termination of the Contract or Final Payment hereunder. This Indemnity is in addition to any other rights or remedies that the Indemnified Parties may have under the law or under any other Contract Documents or Agreements. In the event of any claim or demand made against any party which is entitled to be indemnified hereunder, City may, in its sole discretion, reserve, retain or apply any monies to the Contractor under this Contract for the purpose of resolving such claims; provided, however, City may release such funds if the Contractor provides City with reasonable assurance of protection of the Indemnified Parties' interests. City shall, in its sole discretion, determine whether such assurances are reasonable. Approval of any insurance contracts by the City does not relieve the Contractor or subcontractors from liability under Section 1340-1.0, Indemnification. The City will not be liable for any accident, loss, or damage to the work prior to its completion and acceptance. 2.0 INSURANCE REQUIREMENTS 2.1 General Prior to the beginning of and throughout the duration of the Work, Contractor will maintain insurance in conformance with the requirements set forth below. Contractor will use existing coverage to comply with these requirements. If that existing coverage does not meet the requirements set forth here, it will be Liability and Insurance Requirements 1340-2 amended to do so. Contractor acknowledges that the insurance coverage and policy limits set forth in this section constitute the minimum amount of coverage required. Any insurance proceeds available to City in excess of the limits and coverage required in this Contract and which is applicable to a given loss, will be available to City. Contractor shall submit coverage verification for review and approval by the City upon execution of the Contract. The Notice to Proceed with the Work under this Contract will not be issued, and the Contractor shall not commence work, until such insurance has been approved by the City. The Contractor shall not allow any subcontractors to commence work on its subcontract until all similar insurance required of the subcontractor has been obtained and verified by Contractor. Such insurance shall remain in full force and effect at all times during the prosecution of the Work and until the final completion and acceptance thereof. The Notice to Proceed does not relieve the Contractor of the duty to obtain such insurance as required by Paragraph 1340-2.0 INSURANCE REQUIREMENTS. Contractor shall provide the following types and amounts of insurance: 2.2 Insurance Prior to the beginning of and throughout the duration of this Agreement, the following policies shall be maintained and kept in full force and effect providing insurance with minimum limits as indicated below and issued by insurers with A.M. Best ratings of no less than A -VI: Commercial General Liability (at least as broad as ISO CG 0001) $5,000,000 (per occurrence) $5,000,000 (general aggregate) Must include the following endorsements: General Liability Additional Insured General Liability Primary and Noncontributory Commercial Auto Liability (at least as broad as ISO CA 0001) $1,000,000 (per accident) Personal Auto Declaration Page if applicable Workers' Compensation (per statutory requirements) Must include the following endorsements: Workers Compensation Waiver of Subrogation Workers Compensation Declaration of Sole Proprietor if applicable Contracting Party shall procure and maintain, at its cost, and submit concurrently with its execution of this Agreement, Commercial General Liability insurance against all claims for injuries against persons or damages to property resulting from Contracting Party's acts or omissions rising out of or related to Contracting Party's performance under this Agreement. The insurance policy shall contain a severability of interest clause providing that the coverage shall be primary for Liability and Insurance Requirements 1340-3 losses arising out of Contracting Party's performance hereunder and neither City nor its insurers shall be required to contribute to any such loss. An endorsement evidencing the foregoing and naming the City and its officers and employees as additional insured (on the Commercial General Liability policy only) must be submitted concurrently with the execution of this Agreement and approved by City prior to commencement of the services hereunder. Contracting Party shall carry automobile liability insurance of $1,000,000 per accident against all claims for injuries against persons or damages to property arising out of the use of any automobile by Contracting Party, its officers, any person directly or indirectly employed by Contracting Party, any subcontractor or agent, or anyone for whose acts any of them may be liable, arising directly or indirectly out of or related to Contracting Party's performance under this Agreement. If Contracting Party or Contracting Party's employees will use personal autos in any way on this project, Contracting Party shall provide evidence of personal auto liability coverage for each such person. The term "automobile" includes, but is not limited to, a land motor vehicle, trailer or semi -trailer designed for travel on public roads. The automobile insurance policy shall contain a severability of interest clause providing that coverage shall be primary for losses arising out of Contracting Party's performance hereunder and neither City nor its insurers shall be required to contribute to such loss. Professional Liability or Errors and Omissions Insurance as appropriate shall be written on a policy form coverage specifically designed to protect against acts, errors or omissions of the Contracting Party and "Covered Professional Services" as designated in the policy must specifically include work performed under this agreement. The policy limit shall be no less than $1,000,000 per claim and in the aggregate. The policy must "pay on behalf of" the insured and must include a provision establishing the insurer's duty to defend. The policy retroactive date shall be on or before the effective date of this agreement. Contracting Party shall carry Workers' Compensation Insurance in accordance with State Worker's Compensation laws with employer's liability limits no less than $1,000,000 per accident or disease. If coverage is maintained on a claims -made basis, Contracting Party shall maintain such coverage for an additional period of three (3) years following termination of the contract. Contracting Party shall provide written notice to City within ten (10) working days if: (1) any of the required insurance policies is terminated; (2) the limits of any of the required polices are reduced; or (3) the deductible or self-insured retention is increased. In the event any of said policies of insurance are cancelled, Contracting Party shall, prior to the cancellation date, submit new evidence of insurance in conformance with this Exhibit to the Contract Officer. The procuring of such insurance or the delivery of policies or certificates evidencing the same shall not be construed as a limitation of Contracting Party's obligation to indemnify City, its officers, employees, contractors, subcontractors, or agents. Liability and Insurance Requirements 1340-4 2.3 Remedies In addition to any other remedies City may have if Contracting Party fails to provide or maintain any insurance policies or policy endorsements to the extent and within the time herein required, City may, at its sole option: a. Obtain such insurance and deduct and retain the amount of the premiums for such insurance from any sums due under this Agreement. b. Order Contracting Party to stop work under this Agreement and/or withhold any payment(s) which become due to Contracting Party hereunder until Contracting Party demonstrates compliance with the requirements hereof. c. Terminate this Agreement. Exercise of any of the above remedies, however, is an alternative to any other remedies City may have. The above remedies are not the exclusive remedies for Contracting Party's failure to maintain or secure appropriate policies or endorsements. Nothing herein contained shall be construed as limiting in any way the extent to which Contracting Party may be held responsible for payments of damages to persons or property resulting from Contracting Party's or its subcontractors' performance of work under this Agreement. 2.4 General Conditions Pertaining to Provisions of Insurance Coverage by Contracting Party. Contracting Party and City agree to the following with respect to insurance provided by Contracting Party: 1. Contracting Party agrees to have its insurer endorse the third -party general liability coverage required herein to include as additional insureds City, its officials, employees, and agents, using standard ISO endorsement No. CG 2010 with an edition prior to 1992. Contracting Party also agrees to require all contractors, and subcontractors to do likewise. 2. No liability insurance coverage provided to comply with this Agreement shall prohibit Contracting Party, or Contracting Party's employees, or agents, from waiving the right of subrogation prior to a loss. Contracting Party agrees to waive subrogation rights against City regardless of the applicability of any insurance proceeds, and to require all contractors and subcontractors to do likewise. 3. All insurance coverage and limits provided by Contracting Party and available or applicable to this Agreement are intended to apply to the full extent of the policies. Nothing contained in this Agreement or any other agreement relating to City or its operations limits the application of such insurance coverage. 4. None of the coverages required herein will be in compliance with these requirements if they include any limiting endorsement of any kind that has not been first submitted to City and approved of in writing. 5. No liability policy shall contain any provision or definition that would serve to eliminate so-called "third party action over" claims, including any exclusion for bodily injury to an employee of the insured or of any contractor or subcontractor. Liability and Insurance Requirements 1340-5 6. All coverage types and limits required are subject to approval, modification and additional requirements by the City, as the need arises. 7. Contracting Party shall not make any reductions in scope of coverage (e.g. elimination of contractual liability or reduction of discovery period) that may affect City's protection without City's prior written consent. 8. Proof of compliance with these insurance requirements, consisting of certificates of insurance evidencing all of the coverages required and an additional insured endorsement to Contracting Party's general liability policy, shall be delivered to City at or prior to the execution of this Agreement. In the event such proof of any insurance is not delivered as required, or in the event such insurance is canceled at any time and no replacement coverage is provided, City has the right, but not the duty, to obtain any insurance it deems necessary to protect its interests under this or any other agreement and to pay the premium. Any premium so paid by City shall be charged to and promptly paid by Contracting Party or deducted from sums due Contracting Party, at City option. 9. It is acknowledged by the parties of this agreement that all insurance coverage required to be provided by Contracting Party or any subcontractor, is intended to apply first and on a primary, non-contributing basis in relation to any other insurance or self-insurance available to City. 10. Contracting Party agrees to ensure that subcontractors, and any other party involved with the project that is brought onto or involved in the project by Contracting Party, provide the same minimum insurance coverage required of Contracting Party. Contracting Party agrees to monitor and review all such coverage and assumes all responsibility for ensuring that such coverage is provided in conformity with the requirements of this section. Contracting Party agrees that upon request, all agreements with subcontractors and others engaged in the project will be submitted to City for review. 11. Contracting Party agrees not to self -insure or to use any self-insured retentions or deductibles on any portion of the insurance required herein (with the exception of professional liability coverage, if required) and further agrees that it will not allow any contractor, subcontractor, Architect, Engineer or other entity or person in any way involved in the performance of work on the project contemplated by this agreement to self -insure its obligations to City. If Contracting Party's existing coverage includes a deductible or self-insured retention, the deductible or self- insured retention must be declared to the City. At that time the City shall review options with the Contracting Party, which may include reduction or elimination of the deductible or self-insured retention, substitution of other coverage, or other solutions. 12. The City reserves the right at any time during the term of this Agreement to change the amounts and types of insurance required by giving the Contracting Party ninety (90) days advance written notice of such change. If such change results in substantial additional cost to the Contracting Party, the City will negotiate additional compensation proportional to the increased benefit to City. Liability and Insurance Requirements 1340-6 13. For purposes of applying insurance coverage only, this Agreement will be deemed to have been executed immediately upon any party hereto taking any steps that can be deemed to be in furtherance of or towards performance of this Agreement. 14. Contracting Party acknowledges and agrees that any actual or alleged failure on the part of City to inform Contracting Party of non-compliance with any insurance requirement in no way imposes any additional obligations on City nor does it waive any rights hereunder in this or any other regard. 15. Contracting Party will renew the required coverage annually as long as City, or its employees or agents face an exposure from operations of any type pursuant to this agreement. This obligation applies whether or not the agreement is canceled or terminated for any reason. Termination of this obligation is not effective until City executes a written statement to that effect. 16. Contracting Party shall provide proof that policies of insurance required herein expiring during the term of this Agreement have been renewed or replaced with other policies providing at least the same coverage. Proof that such coverage has been ordered shall be submitted prior to expiration. A coverage binder or letter from Contracting Party's insurance agent to this effect is acceptable. A certificate of insurance and/or additional insured endorsement as required in these specifications applicable to the renewing or new coverage must be provided to City within five (5) days of the expiration of coverages. 17. The provisions of any workers' compensation or similar act will not limit the obligations of Contracting Party under this agreement. Contracting Party expressly agrees not to use any statutory immunity defenses under such laws with respect to City, its employees, officials, and agents. 18. Requirements of specific coverage features, or limits contained in this section are not intended as limitations on coverage, limits or other requirements nor as a waiver of any coverage normally provided by any given policy. Specific reference to a given coverage feature is for purposes of clarification only as it pertains to a given issue, and is not intended by any party or insured to be limiting or all- inclusive. 19. These insurance requirements are intended to be separate and distinct from any other provision in this Agreement and are intended by the parties here to be interpreted as such. 20. The requirements in this Exhibit supersede all other sections and provisions of this Agreement to the extent that any other section or provision conflicts with or impairs the provisions of this Exhibit. 21. Contracting Party agrees to be responsible for ensuring that no contract used by any party involved in any way with the project reserves the right to charge City or Contracting Party for the cost of additional insurance coverage required by this agreement. Any such provisions are to be deleted with reference to City. It is not the intent of City to reimburse any third party for the cost of complying with these requirements. There shall be no recourse against City for payment of premiums or other amounts with respect thereto. Liability and Insurance Requirements 1340-7 22. Contracting Party agrees to provide immediate notice to City of any claim or loss against Contracting Party arising out of the work performed under this agreement. City assumes no obligation or liability by such notice, but has the right (but not the duty) to monitor the handling of any such claim or claims if they are likely to involve City. 2.5 Change in Terms The Contractor shall provide immediate written notice to the City of any change in terms and conditions and/or reduction in the coverage of any nature to the insurance policies. The notice shall be sent to: Jon McMillen, City Manager City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Liability and Insurance Requirements 1340-8 SECTION 1400 GENERAL CONDITIONS 1.0 GENERAL 1.1 Intent of Contract Documents Where the Plans or Specifications describe portions of the Work in general terms but not in complete detail, it is understood that only the best general practice is to prevail and that only materials and workmanship of the first quality are to be used. Unless otherwise specified, the Contractor shall furnish tools, equipment, and incidentals, and do all the work involved in executing the Contract in a satisfactory and workmanlike manner. Unless specifically noted otherwise, all sections of the Specifications and the Plans shall be complimentary and applicable to each other. In the event the materials and/or equipment are to be furnished by the City, as designated in the Specific Project Requirements or as agreed on, this shall not relieve the Contractor of the above requirements to furnish all other labor, materials, and equipment to complete the Contract. Words and abbreviations which have well known technical or trade meaning are used in the Contract Documents in accordance with such recognized meanings. 1.2 Discrepancies and Omissions Any discrepancies or omissions found in the Contract Documents shall be immediately reported to the City Engineer who will clarify discrepancies or omissions, in writing, within a reasonable time. In resolving inconsistencies among two or more sections of the Contract Documents, precedence shall be given in the following order: 1. Contract a. Agreement b. Permits c. Change Orders 2. Instruction to Bidders 3. Permits issued by other agencies 4. Specific Project Requirements 5. General Project Requirements 6. Supplementary Conditions 7. General Conditions 8. Technical Specifications 9. Standard Specifications 10. Reference Specifications 11. Plans 12. Standard Plans General Conditions 1400-1 1.3 Headings Headings to parts, divisions, sections, articles, paragraphs, subparagraphs, and forms are inserted for convenience of reference only and shall not affect the interpretation of the Contract Documents. 1.4 Penalty for Collusion If, at any time, it is found that the person, firm, or corporation to whom the Contract has been awarded has, in presenting any bid or bids, colluded with any other party or parties, then the Contract shall be null and void, and the Contractor and its sureties shall be liable for loss or damage which the City may suffer thereby, and the City may advertise for new bids for said Work. 1.5 Successors and Assigns The City and the Contractor, respectively, bind themselves, their partners, successors, assigns, and legal representatives to the other party hereto and to the partners, successors, assigns, and legal representatives of such other party with respect to all covenants, contracts, agreements, and obligation contained in the Contract Documents. Neither party to the Contract shall assign the Contract or sublet it as a whole without the written consent of the other. 1.6 Assignment to the City Pursuant to Public Contract Code 4551, in entering into the Contract and all subcontracts, to supply goods, services, or materials pursuant to the Contract, the Contractor and its subcontractors offer and agree to assign to the City all rights, title, and interest in and to all causes of action it may have under Section 4 of the Clayton Act (15 U.S.C. Sec. 15) or under the Cartwright Act (Chapter 2 (commencing with section 16700) of Part 2 of Division 7 of the Business and Professions Code), arising from purchases of goods, services, or materials pursuant to the Contract and subcontracts. 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. 1.7 Rights and Remedies The duties and obligations imposed by the Contract Documents and the rights and remedies available thereunder shall be in addition to, and not a limitation of, any duties, obligations, rights, and remedies otherwise imposed or available by law. No action or failure to act by the City and its representatives or the consultants, shall constitute a waiver of any right or duty afforded any of them under the Contract, nor shall any such action or failure to act constitute an approval of or acquiescence in any breach thereunder, except as may be specifically agreed in writing. 1.8 Definitions Unless otherwise stated, the words directed, required, permitted, ordered, instructed, designated, applicable, appropriate, sufficient, proper, desirable, necessary, prescribed, approved, acceptable, satisfactory or words of like import, refer to actions, expressions, and prerogatives of the City, the City Engineer. General Conditions 1400-2 Masculine gender words include the feminine. References to gender, such as "workman" and "flagman" and the pronouns "he" or "his" referring to such titles, are abstract in the specifications, used for the sake of brevity are intended to refer to persons of either sex. Singular words include the plural and "person" includes firms, companies, and corporations. Where used in the Contract Documents, the following words and terms shall have the meanings indicated. The meanings shall be applicable to the singular, plural, masculine, and feminine of the words and terms. Acceptance - The formal written acceptance by the City of an entire Contract which has been completed in all respects in accordance with the Contract Documents and any modifications thereof previously approved. Act of God - An earthquake, flood, cyclone, or other cataclysmic phenomenon of nature. A rain, windstorm, high water, or other natural phenomenon, which might reasonably have been anticipated from historical records of the general locality of the work, shall not be construed as an Act of God. Addenda - Written or graphic instruments issued prior to the bid which modify or interpret the Contract Documents, drawings, and specifications, by additions, deletions, clarifications, or corrections. Architect - The Architect responsible for the preparation of plans and specifications for the City of La Quinta Bid - The offer or proposal of the Bidder submitted on the prescribed form setting forth the price for the work to be performed. Bond(s) - Bid, Performance, or Payment Bonds and other instruments of surety, furnished by the Contractor and Contractor's surety in accordance with the Contract Documents. Bidder - Any properly licensed and qualified individual, firm, partnership, corporation, joint venture, or combination thereof, submitting a proposal for the work contemplated, acting directly or through a duly authorized representative. Calendar Day - Any day including legal holidays, Saturdays, and Sundays. City - The City of La Quinta, a Municipal Corporation in the State of California. City Engineer - The person designated, in writing, by the City to act as its representative at the construction site and to perform construction inspection services and administrative functions relating to this Contract. Initial contact by the Contractor with the City shall be through the City Engineer. City Representative - The person designated in writing by the City to act as its agent on specified matters relating to this Contract. The City's Representative is not the City Engineer but is another individual who has been designated to represent the City. General Conditions 1400-3 Contract - The written document covering the performance of the Work as more fully described in, but not limited to, the plans, standard specifications, special and technical provisions, Contract bonds, proposal, addenda, and Contract Change Orders. Contract Change Order - A written order to the Contractor, covering changes in the plans or quantities, or both, and establishing the basis of payment and time adjustments for the work affected by the changes. Also referred to as a Change Order. Contract Documents - The words "Contract Documents" shall mean any or all of, but not limited to, the following items, as applicable: Invitation to Bid Instructions to Bidders Bid Documents Designation of Subcontractors Bid Guaranty Bond Contract Acknowledgments Performance Bond Payment Bond General Conditions Supplementary General Conditions General Project Requirements Specific Project Requirements Standard Specifications State Standard Specifications Project Plans Standard Drawings Addenda, if any Executed Change Orders, if any Notice of Award Notice to Proceed Permits from other agencies Each of these items is to be considered by reference as part of the Contract Documents, also referred to as Contract. Contract Price - The amount payable to the Contractor under the terms and conditions of the Contract based on the price given on the bidding schedule, with adjustments made in accordance with the Contract. The base amount given in the bidding schedule shall be either a lump sum bid or the summation of the unit price bids multiplied by the estimated quantities set forth in the bid form. Also referred to as Contract Amount or Contract Sum. Contract Time - Number of calendar days stated in the Contract for the completion of the Work. Contract Completion Date - The date on which the City accepts the work as being complete. General Conditions 1400-4 Contractor - The person or persons, firms, partnership, corporation, or combination thereof, who have entered with the City, as party or parties of the second part of his or their legal representatives. Contractor's Plant and Equipment - Equipment, material, supplies, and all other items, except labor, brought onto the site by the Contractor to carry out the Work, but not to be incorporated in the Work. Consultant - Individuals and/or companies retained by the City to provide specific professional services. Day(s) - Calendar Day(s); unless contract time is indicated in working days. Direct - Action of the City or City Engineer by which the Contractor is ordered to perform or refrain from performing work under the Contract. Field Directive - Written documentation of the actions of the City or City Engineer in directing the Contractor. Also referred to as a Directive. Field Order - A written instruction given to the Contractor authorizing work that is a change to the scope of work carried out on a time and material basis. Furnish - To deliver to the job site or other specified location any item, equipment, or material. General Conditions - Part of the Contract Documents representing the general clauses that establishes how the project is to be administered. General Project Requirements - Part of the Contract Documents establishing general conditions or requirements peculiar to the way public works projects are performed in the City of La Quinta. Herein - Refers to information presented in the Project Manual. Holidays - Legal holidays designated by the City or specifically identified in the Contract. Install - Placing, erecting, or constructing any item, equipment, or material. Laboratory - The designated materials testing laboratory authorized by the City to test materials and work involved in the Contract. Liquidated Damages - A fixed amount as prescribed in Paragraph 1500-3.0, to be paid to the City or to be deducted from any payments due, or to become due, to the Contractor as a result of the Contractor not completing the work in the time allowed in the specifications. Notice of Award - A written notice by the City to the Bidder informing him that the Contract has been awarded to him. Notice to Proceed - The written notice by the City to the Contractor authorizing him to proceed with the Work and establishing the date of commencement of the Work. Paragraph - For references or citation purposes, refers to the paragraph(s) in these Specifications, called out by paragraph number and alphanumeric designator. Person - Includes firms, companies, corporations, partnerships, and joint ventures. General Conditions 1400-5 Plans - Refers to the project plans drawings, profiles, cross sections, elevations, details, and other working drawings and supplementary drawings, or reproductions thereof, approved by the City, and are referred to in the Contract Documents, which show the location, character, dimensions, and details of the work to be performed. The terms drawing, plan and plans have the same meaning as the term drawings unless otherwise stated or specified. Project - The undertaking to be performed under the provisions of the Contract. Project Manual - Those Contract Documents which are bound into one or more volumes prior to bidding. Provide - Furnish and install, complete in place. Punch List - List of incomplete items of work and of items of work which are not in conformance with the Contract. Shall - Refers to actions by either the Contractor or the City and means the Contractor or City has entered into a covenant with the other party to do or perform the action. Shown - Refers to information presented on the Drawings, with or without reference to the Drawings. Site - The property as described in the General Conditions or as shown on the Drawings. Specific Project Requirements - Part of the Contract Documents establishing specific conditions or requirements peculiar to the work. Specifications - That part of the Contract Documents consisting of the General Conditions, Supplementary General Conditions, General Project Requirements, Specific Project Requirements, applicable portions of the Standard Specifications and State Standard Specifications, and Technical Specifications. Specify - Refers to information described, shown, noted or presented in any manner in any part of the Contract. Standard Specifications - Standard Specifications for Public Works Construction, latest edition, including all supplements, as written by the Joint Cooperative Committee of the Southern California Chapter of the American Public Works Association and the Southern California District of the Associated General Contractors of California. State Standard Specifications - The State of California, Department of Transportation Agency's Standard Specifications in effect at the time of advertising the Work. Also referred to as State Standard Specifications and Caltrans Standard Specifications. Subcontractor - A subcontractor is a person or entity who has a direct contract with the Contractor to perform any of the Work at the Site. The term subcontractor means a subcontractor or subcontractor's authorized representative. The term subcontractor does not include any separate contractor or any separate contractor's subcontractors. General Conditions 1400-6 Submittals - The information which is specified for submission to the City Engineer in accordance with the Project Manual. Substantial Completion - Substantial Completion is the stage in the progress of the Work when the Work is sufficiently complete in accordance with the Contract Documents so the City can occupy or utilize the Work for its intended use. Sub -subcontractor - A sub -subcontractor is a person or entity who has a direct or indirect contract with a subcontractor to perform any of the Work at the Site. The term sub -subcontractor means a sub -subcontractor or an authorized representative thereof. Supplier - Any person, firm, corporation, or organization who supplies materials or equipment for the Work, including that fabricated to a special design, and may also be a Subcontractor or a Sub -subcontractor. Surety - The person, firm, corporation, or organization that joins with the Contractor in assuming the liability for the faithful performance of the Work and for the payment of all obligations pertaining to the Work in accordance with the Contract Documents by issuing the Bonds required by the Contract Documents or by law. Will - Actions entered into by the Contractor or the City as a covenant with the other party to do or to perform the action. Work - The labor, materials, equipment, supplies, and other items necessary for the execution, completion, and fulfillment of the Contract. Working Day - Any day, other than a holiday, Saturday or Sunday, on which the Contractor may proceed with regular work on the current controlling operation as determined by the City Engineer toward the completion of the Contract. A working day is equivalent to 1.45 calendar days. 2.0 ADMINISTRATION 2.1 Administration of the Contract The City Engineer will provide administration of the Contract as hereinafter discussed. The duties, responsibilities and limitations of authority of City retained consultants and the City Engineer during the construction, as set forth in the Contract Documents, will not be modified or extended without written consent of the City. In case of the termination of the employment of a consultant or the City Engineer, the City will appoint a consultant or a City Engineer whose status under the Contract Documents shall be that of the former consultant or City Engineer, respectively. 2.2 City Engineer 2.2.1 General - The City Engineer has the authority to act on behalf of the City on change orders, progress payments, Contract decisions, acceptability of the Contractor's work, and early possession. 2.2.2 Change Orders - The City Engineer has the authority to accept or reject change orders and cost proposals submitted by the Contractor or as recommended by the City Engineer. General Conditions 1400-7 2.2.3 Progress Payments - The City Engineer has the authority to accept or reject requests for progress payments which have been submitted by the Contractor. 2.2.4 Contract Decisions - Should the Contractor disagree with decisions rendered under this Contract; the Contractor may appeal to the City Engineer in accordance with the provisions of the Contract. 2.2.5 Acceptability of Work - The City Engineer has the authority to make the final determination of the acceptability of the Work. 2.2.6 Construction Schedule - The City Engineer has the authority to review and recommend acceptance of the progress schedule submitted by the Contractor at the start of the Work and subsequent significant revisions for conformance to the specified sequence of work and logic. 2.2.7 Inspection - The City Engineer with the assistance of inspectors will observe the progress, quality, and quantity of the Work to determine, in general, if the Work is proceeding in accordance with the intent of the Contract Documents. The City Engineer shall not be responsible for construction means, methods, techniques, sequences, or procedures, or for safety precautions and programs in connection with the Work. In accordance with the provisions detailed elsewhere in these General Conditions, the City Engineer will make decisions relative to all matters of interpretation or execution of the Contract Documents. 2.3 Consultants 2.3.1 General - Consultants will have the authority to act on behalf of the City only to the extent provided in the Supplemental General Conditions. 3.0 City 3.1 General The City, acting through the City Engineer, shall have the authority to act as the sole judge of the Work and materials with respect to both quantity and quality as set forth in the Contract. 3.2 Attention to Work The City shall notify the Contractor in writing of the name of individuals designated as representatives of the City Engineer. The representative will normally be at the Site of the Work. During the representative's absences, the Contractor may contact the City Engineer or a previously designated representative. 3.3 Inspection The City will employ one or more inspectors to observe the Work and to act in matters of construction under this Contract. An inspector is not authorized to revoke, alter, or waive any requirements of the specifications. The inspector is authorized to call the attention of the Contractor to any failure of the Work or materials to conform to the Contract Documents. The inspector shall have the authority to reject material General Conditions 1400-8 or, in any emergency, suspend the Work. The Contractor may appeal any such issue which it disagrees with to the City Engineer. Contractor shall call in daily for inspections, unless otherwise approved by the City, at Public Works Inspection Hotline 760-777-7097. Concrete inspections will be required separately for all stages of the work: subgrade; forming; and pouring. Separate and independent from the inspection above, the project may be inspected by Building Officials for code compliance. Such inspectors shall have the authority provided to them by local jurisdiction. 3.4 City's Right to Carry Out the Work If the Contractor defaults or neglects to carry out the Work in accordance with the Contract Documents and fails within seven (7) days after receipt of written notice from the City to commence and continue correction of such default or neglect with diligence and promptness, the City may, after seven (7) days following receipt by the Contractor of an additional written notice and without prejudice to any other remedy make good such deficiencies. The City also reserves the right to perform any portion of the work due to an emergency threatening the safety of the Work, public, City, and any property or equipment. In either case an appropriate Change Order shall be issued unilaterally deducting from the payments then or thereafter due the Contractor the cost of correcting such deficiencies and/or for performing such work, including compensation for consultants and City's additional services made necessary by such default, neglect, failure, or emergency. 3.5 City's Right to Perform Work and to Award Separate Contracts The City reserves the right to perform the work related to the Project with the City's own forces, and to award separate Contracts in connection with other portions of the Project or other work on the Site under these or similar Conditions of the Contract. If the Contractor claims that delay, damage, or additional cost is involved because of such action by the City, the Contractor shall make such claim as provided elsewhere in the Contract Documents. When separate Contracts are awarded for different portions of the Project or other work on the Site, the term "Contractor" in the Contract Documents in each case shall mean the Contractor who executes each separate Contract. The City will provide for the coordination of the work of the City's own forces and of each separate Contractor with the Work of the Contractor, who shall cooperate therewith as provided in Paragraph 1400-4.8.3, Cooperation. General Conditions 1400-9 4.0 CONTRACTOR 4.1 Office The Contractor's address stated in the Bid is hereby designated as the legal address of the Contractor for the receipt of documents, samples, notices, letters, and other Articles of communication. 4.2 Contractor's Representative The Contractor shall notify the City in writing of the name of the person who will act as the Contractor's representative and shall have the authority to act in matters relating to this Contract. The Contractor, acting through its representative, shall give personal attention to, and shall manage the Work, so that it shall be prosecuted faithfully. The Contractor's representative shall be an employee of the Contractor. Upon written request of the Contractor, this requirement may be waived by the City. The City's waiver, if granted will be in writing. There is no obligation by the City to waive this provision regardless of the effect on the Contractor's operations. At all times during the progress of the Work, the Contractor's representative shall be personally present at the Project site, or a designated alternate shall be available who has the authority to act in matters relating to the Contract. The Contractor's representative or designated alternate shall have the authority to carry out the provisions of the Contract and to supply materials, equipment, tools, and labor without delay for the performance of the Work. Before initial work is begun on the Contract, the Contractor shall file with the City Engineer addresses and telephone numbers where the Contractor's and all subcontractors' representatives can be reached during all hours, including nights and weekends when work is not in progress. 4.3 Construction Procedures The Contractor will supervise and direct the work. The Contractor has the authority to determine the means, methods, techniques, sequences, and procedures of construction, except in those instances where the City, to define the quality of an item of work, specifies in the Contract, a means, method, technique, sequence, or procedure for construction of that item of Work. 4.4 Contractor's Employees The Contractor shall be responsible for the adequacy, efficiency, and sufficiency of its employees. Workers shall have sufficient knowledge, skill, and experience to perform properly the work assigned to them. The Contractor shall employ only competent, skillful workers to perform the Work. If any subcontractor or person employed by the Contractor or its subcontractors, appear to the City Engineer to be incompetent or act in a disorderly or improper manner, such person or subcontractor shall be discharged from the site immediately by the Contractor upon written direction of the City Engineer, and such person shall not again be employed on the Project. General Conditions 1400-10 4.5 Subcontractors Subcontractors will not be recognized as having a direct relationship with the City. The persons engaged in the Work, including employees of subcontractors and suppliers, will be considered employees of the Contractor. The Contractor will be responsible for their work and their work shall be subject to the provisions of the Contract. The Contractor is as fully responsible to the City for the acts and omissions of its subcontractors and of persons either directly or indirectly employed by them as the Contractor is for the acts and omissions of persons directly employed by the Contractor. Nothing contained in the Contract Documents shall create any contractual relation between any subcontractor and the City. References in the Contract Document to actions required of subcontractors, manufacturers, suppliers, or any party other than the Contractor, the City, the City Engineer, its consultants shall be interpreted as requiring that the Contractor shall require such subcontractor, manufacturer, supplier, utility company, or party to perform the specified action, unless the Contract Documents specifically state that the Work is not included in the Contract. The Contractor shall not employ any subcontractors that are not properly licensed in accordance with State law. Prior to commencement of any work by a subcontractor, the Contractor shall submit verification to the City Engineer that the subcontractor is properly licensed for the work it will perform. Changes to subcontractors listed in the Bid in accordance with Public Contract Code 4100 et. seq., shall be made only with the approval of the City. 4.6 Contractor's Equipment and Facilities The Contractor shall furnish and maintain in good condition all equipment and facilities as required for the proper execution and inspection of the Work. Such equipment and facilities shall meet all requirements of applicable ordinances and laws. 4.7 Public Safety and Convenience The Contractor shall conduct its work so as to insure the least possible obstruction to traffic and inconvenience to the general public and the residents in the vicinity of the Work and to insure the protection of persons and property at no extra cost to the City. The Contractor shall have under construction no greater length or amount of work than he can prosecute properly with due regard to the rights of the public. 4.8 City -Contractor Coordination 4.8.1 Service of Notice - Notice, order, direction, request, or other communication given by the City or the City Engineer to the Contractor shall be deemed to be well and sufficiently given to the Contractor if delivered to the Contractor's Representative designated in Paragraph 1400-4.2, Contractor's Representative, to the Contractor's office designated in Paragraph 1400-4.1, Office, or to the Contractor's address provided in the Bid Proposal. 4.8.2 Suggestions to Contractor - Plans or methods of work suggested by the City, City Engineer or authorized representatives to the Contractor, but not specified or required, if adopted or followed by the Contractor in whole or in General Conditions 1400-11 part, shall be used at the risk and responsibility of the Contractor. The City, City Engineer, or authorized representatives assume no responsibility therefor, and in no way will be held liable for any defects in the Work which may result from or be caused by use of such plan or method of work. 4.8.3 Cooperation - The Contractor shall afford the City, the City Engineer and separate Contractors reasonable opportunity for the introduction and storage of their materials and equipment and the execution of their work and shall coordinate the Work with theirs as required by the Contract Documents. If any part of the Contractor's Work depends for proper execution or results upon the work of the City or any separate Contractor, the Contractor shall, prior to proceeding with the Work, promptly report to the City Engineer any apparent discrepancies or defects in such other work that render it unsuitable for such proper execution and results. Failure of the Contractor to so report shall constitute an acceptance of the City's or separate Contractor's work as fit and proper to receive the Work, except as to defects which may subsequently become apparent in such work by others. If requested by the Contractor, the City shall arrange meetings with other contractors performing work on behalf of the City to plan coordination of construction activities. The City shall keep the Contractor informed of the planned activities of other contractors. Any costs caused by defective or ill-timed work shall be borne by the responsible party. Differences and conflicts arising between the Contractor and other contractors employed by the City or between the Contractor and the workers of the City with regard to their work, shall be submitted to the City for its decision in the matter. If such separate contractor sues the City on account of any delay or damage alleged to have been caused by the Contractor, the City shall notify the Contractor who shall, at the City's election, defend such proceedings at the Contractor's expense. If any judgement or award against the City arises from any such litigation whether defended by City or by Contractor, the Contractor shall pay or satisfy said judgement or award and shall reimburse the City for all attorney's fees and court costs which the City has incurred or for which it is liable. 4.9 Permits Unless specifically stated to be provided by the City, Contractor shall apply for, obtain, and comply with all the terms, conditions and requirements attached to all permits, bonds and licenses required by local, state, or federal agencies to perform work, construct, erect, test and startup of any equipment or facility for this Contract. Where operating permits are required, the Contractor shall apply for and obtain such operating permits in the name of the City and provide the permit in an appropriate frame or file holder when the City accepts substantial completion of the equipment or facility. The Contractor shall give all notices necessary or incidental to the due and lawful prosecution of the work. General Conditions 1400-12 Any permits, bonds, licenses and fees therefore required for the performance of work under this Contract and not specifically mentioned herein as having been obtained and paid by the City shall be included in the Contractor's bid price. The Contractor shall apply for and obtain in its name the necessary building, plumbing and electrical permits and shall be responsible for satisfying all code requirements, calling for inspections, and obtaining final approvals. Code inspections will be coordinated by the City Engineer. The Contractor shall comply with all construction conditions stipulated in the permits. The Contractor shall include in its bid the fees for any permits required. The Contractor shall apply for and obtain all safety permits for excavations, tunneling, trenches, construction (building structure, scaffolding, or falsework) and demolition required by CAL/OSHA including but not limited to, the permits required by Labor Code Section 6500. 4.10 Contractor's Responsibility for the Work and Materials Until acceptance of the Work, the Contractor shall have the charge and care of the Work and of the materials to be used therein and shall bear the risk of injury, loss, or damage, to any part thereof (regardless of whether partial payments have been made on such damaged portions of the Work) by the action of the elements or from any other cause, whether arising from the non -execution of the Work. The Contractor shall rebuild, repair, restore, and make good all injuries, losses, or damages to any portion of the Work or the materials occasioned by any cause before its completion and acceptance and shall bear the expense thereof, except for such injuries, losses, or damages as are directly and approximately caused by acts of the City. 4.11 Laws to be Observed The Contractor shall keep himself fully informed of all existing and future County, State, and National laws and regulations and all municipal ordinances and regulations of the City which in any manner affect those engaged or employed in the Work and of all such orders and decrees of bodies having any jurisdiction or authority over the same; and shall protect and indemnify the City and all of its officers, agents, and servants against any claim or liability arising from or based on the violation of any such laws, ordinances, regulations, orders, or decrees whether by himself or its employees. If any discrepancy or inconsistency is discovered in the plans, drawings, specifications, or Contract for the Work in relation to any such law, ordinance, regulations, order or decree, the Contractor shall immediately report the same to the City Engineer in writing. 4.11.1 Construction Registration with California Department of Industrial Relations - A contractor or subcontractor shall not be qualified to bid on, be listed in a bid proposal, subject to the requirements of Section 4104 of the Public Contract Code, or engage in the performance of any contract for public works, as defined in Chapter 1 (commencing with Section 1720) of Part 7 of Division 2 the Labor Code, unless currently registered and qualified to perform public works pursuant to Section 1725.5 of the Labor Code. Prior to March 1, 2015, it is not a violation of this section for an unregistered contractor General Conditions 1400-13 to submit a bid that is authorized by Section 7029.1 of the Business and Professions Code or by Section 10164 or 20103.5 of the Public Contract Code, provided the contractor is registered to perform public works pursuant to Section 1725.5 of the Labor Code prior to April 1, 2015. Effective March 1, 2015, only contractors and subcontractors that are registered to perform public works pursuant to Section 1725.5 of the Labor Code may submit a bid for a public works project. Effective April 1, 2015, contractors and subcontractors not registered to perform public works pursuant to Section 1725.5 of the Labor Code may not engage in the performance of a public works project awarded after April 1, 2015. 4.11.2 Prevailing Wage - In accordance with Section 1770 of the Labor Code, the City has ascertained and does hereby specify that the prevailing wage rates shall be those provided in Article 1110-20.0, WAGE RATES. The said rates shall include all employer payments that are required by Section 1773.1 of the Labor Code. The City will furnish to the Contractor, upon request, a copy of such prevailing rates. It shall be the duty of the Contractor to post a copy of such prevailing wages at the job site. For each worker paid less than the stipulated rate in the execution of the Contract by the Contractor, or any subcontractor under him, in violation of the provisions of the Labor Code, and in particular, Section 1770 to Section 1780, inclusive, the Contractor shall be subject to the provisions and penalties of Section 1775 of the Labor Code. In addition to said penalty, and pursuant to said Section 1775, the difference between such stipulated prevailing wage rates and the amounts paid to each worker for each calendar day, or portion thereof, for which each worker was paid less than the stipulated prevailing rate shall be paid to each worker by the Contractor. The wage rates set forth are the minimum that may be paid by the Contractor. Nothing herein contained shall be construed as preventing the Contractor from paying more than the minimum set forth. No extra compensation whatever shall be allowed by the City due to the inability of the Contractor to hire labor at the minimum rate nor for any necessity for payment by the Contractor for subsistence, travel time, overtime, or other added compensation, all of which possibilities are elements to be considered and ascertained to the Contractor's own satisfaction in preparing the bid. If it becomes necessary to employ a craft other than those listed, the Contractor shall notify the City immediately and the City will determine the additional prevailing rate from the Director of the Department of Industrial Relations and the rate thus determined shall be applicable as a minimum at the time of initial employment. The Contractor shall pay travel and subsistence payments to workers needed to execute the work as such travel and subsistence payments are defined in the applicable collective bargaining agreement filed with the Department of Industrial Relations pursuant to Labor Code Section 1773.8. General Conditions 1400-14 Pursuant to Labor Code section 1771.1, no contractor or subcontractor may be listed on a bid proposal for a public works project submitted on or after March 1, 2015 unless registered with the California Department of Industrial Relations. Furthermore, all bidders and contractors are hereby notified that no contractor or subcontractor may be awarded, on or after April 1, 2015, a contract for public work on a public works project unless registered with the Department of Industrial Relations. Pursuant to Labor Code section 1771.4, all bidders and contractors are hereby notified that this project is subject to compliance monitoring and enforcement by the California Department of Industrial Relations. 4.11.3 Certified Payrolls - In accordance with Section 1776 of the Labor Code, each Contractor and subcontractor shall keep an accurate payroll record, showing the name, address, social security number, work classification, straight time, and overtime hours worked each day and week, and the actual per diem wages paid to each journeyman, apprentice, worker, or other employee employed by him or her in connection with the project. The payroll records shall be certified and shall be available for inspection at all reasonable hours at the principal office of the Contractor on the following basis: a. Pursuant to SB854, all contractors and subcontractors must furnish electronic certified payroll records directly to the Labor Commissioner (aka Division of Labor Standards Enforcement). All contractors and subcontractors must also provide a copy and proof to the City of online submittal within 2 days of online submission. b. A certified copy of an employee's payroll record shall be made available for inspection or furnished to the employee or his or her authorized representative on request. c. A certified copy of all payroll records shall be made available for inspection or furnished upon request to a representative of the City, the Division of Labor Standards Enforcement, and the Division of Apprenticeship Standards of the Department of Industrial Relations. d. A certified copy of all payroll records shall be made available upon request by the public in accordance with Section 1776 of the Labor Code. The Contractor is responsible for its and its subcontractor's compliance with the provisions of Section 1776 of the Labor Code. 4.11.4 Overtime Requirements - The Contractor shall forfeit, as a penalty to the City, the penalty as provided in Section 1813 of the Labor Code for each worker employed in the execution of the Contract by the Contractor, or any subcontractor under the Contractor, for each day during which such worker is required or permitted to work more than eight (8) hours in any one day and forty (40) hours in any one week, in violation of the provisions of the Labor Code, and in particular, Section 1810 to Section 1815 thereof, inclusive, except that work performed by employees of Contractors in excess of eight General Conditions 1400-15 (8) hours a day and forty (40) hours during one week, shall be permitted upon compensation for all hours worked in excess of eight (8) hours per day, at not less than one and a half (1') times the basic rate of pay as provided for in Section 1815 of the Labor Code.4.11.5 Apprentice and Trainee - Attention is directed to the provisions in Section 1777.5 of the Labor Code and in accordance with the regulations of the California Apprenticeship Council concerning the employment of apprentices by the Contractor or any subcontractor under the Contractor. Section 1777.5 requires the Contractor or subcontractors employing tradespersons in any apprenticeable occupation to apply to the joint apprenticeship committee nearest the site of the project and which administers the apprenticeship program in that trade for a certificate of approval. The Contractor and subcontractors are required to submit contract award information to the applicable joint apprenticeship committee. As provided for in Section 1777.5 of the Labor Code, the Contractor is required to make contributions to funds established for the administration of apprenticeship programs. It shall be the responsibility of the Contractor to abide by the provisions of Section 1777.5 (except 1777.5(b)) of the Labor Code and to require all subcontractors employed by or contracting with the Contractor to abide by said provisions. The Contractor shall furnish the City any and all evidence of compliance with this code section when requested by the City. For failure to comply with Section 1777.5 (except 1777.5(b)) of the Labor Code, the Contractor shall be subject to the penalties in Section 1777.7 of the Labor Code. 4.11.6 Workers' Compensation Insurance - The Contractor is required to secure the payment of compensation to its employees in accordance with the provisions of Sections 1860 and 3700 of the Labor Code and Paragraph 1340-2.4 Workers' Compensation Insurance 4.12 Safety The Contractor shall be solely and completely responsible for conditions of the job site, including safety of all persons and property during performance of the work. This requirement shall apply continuously and not be limited to normal working hours. Safety provisions shall conform to U.S. Department of Labor (OSHA), the California Occupational Safety and Health Act, and all other applicable Federal, State, County, and local laws, ordinances, codes, the requirements set forth below, and any regulations that may be detailed in other parts of these Documents. Where any of these are in conflict, the more stringent requirement shall be followed. The completed Work shall include all necessary permanent safety devices, such as machinery guards and similar ordinary safety items, required by the State and Federal (OSHA) industrial authorities and applicable local and national codes. Further, any features of the Work, including City -selected equipment, subject to such safety regulations shall be fabricated, furnished, and installed in compliance with General Conditions 1400-16 these requirements. All equipment furnished shall be grounded and provided with guards and protection as required by safety codes. Where vapor -tight or explosion -proof electrical installation is required by safety codes, this shall be provided. Contractors and manufacturers of equipment shall be held responsible for compliance with the requirements included herein. The Contractor shall notify all equipment suppliers and subcontractors of the provisions of this paragraph. Before proceeding with any construction work, the Contractor shall take the necessary action to comply with all provisions for safety and accident prevention. The Contractor shall develop and maintain for the duration of this Contract, a safety program that will effectively incorporate and implement all required safety provisions. The Contractor shall appoint an employee as safety supervisor who is qualified and authorized to supervise and enforce compliance with the safety program. The Contractor, as a part of his safety program, shall maintain at his office or other well-known place at the Site, safety equipment applicable to the Work as prescribed by the aforementioned authorities, all items necessary for giving first aid to the injured, and shall establish the procedure for the immediate removal to a hospital or a doctor's care of persons who may be injured on the job site. In accordance with the provisions of Section 6705 of the Labor Code, the Contractor shall submit, in advance of excavation 5 feet or more in depth, detailed plans showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection from hazard of caving ground during such excavation. If such Plans vary from the shoring system standards set forth in the Construction Safety Orders in Title 8, California Code of Regulations, Article 6, the Plans shall be prepared and signed by a registered civil or structural engineer. Shoring, bracing, sloping, or other protective system shall not be less effective than required by the California Construction Safety orders. If death or serious injuries or serious damages are caused, the accident shall be reported immediately by telephone or messenger to the City. In addition, the Contractor must promptly report in writing to the City Engineer all accidents whatsoever arising out of, or in connection with, the performance of the Work whether on, or adjacent to, the Site, giving full details and statements of witnesses. The Contractor shall make all reports as are, or may be, required by any authority having jurisdiction, and permit all safety inspections of the work being performed under this Contract. If a claim is made by anyone against the Contractor or any subcontractor on account of any accident, the Contractor shall promptly report the facts in writing to the City Engineer, giving full details of the claim. 5.0 CONTROL OF WORK AND MATERIALS 5.1 Means and Methods It is expressly stipulated that the drawings, specifications and other Contract Documents set forth the requirements as to the nature of the completed Work and do not purport to control the method of performing work except in those instances General Conditions 1400-17 where the nature of the completed Work is dependent on the method of performance. Except as provided elsewhere in the Contract Documents, neither the City, its consultants, or the City Engineer will be responsible for or have control or charge of construction means, methods, techniques, sequences or procedures, or for safety precautions and programs in connection with the Work. Except as provided elsewhere in the Contract Documents, neither the City, its consultants, or the City Engineer will be responsible for or have control or charge over the acts or omissions of the Contractor, or any of their subcontractors, agents or employees, or any other persons performing any of the Work. Any general control of the Work exercised by the City or its authorized representatives shall not make the Contractor an agent of the City, and the liability of the Contractor for all damages to persons and/or to public or private property arising from the Contractor's execution of the Work shall not be lessened because of such general control. Neither the inspection by the City, its consultants, or the City Engineer, nor any order, measurement, approved modification, or payment of monies, nor acceptance of any part or whole of the Work by the City, the City Engineer or the consultant, or their agents, shall operate as a waiver of any provision of the Contract. Acceptance by the City, it consultants, or the City Engineer of any drawings, methods of work, or any information regarding materials and equipment the Contractor proposes to furnish in the Work shall not be regarded as an assumption of risks or liability by the City, its consultants, or the City Engineer, or any officer or employee thereof, and the Contractor shall have no claim under the Contract on account of the failure or partial failure or inefficiency or insufficiency of any plan or method of work or material and equipment so accepted. Such acceptance shall be considered to mean merely that the City, its consultants, or the City Engineer has no objection to the Contractor using, upon its own full responsibility, the plan or method of work proposed, or furnishing the materials and equipment proposed. 5.2 City -Furnished Materials Materials, if furnished by the City, will be made available as designated in the Specific Project Requirements. The cost of loading, unloading, hauling and handling, and placing City -furnished materials shall be considered as included in the price bid for the Contract item involving such City -furnished material. Contractor shall inspect and assure himself of the amount and soundness of such materials. The Contractor will be held responsible for all materials furnished to it and shall pay all demurrage and storage charges. City -furnished materials lost or damaged from any cause whatsoever shall be replaced by the Contractor. The Contractor will be liable to the City for the cost of replacing City -furnished material and such costs may be deducted from any monies due or to become due the Contractor. 5.3 Defective and Unauthorized Work Materials and workmanship not conforming to the requirements of the Contract Documents shall be considered defective and will be subject to rejection. Defective General Conditions 1400-18 work or material, whether in place or not, shall be removed immediately from the Site by the Contractor, at its expense, when so directed by the City Engineer. Any work done beyond the limits of work, lines, and grades shown on any approved plans or established by the City Engineer, or any extra work done without written authority, will be considered as unauthorized and will not be paid for. Upon failure on the part of the Contractor to comply with any order of the City Engineer made under the provisions of this section, the City Engineer shall have authority to cause defective work to be remedied, or removed and replaced, and unauthorized work to be removed, and to deduct the costs thereof from any monies due or to become due the Contractor. The time, cost and compliance requirements stipulated in Paragraph 1400-3.4, City's Right to Carry Out the Work, shall apply for this paragraph also. 5.4 Unnoticed Defects Any defective work or material that may be discovered by the City, its consultants, or the City Engineer before the final acceptance of the Work, or before final payment has been made, or during the warranty period, shall be removed and replaced by work and materials which shall conform to the provisions of the Contract Documents. Failure on the part of the City, its consultants, or the City Engineer to condemn or reject bad or inferior work or materials shall not be construed to imply acceptance of such work or materials. 5.5 Right to Retain Imperfect Work If any part or portion of the work performed or material furnished under this Contract shall prove defective and not in accordance with the Drawings and Specifications, and if the imperfection in the same shall not be of sufficient magnitude or importance as to make the work dangerous or unsuitable, or if the removal of such work will create conditions which are dangerous or undesirable, the City shall have the right and authority to retain such work but shall make such deductions in the final payment therefor as may be just and reasonable. 6.0 PROGRESS OF THE WORK 6.1 Beginning of Work The Contractor shall begin work within ten (10) days after receiving Notice to Proceed and shall diligently prosecute the same to completion within the time limit. Should the Contractor begin work in advance of receiving Notice to Proceed, any work performed in advance of the said date of approval shall be considered as having been done by the Contractor at its own risk and as a volunteer. 6.2 Time of Completion Time shall be of the essence of the Contract. The Contractor shall prosecute the work so that the various portions of the project shall be complete and ready for use within the time specified in Paragraph 3000-1.6 TIME ALLOWED FOR COMPLETION. It is expressly understood and agreed by and between the Contractor and the City that the Contract time for completion of the work described General Conditions 1400-19 herein is a reasonable time taking into consideration the average climatic and economic conditions and other factors prevailing in the locality and the nature of the work. 6.3 Delays 6.3.1 Notice of Delays - When the Contractor foresees a delay in the prosecution of the Work and, in any event, immediately upon the occurrence of a delay, the Contractor shall notify the City Engineer in writing of the probability of the occurrence and the estimated extent of the delay, and its cause. The Contractor shall take immediate steps to prevent, if possible the occurrence or continuance of the delay. The Contractor agrees that no claim shall be made for delays which are not called to the attention of the City Engineer at the time of their occurrence. 6.3.2 Avoidable Delays - Avoidable delays in the prosecution of the Work shall include delays which could have been avoided by the exercise of care, prudence, foresight, and diligence on the part of the Contractor or its subcontractors, at any tier level, or suppliers. 6.3.3 Unavoidable Delays - Unavoidable delays in the prosecution or completion of the Work shall include delays which result from causes beyond the control of the Contractor, and which could not have been avoided by the exercise of care, prudence, foresight, and diligence on the part of the Contractor or his subcontractors, at any tier level, or suppliers. Delays in completion of the Work of other Contractors employed by the City will be considered unavoidable delays insofar as they interfere with the Contractor's completion of the current critical activity item of the Work. 6.3.3 1 Abnormal Delays - Delays caused by acts of God, fire, unusual storms, floods, tidal waves, earthquakes, strikes, labor disputes, freight embargoes, and shortages of materials shall be considered as unavoidable delays insofar as they prevent the Contractor from proceeding with at least seventy-five (75) percent of the normal labor and equipment force for at least five (5) hours per day toward completion of the current critical activity item on the favorably reviewed progress schedule. 6.3.3.2 Material Shortages - Upon the submission of satisfactory proof to the City Engineer by the Contractor, shortages of material will be acceptable as grounds for granting a time extension. In order that such proof may be satisfactory and acceptable to the City Engineer, it must be demonstrated by the Contractor that the Contractor has made every effort to obtain such materials from all known sources within reasonable reach of the proposed Work. Only the physical shortage of material, caused by unusual circumstances, will be considered under these provisions as a cause for extension of time, and no consideration will be given to any claim that material could not be obtained at a reasonable, practical, or economical cost or price, unless it is shown to the satisfaction of the City Engineer that such material could have been General Conditions 1400-20 obtained only at exorbitant prices entirely out of line with current rates, taking into account the quantities involved and usual practices in obtaining such quantities. A time extension for shortage of material will not be considered for material ordered or delivered late or whose availability is affected by virtue of the mishandling of procurement. The above provisions apply equally to equipment to be installed in the work. 6.4 Time Extensions 6.4.1 Avoidable Delay - The City may grant an extension of time for avoidable delays if the City deems it is in its best interest. If the City grants an extension of time for avoidable delays, the Contractor agrees to pay the City's actual costs, including charges for engineering, inspection and administration incurred during the extension. 6.4.2 Unavoidable Delay - If the Contractor is delayed in the performance of its work by an act of the City or if the Contractor is delayed in the performance of its work by an unavoidable delay, then the Contract completion date may be extended by the City for such time that, in the City's and City Engineer's opinion, the Contractor's completion date will be unavoidably delayed, provided that the Contractor strictly fulfills the following: a. The Contractor shall provide notification, in accordance with Paragraph 1400-6.3.1, Notice of Delays and submit in writing a request for an extension of time to the City Engineer stating at a minimum the probable cause of the delay and the number of days being requested. The time extension request shall be submitted in accordance with the requirements of Paragraph 2000-4.3, TIME IMPACT ANALYSIS. b. If requested by the City Engineer, the Contractor shall promptly provide sufficient information to the City Engineer to assess the cause or effect of the alleged delay, or to determine if other concurrent delays affected the work. c. Weather Delays. The Contractor will be granted a non -compensable time extension for weather caused delays. Should the Contractor fail to fulfill any of the foregoing, which are considered conditions precedent to the right to receive a time extension, the Contractor waives the right to receive a time extension. Should the Contractor fail to complete the work within the time specified in the contract, as extended in accordance with this clause if appropriate, the Contractor shall pay to the City liquidated damages in accordance with Section 1500, Paragraph 1500- 2.1, Liquidated Damages. During such extension of time, neither extra compensation for engineering, inspection, and administration nor damages for delay will be charged to the Contractor. It is understood and agreed by the Contractor and City that time extensions due to unavoidable delays will be granted only if such unavoidable delays involve controlling operations which would prevent completion of the whole Work within the specified Contract time. General Conditions 1400-21 6.4.3 Indirect Overhead - The Contractor shall be reimbursed for indirect overhead expenses for periods of time when the Work is stopped due to delays as defined in Paragraph 1400-6.3.3, Unavoidable Delay. However, no reimbursement for indirect overhead shall be made for delays as defined in Paragraphs 1400-6.3.3.1, Abnormal Delays; 1400-6.4.2c, Weather Delays; or 1400-6.3.3.3, Material Shortages. As a condition precedent to any reimbursement, the Contractor must fulfill all conditions as provided in Paragraph 1400-6.4.2, Unavoidable Delay. The reimbursement of indirect overhead is limited to those delay conditions defined above when the Contractor is prevented from proceeding with seventy-five (75) percent of the normal labor and equipment force for at least five (5) hours per day toward completion of the current critical activity item(s) on the current favorably reviewed progress schedule. 6.4.3.1 Indirect Field Overhead - For those allowable delay periods as defined in Paragraph 1400-6.4.3, Indirect Overhead, the Contractor shall be reimbursed for its indirect field overhead based on: a. Invoices for all field office equipment. b. Actual salary for field office staff. c. Fair rental values acceptable to the City Engineer as described in Paragraph 1400-8.3, Force Account Payment for construction equipment idled due to the delay. 6.4.3.2 Home Office Overhead - For those allowable delay periods as defined in Paragraph 1400-6.4.3, Indirect Overhead, the Contractor shall be reimbursed for its home office overhead based on the following formula: Contract Bid Price divided by Contract Period Days x $0.03 = Daily Home Office Overhead ($/Day) Such reimbursement shall be mutually agreed between the City and Contractor to encompass full payment for any home office overhead expenses for such periods of time for the Contractor and all subcontractors. The Contractor agrees to hold the City harmless for any indirect overhead claims from its subcontractors. 6.5 Temporary Suspension of Work 6.5.1 If the Contractor fails to correct defective work as required by Paragraph 1400-5.3, Defective and Unauthorized Work, or fails to carry out the Work in accordance with the Contract Documents or any other applicable rules and regulations, the City, by a written order of the City Engineer or a representative specifically empowered to do so, may order the Contractor to stop the work, or any portion thereof, until the cause for such order has been eliminated; however, this right of the City to stop the Work shall not give rise to any duty on the part of the City to exercise this right for the benefit of the Contractor or any other person or entity. All delays in the Work occasioned by such stoppage shall not relieve the Contractor of any duty to perform the General Conditions 1400-22 Work or serve to extend the time for its completion. Any and all necessary corrective work done in order to comply with the Contract Documents shall be performed at no cost to the City. 6.5.2 In the event that a suspension of Work is ordered, as provided in this paragraph, the Contractor, at its expense, shall perform all work necessary to provide a safe, smooth, and unobstructed passageway through construction for use by public, pedestrian, and vehicular traffic, during the period of such use by suspension. Should the Contractor fail to perform the Work as specified, the City may perform such work and the cost thereof may be deducted from monies due the Contractor under the Contract. 6.5.3 The City shall also have authority to suspend the Work wholly or in part, for such period as the City may deem necessary, due to unsuitable weather, or to such other conditions as are considered unfavorable for the suitable prosecution of the Work. Such temporary suspension of the Work will be considered justification for time extensions to the Contract in an amount equal to the period of such suspension. The Contractor as directed by the City shall provide the provisions as stipulated in Paragraph 1400-6.6.2 above. Such additional work shall be compensated as provided for in Paragraph 1400-7.0, CHANGES IN SCOPE OF WORK. 6.6 Termination of Contract If at any time the Contractor is determined to be in material breach of the Contract, notice thereof in writing will be served upon the Contractor and its sureties, and should the Contractor neglect or refuse to provide means for a satisfactory compliance with the Contract, as directed by the City Engineer, within the time specified in such notice, the City shall have the authority to terminate the operation of the Contract. Upon such termination, the Contractor shall discontinue the Work, or such parts of it as the City may designate. Upon such termination, the Contractor's control shall terminate and thereupon the City or its fully authorized representative may take possession of all or any part of the Contractor's materials, tools, equipment, and appliances upon the premises and use the same for the purposes of completing the Work and hire such force and buy or rent such additional machinery, tools, appliances, and equipment, and buy such additional materials and supplies at the Contractor's expense as may be necessary for the proper conduct of the Work and for the completion thereof; or the City may employ other parties to carry the Contract to completion, employ the necessary workers, substitute other machinery or materials and purchase the materials contracted for, in such manner as the City may deem proper; or the City may annul and cancel the Contract and relet the Work or any part thereof. Any excess of cost arising there from over and above the Contract price will be charged against the Contractor and its sureties, who will be liable therefore. General Conditions 1400-23 In the event of such termination, all monies due the Contractor or retained under the terms of this Contract shall be held by the City in an escrow account; however, such holdings will not release the Contractor or its sureties from liability for failure to fulfill the Contract. Any excess cost over and above the Contract Amount incurred by the City arising from the termination of the operations of the Contract and the completion of the Work by the City as above provided shall be paid for by any available funds in the escrow account. The Contractor will be so credited with any surplus remaining after all just claims for such completion have been paid. 7.0 CHANGES IN THE SCOPE OF WORK 7.1 Change Orders 7.1.1 Without invalidating the Contract and without notice to sureties or insurers, the City, through the City Engineer, may at any time or from time to time, order additions, deletions, or revisions in the Work; these will be authorized by Field Directive, Field Order, or Change Order. A Change Order will not be issued for a Field Directive unless the City Engineer concurs with an appeal by the Contractor that such Field Directive is a change in the scope of the Contract. The Contractor shall comply promptly with the requirements for all Change Orders, Field Orders, or Field Directives. The work involved in Change Orders shall be executed under the applicable conditions and requirements of the Contract Documents. If any Field Order causes an increase or decrease in the Contract Amount or an extension or shortening of the Contract Time, an equitable adjustment will be made by issuing a Change Order. If the Contractor accepts a Change Order that does not include a time extension, the Contractor waives any claim for additional time for the work covered by that Change Order. Additional or extra work performed by the Contractor without written authorization of a Field Order or Change Order will not entitle the Contractor to an increase in the Contract Amount or an extension of the Contract Time. 7.1.2 Extra work shall be that work not shown or detailed on the Contract Drawings and not specified. Such work shall be governed by all applicable provisions of the Contract Documents. In giving instructions, the City Engineer shall have authority to make minor changes in the work, not involving extra cost, and not inconsistent with the purposes of the work; but otherwise, except in an emergency endangering life or property, no extra work or change shall be made unless in pursuance of a written order by the City through the City Engineer, and no claim for an addition to the total amount of the Contract shall be valid unless so ordered. 7.1.3 In case any change increases or decreases the work shown, the Contractor shall be paid for the work actually done at a mutually agreed upon adjustment to the Contract price, based upon the provisions of Paragraph 1400-8.0 PROJECT MODIFICATION PROCEDURES 7.1.4 If the Contractor refuses to accept a Change Order, the City may issue it unilaterally. The Contractor shall comply with the requirements of the Change General Conditions 1400-24 Order. The City shall provide for an equitable adjustment to the Contract and compensate the Contractor accordingly. If the Contractor does not agree that the adjustment is equitable, it may submit a claim in accordance with Paragraph 1400-7.3.2, Claims. 7.2 Differing Site Conditions Pursuant to Public Contract Code Section 7104, the Contractor shall promptly, and before such conditions are disturbed, notify the City Engineer in writing, of any: a. 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 111 disposal site in accordance with provisions of existing law. b. Subsurface or latent physical conditions at the site differing from those indicated. c. Unknown physical conditions at the site of any unusual nature, differing 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 materially differ, or do involve hazardous waste, and cause a decrease or increase in the Contractor's cost of, or the time required for, performance of any part of the work the City shall cause to be issued a change order under the procedures provided in Paragraph 1400-7.1, Change Orders. In the event that a dispute arises between the City and the Contractor 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. The 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 contracting parties, Paragraph 1400-7.3, Resolution of Disputes. No claim of the Contractor under this clause shall be allowed unless the Contractor has given the notice required. 7.3 Resolution of Disputes 7.3.1 Contract Interpretation by the City Engineer - Questions regarding the meaning and intent of the Contract Documents shall be referred in writing by the Contractor to the City Engineer. The City Engineer shall respond to the Contractor in writing with a decision. 7.3.2 Claims - 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 or demand for arbitration by the Contractor. General Conditions 1400-25 7.3.2.1 Notice - If the Contractor disagrees with the City Engineer's decision in Paragraph 1400-7.3.1, Contract Interpretation by the City Engineer, or in any case where the Contractor deems additional compensation or a time extension to the Contract period is due him for work or materials not covered in the Contract or which the City Engineer has not recognized as extra work, the Contractor shall notify the City Engineer, in writing, of his intention to make claim. Claims pertaining to decisions provided in Paragraph 1400-7.3.1 shall be filed in writing to the City Engineer within five (5) days of receipt of such decision. All other claims notices for extra work shall be filed in writing to the City Engineer prior to the commencement of such work. Written notice shall use the words "Notice of Potential Claim". Such Notice of Potential Claim shall state the circumstances and the reasons for the claim but need not state the amount. Additionally, no claim for additional compensation or extension of time for a delay will be considered unless the provisions of Paragraphs 1400- 6.3, Delays, and 6.4, Time Extensions, are complied with. No claim filed after the date of final payment will be considered. It is agreed that unless notice is properly given, the Contractor shall not recover costs incurred by him as a result of the alleged extra work, changed work or other situation which had proper notice been given would have given rise to a right for additional compensation. The Contractor should understand that timely notice of potential claim is of great importance to the City and is not merely a formality. Such notice allows the City to consider preventative action, to monitor the Contractor's increased costs resulting from the situation, to marshal facts, and to plan its affairs. Such notice by the Contractor, and the fact that the City Engineer has kept account of the cost as aforesaid, shall not in any way be construed as proving the validity of the claim. 7.3.2.2 Submission of claim costs - Within 30 days after the last cost of work for which the Contractor contends additional compensation is due, but if costs are incurred over a span of more than 30 days, then within 15 days after the thirtieth day and every month thereafter, the Contractor shall submit to the City Engineer the costs incurred for the claimed matter. Claims shall be made in itemized detail satisfactory to the City Engineer in content, detail and format of presentation. If the additional costs are in any respect not knowable with certainty, they shall be estimated. If the claim is found to be just, it shall be allowed and paid for as provided in Section 1400-8.0, PROJECT MODIFICATION PROCEDURES. 7.3.2.3 Affidavit required - All claims submitted to the City shall be accompanied with a type written affidavit containing the following language: it must be signed, dated, and notarized on the Contractor's letterhead: I, (must be an officer) , being the (title) of (contractor's name) , declare under penalty of perjury under the laws of the state of California, and do personally certify and attest that: I have thoroughly reviewed the attached claim for additional compensation and/or extension of time, and General Conditions 1400-26 know its contents, and said claim is made in good faith; the supporting data is truthful and accurate; the amount requested accurately reflects the contract adjustment for which the contractor believes the City of La Quinta is liable; and further, that I am familiar with California Penal Code Section 72 and California Government Code Section 12560, Et Seq, pertaining to false claims, and further know and understand that submission or certification of a false claim may lead to fines, imprisonment and/or other severe legal consequences. 7.3.2.4 Claim meetings - From time to time the City Engineer may call special meetings to discuss outstanding claims. The Contractor shall cooperate and attend, prepared to discuss outstanding claims, making available the personnel necessary for claim resolution, and providing documents reasonably requested by the City Engineer. 7.3.3 Resolution of Claims - For all contracts awarded during the effective dates of Public Contract Code Section 20104, where claims cannot be resolved between the parties, claims for three hundred and seventy-five thousand dollars ($375,000) or less shall be resolved pursuant to the provisions of that code section, which is summarized in Paragraphs 1400-7.3.3.1 to 1400- 7.3.3.5. For claims greater than three hundred and seventy-five thousand dollars ($375,000) Paragraphs 1400-7.3.3.2 to 1400-7.3.3.4 are applicable; however, Paragraph 1400-7.3.3.5, Civil Actions for claims less than $375,000, is not applicable. 7.3.3.1 Claims Less Than $50,000 a. For claims of Tess than fifty thousand dollars ($50,000), the City Engineer shall respond in writing to written claims within 45 days of receipt of the claim in Paragraph 1400-7.3.2, Claims, or may request, in writing, within 30 days of receipt of the claim, any additional documentation supporting the claim or relating to defenses or claims the City may have against the Contractor. b. If additional information is thereafter required, it shall be requested and provided pursuant to this section, upon mutual agreement of the City and the Contractor. c. The City Engineer's written response to the claim, as further documented, shall be submitted to the Contractor within 15 days after receipt of the further documentation or within a period of time no greater than that taken by the Contractor in producing the additional information, whichever is greater. 7.3.3.2 Claims Greater Than $50,000 a. For claims of over fifty thousand dollars ($50,000), the City Engineer shall respond in writing to all written claims within 60 days of receipt of the claim in Paragraph 1400-7.3.2, Claims, or may request, in writing, within 30 days of receipt of the claim, any additional documentation supporting the General Conditions 1400-27 claim or relating to defenses or claims the City may have against the Contractor. b. If additional information is thereafter required, it shall be requested and provided pursuant to this paragraph, upon mutual agreement of the City and the Contractor. c. The City Engineer's written response to the claim, as further documented, shall be submitted to the Contractor within 30 days after receipt of the further documentation, or within a period of time no greater than that taken by the Contractor in producing the additional information or requested documentation, whichever is greater. 7.3.3.3 Claim Conference - If the Contractor disputes the City Engineer's written response, or if the City Engineer fails to respond within the time prescribed, the Contractor may so notify the City, in writing, either within 15 days of receipt of the City Engineer's response or within 15 days of the City Engineer's failure to respond within the time prescribed, respectively, and demand an informal conference to meet and confer for settlement of the issues in dispute. Upon a demand, the City shall schedule a meet and conference within 30 days for settlement of the dispute. 7.3.3.4 Claim Filing - If the claim or any portion remains in dispute after the claim conference noted in Paragraph 1400-7.3.3.4, Claim Conference, the Contractor may file a claim pursuant to Chapter 1 (commencing with Section 900) and Chapter 2 (commencing with Section 910) of Part 3 of Division 3.6 of Title 1 of the Government Code. For purposes of those provisions, the running of the period of time within which a claim must be filed shall be tolled from the time the Contractor submits his or her written claim pursuant to Paragraph 1400-7.3.2, Claims, until the time the claim is denied, including any period of time utilized in the meet and confer process. 7.3.3.5 Civil Actions for Claims Less Than $375,000 - The following procedures are established for all civil actions filed to resolve claims for less than three hundred seventy-five thousand dollars ($375,000): a. Within 60 days, but no earlier than 30 days, following the filing or responsive pleading, the court shall submit the matter to non-binding mediation unless waived by mutual stipulation of both parties. The mediation process shall provide for the selection within 15 days by both parties of a disinterested third person as mediator, shall be commenced within 30 days of the submittal, and shall be concluded within 15 days from the commencement of the mediation unless a time requirement is extended upon a good cause showing to the court. b. If the matter remains in dispute, the case shall be submitted to judicial arbitration pursuant to Chapter 2.5 (commencing with Section 1141.10) of Title 3 of Part 3 of the Code of Civil Procedure, notwithstanding Section 1141.11 of that Code. The Civil Discovery Act of 1986 (Article 3 (commencing with Section 2016) of Chapter 3 of Title 3 of Part 4 of the General Conditions 1400-28 Code of Civil Procedure) shall apply to any proceeding brought under this subdivision consistent with the rules pertaining to judicial arbitration. c. In addition to Chapter 2.5 (commencing with Section 1141.10) of Title 3 of Part 3 of the Code of Civil Procedure, (A) arbitrators shall, when possible, be experienced in construction law, and (B) any party appealing an arbitration award who does not obtain a more favorable judgement shall, in addition to payment of costs and fees under the chapter, also pay the attorney's fees on appeal of the other party. 7.3.3.6 Unresolved Issues - Unless this Contract provides otherwise, all claims, counterclaims, disputes, and other matters in question between the City and the Contractor that are not resolved between the City and the Contractor and are not governed by Public Contract Code 20104 shall be decided by a court of competent jurisdiction. Arbitration shall not be used for resolution of these disputes. Should either party to this Contract bring legal action against the other, the case shall be handled in the California county where the work is being performed. 7.3.4 Records of Disputed Work - In proceeding with a disputed portion of the Work, the Contractor shall keep accurate records of its costs and shall make available, to the City Engineer, a daily summary of the hours and classification of equipment and labor utilized on the disputed work, as well as a summary of any materials or any specialized services which are used. Such information shall be submitted to the City Engineer on a monthly basis, receipt of which shall not be construed as an authorization for or acceptance of the disputed work. 8.0 PROJECT MODIFICATION PROCEDURES 8.1 Changes in Contract Price Whenever corrections, alterations, or modifications of the work under this Contract are ordered by the City Engineer and approved by the City and increase the amount of work to be done, such added work shall be known as extra work; and when such corrections, alterations, or modifications decrease the amount of work to be done, such subtracted work shall be known as work omitted. The difference in cost of the work affected by such change will be added to or deducted from the amount of said Contract price, as the case may be, by a fair and reasonable valuation, which shall be determined in one or more of the following ways as directed by the City Engineer: a. By unit prices subsequently fixed by agreement between the parties; b. By an acceptable lump sum proposal from the Contractor; or c. By Force Account (as described in Paragraph 1400-8.3, Force Account Payment), when directed in writing and administered by the City through its agents. General Conditions 1400-29 When required by the City Engineer, the Contractor shall submit, in the form prescribed by the City Engineer, an itemized breakdown with supporting data of the quantities and prices used in computing the value of any change that may be ordered. The City Engineer will review the Contractor's proposal for the change and negotiate an equitable adjustment with the Contractor. After there is an agreement the City Engineer will prepare and process the Change Order and make a recommendation for action by the City. All Change Orders must be approved by the City in writing before the work can be authorized and the Change Order executed. The prices agreed upon and any agreed upon adjustment in Contract Time shall be incorporated in the written order issued by the City, which shall be written so as to indicate an acceptance on the part of the Contractor as evidenced by its signature. By signature of the Change Order, the Contractor acknowledges that the adjustments to cost and time contained in the Change Order are in full satisfaction and accord, payment in full, and so waives any right to claim further cost and time impacts at any time during and after completion of the Contract for the changes encompassed by the Change Order. 8.2 Negotiated Change Orders Under the methods described in Paragraph 1400-8.1b and 8.1c above, the Contractor shall submit substantiating documentation with an itemized breakdown of Contractor and subcontractor direct costs, including labor, material, equipment rentals, and approved services, pertaining to such ordered work in the form and detail acceptable to the City Engineer. The direct costs shall include only the payroll cost for workers and foremen, including wages, fringe benefits as established by negotiated labor agreements or state prevailing wages, workers' compensation and labor insurance, and labor taxes as established by law. No other fixed labor burdens will be considered, unless approved in writing by the City Engineer; the cost of materials used and equipment delivered and installed in such work as substantiated by appropriate documents; the cost of construction machinery and equipment based on fair rental or ownership values acceptable to the City Engineer as described in Paragraph 1400-8.3, Force Account Payment; and the cost of incidentals directly related to such work. The direct costs shall not include any labor or office costs pertaining to the Contractor's managers or superintendents, his office and engineering staff and office facilities, or anyone not directly employed on such work, nor the cost of rental of small tools as all such indirect costs form a part of the Contractor's overhead expense. Under the method described in Paragraph 1400-8.1b and 8.1c the maximum percentage which will be allowed for the Contractor's combined overhead and profit will be: a. For work by its own organization, the Contractor may add the following percentages: • Direct Labor 25 percent • Materials 15 percent General Conditions 1400-30 • Equipment (owned or rented) 15 percent b. For all such work done by subcontractors, such subcontractor may add the same percentages as the Contractor as listed in (1) above to its actual net increase in costs for combined overhead and profit and the Contractor may add up to ten (10) percent of the subcontractor's total for its combined overhead and profit. c. For all such work done by subtier-subcontractors, such sub -subcontractors may add the same percentages as the Contractor as listed in (1) above to its actual net increase in costs for combined overhead and profit and the subcontractor may add up to ten (10) percent of the sub -subcontractor's total for his combined overhead and profit. The Contractor may add up to five (5) percent of the subcontractor's total for its combined overhead and profit. d. To the total of the actual costs and fees allowed hereinunder, not more than two (2) percent shall be added for additional bond and insurance other than labor insurance. The above fees represent the maximum limits which will be allowed, and they include the Contractor's and all subcontractors' indirect home office expenses and all costs for cost proposal preparation. When both additions and credits are involved in any one change, the combined overhead and profit shall be figured on the basis of the net increase, if any, for each area of work, i.e. direct labor, materials, equipment, and subcontractors. The amount of credit to be allowed by the Contractor to the City for any such change which results in a net decrease in cost will be the amount of the actual net decrease and a credit in accordance with the markups allowed under the use of the method described in Paragraph 1400-8.3, Force Account Payment. The Contractor shall not claim for anticipated profits on work that may be omitted. 8.3 Force Account Payment If either the amount of work or payment for a Change Order cannot be determined or agreed upon beforehand, the City may direct by written Change Order or Field Order that the work be done on a force account basis. The term "force account" shall be understood to mean that payment for the work will be done on a time and expense basis, that is, on an accounting of the Contractor's forces, materials, equipment, and other items of cost as required and used to do the work. For the work performed, payment will be made for the documented actual cost of the following: a. Direct labor cost for workers, including foremen, who are directly assigned to the force account work: Direct labor cost is the actual payroll cost, including wages, fringe benefits as established by negotiated labor agreements or state prevailing wages, workers' compensation and labor insurance, and labor taxes as established by law. No other fixed labor burdens will be considered, unless approved in writing by the City. b. Material delivered and used on the designated work, including sales tax, if paid for by the Contractor or its subcontractor. General Conditions 1400-31 c. Equipment rental, including necessary transportation for items having a value in excess of One Thousand Dollars ($1,000.00). d. Additional bond. e. Additional insurance, other than labor insurance. To the preceding costs, there shall be added the following fees for the Contractor, subcontractor, or sub -subcontractor actually performing the work: • A fixed fee not to exceed fifteen (15) percent of the costs of Items a, b, and c above. • To the total of the actual costs and fees allowed hereunder, not more than two (2) percent shall be added for additional bond and insurance as the cost of Items d and e above. For work performed by an approved subcontractor, the Contractor may add to the total of the actual costs and fixed fees allowed under the preceding paragraph an additional fixed fee of five (5) percent of said total. No further compensation will be allowed for the Contractor's administration of the work performed by the subcontractor. For work performed by a sub tier -subcontractor, the subcontractor may add to the total of the actual costs and fixed fees allowed under the preceding paragraph an additional fixed fee of five (5) percent of said total. No further compensation will be allowed for the subcontractor's administration of the work performed by the sub tier - subcontractor. The Contractor may add to the total of the actual costs and fixed fees allowed under this paragraph an additional fixed fee of five (5) percent of said total. No further compensation will be allowed for the Contractor's administration of the work performed by the subcontractor. The added fixed fees shall be considered to be full compensation, covering the cost of general supervision, overhead, profit, and any other general expense. The above fixed fees represent the maximum limits which will be allowed, and they include the Contractor's and all subcontractors' indirect home office expenses and all costs for cost proposal preparation and record keeping. The City reserves the right to furnish such materials and equipment as it deems expedient, and the Contractor shall have no claim for profit or added fees on the cost of such materials and equipment. For equipment under Item c above, rental or equivalent rental cost will be allowed for only those days or hours during which the equipment is in actual use. Payment shall be based on actual rental and transportation invoices but shall not exceed the monthly rate in the Rental Rate Blue Book. Owner -operated equipment rates shall not exceed the monthly rate in the Rental Rate Blue Book plus the labor costs as provided in Item a. above. The rental cost allowed for equipment will, in all cases, be understood to cover all fuel, supplies, repairs, ownership, and incidental costs and no further allowances will be made for those items, unless specific agreement to that effect is made. For Contractor owned equipment, the rental rate shall be as listed for such equipment in the California Department of Transportation publication General Conditions 1400-32 entitled "Labor Surcharge and Equipment Rental Rates", which is in effect on the date the work is accomplished. When equipment is not listed in said publication, a suitable rental rate for such equipment will be established by the City Engineer. Prior to the commencement of force account work, the Contractor shall notify the City Engineer of its intent to begin work. Labor, equipment and materials furnished on force account work shall be recorded daily by the Contractor upon report sheets furnished by the City Engineer to the Contractor. The reports, if found to be correct, shall be signed by both the Contractor and City Engineer, or inspector, and a copy of which shall be furnished to the City Engineer no later than the working day following the performance of said work. The daily report sheet shall thereafter be considered the true record of force account work provided. The Contractor shall maintain its records in such a manner as to provide a clear distinction between the direct costs of work paid for on a force account basis and the costs of other operations. To receive partial payments and final payment for force account work, the Contractor shall submit, in a manner approved by the City Engineer, detailed and complete documented verification of the Contractor's and any of its subcontractor's actual costs involved in the force account pursuant to the pertinent Change Order or Field Order. Such costs shall be submitted within thirty (30) days after said work has been performed. No payments will be made for work billed and submitted to the City Engineer after the thirty (30) day period has expired. The force account invoice shall itemize the materials used and shall cover the direct costs of labor and the charges for equipment rental, whether furnished by the Contractor, subcontractor, or other forces. The invoice shall be in a form acceptable to the City Engineer and shall provide names or identifications and classifications of workers, the hourly rate of pay and hours worked, and also the size, type, and identification number of equipment and hours operated. Material charges shall be substantiated by valid copies of vendor's invoices. When both additions and credits are involved in any one change, the combined overhead and profit shall be figured on the basis of the net increase, if any. The amount of credit to be allowed by the Contractor to the City for any such change which results in a net decrease in cost will be the amount of the actual net decrease and a credit in accordance with the markups allowed under the use of the method described in this Paragraph. The Contractor shall not claim for anticipated profits on work that may be omitted. 8.4 Time Extensions for Change Orders If the Contractor requests a time extension for the extra work necessitated by a proposed Change Order, the request must comply with the applicable requirements within Section 2000, Special Provisions, Paragraph 4.3 Time Impact Analysis. General Conditions 1400-33 9.0 PAYMENT 9.1 Scope of Payment 9.1.1 General - The Contractor shall accept the compensation, as herein provided, as full payment for furnishing all labor, materials, tools, equipment, and incidentals necessary for completing the Work according to the Contract Documents, and no additional compensation will be allowed therefor. Neither the payment of any partial payment estimate nor of any retained percentage shall relieve the Contractor of any obligation to make good any defective work or material. 9.1.2 Payment for Patents and Patent Infringement - All fees or claims for any patented invention, article, or arrangement that may be used upon, or in, any manner connected with the performance of the work or any part thereof shall be included in the price bid for doing the work, and the Contractor and its sureties shall defend, protect, and hold the City, its consultants, the City Engineer, together with all their officers, agents, and employees harmless against liability of any nature or kind for any and all costs, legal expenses, and damages made for such fees or claims and against any and all suits and claims brought or made by the holder of any invention or patent, or on account of any patented or unpatented invention, process, article, or appliance manufactured for or used in the performance of the Contract, including its use by the City, unless otherwise specifically stipulated in the Contract. Before final payment is made on the Contract, the Contractor shall furnish an affidavit to the City regarding patent rights for the project. The affidavit shall state that all fees and payments due as a result of the work incorporated into the project or methods utilized during construction have been paid in full. The Contractor shall certify in the affidavit that no other fees or claims exist for work in this project. 9.1.3 Payment of Taxes - The Contractor shall pay and shall assume exclusive liability for all taxes levied or assessed on or in connection with the Contractor's performance of this Contract, including, but not limited to, State and local sales and use taxes, Federal and State payroll taxes or assessments, and excise taxes, and no separate allowance will be made therefor, and all costs in connection therewith shall be included in the total amount of the Contract price. 9.1.4 Payment for Labor and Materials - The Contractor shall pay and require its subcontractors to pay any and all accounts for labor including worker's compensation premiums, state unemployment and federal social security payments and other wage and salary deductions required by law. The Contractor also shall pay and cause its subcontractors to pay any and all accounts for services, equipment, and materials used by the Contractor and its subcontractors during the performance of work under this Contract. Such accounts shall be paid as they become due and payable. If requested by the City, the Contractor shall furnish proof of payment of such accounts to the City. General Conditions 1400-34 9.2 Partial Payments In consideration of the faithful performance of the work prosecuted in accordance with the provisions of these Specifications and the Contract, the City will pay the Contractor for all such work installed on the basis of percentage completion. Payments will be made by the City to the Contractor on estimates duly certified and approved by the City Engineer, based on the value of equipment installed and tested, labor and materials incorporated into said permanent work by the Contractor during the preceding month. Payments will not be made for temporary construction unless specifically provided for in the Contract Documents. Partial payments will be made monthly based on work accomplished as of a day mutually agreed to by the City and the Contractor. The Contractor shall submit his estimate of the work completed during the prior month and the work completed to date in a format corresponding to the accepted cost breakdown. The City Engineer shall review the submitted estimate, and upon approval, the Contractor may submit a detailed invoice for those amounts approved by the City Engineer. If requested, the Contractor shall provide such additional data as may be reasonably required to support the partial payment request. If the City Engineer does not agree with the Contractor's estimate of amount earned, the partial payment request will be returned for revision. The City Engineer will be available to meet to discuss the partial payment request prior to its re -submittal. When the Contractor's estimate of amount earned conforms with the City Engineer's evaluation, the City Engineer will calculate the amount due the Contractor, prepare the progress payment request for signature by the Contractor, and submit the recommended progress payment request for the City's approval and processing. Payment will be made by the City to the Contractor in accordance with City's normal accounts payable procedures; the City shall retain amounts in accordance with Paragraph 1400-9.4, Right to Withhold Amounts. No such estimate or payment shall be required to be made, when in the judgement of the City Engineer, the Work is not proceeding in accordance with the provisions of the Contract, or when in the City Engineer's judgement, the total value of the Work done since the last estimate amounts to less than One Thousand Dollars ($1,000.00). 9.3 Partial Payments - Inclusion of Materials on Hand No payment will be made for materials delivered to the site that are not yet incorporated into the work. 9.4 Right to Withhold Amounts 9.4.1 Retention - The City will deduct from each partial payment and retain as part security, five (5) percent of the amount earned until the final payment. Pursuant to Public Contract Code Section 22300, for monies earned by the Contractor and withheld by the City to ensure the performance of the General Conditions 1400-35 Contract, the Contractor, may, at his or her option, choose to substitute securities meeting the requirements of said Section 22300. In the event the Contractor desires to choose this option, the Contractor shall enter into an escrow agreement with the City, and the escrow agent, a qualified bank to be chosen by City, in the form of the contract included in the project specifications. The costs of such escrow shall be paid by the Contractor. The securities to be deposited in said escrow account shall be equivalent, in fair market value, to the amount to be withheld as performance retention. The securities shall be held in accordance with the provisions of Public Contract Code Section 22300, and the implementing contract. Contractor shall have the obligation of ensuring that such securities deposited are sufficient so as to maintain, in total fair market value, an amount equal to the cash amount of the sums to be withheld under the Contract. If, upon written notice from the City, or from the appropriate escrow agent, indicating that the fair market value of the securities has dropped below the dollar amount of monies to be withheld by the City to ensure performance, Contractor shall, within five days of the date of such notice, post additional securities as necessary to ensure that the total fair market value of all such securities held by the City, or in escrow, is equivalent to the amount of money to be withheld by the City under the Contract. Any Contractor that desires to exercise this option shall give notice in writing to City and shall thereafter execute the escrow agreement form provided in Appendix A of these Specifications. 9.4.2 Other Withholds - In addition to the amount which the City may otherwise retain under the Contract, the City may withhold a sufficient amount or amounts of any payment or payments otherwise due the Contractor, as in its judgement may be necessary to cover: a. Payments which may be past due and payable for just claims against the Contractor or any subcontractor for labor or materials furnished for the performance of this Contract. b. For defective work not remedied. c. For failure of the Contractor to make proper payments to its subcontractors or suppliers. d. A reasonable doubt that the Contract can be completed for the balance then unpaid. e. Damage to another Contractor or third party, or to property. f. Failure of the Contractor to keep its work progressing in accordance with its progress schedule or maintaining current "As -Built" record drawings. The City's costs for the Contractor's failure to complete within the allowed time. h. Cost of insurance arranged by the City due to cancellation or reduction of the Contractor's insurance. g. General Conditions 1400-36 i. Failure of the Contractor to make proper submissions, as herein specified. j. Failure to submit, revise, resubmit, or otherwise conform to the requirements herein for preparing and maintaining a construction schedule. k. Payments due the City from the Contractor. I. Reduction of Contract Amount because of modifications. m. The Contractor's neglect or unsatisfactory prosecution of the work including failure to clean up. n. Provisions of law that enable or require the City to withhold such payments in whole or in part. When the above reasons for withhold amounts are removed, payment may be made to the Contractor for amounts withheld. The City in its discretion may apply any withheld amount or amounts to the payment of valid claims. In so doing, the City shall be deemed the agent of the Contractor, and any payment so made by the City shall be considered as a payment made under the Contract by the City to the Contractor, and the City shall not be liable to the Contractor for such payment made in good faith. Such payments may be made without prior judicial determination of the claim or claims. The City will render to the Contractor a proper accounting of such funds disbursed in behalf of the Contractor. 9.5 Substantial Completion When the Contractor considers that the Work is substantially complete, the Contractor shall notify the City Engineer in writing. Upon receipt of the notification, the City and/or its authorized representatives will make inspection, to determine if the Work is sufficiently complete in accordance with the Contract Documents so the City can occupy or utilize the Work for its intended use. If items are found which prevent such use or occupancy, the City Engineer shall notify the Contractor in writing of such items. Upon the completion of such corrective work, the Contractor shall so notify the City Engineer in writing. The City Engineer shall inspect the Work to determine its acceptability for Substantial Completion and for determination of other items which do not meet the terms of the Contract. Upon verification that the project is substantially complete the City Engineer shall prepare a Certificate of Substantial Completion. The Certificate shall establish the date of Substantial Completion and the responsibilities of the City and Contractor for security, maintenance, heat, utilities, damage to the Work and insurance, and shall fix the time, not to exceed 60 days, within which the Contractor shall finish all items on the punch list accompanying the Certificate. When the preceding provisions have been approved by both the City and the Contractor, they shall sign the Certificate to acknowledge their written acceptance of the responsibilities assigned to them in such Certificate. General Conditions 1400-37 By such acknowledgment, the Contractor agrees to pay the City's actual costs including, but not limited to, charges for engineering, inspection and administration incurred due to the failure to complete the punch list within the time period provided in the Certificate of Substantial Completion. 9.6 Final Inspection and Payment Upon completion of the Work, and upon completion of final cleaning, the Contractor shall so notify the City Engineer in writing. Upon receipt of the notification, the City and/or its authorized representatives, will make the final inspection, to determine the actual status of the Work in accordance with the terms of the Contract. If materials, equipment, or workmanship are found which do not meet the terms of the Contract, the City Engineer shall prepare a punch list of such items and submit it to the Contractor. Following completion of the corrective work by the Contractor, the City Engineer shall notify the City that the Work has been completed in accordance with the Contract. Final determination of the acceptability of the Work shall be made by the City. After completion of the work, but prior to its acceptance by the City, the last partial payment will be made to the Contractor in accordance with Paragraph 1400-9.2, Partial Payments. After receipt of the last partial payment, but prior to acceptance of the Work by the City, the Contractor shall send a letter to the City Engineer. The letter, pursuant to California Public Contract Code Section 7100, shall state that acceptance of the final payment described below shall operate as and shall be, a release to the City, its consultants, the City Engineer, and their duly authorized agents, from all claim of and/or liability to the Contract arising by virtue of the Contract related to those amounts. Disputed Contract claims in stated amounts previously filed as provided in Paragraph 1400-7.3.2, Claims, may be specifically excluded by the Contractor from the operation of the release. Following receipt of all required Submittals and the City Engineer's written statement that construction is complete and recommendation that the City accept the project, the City will take formal action on acceptance. Within ten (10) days of the acceptance by the City of the completed work embraced in the Contract, the City will cause to be recorded in the office of the County Recorder a Notice of Completion. After thirty-five (35) days after recording Notice of Completion of the work involved in the Contract, the City will pay the Contractor in lawful money such sums of money as may be due the Contractor including all sums retained but excluding such sums as have previously been paid the Contractor. This payment will constitute the final payment to the Contractor under this Contract. General Conditions 1400-38 9.7 Warranty of Title No material, supplies, or equipment for the work under this Contract shall be purchased subject to any chattel mortgage, security agreement, or under a conditional sale or other agreement by which an interest therein or any part thereof is retained by the seller or supplier. The 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 premises, together with all improvements and appurtenances constructed or placed thereon by the Contractor, free from any claim, liens, security interest, or charges, and further agrees that neither the Contractor nor any person, firm, or corporation furnishing any materials or labor for any work covered by this Contract shall have any right to a lien upon the premises or any improvement or appurtenances thereon. END OF SECTION General Conditions 1400-39 SECTION 1500 SUPPLEMENTAL GENERAL CONDITIONS 1.0 CITY ENGINEER The City Engineer for the City of La Quinta is: Bryan McKinney, P.E. Public Works Director/City Engineer 78-495 Calle Tampico La Quinta, CA 92253 Phone: (760) 777-7045 2.0 CONSULTANTS 2.1 Design Engineer Lorissa Gruehl, P.E. NAI Consulting, Inc. 68-955 Adelina Road Cathedral City, CA 92234 PHONE: (760) 323-5344 2.2 Materials Testing Materials testing for this project will be provided by the City. The City inspector will notify the Contractor when materials will be tested. However, testing may be random as determined by City. 2.3 Survey The construction surveyor for this project will be provided by the City. The City will furnish one (1) set of construction stakes for the following items of work, which may include, but not be limited to: 1. Invert of Retention Basin The Contractor's requests for surveying shall be made to the Engineer a minimum of forty- eight (48) hours prior to the time requested for said work. All requests for survey work shall be approved by the City prior to issue of survey request. If construction staking is provided and subsequently removed whether accidentally or otherwise, or the contractor desires additional staking from the above sets, the Contractor will be charged for re -staking at a fee of $245.00 per hour (4 -hour minimum). 3.0 LIQUIDATED DAMAGES It is agreed by the parties to the Contract that time is of the essence; and that in the case all work is not completed before or upon the expiration of the time limit set forth within Section 1300 Contract; Subsection 4, damage will be sustained by the City and it is, therefore, agreed that the Contractor will pay to the City an amount of $1,500 per calendar day minimum. The damages described above will be deducted from any money due the Supplemental General Conditions 1500-1 Contractor under this Contract; the Contractor and his sureties shall be liable for any such excess cost. The Contractor shall not be deemed in breach of its Contract and no forfeiture due to delay shall be made because of any delays in the completion of the work due to unforeseeable causes beyond the control and without the fault or negligence of the Contractor, provided the Contractor requests an extension of time in accordance with the procedures set forth in Section 3 of the Standard Specifications. Unforeseeable causes of delay beyond the control of the Contractor shall include acts of God, acts of a public enemy, acts of the government, or acts of another contractor in the performance of a contract with the City, fires, floods, epidemics, quarantine restrictions, strikes, freight embargoes, weather, or delays caused by failure of the City or the owner of a utility to provide for removal or relocation of existing utility facilities. Delays caused by actions or neglect of the Contractor, its agents, employees, officers, subcontractors, or suppliers shall not be excusable. Excusable delays (those beyond Contractor's control) shall not entitle the Contractor to any additional compensation. The sole remedy of the Contractor shall be to seek an extension of contract time. 4.0 SUBMITTALS 1. Definitions A. Shop Drawings, Product Data and Samples: Instruments prepared and submitted by Contractor, for Contractor's benefit, to communicate to Engineer the Contractor's understanding of the design intent, for review and comment by Engineer on the conformance of the submitted information to the general intent of the design. Shop drawings, product data and samples are not Contract Documents. B. Shop Drawings: Drawings, diagrams, schedules and illustrations, with related notes, specially prepared for the Work of the Contract, to illustrate a portion of the Work. C. Product Data: Standard published information ("catalog cuts") and specially prepared data for the Work of the Contract, including standard illustrations, schedules, brochures, diagrams, performance charts, instructions and other information to illustrate a portion of the Work. D. Samples: Physical examples that demonstrate the materials, finishes, features, workmanship and other characteristics of a portion of the Work. Accepted samples shall serve as quality basis for evaluating the Work. E. Other Submittals: Technical data, test reports, calculations, surveys, certifications, special warranties and guarantees, operation and maintenance data, extra stock and other submitted information and products shall also not be considered to Contract Documents but shall be information from Contractor to Engineer to illustrate a potion of the Work for confirmation of understanding of design intent. Supplemental General Conditions 1500-2 2. Review of Submittals A. Submittals shall be a communication aid between Contractor and the Engineer by which interpretation of Contract Documents requirements may be confirmed in advance of construction. 1. Reviews by Engineer and other design professionals shall be only for general conformance with the design concept of the Project and general compliance with the Drawings and Specifications. 2. Engineer will review submittals as originally submitted and the first resubmission. Costs for additional reviews shall be reimbursed by Contractor to Owner by deductive Change Order. 3. All submittals shall be approved by the Engineer and/or City prior to installation 3. Required Submittals (May include but are not limited to): A. Traffic Control B. Schedule C. Material Certifications END OF SECTION Supplemental General Conditions 1500-3 SECTION 2000 DIVISION 2 - GENERAL PROJECT REQUIREMENTS 1.0 STANDARD SPECIFICATIONS The "Standard Specifications" of the City of La Quinta are contained in the latest edition of the Standard Specifications for Public Works Construction, including all supplements, popularly known as the Green Book, as written and promulgated by the Joint Cooperative Committee of the Southern California Chapter of the American Public Works Association and the Southern California District of the Associated General Contractors of California. Copies of the Standard Specifications are available from the publisher, Building News Inc., as follows: Bookstore Locations: see website for Southern California locations Website: www.bnibooks.com The Standard Specifications shall prevail in all cases except where a Contract Document of a higher order, as defined in Section 1400-1.2 Discrepancies and Omissions, provides a different requirement on a given topic or topic aspect. All language in the Standard Specifications that is not in conflict with the language in the prevailing Contract Documents on a given topic or topic aspect shall remain in full force and effect, unless the language in the prevailing Contract Document specifically cites the section number in the Standard Specification and says said provision is in lieu that Standard Specification section. 1.1 Alternative Specifications — The Standard Specifications shall apply to this project unless specifically referenced otherwise in the Contract Documents. Wherever "State Standard Specifications" are referenced, it shall mean the Standard Specifications, 2018, edition, published by the State of California Department of Transportation, and wherever the "State Standard Plans" are referenced in the Contract Documents, it shall mean the Standard Plans, 2018, edition, published by the State of California Department of Transportation. The Contractor may request bound copies of these documents from Caltrans at: California Department of Transportation Publication Distribution Unit 1900 Royal Oaks Drive Sacramento, CA 95815-3800 (916) 263-0822, (916) 263-0865 Or, download these documents at no cost from the Caltrans website: https://dot.ca.gov/programs/design/ccs-standard-plans-and-standard-specifications Wherever the State Standard Specifications reference, Section 4-1.03d "Extra Work," it shall mean Paragraph 1400-7.0 Changes in the Scope of Work of these project Specifications. General Project Requirements 2000-1 2.0 STANDARD PLANS The Standard Plans of the City of La Quinta adopted by the City Council on August 21, 2001, shall apply to this project unless specifically stated otherwise in the Contract Documents. 2.1 Alternative Guidance 2.1.1 California Manual on Uniform Traffic Control Devices (CA MUTCD) The Standard Plans shall apply to this project unless specifically referenced otherwise in the Contract Documents. Wherever "CA MUTCD" is referenced, it shall mean the 2014 edition of the California Manual on Uniform Traffic Control Devices, published by the State of California. The Contractor may download these documents at no cost from the Caltrans website: https://dot.ca.gov/programs/safety-prog rams/camutcd 2.1.2 California Building Code, Part 2 (CBC) The Contractor may download these documents at no cost from the California Building Standards Commission website: https://www.dgs.ca.gov/BSC/Codes 2.1.3 California Electrical Code, Part 3 (CBC) The Contractor may download these documents at no cost from the California Building Standards Commission website: https://www.dgs.ca.gov/BSC/Codes 3.0 PRE -CONSTRUCTION CONFERENCE 3.1 Attendees The City and its consultants, and the Contractor and its superintendent, invited subcontractors, and other concerned parties shall each be represented at the conference by persons familiar with and authorized to conclude matters relating to the work. 3.2 Agenda The City Engineer will prepare an agenda for discussion of significant items relative to contract requirements, procedures, coordination and construction. 4.0 PROGRESS SCHEDULES 4.1 General Prior to commencing work, the Contractor shall provide a Construction Schedule and Cash Flow Projection. During the course of construction, the Contractor shall provide a Weekly Activities Plan. General Project Requirements 2000-2 4.2 Construction Schedule 4.2.1 A milestone schedule shall be submitted concurrently with the execution of the Contract in Section 1300. Contractor shall pay to City $500.00 liquidated damages per calendar day that the Milestone Schedule is not provided. 4.2.2 The Contractor shall submit the milestone schedule based on major orders of work and how they relate to traffic control and lane closures. The schedule shall be time scaled and shall be drafted to show a continuous flow from left to right. The milestone schedule shall clearly show the sequence of construction operations and specifically list: a. The anticipated schedule starting January 2024 b. The start and completion dates of all major phases of work. c. The dates of submittals, procurement, delivery, installation and completion of each major equipment and material requirement. d. Progress milestone events or other significant stages of completion. e. The lead time required for starting construction. f. The major impacts to traffic flow. The detailed construction schedule shall be submitted within five (5) days of Notice to Proceed and accepted by the City Engineer before the first partial payment can be made. 4.2.2.1 The Contractor shall submit the detailed construction schedule based on the Critical Path Method (CPM). The schedule shall indicate preceding activity relationships and/or restraints where applicable and a controlling path shall be indicated. The schedule shall be time scaled and shall be drafted to show a continuous flow from left to right. The construction schedule shall clearly show the sequence of construction operations and specifically list: a. The start and completion dates of all work items. b. The dates of submittals, procurement, delivery, installation and completion of each major equipment and material requirement. c. Progress milestone events or other significant stages of completion. d. The lead time required for testing, inspection and other procedures required prior to acceptance of the work. Activities shall be no longer than 10 workdays, except for submittals and delivery items. If an activity takes longer, it shall be broken into appropriate segments of work for measurement of progress. This limitation may be waived, upon approval of the City Engineer, for repetitious activities of longer durations for which progress can be easily monitored. 4.2.2.2 Any activity that cannot be completed by its original completion date shall be considered to be "behind schedule." General Project Requirements 2000-3 4.2.2.3 At not less than monthly intervals and when requested by the City Engineer, the Contractor shall submit a revised schedule for all work remaining. If, at any time, the City Engineer considers the project completion date to be in jeopardy because of activities "behind schedule," the Contractor shall submit additional schedules and diagrams indicating how the Contractor intends to accomplish the remaining work to meet the Contract completion date. 4.2.2.4 All change orders, regardless of origin, shall be reflected in the schedule. 4.3 Time Impact Analysis 4.3.1 When change orders are initiated, delays are experienced, or the Contractor desires to revise the schedule logic, the Contractor shall submit to the City Engineer a written Time Impact Analysis illustrating the influence of each change, delay, or Contractor request on the current contract schedule completion date. 4.4 Weekly Activities Plan On the last working day of every week the Contractor shall submit to the City Engineer the Contractor's Plan of Activities for the following two weeks. The Plan of Activities shall describe the activity and location of the activity. 4.5 Cash Flow Projection A cash flow projection shall be submitted with the Construction Schedule. This cash flow projection shall be revised and resubmitted when revisions of the Construction Schedule will result in changes to the projected cash flow. 4.6 Lump Sum Price Breakdown For work to be performed for a lump sum price, the Contractor shall submit a price breakdown to the City Engineer prior to the first payment and within twenty (20) calendar days after award of the Contract. The price breakdown, as agreed upon by the Contractor and the City Engineer, shall be used for preparing future estimates for partial payments to the Contractor, and shall list the major items of work with a price fairly apportioned to each item. Mobilization, overhead, bond, insurance, other general costs and profit shall be prorated to each item so that the total of the prices for all items equal the lump sum price. At the discretion of the City Engineer, mobilization, bond and insurance costs may be provided for separately if accompanied by invoices to verify actual expenses. The price breakdown will be subject to the approval of the City Engineer, and upon request, the Contractor shall substantiate the price for any or all items and provide additional level of detail, including quantities of work. The price breakdown shall be sufficiently detailed to permit its use by the City Engineer as one of the bases for evaluating requests for payments. The City Engineer shall be the sole judge of the adequacy of the price breakdown. General Project Requirements 2000-4 5.0 SPECIAL CONTROLS The Contractor shall take all reasonable means to minimize inconvenience and injury to the public by dust, noise, diversion of storm water, or other operations under its control. 5.1 Dust Control The Contractor at its expense shall take whatever steps, procedures, or means as are required to comply with Section 3000-4.2 and prevent abnormal dust conditions being caused by its operations in connection with the execution of the Work. 5.2 Noise Abatement Operations shall be performed so as to minimize unnecessary noise. Special measures shall be taken to suppress noise during night hours. Noise levels due to construction activity shall not exceed the levels specified by local ordinance. Internal combustion engines used on the Work shall be equipped with a muffler of a type recommended by the manufacturer. No internal combustion engine shall be operated without said muffler. 5.3 Working Hours Construction operations and maintenance of equipment within one half mile of human occupancy shall be performed only during the time periods as follows, unless otherwise approved by the City: Monday - Friday 8:00 AM to 5:30 P.M. The Contractor shall be responsible for any inspection and additional administration costs incurred by the City for work by the Contractor after the hours defined above on weekdays, or any work on weekends or holidays recognized by the City. Such costs shall be withheld from the succeeding monthly progress payment. Any work in Section 3000, SPECIFIC PROJECT REQUIREMENTS, specifically required to be performed outside the normal working hours are excluded from the provisions of this paragraph. 5.4 Drainage Control In all construction operations, care shall be taken not to disturb the existing drainage pattern whenever possible. Particular care shall be taken not to direct drainage water onto private property. Drainage water shall not be diverted to streets or drainage ways inadequate for the increased flow. Drainage means shall be provided to protect the Work and adjacent facilities from damage to water from the site or due to altered drainage patterns from construction operations. Contractor shall provide, 48 hours in advance of a significant forecast of any likely precipitation rainfall event of 0.5 inches or more, a Rainfall Event Action Plan (REAP) specific for that event which, when implemented, is designed to protect all expose construction portions of the site. Temporary provisions shall be made by the Contractor to insure the proper functioning of gutters, storm drain inlets, drainage ditches, culverts, irrigation ditches, and natural water courses. General Project Requirements 2000-5 5.5 Construction Cleaning The Contractor shall, at all times, keep property on which work is in progress and the adjacent property free from accumulations of waste material or rubbish caused by employees or by the work. All surplus material shall be removed from the site immediately after completion of the work causing the surplus materials. Upon completion of the construction, the Contractor shall remove all temporary structures, rubbish, and waste materials resulting from his operations. 5.6 Disposal of Material The Contractor shall make arrangements for disposing of materials outside the right- of-way and the Contractor shall pay all costs involved. The Contractor shall first obtain permission from the property owner on whose property the disposal is to be made and absolve the City from any and all responsibility in connection with the disposal of material on said property. When material is disposed of as above provided, the Contractor shall conform to all required codes pertaining to grading, hauling, and filling of earth. 5.7 Parking and Storage Areas All stockpiled materials and parked equipment at the job site shall be located to avoid interference with private property and to prevent hazards to the public. Locations of stockpiles, parking areas, and equipment storage must be approved by the City Engineer. 6.0 PROTECTION AND RESTORATION OF EXISTING IMPROVEMENTS AND PUBLIC The Contractor shall be responsible for the protection of public and private property at and adjacent to the Work and shall exercise due caution to avoid damage to such property, persons, or public in general. Contractor shall install fencing, open trench signs, cones, or other protective devices as directed by the City. Site protection shall be to the satisfaction of the City Engineer. The Contractor shall repair or replace all existing improvements within the right-of-way, which are not designated for removal (e.g., electrical, lighting, curbs, sidewalks, survey points, fences, walls, signs, utility installations, pavements, structures, etc.) which are damaged or removed as a result of its operations. Repairs and replacements shall be at least equal to existing improvements and shall match them in finish and dimension. Trees, lawns, and shrubbery that are not to be removed shall be protected from damage or injury. If damaged or removed because of the Contractor's operations, they shall be restored or replaced in as nearly the original conditions and location as is reasonably possible. Lawns shall be covered with sod seeded to the applicable season, to the satisfaction of City. The Contractor shall give reasonable notice to occupants or owners of adjacent property to permit them to salvage or relocate plants, trees, fences, irrigation, sprinklers, and other improvements within the right-of-way which are designated for removal and would be destroyed because of the work. General Project Requirements 2000-6 7.0 EXISTING UTILITIES 7.1 General Some existing utilities are shown on the drawings; however, the Contractor is responsible to verify exact location of all utilities prior to the start of construction. Pursuant to Government Code Section 4216, et. seq., the Contractor shall notify the appropriate required notification center. The notification center for La Quinta can be reached by contacting UNDERGROUND SERVICE ALERT (USA) at 1-800-422- 4133 or dial 811. USA member utilities will provide the Contractor with the precise locations of their substructures in the construction area when the Contractor gives at least 48 hours of notice. 7.2 Notification and Location At least two (2) working days before performing any excavation work, the Contractor shall request the utility owners to mark or otherwise indicate the location of their service. It shall be the Contractor's responsibility to determine the exact location and depth of all utilities, including service connections, which have been marked by the respective owners and which he believes may affect or be affected by his operations. If no pay item is provided in the Contract for this work, full compensation for such work shall be considered as included in the prices bid for other items of work. The Contractor shall notify the following agencies at least 48 hours in advance of excavating around any of their structures. The following utility companies provide service to the La Quinta area and can be contacted via the USA telephone number or the number list below. 1. Southern California Gas Company, (909) 335-7851 2. Imperial Irrigation District, (760) 398-5823 3. Frontier Communications, (760) 778-3621 4. Coachella Valley Water District, (760) 398-2651 5. Spectrum, (760) 674-5451 7.3 Damage and Protection The Contractor shall immediately notify the City Engineer and utility owner of any damage to a utility. 7.4 Utility Relocation and Rearrangement The right is reserved to the City and the owners of utilities or their authorized agents to enter upon the Work area for the purpose of making such changes as are necessary for the rearrangement of their facilities or for making necessary connections or repairs to their properties. The Contractor shall cooperate with forces engaged in such work and shall conduct his operations in such a manner as to avoid any unnecessary delay or hindrance to the work being performed by such forces and shall allow the respective utilities time to relocate their facility. General Project Requirements 2000-7 The Contractor assumes responsibility for the removal, relocation, or protection of existing facilities wherein said facilities are identified by the Plans, field located by a utility company, or as provided for in the General Requirements. The Contractor shall coordinate with the owner of utility facilities for the rearrangement of said facilities. In the event that underground utilities are found that are not shown in the Contract Documents or are found to exist in a different location than shown in the Contract Documents, the Contractor shall: (1) notify the City Engineer of the existence of said facilities immediately; and (2) take steps to ascertain the exact location of all underground facilities prior to doing work that may damage such facilities. Requests for extensions of time arising out of utility rearrangement delays shall be determined by City Engineer. In accordance with Government Code Section 4215 the Contractor shall not be assessed liquidated damages for delay in completion of the project, when such delay is caused by the failure of the City or utility company to provide for the removal or relocation of facilities for which they are the responsible party as defined in Paragraph 2000-7.3, Damage and Protection. Where it is determined by the City Engineer that the rearrangement of an underground main, the existence of which is not shown on the Plans, Specifications, or in the General Requirements, is essential in order to accommodate the contemplated improvement, the City Engineer will provide for the rearrangement of such facility by other forces or by the Contractor in accordance with the provisions of Paragraph 1400-7.1, Change Orders. When the General Requirements, Specifications, or Plans indicate that a utility is to be relocated, altered or constructed by others, the City will conduct all negotiations with the utility company and the work will be done at no cost to the Contractor. Temporary or permanent relocation or alteration of utilities desired by the Contractor for its own convenience shall be the Contractor's responsibility and it shall make arrangements and bear all costs. 7.5 Underground Facilities The Contractor is responsible for coordinating all project documentation, including but not necessarily limited to, the Contract Documents and existing record drawings for the determination of the location of all underground facilities. The Contractor shall exercise care in all excavations to avoid damage to existing underground facilities. This shall include potholing or hand digging in those areas where underground facilities are known to exist until they have been sufficiently located to avoid damage to the facilities. Prior to fabrication, the Contractor shall verify the location and elevations of existing underground facilities, which the Contractor is connecting to. No additional compensation shall be provided the Contractor for compliance with the provisions of this section or for the damage and repair of facilities due to the lack of such care. General Project Requirements 2000-8 The California Public Utilities Commission mandates that, in the interest of public safety, main line gas valves be maintained in a manner to be readily accessible and in good operating condition. The Contractor shall notify The Gas Company's Headquarters Planning Office at least 2 working days prior to the start of construction. END OF SECTION General Project Requirements 2000-9 SECTION 3000 DIVISION 3 SPECIAL PROVISIONS 1.0 GENERAL 1.1 Scope of Services It shall be the contractor's responsibility to provide and furnish all materials, tools, labor and incidentals to complete the work as outlined in the Project Description and as shown in the Project Specifications and Contract Bid Documents for 2023-22, EISENHOWER RETENTION BASIN SLOPE REPAIR. It shall be the Contractor's responsibility to thoroughly review the project area, familiarize himself with the scope of proposed work and submit the proposal for the work accordingly. 1.2 Project Description The proposed work includes slope repair of engineered fill over areas with specialized slope liner, repair of slopes with rutting, headwall clean out, removal of excess soil in the bottom of the retention basin, scarification of the bottom of the retention basin, and repair LLDPE liner as needed. All project work and incidental items to complete the project shall be performed in accordance with the plans, specifications, and other provisions of the contract. All the above improvements are to be constructed in a workmanlike manner, leaving the entire project in a neat and presentable condition. Refer to Section 4000 for more information. 1.3 Project Exhibits and Record Drawings The area of work is shown on the attached Project Exhibits and Record Drawings in Appendix C. Contractor shall examine all maps, lists and these specifications, in a manner to be fully cognizant of all work required, and all existing conditions. Bidders are required to visit the site and verify existing conditions. Make adjustments and allowances for all necessary equipment to complete all parts of the required work. 1.4 Drawings of Record Provide and keep up-to-date, a complete record set of blue line prints. Correct these prints daily and show every change from the original drawings. Keep this set of prints on the job site and use only as a record set. Do not construe this as authorization to make changes in the layout without definite instruction in each case. Incorporate all changes as noted on the record set of prints thereon with black ink in a neat, legible, understandable and professional manner. Deliver this set to the City upon completion and acceptance of work. 1.5 Cooperation with Other Contractors Section 7-7 of the Standard Specifications is amended by the addition of the following provisions: Special Provisions 3000-1 Should the Contractor foresee any interference or believe project delays or problems might occur due to any action of any other contractor, or if the Contractor determines his own work may cause a delay to the work of the other contractors, the Contractor shall bring this to the attention of the Engineer as soon as possible so that the potential problems or delays may be worked out before problems arise. It is the intention of these Specifications that the Contractor shall cooperate as needed to affect this purpose, and shall be prepared to make short delays, to redeploy its work force to other parts of the work or project, to temporarily reschedule work, and take other reasonable actions to minimize interference and maximize cooperation with all other parties working within the project area. If the Contractor maintains that he is unable to reasonably cooperate with others, then the Contractor shall be prepared to verify to the satisfaction of the Engineer that there are no reasonable actions which he could take to cooperate with others, and that if he did, such actions would cause serious financial harm or unreasonable delay to the Contractor. If the Engineer finds that such evidence is unsatisfactory, the Engineer may order the Contractor to take whatever reasonable actions the Engineer determines are necessary to provide the needed cooperation in order to meet the intent of these Specifications. The contractor shall have no claim for extra compensation for any delay or costs if his work is held up, delayed or interrupted by the City's having to order cooperative work measures or schedule priorities as outlined above. An extension of contract time shall be the only compensation granted. 1.6 Time Allowed for Construction In accordance with the provisions of Paragraph 1400-6.2, Time of Completion, this project shall be completed within 30 working days from the date specified in the Notice to Proceed. 2.0 BID ITEMS The bid items presented in the bidders schedule are intended to indicate major categories of the work for purposes of comparative bid analysis and payment breakdown for monthly progress payments. Bid items are not intended to be exclusive descriptions of work categories. The Contractor shall determine and include in its pricing, all materials, labor, and equipment necessary to complete each bid item associated appurtenant work. Those items for which there is no estimated quantity and/or specific pay item shall be completed in workmanship like manner to the satisfaction of the City Engineer. Work that is specified for which there is no bid item shall be considered incidental to work associated with bid items; therefore, the payment for these items shall be considered included in the various items of work for which a specific bid item has been provided. Special Provisions 3000-2 The bid items shown in the bidder's schedule with "F" designates a final pay quantity. Quantity of any bid item in excess of the final pay quantity shown on the bidder's schedule estimated by the City Engineer will not be paid for. The final pay quantity can only be adjusted to reflect any change orders, extra work, or additional work authorized by the City Engineer. 3.0 MATERIALS 3.1 General Whenever a material, article or piece of equipment is identified on the drawings or specified by reference to brand name or catalog number, it shall be understood that this is referenced for the purpose of defining the performance or other salient requirements and that other products of equal capacities, quality and function shall be considered. 3.2 Substitutions The Contractor may recommend the substitution of a material, article, or piece of equipment of equal substance and function for those referred to in the Contract Documents by reference to the brand name or catalog number and, if in the opinion of the City Engineer, such material, article, or piece of equipment is of equal substance and function to that specified, the City Engineer may approve its substitution and use by the Contractor. Any cost differential shall be deductible from the Contract Price and the Contract Documents shall be appropriately modified by Change Order. The Contractor warrants that if substitutes are approved, no major changes in the function or general design of the project will result. Incidental changes or extra component parts required to accommodate substitute will be made by the Contractor without a change in the Contract Price or Contract time. 3.3 Storage Materials and equipment shall be so stored as not to create a public nuisance and to insure the preservation of their quality and fitness for the work. 4.0 WORK DETAILS 4.1 Traffic Control The Contractor shall provide a traffic control plan, signed by a PE or TE, for acceptance by the City no later than five (5) working days after issuance of the Notice of Award. Subsequently, comments and corrections shall be returned to the Contractor within ten (10) working days. The traffic control plan shall conform to the following requirements listed in this section: 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 Subsection 7-10 of the latest edition of the "Standard Specifications for Public Works Construction," including all its subsequent amendments and the latest edition of the "Work Area Traffic Control Handbook." Special Provisions 3000-3 In the event of conflict, the Special Provisions shall take precedence over the 2014 CAMUTCD. The 2014 CAMUTCD shall take precedence over the plans, and the plans shall take precedence over the "Standard Specifications." Traffic control and the traffic plan shall conform to the following: a. The traffic control plan shall indicate the traffic control requirements for the different types of work to be performed. The Contractor shall be responsible for the preparation of plans as necessary for specific items of work. These plans shall be approved by the City Engineer prior to the Contractor commencing any work. b. All traffic controls and safety devices, equipment and materials, including but not limited to, cones, delineators, flashing warning lights, barricades, high level warning devices (flag trees), flags, signs, makers, portable barriers, flashing arrow signs, electronic changeable message signs and markings shall be provided and maintained in "like new" condition. c. The Contractor shall furnish and properly install, construct, erect, use, and continuously inspect and maintain, twenty-four (24) hours per day, seven (7) days a week, all said devices, equipment and materials and all temporary and permanent pedestrian and driving surfaces as necessary to provide for the safety and convenience of, and to properly warn, guide, control, regulate, channelize, and protect the vehicular traffic, pedestrian traffic, project workers, and the public throughout the entire limits of the work activity and beyond said limits as necessary to include area affecting or affected by the work, from the start of work to the completion of the work. d. High-level warning devices (flag trees) are required at all times for any work being performed within the roadway unless otherwise specifically authorized by the City Engineer. e. All barricades shall be equipped with flashing warning lights, and all traffic cones shall be no less than twenty-eight (28) inches in height, except that shorter cones, twelve (12) inches high or higher, may be used during striping maintenance operations where the only function of the cones is to protect the wet paint from the traffic. f. Portable Changeable Message Signs (PCMS) are required for this project. A minimum of one (1) PCMS is required in each direction in advance of each work area as identified by the City. They shall be placed two (2) weeks in advance of the start of work and maintained throughout the construction window. Total count is dependent on Contractor's proposed staging plan. A PCMS can be reused at a different location once the work is complete in that stage. Special Provisions 3000-4 g. Except as otherwise directed, as shown in the approved traffic control plan, and/or authorized by the City Engineer, two-way vehicular traffic shall be maintained at all times within a minimum of two, 12 -foot -wide lanes. At no time shall the Contractor be allowed to reduce the traveled way to one-way vehicular traffic. No reduction of the traveled way width shall be permitted between the hours of 8:30 a.m. and 3:30 p.m., unless otherwise shown in the approved traffic control plans, or prior authorization to do so is granted by the City Engineer. No lane closures shall be permitted or allowed on any City street before 8:30 a.m. and after 3:30 p.m., unless otherwise shown in the approved traffic control plans, or unless authorization to do so is granted by the City Engineer. No reduction of traveled way width shall be permitted on any City street before 8:30 a.m. or after 3:30 p.m., on weekends or holidays, or when active work is not being done, unless otherwise shown in the approved traffic control plans, or unless prior authorization to do so is granted by the City Engineer. Except as shown in the approved traffic control plans, if traffic lanes are not kept open for public use on the days, at the times, and in the manner specified, damage will be sustained by the City and its residents. Since it is and will be impracticable to determine the actual damage which the City and its residents will sustain by reason of Contractor's failure to comply with the special provisions outlined herein, the City and Contractor agree that Contractor will pay to the City the sum of $200 per hour for each and every hour that any traffic lane is not kept open for public use as required by these special provisions, not as a penalty, but as predetermined liquidated damages. The Contractor agrees to pay such liquidated damages as are provided for in this paragraph, and in case the same are not paid, Contractor agrees that City may deduct the amount of such liquidated damages from any money that is due or that may be due the Contractor under the contract. h. Access to vacant unused property may be restricted at the Engineer's discretion. Both vehicular and pedestrian access shall be maintained at all times to all other property except as otherwise specifically authorized in writing by the City Engineer. Any traffic control and safety devices and equipment being used which becomes damaged, destroyed, faded, soiled, misplaced, worn out, inoperative, lost, or stolen shall be promptly repaired, refurbished and/or replaced, and any traffic control and safety devices and equipment being used which are displaced or not in an upright position from any cause, shall be properly returned or restored to their proper position. Special Provisions 3000-5 J. Any obstructed view of all signs and warning devices including but not limited to stop signs, stop ahead signs, street name signs, and other regulatory, warning and construction signs, markers, and warning devices shall be maintained at all times. No trucks or other equipment or materials shall be stopped, parked, or otherwise placed so as to obscure said signs, markers and devices from the view of vehicular and/or pedestrian traffic to which it applies. k. When entering or leaving roadways carrying public traffic, the Contractor's equipment, whether empty or loaded, shall yield to said public traffic at all times, except where the traffic is being controlled by police officers, fire officers or traffic signalized intersections. I. Stockpiling and/or storage of materials on any public right-of-way or parking areas will not be allowed without specific permission of the City Engineer. Materials spilled on or along said right-of-way or parking areas 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. m. When work has been completed on a particular street or has been suspended or rescheduled, and said street is to be opened to vehicular traffic, all equipment, "NO PARKING" signs, other obstruction, and necessary traffic control devices and equipment shall be promptly removed from that street except as otherwise authorized or directed by the City Engineer. n. Should the Contractor be neglectful, negligent, or refuse, fail, or otherwise be unavailable to promptly, satisfactorily, and fully comply with the provisions specified and referred to herein above, the City reserves the right to correct and/or mitigate any situation, which in the sole opinion of the City's Engineer constitutes a serious deficiency and/or serious case of noncompliance, by any means at its disposal at the Contractor's and/or permittee's expense, and will deduct the cost therefore from the Contractor's progress and/or final payments. Such corrective action taken by the City shall not reduce or abrogate the Contractor's legal obligations and liability for proper traffic control and safety measures and shall not serve to transfer said obligations and liabilities from the Contractor to the City or the City's agents. o. Violations of any of the above provisions and/or provisions of the referenced publications, unless promptly and completely corrected to the satisfaction of the City Engineer, shall, at the sole discretion of the City, be grounds for termination of the Contract, or shutdown or partial shutdown of the work, without compensation to the Contractor and/or permittee, or liability to the City, all as prescribed by contractual obligation or State law, whichever is applicable. Special Provisions 3000-6 p. The Contract item "Traffic Control" shall include labor lights, barricades, signs, materials, fencing, and equipment necessary to ensure that the vehicular traffic conforms to requirements as set forth in this section and as shown on the drawings. q. The compensation for furnishing, placing, maintaining and removing traffic cones, telescoping tree flags, advance warning signs, electronic changeable message signs, barricades, temporary striping, and other safety devices as required for public safety or as directed by the City Engineer, shall be considered full compensation for all labor and materials for complying with these requirements, and no additional compensation will be made therefore. 4.2 Dust Control The Contractor must comply with the City of La Quinta's Municipal Code, Chapter 6.16, "Fugitive Dust Control" Ordinance. Dust generated by traffic, Contractor's operations, or wind are all included in the definition of dust. The Contractor will be responsible for watering the work area where dust is generated from traffic, contractor's operations and wind. Contractor's area of operations includes areas outside of roadbed or trench limits where excavation, fill, or stockpiling of dirt or debris has taken place. The Contractor is responsible for monitoring all of the above-described areas in the project area during the life of the project, including holidays and weekends. The Contractor shall prepare for review and approval by the City, the required PM -10 plan. The plan shall be prepared in accordance with South Coast Air Quality Management District guidelines. The Contractor shall have a designated person Certified by the SCAQMD to prepare the PM -10 plan and oversee the approved dust control measures. Dust control shall include, but is not limited to the following: 1) Maintain dust control at all times by watering, including developing a water supply, and furnishing and placing all water required for work done in the contract. 2) Provide means to prevent track out onto public streets. 3) Provide street sweeping of material tracked onto public streets. 4.3 Water The Contractor shall make arrangements with the Coachella Valley Water District to obtain water from designated fire hydrants at or near the project for use in dust control. It shall be the responsibility of the contractor to pay for the water and any deposits required. The cost to furnish and apply water shall be included in the unit prices for the various items bid and no additional payment will be allowed therefore. 4.4 Permits, Licenses and Inspection Fees The Contractor shall obtain and pay for all costs incurred for permits, licenses and inspection fees required by other agencies because his operations. Prior to starting any work, the Contractor shall be required to have a City of La Quinta Business Special Provisions 3000-7 License for the life of the contract; his subcontractors shall also have Business Licenses for the time they are engaged in work. The Contractor will also be required to obtain a no -cost encroachment permit from the City of La Quinta. 4.5 Air Contaminants The Contractor shall not discharge smoke, dust or any other air contaminants into the atmosphere in such quantity as will violate the regulations of any legally constituted authority. 4.6 Notification The Contractor shall notify the City, local authorities, and utility companies, of his intent to begin work at least five days before work is to begin. The Contractor shall cooperate with local authorities relative to handling traffic through the area including coordinating with trash collection, school bus schedules, public transportation and emergency activities. Three days before work is to begin, the Contractor shall provide written notice of intent to begin work to all adjacent properties, per Section 4000. The written notice will be approved by the City prior to issuance and shall include at least the following information: brief description of the improvements, the name, address and phone number of the Contractor, and the date and time work is to begin and finish. Contractor shall update and repost the information in the event the work is rescheduled. END OF SECTION Special Provisions 3000-8 SECTION 4000 DIVISION 4 - TECHNICAL SPECIFICATIONS 1.0 GENERAL REQUIREMENTS The Standard Specifications as defined in Section 2000 shall govern the work for this project. All language in the Standard Specifications shall remain in full force and effect, unless the language in the prevailing Contract Document specifically cites the section number in the Standard Specification and says said provision is in lieu of that Standard Specification section. The project drawings and details are considered as part of these specifications, and any work or materials shown on the drawings and not mentioned in the specifications, or vice versa, are executed as if specifically mentioned in both. 2.0 MOBILIZATION (BID ITEM 1) Mobilization shall conform to the provisions in Section 9-3.4, "Mobilization," of the Standard Specifications. Mobilization includes expenditures for all preparatory work and operations, including but not limited to, those costs necessary for the movement of personnel, equipment, supplies, and incidentals to the project site; for the establishment of all facilities necessary for work on the project; and for 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 as well as the related demobilization costs anticipated at the completion of the project. Mobilization shall be paid for at the contract Lump Sum (LS) basis as shown on the Bid Schedule. Fifty percent (50%) of the lump sum price will be paid upon successful move in and completion of mobilization. The remaining fifty percent (50%) shall be paid after the contractor is completely demobilized and all project sites have satisfactorily been restored and the project cleanup is completed. 3.0 DUST CONTROL AND PM -10 PLAN (BID ITEM 2) 3.1 Dust Control Dust Control shall comply with Section 3000-4.2. Dust Control/PM-10 shall be paid for at contract Lump Sum (LS) price as shown on the Bid Schedule. Monthly payments will be made on a pro -rata basis. 3.2 PM -10 Plan The Contractor shall prepare a PM -10 Plan in accordance with the requirements with the South Coast Air Quality Management District (SCAQMD). The PM -10 plan shall provide the required information and standard notations including but not limited to the following: a) Project Data b) Earthwork Quantities c) Phasing of Grading Activities d) Fugitive PM -10 and Dust Control Measures e) Fugitive PM -10 and Dust Control Program Details Technical Specifications 4000-1 f) Rough Grading (Site Preparation & Mobilization) for each project phase as necessary g) Finish Grading (Landscaping) h) Abatement of Dust Mitigation Failure i) Application Consent j) Authorized Dust Controller Certification k) Project PM -10 Sign (example and required information) I) General and Project Specific Notes The Contractor shall prepare the PM -10 and submit to the City Engineering Department for review and approval. Approval of the Pm -10 Plan is required PRIOR to the commencement of the grading operations. During the grading operations, the Contractor shall follow and adhere to all requirements listed and described on the approved PM -10 Plan. PM -10 Plan requirements includes expenditures for all preparatory work and operations, including but not limited to, those costs necessary for the movement of personnel, equipment, supplies, and incidentals to the project site. Dust Control/PM-10 Plan shall be paid for at the contract Lump Sum (LS) basis as shown on the Bid Schedule. Monthly payments will be made on a pro -rata basis upon successful adherence to the PM -10 requirements. 4.0 TRAFFIC CONTROL (BID ITEM 3) Traffic Control shall comply with Section 3000-4.1 The Contractor shall utilize flaggers when construction vehicles exit site, there shall be a minimum of two (2) flaggers, one for each direction. Construction Vehicles shall utilize a stop control at the entrance/exit to the site. Traffic Control shall be paid for at the contract Lump Sum (LS) price shown on the Bid Schedule and shall include furnishing all labor, equipment, tools and materials necessary for traffic control, including work as directed by the Engineer. 5.0 CLEARING AND GRUBBING (BID ITEM 4) Clearing and Grubbing shall conform to the provisions in Section 300-1, "Clearing and Grubbing," of the Standard Specifications and these Special Provisions: 300-1.3.2 Requirements. [Add the following] (d) Miscellaneous In addition to the work outlined in Subsection 300-1 of the Standard Specifications, the following items of work are included under Clearing and Grubbing unless otherwise covered by a specific bid item. Technical Specifications 4000-2 (1) Provide all necessary water for construction activities. The contractor shall make arrangements with CVWD to obtain construction water meter(s). The cost of the water meters shall be included in the cost of related items. (2) Removal of existing vegetation as needed to perform required construction. (3) Protection of utilities, trees, fences, gates, walls, greens and other facilities within the construction zone, except those shown on the plans and those specifically directed by the Engineer to be removed or relocated. (4) Clearing and removal of debris from the site of work. This includes removal and legal disposal of existing debris from the headwall structures. The existing block wall shall be protected in place to the furthest extent possible. The wall shall be restored in kind if damaged by Construction activity. 300-1.4 Payment. [Add the following] (5) Clearing and Grubbing shall be paid for at the contract Lump Sum (LS) price shown on the Bid Schedule and no additional compensation will be allowed. Payment shall include full compensation for furnishing all labor, materials, tools, equipment, and doing all work involved in clearing and grubbing as specified and no additional compensation will be allowed therefore. The removal and legal disposal of debris from the headwalls and the cleaning of the drainage pipes between the catch basins, catch basins, and the headwalls is considered as included in this item of work and no additional compensation will be allowed therefore. The removal and legal disposal of vegetation, including trees, in order to perform the required work is considered as included in this item of work and no additional compensation will be allowed therefore. No payment will be made to the Contractor for Clearing and Grubbing outside the stated limits, unless such work is authorized in writing by the CITY. 6.0 EARTHWORK (BID ITEM 5, 8, and 9) Unclassified Excavation shall conform to the provisions in Section 300-2, "Unclassified Excavation", of the Standard Specifications and these Special Provisions. Unclassified Fill, and Suitable backfill material shall conform to the provisions in Section 300-4, "Unclassified Fill", of the Standard Specifications and these Special Provisions. 300-2.1 General. Technical Specifications 4000-3 Unclassified Excavation shall include excavating, loading, stockpiling, hauling, and disposing of surplus material to the subgrade depth indicated on the plans or as directed by the Engineer. Excavation and fills to for both landscape/parkway areas and to complete the roadway section shall be included in this item of work. The areas and quantities shown on the record drawings and specifications are given only for the Contractor's aid in planning the work and/or preparing bids. The Engineer shall designate the limits to be removed and these designated areas shall be considered to take precedence over the areas shown on the plans. No guarantee is made that areas or quantities shown will equal the areas or quantities designated by the Engineer. The bottom of the retention basin shall be excavated to the original toe of slope and then scarified to ensure the relative compaction is per the original plans. In areas where there is no existing specialty liner, the Contractor shall repair rutting in the slopes and in the surrounding maintenance road. The Contractor shall use soil from the bottom of the basin to fill in ruts to the original grade. Soil material shall be free of organic material and construction debris (including metal, asphalt and concrete). Rutting areas shall first be compacted to prepare surface for additional material. Material shall be placed in 6 -inch lifts and compacted until the original grade is achieved. The soil material shall be compacted to 90% relative compaction. The cap soil material shall be placed at the bottom of the slope and spread evenly and compacted "upward". 300-2.6 Surplus Material. All surplus materials shall be disposed of in a legal manner at the Contractor's expense. 300-2.9 Payment. Unclassified Excavation shall be paid for at the contract unit price per Cubic Yard (CY) for Mass Excavation Grading item as shown on the Bid Schedule. The compensation paid shall include full compensation for furnishing all labor, materials, tools, and equipment for doing all work involved, including loading, hauling, and legal disposal of surplus material. Repair Slopes in Areas with No Liner Utilizing Material in Basin shall be paid for at the contract Lump Sum (LS) unit price as shown on the Bid Schedule. The compensation paid shall include full compensation for furnishing all labor, materials, tools, and equipment for doing all work involved. Technical Specifications 4000-4 Scarification of the bottom of the retention basin shall be paid for at the contract Lump Sum (LS) unit price as shown on the Bid Schedule. The compensation paid shall include full compensation for furnishing all labor, materials, tools, and equipment for doing all work involved. 7.0 LLDPE LINER CAP SOIL MATERIAL (BID ITEM 7) Cap soil material shall be placed a minimum 12" thick in a compacted uniform manner. Rutting areas shall first be compacted to prepare surface for additional material. Material shall be placed in 6 -inch lifts and compacted until the original grade is achieved. The cap material shall meet the following requirements as recommended by the Geotechnical Engineer: a) Soil material shall be 1 -inch or minus in size. b) Soil material must be a mix of sand, silt and clay c) Soil material shall contain at least 30 percent (30%) fine-grained material (minus 200 -sieve -size) and shall a plasticity index of at least 10. The fine-grained percentage should not be over 60 percent (60%) by weight. If over, this will cause difficulty in handling the material. d) Soil material shall be free of organic material and construction debris (including metal, asphalt and concrete). 301-1.3 Relative Compaction. [Replace with the following] The soils cap material shall be compacted to 90% relative compaction. The cap soil material shall be placed at the bottom of the slope and spread evenly and compacted "upward". Compaction shall be achieved by relatively "light -point load", rubber -tired equipment". This method will minimize the potential for puncturing or tearing the line membrane. 301-1.7 Payment. [Replace with the following] Repair Liner Cover Material 1 -ft. thick per Geotechnical Engineer's recommendations for at the contract unit price per Cubic Yard (CY) as shown on the Bid Schedule. The compensation paid shall include full compensation for furnishing all labor, materials, tools, and equipment for doing all work involved. 8.0 LINER (BID ITEM 6) 1.1 Part 1 GENERAL SCOPE This drop-in specification covers the technical requirements for the manufacturing and installation of LLDPE Smooth Liner, MicroSpike, Super Gripnet, MicroDrain and DrainLiner (GEOMEMBRANE). All materials meet or exceed the requirements Technical Specifications 4000-5 of this specification, and all work will be performed in accordance with the procedures provided in these project specifications. 1.2 REFERENCES A. American Society for Testing and Materials (ASTM) 1. D792 Method B, Density and Specific Gravity of Plastics by Displacement 2. D1004 Initial Tear Resistance of Plastic Film and Sheeting 3. D1238 Flow Rates of Thermoplastics by Extrusion Plastometer 4. D3895 Oxidative -Induction Time of Polyolefins by Differential Scanning Calorimetry 5. D4218 Determination of Carbon Black in Polyethylene Compounds 6. D4833 Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products 7. D5199 Measuring Nominal Thickness of Geotextiles and Geomembranes 8. D5397 Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test 9. D5596 Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics 10. D5994 Measuring Core Thickness of Textured Geomembranes 11. D6392 Determining the Integrity of Nonreinforced Geomembrane Seams Produced Using Thermo -Fusion Methods 12. D6693 Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes 13. D7466 Measuring Asperity Height of Textured Geomembranes B. Geosynthetic Research Institute 1. GRI GM 17 Test Properties, Test Properties and Testing Frequency for Linear Low Density Polyethylene (LLDPE) Smooth and Textured Geomembranes 1.3 DEFINITIONS A. Lot - A quantity of resin (usually a rail car) used in the manufacture of geomembranes. Finished roll will be identified by a roll number traceable to the resin lot used. B. Construction Quality Assurance Consultant (CONSULTANT) - Party, independent from MANUFACTURER and INSTALLER that is responsible for observing and documenting activities related to quality assurance during the lining system construction. C. ENGINEER- The individual or firm responsible for the design and preparation of the project Contract Drawings and Specifications. D. Geomembrane Manufacturer (MANUFACTURE R) - The party responsible for manufacturing the geomembrane rolls. E. Geosynthetic Quality Assurance Laboratory (TESTING LABORATORY) - Party, independent from the OWNER, MANUFACTURER and INSTALLER, responsible Technical Specifications 4000-6 for conducting laboratory tests on samples of geosynthetics obtained at the site or during manufacturing, usually under the direction of the OWNER. F. INSTALLER- Party responsible for field handling, transporting, storing, deploying, seaming and testing of the geomembrane seams. G. Panel - Area of a geomembrane that will be seamed in the field that is larger than 100 ft2. H. Patch - Area of a geomembrane that will be seamed in the field that is less than 100 ft2. I. Subgrade Surface - Soil layer surface which immediately underlies the geosynthetic material(s). 1.4 SUBMITTALS POST AWARD A. Furnish the following product data, in writing, to ENGINEER prior to installation of the geomembrane material: 1. Resin Data shall include the following. a. Certification stating that the resin meets the specification requirements (see Table 2.1). 2. Geomembrane Roll a. Statement certifying no recycled polymer and no more than 10% rework of the same type of material is added to the resin (product run may be recycled). B. The INSTALLER shall furnish the following information to the ENGINEER and OWNER prior to installation: 1. Installation layout drawings a. Must show proposed panel layout including field seams and details b. Must be approved prior to installing the geomembrane 2. Approved drawings will be for concept only and actual panel placement will be determined by site conditions. 3. Installer's Geosynthetic Field Installation Quality Assurance Plan C. The INSTALLER will submit the following to the ENGINEER upon completion of installation: 1. Certificate stating the geomembrane has been installed in accordance with the Contract Documents 2. Material and installation warranties 3. As -built drawings showing actual geomembrane placement and seams including typical anchor trench detail and location of repairs. 1.5 QUALITY ASSURANCE A. Perform Work in accordance with these Specifications and the CFA Plan. B. Friction Angle Requirements and Testing Technical Specifications 4000-7 1. The effective interface shear strength envelope at the interface between the geomembrane and the materials in direct con- tact with the geomembrane shall be verified by the CFA Officer by performing interface friction testing on representative materials to be used for construction of the liner system. 2. The interface frictional resistance shall be determined by direct shear tests in general accordance with ASTM D5321. 3. The interface frictional resistance for interfaces including GCLs shall be determined by direct shear tests in general accordance with ASTM D 6243. 4. The interfaces and/or soil shall be tested saturated with water. C. The Manufacturer shall sample and test the HDPE geomembrane material, at minimum frequencies specified. General manufacturing procedures shall be performed in accordance with the Manufacturer's internal quality control guide and/or documents. D. All non-conductive geomembrane sheets shall be continuously spark tested during manufacturing. 1. The spark tester shall be capable of detecting defects or pinholes less than 10 mils in diameter. 2. All necessary repairs to the geomembrane shall be made by the manufacturer at the factory before shipment. 3. The manufacturer shall provide written certification to the Owner and/or Engineer that all the geomembrane rolls delivered to the project were continuously spark tested and do not contain pinhole defects. E. The Engineer shall examine the rolls upon delivery to the site and report any deviations from these Specifications to the Contractor. F. If a geomembrane sample fails to meet the quality control requirements of this Section, the Contractor and/or Engineer shall require that the Geomembrane Manufacturer sample and test each roll manufactured in the same lot or batch, or at the same time, as the failing roll. Additional sampling and testing shall be completed at no additional cost to the Owner. Sampling and testing of rolls shall continue until a pattern of acceptable test results is established. G. Any geomembrane sample that does not comply with this Section shall result in rejection of the roll from which the sample was obtained. The Contractor shall replace any rejected rolls at no additional cost to Owner. At the Geomembrane Manufacturer's discretion and expense, additional testing of individual rolls may be performed to more closely identify noncomplying rolls and to qualify individual rolls. Technical Specifications 4000-8 1.6 QUALIFICATIONS A. MANUFACTURER 1. Geomembrane shall be manufactured by the following: a. AGRU America, Inc. b. approved equal 2. MANUFACTURER shall have manufactured a minimum of 10,000,000 square feet of polyethylene geomembrane du- ring the last year. B. INSTALLER 1. INSTALLER shall have installed a minimum of 5,000,000 square feet of HDPE geomembrane during the 5 last years. 2. INSTALLER shall have worked in a similar capacity on at least 10 projects similar in complexity to the project described in the contract documents, and with at least 250,000 square feet of HDPE geomembrane installation on each project. 3. The Installation Supervisor shall have worked in a similar capacity on projects similar in size and complexity to the project described in the Contract Documents. 4. The INSTALLER shall provide a minimum of one Master Seamer for work on the project. a. Must have completed a minimum of 1,000,000 square feet of geomembrane seaming work using the type of seaming apparatus proposed for the use on this Project. 1.7 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING A. Labeling - Each roll of geomembrane delivered to the site shall be labeled by the MANUFACTURER. The label will identify: a. manufacturer's name b. product identification c. thickness d. length e. width f. roll number B. Delivery- Rolls of liner will be prepared to ship by appropriate means to prevent damage to the material and to facilitate off-loading Part 2 PRODUCTS 1.0 GEOMEMBRANE PROPERTIES A. Material shall be smooth, textured or structured polyethylene geomembrane as shown on the drawings. Geomembrane shall be flat die-cast extruded. Technical Specifications 4000-9 B. Resin 1. Resin shall be new, first quality, compounded and manufactured specifically for producing geomembrane. 2. Natural resin (without carbon black) shall meet the following requirements: Table 2.1: Raw Material Properties C. Geomembrane Rolls 1. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black. 2. Geomembrane shall be free of holes, pinholes as verified by on-line electrical detection, bubbles, blisters, excessive contamination by foreign matter, and nicks and cuts on roll edges. 3. Geomembrane material is to be supplied in roll form. Each roll is to be identified with labels indicating roll number, thick- ness, length, width and MANUFACTURE R. 4. All liner sheets produced at the factory shall be inspected prior to shipment for compliance with the physical property requirements listed in section 2.1 D and be tested by an acceptable method of inspecting for pinholes. 5. All geomembrane shall contain edge markings which shall denote the name of the manufacturer, the product thickness, the year of manufacture and the length of the roll. These markings shall occur at uniformly spaced intervals throughout the entire length of the roll. Part 3 EXECUTION 3.1 EQUIPMENT A. Welding equipment and accessories shall meet the following requirements: 1. Gauges showing temperatures in apparatus such as extrusion welder or fusion welder shall be present. 2. An adequate number of welding apparati shall be available to avoid delaying work. 3. Power source must be capable of providing constant voltage under combined line load. 3.2 DEPLOYMENT A. Assign each panel a simple and logical identifying code. The coding system shall be subject to approval and shall be determined at the job site. Technical Specifications 4000-10 Property Test Method HDPE LLDPE Density (g/cc) ASTM D792, Method B >0.932 >0.915 Melt Flow Index (g/10 min) ASTM D1238 (190/2.16) <1.0 <1.0 C. Geomembrane Rolls 1. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black. 2. Geomembrane shall be free of holes, pinholes as verified by on-line electrical detection, bubbles, blisters, excessive contamination by foreign matter, and nicks and cuts on roll edges. 3. Geomembrane material is to be supplied in roll form. Each roll is to be identified with labels indicating roll number, thick- ness, length, width and MANUFACTURE R. 4. All liner sheets produced at the factory shall be inspected prior to shipment for compliance with the physical property requirements listed in section 2.1 D and be tested by an acceptable method of inspecting for pinholes. 5. All geomembrane shall contain edge markings which shall denote the name of the manufacturer, the product thickness, the year of manufacture and the length of the roll. These markings shall occur at uniformly spaced intervals throughout the entire length of the roll. Part 3 EXECUTION 3.1 EQUIPMENT A. Welding equipment and accessories shall meet the following requirements: 1. Gauges showing temperatures in apparatus such as extrusion welder or fusion welder shall be present. 2. An adequate number of welding apparati shall be available to avoid delaying work. 3. Power source must be capable of providing constant voltage under combined line load. 3.2 DEPLOYMENT A. Assign each panel a simple and logical identifying code. The coding system shall be subject to approval and shall be determined at the job site. Technical Specifications 4000-10 B. Visually inspect the geomembrane during deployment for imperfections and mark faulty or suspect areas. C. Deployment of geomembrane panels shall be performed in a manner that will comply with the following guidelines: 1. Geomembranes shall be installed according to site-specific specifications. 2. Unroll geomembrane using methods that will not damage geomembrane and will protect underlying surface from damage (spreader bar, protected equipment bucket). 3. Place ballast (commonly sandbags) on geomembrane which will not damage geomembrane to prevent wind uplift. 4. Personnel walking on geomembrane shall not engage in activities or wear shoes that could damage it. Smoking will not be permitted on the geomembrane. 5. Do not allow heavy vehicular traffic directly on geomembrane. Rubber -tired ATV's and trucks are acceptable if wheel contact is less than 8 psi. 6. Protect geomembrane in areas of heavy traffic by placing protective cover over the geomembrane. D. Sufficient material (slack) shall be provided to allow for thermal expansion and contraction of the material. 3.3 FIELD SEAMING A. Seams shall meet the following requirements: 1. To the maximum extent possible, orient seams parallel to line of slope, i.e., down and not across slope. 2. Minimize number of field seams in corners, odd -shaped geometric locations and outside corners. 3. Slope seams (panels) shall extend a minimum of five -feet beyond the grade break into the flat area. 4. Use a sequential seam numbering system compatible with panel numbering system that is agreeable to the CONSULTANT and INSTALLER. 5. Align seam overlaps consistent with the requirements of the welding equipment being used. A 6 -inch overlap is commonly suggested. Technical Specifications 4000-11 B. During Welding Operations 1. Provide at least one Master Seamer who shall provide direct supervision over other welders as necessary. C. Extrusion Welding 1. Hot-air tack adjacent pieces together using procedures that do not damage the geomembrane. 2. Clean geomembrane surfaces by disc grinder or equivalent. 3. Purge welding apparatus of heat -degraded extrudate before welding. 4. On materials 80 mil and thicker, bevel the top edge of liner to be welded to avoid air pockets. D. Hot Wedge Welding 1. Welding apparatus shall be a self-propelled device equipped with an electronic controller which displays applicable temperatures. 2. Clean seam area of dust, mud, moisture and debris immediately ahead of hot wedge welder. 3. Protect against moisture build-up between sheets. E. Trial Welds 1. Perform trial welds on geomembrane samples to verify welding equipment is operating properly. 2. Make trial welds under the same surface and environmental conditions as the production welds, i.e., in contact with sub- grade and similar ambient temperature. 3. Minimum of two trial welds per day, per welding apparatus, one made prior to the start of work and one completed at mid shift. 4. Cut four, one -inch wide by six-inch long test strips from the trial weld. 5. Quantitatively test specimens for peel adhesion, and then for shear strength. 6. Repeat the trial weld, in its entirety, when any of the trial weld samples fail in either peel or shear. 7. No welding equipment or welder shall be allowed to perform production welds until equipment and welders have successfully completed trial weld. 8. Seaming shall not proceed when ambient air temperature or adverse weather conditions jeopardize the integrity of the liner installation. INSTALLER shall demonstrate that acceptable seaming can be performed by completing acceptable \ria \ welds. F. Defects and Repairs 1. Examine all seams and non -seam areas of the geomembrane for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. Technical Specifications 4000-12 2. Repair and non-destructively test each suspect location in both seam and non - seam areas. Do not cover geomembrane at locations that have been repaired until test results with passing values are available. 3.4 FIELD QUALITY ASSURANCE A. MANUFACTURER and INSTALLER shall participate in and conform to all terms and requirements of the Owner's quality assurance program. CONTRACTOR shall be responsible for assuring this participation. B. Quality assurance requirements are as specified in this Section and in the Field Installation Quality Assurance Manual if it is included in the contract. C. Field Testing 1. Non-destructive testing may be carried out as the seaming progresses or at completion of a\\ field seaming. • Vacuum Testing • Shall be performed in accordance with ASTMD5641, Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. • Air Pressure Testing • Shall be performed in accordance with ASTMD5820, Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes. • Other approved methods. 2. Destructive Testing (performed by CONSULTANT with assistance from INSTALLER) • Location and Frequency of Testing • Collect destructive test samples at a frequency of one per every 500 lineal feet of seam length. • Test locations will be determined after seaming. • Exercise Method of Attributes as described by GRI GM -14 (Geosynthetic Research Institute, http://www. geosynthetic-institute.org) to minimize test samples taken. • Sampling Procedures are performed as follows: • INSTALLER shall cut samples at locations designated by the CONSULTANT as the seaming progresses in order to obtain field laboratory test results before the geomembrane is covered. • CONSULTANT will number each sample, and the location will be noted on the installation as -built. • Samples shall be twelve (12) inches wide by minimal length with the seam centered lengthwise. • Cut a 2 -inch wide strip from each end of the sample for field-testing • Cut the remaining sample into two parts for distribution as follows: a) One portion for INSTALLER, 12 -inches by 12 inches Technical Specifications 4000-13 b) One portion for the Third Party laboratory, 12 -inches by 18 -inches c) Additional samples may be archived if required. • Destructive testing shall be performed in accordance with ASTMD6392, Standard Test Method for Determining the Integrity of Non -Reinforced Geomembrane Seams Produced Using Thermo -Fusion Methods. • INSTALLER shall repair all holes in the geomembrane resulting from destructive sampling. • Repair and test the continuity of the repair in accordance with these Specifications. • CQA activities should not to be more than one day behind deployment. 3. Failed Seam Procedures • If the seam fails, INSTALLER shall follow one of two options: a) Reconstruct the seam between any two passed test locations. b) Trace the weld to intermediate location at least 10 feet minimum or where the seam ends in both directions from the location of the failed test. • The next seam welded using the same welding device is required to obtain an additional sample • If sample passes, then the seam shall be reconstructed or capped between the test sample locations. • If any sample fails, the process shall be repeated to establish the zone in which the seam shall be reconstructed. 3.5 REPAIR PROCEEDURE A. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage cannot be satisfactorily repaired. B. Repair any portion of unsatisfactory geomembrane or seam area failing a destructive or non-destructive test. C. INSTALLER shall be responsible for repair of defective areas. D. Agreement upon the appropriate repair method shall be decided between CONSULTANT and INSTALLER by using one of the following repair methods: 4. Patching- Used to repair large holes, tears, undispersed raw materials and contamination by foreign matter. 5. Abrading and Re -welding- Used to repair short section of a seam. 6. Spot Welding- Used to repair pinholes or other minor, localized flaws or where geomembrane thickness has been reduced. 7. Capping- Used to repair long lengths of failed seams. 8. Remove the unacceptable seam and replace with new material. Technical Specifications 4000-14 E. The following procedures shall be observed when a repair method is used: 1. All geomembrane surfaces shall be clean and dry at the time of repair. 2. Surfaces of the polyethylene which are to be repaired by extrusion welds shall be lightly abraded to assure cleanliness. 3. Extend patches or caps at least 6 inches for extrusion welds and 4 inches for wedge welds beyond the edge of the defect, and around all corners of patch material. F. Repair Verification 1. Number and log each patch repair (performed by C ONSULTANT). 2. Non-destructively test each repair using methods specified in this Specification. Part 4 MEASUREMENT AND PAYMENT A. Payment for geomembrane repair/installation will be as per contract unit price per square foot, including designed anchor trench material and is based upon net lined area. B. Net lined area is defined to be the true area of all surfaces to be lined plus designed burial in all anchor trenches, rubsheets, and sacrificial layers. C. Prices shall include full compensation for furnishing all labor, material, tools, equipment, and incidentals. D. Prices also include doing all the work involved in performing geomembrane installation completely as shown on the drawing. This item is a final pay item. Technical Specifications 4000-15 APPENDIX A ESCROW AGREEMENT FOR SECURITY DEPOSITS IN LIEU OF RETENTION (3 PAGES) ESCROW AGREEMENT FOR SECURITY DEPOSITS IN LIEU OF RETENTION This Escrow Agreement is made and entered into by and between the City of La Quinta whose address is 78-495 Calle Tampico, La Quinta, California, 92253, hereinafter called City, and hereinafter called Contractor whose address is , and hereinafter called Escrow Agent whose address is: For the consideration hereinafter set forth, the City, Contractor, and Escrow Agent agree as follows: 1. Pursuant to Section 22300 of the Public Contract Code of the State of California, Contractor has the option to deposit securities which meet the requirements set forth in said Section 22300, with Escrow Agent, as a substitute for retention earnings required to be withheld by City pursuant to the Construction Contract entered into between City and Contractor for Project No. 2023-22, EISENHOWER RETENTION BASIN SLOPE REPAIR, in the amount of Dollars, dated hereinafter referred to as the Contract. When Contractor deposits the securities as a substitute for Contract earnings, the Escrow Agent shall notify the City within 10 days of the deposit. The market value of the securities at the time of the substitution shall be at least equal to the cash amount then required to be withheld as retention under the terms of the Contract between the City and Contractor. Securities shall be held in the name of City of La Quinta and shall designate the Contractor as the beneficial owner. 2. City shall make progress payments to Contractor for such funds which otherwise would be withheld from progress payments pursuant to the Contract provisions, provided that the Escrow Agent holds securities in the form and amount specified above. 3. Alternatively, City may make payments directly to Escrow Agent in the amount of retention for the benefit of the City until such time as the escrow created hereunder is terminated. 4. Contractor shall be responsible for paying all fees for the expenses incurred by Escrow Agent in administering the escrow account. These expenses and payment terms shall be determined by the Contractor and Escrow Agent. 5. The interest earned on the securities or the money market accounts held in escrow and all interest earned on that interest shall be for the sole account of Contractor and shall be subject to withdrawal by Contractor at any time and from time to time without notice to the City. Appendix A Page 1 6. Contractor shall have the right to withdraw all or any part of the principal in the Escrow Account only by written notice to Escrow Agent accompanied by written authorization from City to the Escrow Agent that City consents to the withdrawal of the amount sought to be withdrawn by Contractor. 7. The City shall have a right to draw upon the securities in the event of default by the Contractor. Upon seven days' written notice to the Escrow Agent from the City of the default, the Escrow Agent shall immediately convert the securities to cash and shall distribute the cash as instructed by the City. 8. Upon receipt of written notification from the City certifying that the Contract is final and complete, and that the Contractor has complied with all requirements and procedures applicable to the Contract, Escrow Agent shall release to Contractor all securities and interest on deposit less escrow fees and charges of the Escrow Account. The escrow shall be closed immediately upon disbursement of all moneys and securities on deposit and payments of fees and charges. 9. Escrow Agent shall rely on the written notifications from the City and the Contractor pursuant to Sections (4) to (6), inclusive, of this Agreement, and City and Contractor shall hold Escrow Agent harmless from Escrow Agent's release and disbursement of the securities and interest as set forth above. 10. The names of the persons who are authorized to give written notice or to receive written notice on behalf of the City and on behalf of Contractor in connection with the foregoing, and exemplars of their respective signatures are as follows: On Behalf of City: On Behalf of Contractor: Title Title Name Name Signature Signature Address Address Appendix A Page 2 On Behalf of Escrow Agent: Title Name Signature Address At the time the Escrow Account is opened, City and Contractor shall deliver to the Escrow Agent a fully executed counterpart of this Agreement. IN WITNESS WHEREOF, the parties have executed this Agreement by their proper officers on the date first set forth above. CITY: CONTRACTOR: Title Title Name Name Signature Signature Appendix A Page 3 APPENDIX B Geotechnical Report GEOTECHNICAL EVALUATION REPORT AND REVIEW OF 50 -SCALE RETENTION BASIN LAYOUT EXHIBIT PROPOSED EISENHOWER DRIVE RETENTION BASIN NORTHWEST CORNER OF EISENHOWER DRIVE AND AVENIDA FERNANDO CITY OF LA QUINTA, CALIFORNIA CITY OF LA QUINTA c/o MICHAEL BAKER INTERNATIONAL June 7, 2018 J.N. 17-201 t PETRA SOHO AS A ROCK ENGINEERS + GEOLOGISTS + ENVIRONMENTAL SCIENTISTS CITY OF LA QUINTA c/o MICHAEL BAKER INTERNATIONAL 75-410 Gerald Ford Drive, Suite 100 Palm Desert, California 92211 Attention: Mr. Daniel Koravos June 7, 2018 J.N. 17-201 Subject: Geotechnical Evaluation Report and Review of 50 -Scale Retention Basin Layout Exhibit, Proposed Eisenhower Drive Retention Basin, Northwest Corner of Eisenhower Drive and Avenida Fernando, City of La Quinta, California References: See Attached List Dear Mr. Koravos: Petra Geosciences, Inc. (Petra) is submitting herewith our geotechnical evaluation report for the subject property. This work was performed in general accordance with the scope of work outlined in our revised supplemental Proposal No. 17-201 dated October 11, 2017. This geotechnical evaluation report presents the results of our current field investigation and review of previous geotechnical investigation reports for the site, and provides a review of geotechnical feasibility and design recommendations based on the current 50 -scale layout exhibit prepared by Michael Baker International (MBI, 2018). EXECUTIVE SUMMARY This report provides our review and analysis of the proposed construction of a retention basin at the subject site from a geotechnical perspective. The property is generally in a native condition with no significant prior grading or construction. Ground cracks and evidence of general area subsidence, likely related to regional groundwater withdrawal, have been visible since at least 2004 and appear to have generally increased in lateral and vertical extent over time. Previous geotechnical studies have documented this earth fissuring both onsite as well as adjacent to the subject property. The retention basin proposed by Michael Baker International is anticipated to hold about 56.5 acre-feet of water with the basin bottom about 14 to 20 feet below existing surface grades. Recommendations conclusions regarding basin design, grading activities, and slope/adjacent property protection are provided herein. It has been a pleasure to be of service to you on this project. Should you have any questions regarding the contents of this report, or should you require additional information, please do not hesitate to contact us. Respectfully submitted, PETRA GEOSCIENCES, INC. Shaun Wilkins Senior Project Geologist Offices Strategically Positioned Throughout Southern California ORANGE COUNTY OFFICE 3186 Airway Avenue, Suite K, Costa Mesa, California 92626 T: 714.549.8921 F: 714.668-3770 For more information visit us online at www.petra-inc.com CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta TABLE OF CONTENTS June 7, 2018 J.N. 17-201 Page INTRODUCTION 1 LOCATION AND SITE DESCRIPTION 1 PROPOSED DEVELOPMENT AND PLAN REVIEW 2 BACKGROUND INFORMATION 2 PREVIOUS SITE INVESTIGATION 2 SITE RECONNAISSANCE 4 SUBSURFACE EXPLORATION 5 Infiltration Testing 6 FINDINGS 7 Regional Geology 7 Local Geology 8 Groundwater 8 Faulting 9 Seismic Hazard Zones 9 Area Subsidence 10 Hydro -collapsible Soils 11 CONCLUSIONS AND RECOMMENDATIONS 12 General 12 Effect of Proposed Grading on Adjacent Properties 13 Grading Plan Review 13 Primary Geotechnical Concerns 13 CPT Sounding and Boring Log Discrepancies 13 Infiltration Characteristics of Basin Bottom and Sides 14 Subsidence and Earth Fissuring 15 Cut-off Wall Option Construction 15 Slope Protection Option Construction 15 Moisture Monitoring 16 Compressibility of Surficial Soils 16 Stability of Side Slopes 16 Erosion Potential of Site Soils 17 Earthwork 17 General Earthwork and Grading Specifications 17 Site Clearing 17 Excavation Characteristics 18 Disposal of Oversize Rock 18 Ground Preparation 18 Fill Placement 19 Cut Slope Stability 19 Geotechnical Observations, Testing During Grading and Initial Basin Testing 19 Post -Grading Considerations 19 Utility Lines and Trenches 19 General Corrosivity Screening 20 Masonry Block Walls 22 Exterior Concrete and Asphalt Flatwork 23 General 23 PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta TABLE OF CONTENTS June 7, 2018 J.N. 17-201 Page FUTURE IMPROVEMENTS AND/OR GRADING 23 REPORT LIMITATIONS 23 REFERENCES 24 ATTACHMENTS FIGURES FIGURE 1 - SITE LOCATION MAP FIGURE 2 — GEOMEMBRANE DETAIL PLATES PLATES 1 AND 2 - GEOTECHNICAL MAPS PLATE 3 - GEOLOGIC CROSS SECTIONS APPENDIX A CONE PENETRATION TEST (CPT) SOUNDINGS (CURRENT INVESTIGATION) HOLLOW STEM BORING LOGS (FROM PETRA, 2018a) SEISMIC REFRACTION TOMOGRAPHIC AND LAYER VELOCITY MODELS HOLLOW -STEM BORING LOGS (ESSW, 2015b) TEST PIT LOGS (ESSW, 2015a) APPENDIX B LABORATORY TEST DATA (FROM PETRA, 2018a) LABORATORY TEST DATA (ESSW, 2015b) APPENDIX C PERCOLATION TEST SUMMARIES (FROM PETRA, 2018a) PETGEOSCIERA SOLID AS A ROCK GEOTECHNICAL EVALUATION REPORT AND REVIEW OF 50 -SCALE RETENTION BASIN LAYOUT EXHIBIT PROPOSED EISENHOWER DRIVE RETENTION BASIN NORTHWEST CORNER OF EISENHOWER DRIVE AND AVENIDA FERNANDO CITY OF LA QUINTA, CALIFORNIA INTRODUCTION Petra Geosciences, Inc. (Petra) is providing herewith our geotechnical evaluation report for the subject site. The site was recently geotechnically investigated by Earth Systems Southwest (ESSW, 2015a, b) for the purpose of a residential development. It is our understanding that the property was recently purchased by the City of La Quinta with the intention of utilizing it for a storm water retention basin. Therefore, this evaluation report has been prepared to provide our geotechnical review and analysis with respect to the new 50 -scale retention basin layout exhibit prepared by MBI (MBI, 2018). LOCATION AND SITE DESCRIPTION The subject property is located at the northwest corner of the southern intersection between Eisenhower Drive and Avenida Fernando in the city of La Quinta, Riverside County, California (see Figure 1, Site Location Map). The irregularly-shaped parcel is roughly 10 acres in size. The site is essentially undeveloped and is lightly covered with typical desert vegetation and minor trash and debris. Improvements within or immediately adjacent to the site include an old, highly weathered building pad at the southern end of the lot, masonry perimeter walls along the northern and eastern property lines, and is bounded on the north by the Legacy Villas residential development, on the south by Avenida Fernando and the La Quinta Resort and Club, on the east by Eisenhower Drive, and on the west by a bedrock ridgeline. Access to the site is via a dirt road off of Avenida Fernando at the southwest corner of the property. Elevations within the property vary between approximately 45 and 65 feet above mean sea level (MSL). The lot drains primarily via sheet flow toward the east and northeast to defined drainages that trend to the southeast. A drainage is defined as a relatively low channel or depression through which surface water is funneled. A number of earth fissures and depressions are readily visible across the property. The majority of these features appear to be a foot or less in depth but several were readily observed to be up to about 4 feet in depth and there are 3 to 4 that have developed into sinkholes that appear to be up to about 12 feet in depth. Typically, the small sinkholes are roughly circular and the larger ones are elongated in the northwest - southeast direction. Similarly, the earth fissures/ground cracks are primarily oriented in the northwest - southeast direction and are typically 20 to 100 feet in length but significant variation in their orientation, length, and depth was observed. The approximate location and extent (horizontal and vertical) of the earth fissures, depressions, and sink holes are provided on Plates 1 and 2 (Geotechnical Maps). The Retention Basin Layout Exhibit was utilized as the base map for Plate 1. A recent aerial photograph from Google Earth was utilized as the base image for Plate 2. PETRA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta PROPOSED DEVELOPMENT AND PLAN REVIEW June 7, 2018 J.N. 17-201 Page 2 Based on a review of the enclosed Retention Basin Layout Exhibit it is our understanding that the City of La Quinta proposes to utilize the site as a roughly 60 -acre-foot capacity retention basin with a water surface elevation of 44.7 feet, basin bottom of 32 feet, which is approximately 14 to 20 feet below existing grades across the majority of the site. The basin includes a typically 15 -foot -wide vehicle access road/pedestrian easement around the perimeter of the basin, two maintenance ramps, three storm drain inlets and perimeter slopes with a 3:1 slope ratio (horizontal:vertical). Maximum cuts and fills within the site are reportedly about 20 and 1 feet, respectively, with a net volume change of about 115K cubic yards of cut. BACKGROUND INFORMATION Based on a review of historical aerial photographs of the site on Google Earth the site has remained primarily in a natural condition. A building pad with up to about 5 feet of artificial fill was created prior to 1996 at the southern end of the site but no evidence of structures remain and the building pad is now highly weathered/degraded. Also, prior to 1996, Eisenhower Drive and most of the homes on the east side of this street were extant, as well as Avenida Fernando and the adjoining La Quinta Resort. In 2004 to 2005, a portion of the east side of the site appears to have been utilized as a construction yard associated with the grading of the residential development north of the site. No artificial fill or permanent structures appear to have been placed in association with the off-site grading other than the northerly and easterly perimeter masonry walls. Lineaments in the vicinity of the present-day earth fissures first appeared in the aerial photos around this time. In late 2005 to early 2006 the portion of Eisenhower Drive located immediately east of the site was regraded and widened to near present-day conditions. By late 2006, sidewalks and vegetation along Eisenhower Drive were noted and construction of the residential development north of the site was primarily completed. Other than lineament development no additional changes to the site were noted after 2006. PREVIOUS SITE INVESTIGATIONS Three relevant, previous geotechnical investigation reports prepared for, or immediately adjacent to, the site were available for review. The earliest report consisted of a Limited Geotechnical Evaluation of Earth Fissure, performed by TerraPacific Consultants, Inc. (TCI) in 2014 for the Legacy Villas residential development located north of the subject site. TCI provided observations and recommendations regarding an earth fissure and related distress that reportedly occurred after a thunderstorm/flash flood on September 8, 2014. In addition, TCI performed 1 hollow stem boring to a depth of 77 feet and two test pits to a depth of 8 feet. The exact location of these subsurface explorations were not provided. The largest surface PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 3 expression of the earth fissure reportedly transected the west side of Basin No. 5, which immediately adjoins the subject site to the north, generally in a north -south direction. The depression/opening was observed to be 3 to 8 feet in width with a typical depth of about 5 feet. However, a maximum depth of at least 22 feet for the fissure was reported, at a point located on the north side of this basin. A temporary repair was performed on the fissure on September 17, 2014 due to a weather forecast indicating the potential for additional flash flooding. The approximate location of this previously existing earth fissure is indicated on Plates 1 and 2. TCI performed manometer (floor level) surveys on four of the buildings adjacent to the earth fissure, and made observations of distress to hardscape and building components. TCI concluded that the earth fissure was likely a result of large-scale subsidence due to groundwater withdrawal and/or consolidation of alluvial soils or lake deposits at depth. Recommendations for sealing the earth fissure with grout, residential building cosmetic repair, monitoring, and structural foundation repair, and drainage improvements were provided. A preliminary Fissure Evaluation Summary Report was performed for the subject property by ESSW (2015a). ESSW provided an evaluation of the observed ground cracking within the subject parcel with a site reconnaissance in early 2015, historical photograph and literature review, and subsurface exploration. The subsurface exploration for this phase of work consisted of three test pits excavated to depths of 10 to 101/2 feet. The test pits were excavated in areas of primary ground cracking. ESSW noted "The cracks extend into the subsurface and were manifested by clay -coated cracks, open voids that extend laterally, and soil infillings. Vertical displacement of soil strata (beds) is not apparent. The noted cracks and fissures appear to be the result of tensional stress at the ground surface also manifested as separations in the perimeter walls." ESSW concluded that as the property is situated on the margins of the La Quinta subsiding basin as documented by the USGS (Sneed, 2014), the fissures, cracks and distressed walls are the result of the regional areal subsidence. Additionally, ESSW expressed that "The presence of extensive fissuring is primarily the result of running surface water flowing along, within, and down the ground cracks. It is the running water and erosion that further expresses the tensional cracks." The tensional stress associated with the ground cracking/earth fissures was further concluded to be on-going and that continued cracking is considered likely. Additional geotechnical exploration was recommended. Logs of the test pit conducted as part of this evaluation are provided in Appendix A at the rear of this report, and their approximate locations are provided on Plates 1 and 2. In October of 2015, ESSW issued a Geotechnical Engineering Report for the property with the purpose of evaluating soil conditions to provide professional opinions and recommendations regarding the proposed residential development of the site. The Geotechnical Engineering Report included a visual site assessment of the property, the excavation of six exploratory borings by means of a hollow -stem drill rig to depths PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 4 ranging between 49 and 711/2 feet, laboratory testing, and engineering analysis. For ease of review, copies of the boring logs are included in Appendix A at the rear of this report and boring locations are indicated on Plates 1 and 2. Copies of the laboratory test results are provided in Appendix B, at the rear of this report. It was noted that the observed ground cracks/earth fissures had increased in severity/depth between this report and the earlier Fissure Evaluation Summary Report. ESSW reiterated the anticipated cause of the ground cracking/earth fissures as presented in their earlier report (ESSW, 2015a) and concluded that construction at the site was feasible provided recommendations included in the report as well as civil and structural designs were implemented to reduce the potential for distress to structures and utilities. In general, structural mat foundations with a structural (geogrid-reinforced) soil mat and a sand slip -plane was recommended. Utilities, especially water and gas lines, should consider flexible or extension connectors and shutoffs. Additionally, in order to reduce the potential for fissure/sinkhole occurrence it was recommended to install a series of cutoff walls across the site, including around any planned detention basins. In September of 2016 ESSW provided a Double Ring Infiltration Testing and Report. This report was intended to be in support of the design of 3 detention/retention basins associated with the proposed residential development. The basins were planned along the northern, eastern, and southern perimeters of the site at a depth of 5 feet. Each location was tested for infiltration by means of a double -ring infiltrometer (ASTM D3385) at depths of approximately 5 feet below existing grade. The depths of these tests are not in close proximity to the proposed basin bottom elevation and, therefore, are not considered applicable. SITE RECONNAISSANCE A preliminary site reconnaissance and mark -out for dig alert purposes was performed on December 11, 2017. The site reconnaissance included surficial geological mapping, observation, rough measurement, and mapping of ground cracks, earth fissures, and sink holes, photographic documentation, and observation of distress to property line walls. The approximate location of the earth fissure features are provided on Plates 1 and 2. Where depths of these features exceeded 1 foot, the approximate range of depths are included. The depths shown are based on readily available surface observations only and do not necessarily represent the total depths of the ground cracks/earth fissures. The earth fissures/ground cracks were observed to be between hairline and up to about 1 foot in width. Where the ground cracks were significantly wider than this, they were typically classified as sink holes. The extent of the mapped earth fissures appeared to be greater than those observed previously by ESSW indicating ongoing tensional stress and earth fissure development. As noted previously by ESSW, one to two relatively parallel zones of primary earth fissures were observed along the western side of the flat -portion of the property. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 5 The perimeter masonry wall displayed four areas displaying significant distress. The approximate location of this wall distress is indicated on Plates 1 and 2. The two locations along the eastern side of the property displayed vertical to stepped cracks up to about 1/4 -inch in width with no significant vertical offset across the cracks. These cracks did not appear to have previously been patched. The southerly area of these locations is directly in line with the primary zone of earth fissuring. The easterly two of the marked locations of wall distress along the northern property line (in close proximity to each other) consist of near -vertical to stepped cracks with horizontal separations of up to about 4 inches. The easterly area of these two cracks displays a vertical offset of about 1/2 -inch up on the right side of the crack. The western crack shows a negligible vertical offset. The eastern crack appears to have been patched at least once previously and has re -cracked through the patch. The western -most of the perimeter wall cracks is up to about'/4-inch in width in a stepped pattern with no significant vertical offset across the crack. SUBSURFACE EXPLORATION The subsurface exploration conducted for the current investigation was performed on December 14 and 15, 2017 and included advancing six (6) cone penetrometer (CPT) soundings to a maximum depth of 100 feet below the surface using a 25 -ton CPT truck provided by Gregg Drilling and Testing, Inc. of Signal Hill, California. In addition to the six (6) CPT soundings, pore pressure dissipation tests (PPDT), which can aid in groundwater determination, were conducted on two (2) of the soundings (CPT -5 and -6) and seismic cone penetration testing (SCPT) was conducted on CPT -4 at 5 -foot intervals. SCPT provides an analysis of shear wave velocities for each interval. The approximate locations of the CPT soundings (identified herein as CPT -1 through CPT -6) are shown on the attached Geotechnical Map (Plates 1 and 2). Descriptive CPT logs are presented in Appendix A of this report. It should be noted that the CPT soundings, provided by Gregg Drilling, do not correlate well with the hollow stem boring logs provided by ESSW, even where they are located in relatively close proximity to one another (such as CPT -2 and B-1 or CPT -3 and B-2). Additional discussion of these discrepancies are provided in the Conclusions and Recommendations section of this report. In order to evaluate the subsurface bedrock profile, five (5) seismic refraction surveys were performed across the site (See Plates 1 & 2) by Terra Geosciences of Loma Linda, California. The seismic refraction surveys were conducted by a licensed Professional Geophysicist and utilize a 24 -channel Geometrics StrataVisor NZXP model signal enhancement refraction/reflection seismograph. Seismic refraction surveys can be used to evaluate the depth to bedrock and groundwater, the thickness of soil profiles, and generalized seismic velocity layers for rippability analysis. A rippability analysis is utilized when design cuts during grading of a site are anticipated to encounter hard bedrock. Average seismic velocities of the bedrock within PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 6 cut areas are compared to heavy bulldozer ripper performance in the Catepillar Performance Handbook. Raw refraction tomographic models and `processed' layer velocity models, which use software to anticipate subsurface conditions, are provided in Appendix A of this report. The results of the seismic refraction surveys were utilized in the geologic cross section preparation (Plate 3). Infiltration Testing A double -ring infiltrometer test (ASTM D 3385) was performed at the site on September 14, 2017 to evaluate the in-situ infiltration rate of the existing near -surface soils. As requested at the time the infiltration test was performed, the test was conducted at a depth of approximately 8 feet below the existing ground surface. Subsequent to the conclusion of this test the proposed design depth of the retention basin was increased from 8 feet to approximately 14 feet for the majority of the basin. As such the results of this test, in light of additional more recent testing, are not considered applicable. Subsequent to the completion of the early geotechnical exploration associated with the retention basin at the site, additional infiltration was requested to target both the proposed basin bottom elevation as well as selected deeper zones based on the results of the CPT soundings and previous hollow stem borings conducted by ESSW (2015). Six percolation tests (P-1 through P-6) were performed in general conformance with the referenced Design Handbook for Low Impact Development, prepared by the Whitewater River Region of the Colorado River Regional Water Quality Control Board revised in January of 2015. The results of these tests were previously provided in the referenced report by Petra (2018a) but are summarized herein for ease of reference. The percolation rates acquired were converted to infiltration rates by means of the Percolation Rate Conversion provided in the Design Handbook. The infiltration rates calculated from the percolation tests are summarized in Table 1, below: TABLE 1 Summary of Percolation Test Results* Test Location Approximate Surface Elevation (ft., MSL) Total Depth (ft.) Approximate Bottom Elevation (ft., MSL) Infiltration Rate (in./hr.) P-1 51 50 1 1.44 P-2 51 19 32 3.02 P-3 46 50 -4 4.28 P-4 46 14 32 2.97 P-5 46 56 -10 3.24 P-6 48 16 32 1.90 * Note — Percolation tests were performed in the lower 10 to 15 feet of each borehole, see Appendix C for details PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 7 The approximate locations of these test boreholes are depicted on the attached Plates 1 and 2. Please note that this included three relatively shallow tests and three relatively deep tests. Further, note that these are raw results and do not include factor of safeties. The exploration logs for Borings P-1 through P-6 are included in Appendix A of this report. Grain size analysis was performed on relatively undisturbed drive samples of onsite soils collected at the bottom of each boring in accordance with the current version of Test Method ASTM D 422. The test results are graphically presented in Appendix B of this report. Detailed percolation test results are provided in Appendix C. These results are subject to review by the controlling authorities for the subject project. FINDINGS Regional Geology The proposed Project lies within the Salton Trough region that comprises a portion of the Colorado Desert Geomorphic Province. The Salton Trough region is well known for its exposures of the San Andreas and related faults that form the margin between the Pacific and North American Plates. In southern California, these plates move right -laterally past each other along a somewhat diffuse array of faults comprising the San Andreas Fault System (Powell, 1993). The Salton Trough, however, formed as a major half -graben basin when regional crustal extension affected much of western North America in Miocene time prior to the development of the San Andreas Fault System. The modern Salton Trough is the northern part of the Gulf of California rift basin formed by oblique strike - slip motion between the North American and Pacific plates. The basin itself continues to form, engendered mainly by activity of the San Andreas Fault System. Sediments deposited within the lowland area cause partial filling of the Salton Trough. The major contributors of sediments to the Salton Trough include erosion of the San Jacinto Mountains along the western margins, the San Bernardino and Little San Bernardino to the north and northeast respectively, and the Orocopia Mountains to the east. Additionally, Colorado River delta sediments were deposited in the Salton Trough and eventually separated the Salton Trough from the ocean, which produced a region of interior drainage (a basin), which is now evident as the Salton Sea. Three to five million year old sediments within the Salton Trough basin are typically associated with shallow seas (marine: Imperial Formation) and lakes (lacustrine: Palm Spring Formation). These deposits are typically comprised of salt beds, fine-grained muds (silts and clays) and relatively minor sand and channel gravels. Pleistocene age sediments within the basin generally consist of relatively fine grained terrestrial sediments associated with lakes, slow moving streams, and sand dunes. Basin sediments typically PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 8 pinch out and interfinger with coarser grained sediments of similar age along the trough margins which include the Canebrake Formation, Ocotillo Conglomerate, and relatively young alluvial fan deposits. Throughout the Pleistocene epoch (past 2 million years), this region has received relatively fine grained sediments similar to those deposited within the basin, that interfinger with relatively coarser grained sediments derived from erosion of the hills and mountains toward the north and east. Locally, these deposits include fine grained deposits of the Palm Spring Formation and coarse grained sediments of the Canebrake Formation, Ocotillo Conglomerate and unnamed relatively younger alluvial fan deposits. Local Geology Generally, near surface soils consist mostly of undifferentiated, unconsolidated alluvial, colluvial, lake, and sand dune deposits that predominately consist of fine-grained sand and silt with lesser concentrations of gravel and clay. Colluvial and alluvial materials are concentrated along the western side of the property, abutting the bedrock ridgeline. These materials are likely interfingered with a combination of alluvial, sand dune, and lake deposits further from the bedrock ridgeline (see Plates 1 and 2). Relatively recent sand dune deposits exist at the ground surface in the northwestern portion of the site and are indicated on the Geotechnical Maps. The thickness of the unconsolidated soils increases away from the bedrock ridgeline, toward the east and northeast, and exceed 100 feet in thickness toward the northeastern side of the property. The approximate thickness of these deposits are estimated on the Geologic Cross Sections, Plate 3, which utilize information attained from the subsurface explorations (hollow stem borings and CPT soundings) and the seismic refraction study. Bedrock in the site vicinity generally consists of biotite-rich quartz diorite of pre -Tertiary age (Dibblee, 2008). Bedrock may be observed directly at the surface along the ridgeline on the west side of the property, and is anticipated to underlie the unconsolidated deposits at depth. Groundwater Groundwater was not encountered in the previous geotechnical evaluations by ESSW to the maximum depth explored (711/2 feet). Groundwater was not encountered in our borings P-1 through P-6 to the maximum depth explored (56 feet). As discussed earlier, two (2) pore pressure dissipation tests were conducted as part of the CPT soundings. The PPDT indicated that groundwater may exist at an approximate depth of about 76 feet below the existing ground surface. However, it is our professional opinion that this represents perched groundwater layers, and not static groundwater. A review of groundwater data on the California Department of Water Resources website indicates that recent (roughly the past 6 years) PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 9 groundwater measurements in the vicinity of the site is typically at a depth of about 111 to 224 feet below the existing ground surface. This data was acquired from wells 337132N1162893W001 (located about 1.8 miles northeast of the site), 336807N1162533W001 (located about 3.2 miles east southeast of the site) and 336670N1163087W001 (located about 1.6 miles south of the site). Faulting Based on our review of the referenced geologic maps and literature, no active or potentially active faults are known to project through the property. Furthermore, the site does not lie within the boundaries of an "Earthquake Fault Zone" as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act (Bryant and Hart, 2007). The Alquist-Priolo Earthquake Fault Zoning Act (AP Act) defines an active fault as one that "has had surface displacement within Holocene time (about the last 11,000 years)." The main objective of the AP Act is to prevent the construction of dwellings on top of active faults that could displace the ground surface resulting in loss of life and property. The major active fault in the Coachella Valley region is the San Andreas Fault. The San Andreas Fault extends about 750 miles from Bombay Beach in Imperial County to the Cape Mendocino area of northern California. As the San Andreas extends southeasterly through the San Bernardino area, it changes orientation and splits into several branches, is intermingled with several thrust faults, and may lose continuity. This zone of complex faulting is commonly referred to as the San Bernardino tectonic knot. The San Andreas Fault south of the San Bernardino Mountains has not experienced a large earthquake in historic time. In the northern Coachella Valley, the fault comprises the Garnet Hill, Banning and Mission Creek branches and several other smaller faults. These branches merge near the southern end of the Indio Hills and the fault continues southeast of the Indio Hills as a narrow, if not a single fault, to Bombay Beach at the Salton Sea where its surface expression disappears. This segment of the San Andreas Fault is commonly referred to as the Coachella Valley segment. Seismic Hazard Zones Through the Seismic Hazards Mapping Act, the California Geological Survey (CGS, formerly the California Division of Mines and Geology) has established Seismic Hazard Zones for many densely populated areas of Southern and Northern California. However, the CGS has not produced a Seismic Hazards Map for the La Quinta Quadrangle. The Riverside County Transportation and Land Management Agency has produced the Riverside County Land Information System (RCLIS), an interactive GIS website. Through the RCLIS, areas of susceptibility PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 10 to geotechnical concerns such as faulting, flooding, liquefaction, and subsidence have been mapped on a regional scale. Based on a review of the RCLIS for the site vicinity, no active or potentially active faults are shown in the site vicinity. The property is not located in an area marked as being sensitive to flooding but is indicated as having a low potential for liquefaction, and is marked as `susceptible' to areal subsidence. Considering the anticipated depth to groundwater in the site vicinity, a low susceptibility to liquefaction designation is considered appropriate. The site lies at the margins of an area known to be experiencing active subsidence. Additional discussions regarding subsidence are provided in the following section. Area Subsidence Subsidence is the settlement or deformation of the land surface that can be caused by several different sources including lowering of the groundwater level. Pumping and extracting large quantities of groundwater has been shown to lower the elevation or surface of the water table on the order of 50 feet or greater in some areas of the Coachella Valley (Sneed 2001, 2007, 2014). Lowering of the water level increases the effective stresses within the soil layers. When the effective stress is increased beyond the highest level that the ground has experienced in the past, the amount of consolidation of the sediments will increase somewhat significantly. Consolidation of the sediments results in ground subsidence. According to the County of Riverside Safety Element, Chapter 6.0 of the General Plan (adopted October 7, 2003), Figure S-7 Documented Subsidence Areas, the site is located within a documented subsidence area. Policy S-3.8 requires a geotechnical evaluation of subsidence if a site lies within a documented area or a susceptible area according to figure S-7. As stated in the plan "differential displacement and fissures occur at or near the valley margin, and along faults. In the County of Riverside, the worst damage to structures, as a result of regional subsidence, may be expected at the valley margins ". As stated above, the RCLIS indicates that the subject property is located in an area that is `susceptible' to ground subsidence. The site lies near the valley margin where differential ground subsidence from groundwater extraction could be magnified and lies on the border of an active subsidence area (La Quinta, Area 3) as documented by Sneed (2001, 2007, 2014). In addition, the site lies near branches of the San Andreas Fault System which could act as groundwater barrier and exacerbate any drawdown of the groundwater. The possibility of subsidence due to groundwater extraction affecting the site is judged to be high. The amount of subsidence in the La Quinta area was measured up to approximately 1.35 feet in the years from 1995 to 2010 (from Figure No. 13 in the report by Michelle Sneed with the USGS, 2014). The closest Interferometric Synthetic Aperture Radar (InSAR) time -series interpretation benchmark (LQ1) monitored as a part of the USGS research indicated a subsidence of nearly 2 feet in the period of 1995 to 2010 (Sneed, 2014, Figure 14). PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 11 This benchmark is located west of Washington Street, near Avenue 50 and about 2/3 of a mile southeast of the site Distress to the ground from subsidence effects would most likely be felt over a large area, and would generally not be isolated to one structure. However, due to the property being very near the valley margin, and because we do not know the shape and extent of any underground projections of the nearby hills, some very localized effects from the documented subsidence should be expected and are visible across the site. Review of the refraction tomographic models provided by Terra Geosciences indicates that subsurface projections and/or changes in slope of the underlying bedrock are considered likely and in several instances these projections or changes in slope appear to be generally coincident with mapped locations of the surface earth fissures. Interpretations of the subsurface bedrock profile, as well as general locations of coincident surface earth fissures are presented on the Geologic Cross Sections (Plate 3). Additional discussion of subsidence in the site vicinity has previously been provided by ESSW (2015a, b) and not all of that discussion is reiterated here. In general, we concur with the observations and conclusions regarding subsidence provided by ESSW. Hydro -collapsible Soils ESSW (2015b) conducted a total of 38 consolidation tests as part of their Geotechnical Engineering report. In their report, volume change (settlement or heave) characteristics of select undisturbed soils were determined by one-dimensional consolidation tests. These tests were performed in general accordance with the current version of the Test Method ASTM D 2435. Additionally heave or hydro -consolidation tests were performed in general accordance with the current version of Test Method ASTM D 4546, or ASTM D 5333 respectively. Axial loads were applied in several increments to laterally restrained 1 -inch -high samples. The resulting deformations were recorded at selected time intervals. The test samples were inundated at the approximate in-situ and/or anticipated design overburden pressure in order to evaluate the effect of an increase in moisture content, e.g., hydro -consolidation potential or heave. Results of these tests are graphically presented in Appendix B of this report. Hydro -collapsible soils exhibit significant strength when dry, but can lose strength and undergo settlement when saturated. Hydro -collapse is generally, but not always, associated with silts, sands and silty sands that have relatively light cementation between grains. In this scenario, collapse occurs during dissolution of the cementation, as the ground moisture increases, and subsequent weakening of the soil matrix structure. The soil samples tested by ESSW were generally classified as sandy silt to silty sand. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 12 A review of the consolidation testing conducted by ESSW indicates that 31 of the 38 tests have less than a 2 percent hydro -collapse potential. These tests exhibit an average hydro -collapse potential of 0.75 percent. The remaining 7 samples (B-1@22.5', B-2@15', B-3@27.5', B-4@15', B-5@2.5', B-5@42.5', and B- 5@47.5') provide hydro -collapse potentials of 2.1 to 4.2 percent. The total average hydro -collapse potential of all samples is 1.1 percent. Day (2000) suggests the collapse potential of 2 to 6 percent to be considered "moderate". This would suggest that the collapse potential is typically "low" across the site with select areas/depths in the "moderate' range. Our analysis of collapse tests results indicates that some residual collapse potential remains. For this reason, it is assumed that the collapse potential of the upper 20 feet of the site soils are on the order of 1 to 2 percent and the collapse potential of the soils within 20 to 40 feet below ground surface is on the order of 0.5 to 1 percent. CONCLUSIONS AND RECOMMENDATIONS General From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed development provided the following recommendations are incorporated into the design criteria and project specifications. In addition, the design of the retention basin should incorporate recommendations provided in the Stormwater Quality Best Management Practice Design Handbook for Low Impact Development, produced by the Riverside County Flood Control and Water Conservation District. There are several geologic conditions inherent to the property that may adversely impact the gross stability of the retention basin and graded slopes. These adverse geologic conditions are discussed in the following sections of this report. The recommendations provided in the following sections are intended to reduce the potential for negative impacts from future settlement and earth fissuring, both to the proposed retention basin, as well as to adjacent properties. However, as long as groundwater levels continue to fall and active subsidence continues in the Coachella Valley, no level of remediation is likely to completely eliminate the potential for future earth fissuring and related distress (both to onsite and off-site structures). The City of La Quinta should evaluate the inherent risks associated with developing, and introducing large quantities of water, to a site with active subsidence and earth fissuring. At a minimum, a maintenance program to restore the integrity of the basin after significant rainfall events and cracking and earth fissuring of the basin bottom and slopes should be anticipated. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta Effect of Proposed Grading on Adjacent Properties June 7, 2018 J.N. 17-201 Page 13 It is our opinion that the proposed grading is not expected to adversely affect the stability of adjoining properties provided that grading and construction are performed in accordance with the recommendations presented herein. However, a moderate to high potential exists for manifestation of future distress at the site related to areal subsidence and earth fissuring and this distress may not be limited to the subject property. Distress associated with this subsidence and earth fissuring have already been documented in adjacent sites (TCI, 2014, historic aerial photographs of street repairs to Eisenhower Drive). Large quantities of water entering the ground in the proposed retention basin may activate existing, or create new earth fissures that propagate offsite. Grading Plan Review The following recommendations are based on a review of the current 50 -scale proposed retention basin layout exhibit and on verbal information concerning the tentatively planned development. Therefore, once a formal grading plan is prepared, it should be reviewed by this firm with respect to the geotechnical aspects of the proposed development. Depending on the results of the grading plan review, additional investigation, recommendations and/or modification of the recommendations presented herein may be necessary. Primary Geotechnical Concerns Primary geotechnical concerns include the impact of discrepancies between CPT soundings and boring logs on conclusions drawn for site suitability as a retention basin, infiltration characteristics of basin sides and bottom soils, the ease of construction of a cut-off wall around the basin, compressibility of surficial soils, stability of the proposed basin slopes and erosion potential of site soils and slopes from concentrated rainfall events. CPT Sounding and Boring Log Discrepancies Based on comparing the six (6) hollow stem borings conducted by ESSW with the six (6) CPT soundings advanced as part of this investigation there appear to be discrepancies between the subsurface soil types described by ESSW and the CPT -generated soil -type interpretations prepared by Gregg Drilling. In general, the soils described by the boring logs are much more fine grained (primarily silt and clay) than the interpretations of the CPT soundings (primarily sand and silty sand). The soil descriptions shown on the boring logs by ESSW are typically made based on visual and tactile observations of samples collected at 21/2 to 5 -foot intervals. Unless supported by grain size analysis testing PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 14 in a laboratory, these classifications are typically subjective to the geotechnical engineer or engineering geologist who made them. Conversely, Gregg Drilling uses a proprietary CPT interpretation and plotting software for subsurface soundings. The software takes the CPT data and performs basic interpretation in terms of soil behavior type (SBT) and various geotechnical parameters using current published empirical correlations based on the comprehensive review by Lunne, Robertson and Powell (1997). Anticipated soil type and classification is provided based on the results of these nearly continuous readings. The interpretations are presented as a guide and no warranty of the correctness or the applicability of the parameters provided is made by Gregg. Based on our observations made of soils at the surface, and within the sinkholes (down to a depth of about 12 feet) it appears that, in general, the soils appeared to be more consistent with the CPT interpretations provided by Gregg Drilling (primarily consisting of fine-grained sand and silty sand). It should be noted that the CPT soundings indicated that below a depth of about 40 feet the grain size of the subsurface soils became more fine-grained (silt and clay). Careful observation of soil types should be provided during grading and excavation of the site in order to confirm these interpretations. The classification and grain size of soils remaining at the surface of the retention basin are anticipated to have a significant impact on the infiltration rate of water into the basin but is not anticipated to significantly impact other design aspects of the basin. Infiltration Characteristics of Basin Bottom and Sides Based on the results of the recent, relatively shallow (basin bottom elevation [P-2, P-4, and P-6]) percolation testing of the site (Petra, 2018a) the average anticipated infiltration rate of the basin bottom is 2.63 inches/hour at about an elevation of 32 feet above mean sea level (MSL). An appropriate factor of safety should be applied to this raw infiltration average rate. The project civil engineer and the City of La Quinta should evaluate if this infiltration rate will meet project guidelines. If not, a drywell system should be considered. If drywells are considered, the three relatively deeper percolation tests conducted may be applicable, i.e. P- 1, P-3 and P-5. It should be noted that the measured rates were achieved by selectively targeting relatively coarse-grained soils based on previous subsurface studies in the general vicinity of the conducted tests. In order for any proposed dry wells to achieve similar infiltration results selective targeting of the dry well bottom elevations should be performed by the project geotechnical engineer. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 15 In light of other design considerations, infiltration of the basin side walls should be considered to be zero, as discussed later in this report. Subsidence and Earth Fissuring As discussed previously, active subsidence and earth fissures have been documented for both the general site area (Coachella Valley) as well as directly on the project site (ground cracks, earth fissures, and sinkholes up to at least 12 feet deep). Design cuts associated with excavation of the retention basin are anticipated to remove the vast majority of these fissures and sink holes but some of these fissures (typically in the form of relatively narrow cracks) are anticipated to extend beyond a depth of 14 feet (the approximate depth of the removals to achieve basin bottom grade) and other earth fissures/sinkholes are located in slope or access road areas. Recommendations on how to address earth fissures/sinkholes that remain after design cuts are completed are provided in the following `Earthwork' section. The water that will be retained in the basin is expected to have a "healing" effect on future ground fissures and sinkholes. Ground subsidence due to the presence of collapsible soils and formation of fissures and sinkholes and subsequent movement of adjacent soils into these features are not expected to impair the basin operation. Cut-off Wall Option Construction As one option, in order to reduce the potential for adverse impact of infiltration basin water into adjacent areas, construction of a 19- to 20 -foot deep slurry or slurry -bentonite cut-off wall around the majority of the perimeter of the basin is recommended. A bentonite slurry mix is preferred due to the `self -healing' properties of the clay upon contact with a source of moisture. In the case of cement slurry, future sealing, repair, and/or replacement of sections of the cut-off wall may be necessary if damaged by subsidence and related earth fissures/ground cracks. The cut-off wall should extend at least 5 feet beyond the proposed basin bottom and be at least 1 foot thick. The approximate location and lateral limits of the proposed cut- off wall are provided on Plate 1. This cut-off wall is intended to limit the horizontal movement of water around the basin and will substantially reduce the infiltration characteristics of the basin side walls. Based on our current understanding of the subsurface geology it is not anticipated that this cut-off wall will encounter bedrock at a depth of 19 feet. However, if bedrock is encountered, the cut-off wall should extend at least 2 feet into the bedrock. A specialty contractor should be consulted to evaluate the site subsurface condition for construction of this wall. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta Slope Protection Option Construction June 7, 2018 J.N. 17-201 Page 16 As an alternative to the cut-off wall option provided above, slope protection for the basin side slopes may be considered. The approximate lateral limits of the recommended slope protection is provided on Plate 1. The slope protection should consist of a minimum 60 -mil linear low-density polyethylene (LLDPE) geomembrane (textured or smooth). The surface of the slope should be rolled smooth prior to geomembrane placement. Liner anchors may make placement of the geomembrane easier but are not considered necessary for long-term performance. All geomembrane seams must be thermally welded in the field. Anchor trenches should be provided along the top and bottom of the geomembrane. A typical section of the slope protection option is provided on Figure 2 along with additional details of construction. A specialty contractor with experience in LLDPE placement should be retained for this option. Options in addition to a cut-off wall and LLDPE placement for slope protection may be considered and should be discussed with the project geotechnical engineer. Moisture Migration Monitoring Subsequent to completion of the retention basin, at least 4 monitoring wells should be installed around the perimeter of the basin with at least 1 well located north, east, and south of the basin (outside of the cut-off wall). These monitoring wells should extend at least 5 feet below the basin bottom and consist of 2- to 3 - inch diameter slotted or perforated PVC pipe. The upper 2- to 3 -feet of the monitoring wells should be provided with solid pipe and a bentonite cap to prohibit the influx of surface water into the monitoring well. Observations of water in the monitoring wells should be conducted on at least an annual basis, when the basin has a significant amount of water in it, or whenever any potential leaks of the cut-off wall/geomembrane are suspected. Compressibility of Surficial Soils Based on a review of the collapse testing performed at the site by ESSW and our assumptions regarding the average collapse potential of the upper 40 feet of site soils, the settlement potential of the basin bottom is estimated to be on the order of 2 to 3 inches and the settlement potential of site surface bounded within the cut-off wall is estimated to be on the order of 4 to 6 inches. For this reason, construction of a flexible, bentonite slurry wall is preferable to a more rigid, cement slurry wall. Stability of Side Slopes Based on a review of the current project plans, the side slopes of the proposed basin are indicated at a slope ratio of 3:1 (horizontal:vertical). These slopes are anticipated to expose native soils consisting primarily of PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 17 lightly cemented, fine-grained sand, silty sand, and sandy silt. Based on these conditions the side slopes of the retention basin are anticipated to be grossly stable, but may experience relatively minor sloughing/slumping when saturated, and moderate erosion, especially from the west side of the basin during concentrated rainfall events. Construction of a low -height earth berm around the edges of the slopes is expected to reduce the potential for minor erosion of the slopes surface. Regular observation of the basin, especially after significant rainfall events, along with potential surface grading of the site to restore the basin side slopes should be anticipated. Erosion Potential of Site Soils The Coachella Valley experiences relatively infrequent rainfall that can be very intense at times, including microbursts and flash flooding. Concentrated runoff can cause significant erosion, which is further exacerbated in areas where earth fissures are present. Surface runoff to the site is restricted by adjacent development from the north, east, and south. Water entering the site via storm drains from Eisenhower Drive is anticipated to be engineered such that erosion potential adjacent to storm drain outlets is relatively minor. However, uncontrolled surface water runoff from the bedrock ridgeline on the west side of the site is anticipated to cause moderate to significant erosion and soil transport adjacent to and/or into the basin. This erosion potential includes a moderate potential of rolling/falling rock from the ridgeline as evidenced from `roll-out' boulders observed onsite. This erosion potential constitutes an ongoing maintenance concern and will need to be evaluated and addressed after significant rainfall events. To the extent possible, slope and access road gradients will need to be restored and gullies filled after each significant rainfall event in order to minimize the impact of erosion. Earthwork General Earthwork and Grading Specifications All earthwork and grading should be performed in accordance with all applicable requirements of the Grading Code of the City of La Quinta, and the Grading Manual of the County of Riverside, California, in addition to the recommendations presented below. Site Clearing All grasses, weeds, brush and similar vegetation should be stripped and removed from the site. All trash and any construction debris should also be removed from the site. During site grading, laborers should manually remove any vegetation and other deleterious materials that were missed during clearing and grubbing operations. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 18 The project geotechnical consultant should be notified at the appropriate times to provide observation and testing services during clearing operations to verify compliance with the above recommendations. In addition, should any buried structures or unusual or adverse soil conditions be encountered during clearing operations or during grading that are not described or anticipated herein, these conditions should be brought to the immediate attention of the geotechnical consultant. Excavation Characteristics Based on the results of the exploratory test pits, borings, and soundings within the limits of proposed grading and on our prior experience with grading in the general area, onsite soil materials (existing fill, dune sand, colluvium, alluvium, and lake deposits) will be readily excavatable with conventional earth- moving equipment. Bedrock is not anticipated to be encountered during excavation of the retention basin. Disposal of Oversize Rock Relatively minor quantities of oversize rocks (greater than 12 inches in maximum dimension) may be encountered during excavation of the retention basin. It is generally anticipated that the oversized unoxidized rocks will not break into fragments smaller than 12 inches in dimension without a significant degree of additional effort (i.e., track walking by bulldozer, wheelrolling by scraper, discing, etc.). Rocks greater than 12 inches that are not broken down easily during grading should be stockpiled onsite away from the basin, or disposed of offsite. Ground Preparation All existing undocumented fill should be removed down to native materials. The majority of these materials are anticipated to be removed by design cuts during excavation of the retention basin. However, any undocumented fill remaining at design grades within the near vicinity of the perimeter of the basin should be removed down to native soil and then replaced as compacted fill back to design grade. Within the remainder of the site, it is anticipated that native soils may be cut to design grades. No overexcavation or surficial reprocessing of the exposed surfaces is considered necessary. In fact, care should be taken to minimize disturbance or not to excessively compact native soils exposed at design grade as this may negatively affect infiltration potential. As stated previously, it is anticipated that the vast majority of the existing ground cracks, earth fissures, and sinkholes will be removed as a result of the proposed retention basin excavation. Where open voids or sinkholes remain at design grade these voids should be `chased out' and overexcavated until a competent bottom is achieved and then backfilled with compacted fill. As an alternative, any remaining earth fissures PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 19 exposed at finish grades may be filled with bentonite chips. Areas that receive bentonite chips or where native soil is removed and replaced as compacted fill are anticipated to have a reduced infiltration potential. Fill Placement All fill should be placed in 6- to 8 -inch -thick maximum lifts, watered or air-dried, as necessary, to achieve a moisture content that is equal to or slightly above optimum moisture content (to a maximum of approximately 3% to 5% above optimum) and then compacted in-place to a minimum relative compaction of 90 percent. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with Test Method ASTM D1557. Cut Slope Stability Cut slopes are proposed at a maximum slope ratio of 3:1 (horizontal to vertical) with a maximum height of approximately 14 feet. Based on this configuration and the anticipated native soils exposed at design grade the proposed cut slopes are grossly stable as planned. While not anticipated based on the relatively low infiltration rate anticipated for the basin (0.4 inches/hour), if a rapid draw -down condition occurs during infiltration of the storm water, surficial sloughing/slumping of the basin side slopes may occur. Geotechnical Observations, Testing During Grading and Initial Basin Testing Observations of the clearing operations, removal of existing undocumented fill, cut slope construction, and general grading procedures should be provided by this firm. Fills should not be placed without prior approval from this firm. A representative of this firm should also be present onsite during grading operations and storm drain installation to verify proper placement and adequate compaction of all fills, as well as to verify compliance with the other recommendations presented herein. An inspection of the basin should be performed by a representative of this firm immediately after the first storm to deposit significant water in the basin, once the water has dissipated. The sides and bottom of the basin should be observed for any sign of excessive deformation. Additionally, Petra should be notified of any significant erosion or deformation of the basin noted by the city so that direct observations may be made and appropriate recommendations provided. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta Post -Grading Considerations Utility Lines and Trenches June 7, 2018 J.N. 17-201 Page 20 We recommend that storm drain lines extending to the site be equipped with flexible joints. Utility -trench backfill within the site should be compacted to a minimum relative compaction of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction should be used. Density testing, along with probing, should be performed by the project geotechnical consultant or his representative to document adequate compaction. Utility -trench sidewalls deeper than 4 feet should be laid back at a ratio of 1:1 (h:v) or flatter or braced. A trench box may be used in lieu of shoring. If shoring is anticipated, the project geotechnical consultant should be contacted to provide design parameters. For trenches with vertical walls utilizing shoring, backfill should be placed in approximately 1- to 2 -foot thick loose lifts and then mechanically compacted with a hydra -hammer, pneumatic tampers or similar compaction equipment. For deep trenches with sloped walls, backfill materials should be placed in approximately 8- to 12 -inch -thick loose lifts and then compacted by rolling with a sheepsfoot tamper or similar equipment. To avoid point loads and subsequent distress to asbestos, clay, cement or plastic pipe, bedding material should be placed below the pipe and extend to at least 1 -foot above the pipe in areas where excavated trench materials contain significant rock. Bedding materials should be moisture conditioned and compacted prior to placement of backfill For shallow trenches where pipe may be damaged by mechanical compaction equipment, such as under building floor slab, imported clean sand or on-site soils exhibiting a sand equivalent value (SE) of 30 or greater may be utilized. The sand backfill materials should be watered to achieve near optimum moisture conditions and then tamped in place. No specific relative compaction will be required; however, observation, probing, and, if deemed necessary, testing should be performed by a representative of the project geotechnical consultant to document that the sand backfill is adequately compacted and will not be subject to excessive settlement. Additional discussion and recommendations for utility line development for the project are provided in the referenced report by Petra (2018b). PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta General Corrosivitv Screening June 7, 2018 J.N. 17-201 Page 21 As a screening level study, limited chemical and electrical tests were performed by ESSW (2015b) on samples of onsite soils to identify potential corrosive characteristics of these soils. The following section presents a portion of the test results and an interpretation of current codes and guidelines that are commonly used in our industry as they relate to the adverse impact of chemical contents of the site soils and their associated moisture on various components of the proposed structures in contact with site soils. Concrete in Contact with Site Soils Soils containing soluble sulfates beyond certain threshold levels as well as acidic soils are considered to be detrimental to long-term integrity of concrete placed in contact with such soils. For the purpose of this study, soluble sulfates (S042-) concentration in soils determined in accordance with California Test Method No. 417. Soil acidity, as indicated by hydrogen -ion concentration (pH), was determined in accordance with California Test Method No. 643. The soil acid severity rating is adopted from The United States Department of Agriculture, Natural Resources Conservation Service classification. Article 1904.1 of Section 1904 of the 2016 CBC indicates that structural concrete shall conform to the durability requirements of ACI 318. Concrete durability is impacted by exposure to water soluble chemicals and its resistance to fluid penetration. Section 19.3 of Chapter 19 of ACI 318-14 provides guidelines for assigning exposure categories and classes for various conditions. Exposure Category S, which is subdivided to four Exposure Classes of SO, Sl, S2 and S3, applies to concrete in contact with soil or water containing deleterious amounts of water soluble ions. The results of our limited in-house laboratory tests indicate that on-site soils contain a water-soluble sulfate content that range from 0.0193 to 0.0344 percent by weight. Based on Table 19.3.1.1 of ACI 318-14, the Exposure Class SO is appropriate for onsite soils. For this exposure class, Table 19.3.2.1 of ACI 318-14 provides that no restriction for cement type or maximum water -cement ratio for the fresh concrete would be required. Further, this table indicates that the concrete minimum unconfined strength should not be less than 2,500 psi. The results of limited in-house testing of representative samples indicate that soils within the subject site are strongly alkaline with respect to pH (a pH of 8.63 to 8.69). Based on this finding and according to Table 8.22.2 of Caltrans' 2003 Bridge Design Specifications (2003 BDS) requirements (which consider the combined effects of soluble sulfates and soil pH), a commercially available Type II Modified cement may be used. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 22 The guidelines provided herein should be evaluated and confirmed, or modified, in its entirety by the project structural engineer and the contractor responsible for concrete placement for structural concrete used in exterior and interior footings, interior slabs on -ground, garage slabs, walls foundation and concrete exposed to weather such as driveways, patios, porches, walkways, ramps, steps, curbs, etc. Masonry Block Walls Construction on Level Ground The following recommendations are provided in case repairs to the existing, property line masonry wall or new masonry block walls are considered. Footings for masonry block walls proposed on level ground should be designed with a bearing value of 1,000 pounds per square foot for 12 -inch -wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. No increase in bearing value may be used for wider or deeper footings for this condition. The recommended allowable bearing value includes both dead and live loads, and may be increased by one-third for short duration wind and seismic forces. In addition, a reduced passive earth pressure of 150 pounds per square foot per foot of depth, to a maximum value of 1,500 pounds per square foot, should be used to resist lateral loads. A coefficient of friction of 0.30 times the dead load forces may still be used between concrete and the supporting soils to determine lateral sliding resistance. The above values may be combined without reduction provided the lateral sliding resistance does not exceed one-half the dead load. An increase of one- third of the above values may also be used when designing for short duration wind or seismic forces. As a minimum, the wall footings should be embedded at a minimum depth of 18 inches below the lowest adjacent final grade. The footings should also be reinforced with a minimum of two No. 4 bars, one top and one bottom. In order to reduce the potential for unsightly cracking related to the possible effects of differential settlement and/or expansion, positive separations (construction joints) should also be provided in the block walls at each corner and at horizontal intervals of approximately 20 to 25 feet. The separations should be provided in the blocks and not extend through the footings. The footings should be poured monolithically with continuous rebars to serve as effective "grade beams" below the walls. It should be noted that should subsidence and earth fissuring in the area continue, that existing and new walls will continue to experience a moderate to significant potential for distress and no amount of conservative engineering or design will completely eliminate that potential. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta Exterior Concrete and Asphalt Flatwork General June 7, 2018 J.N. 17-201 Page 23 Due on the ongoing hazard and increased possibility of distress from subsidence and earth fissures, the placement of concrete and/or asphalt flatwork within the site is not recommended. Flexible surface coverings such as stone pavers, decomposed granite, or gravel should be considered instead, if desired, for access roads and pedestrian trails. FUTURE IMPROVEMENTS AND/OR GRADING If the configuration of the basin or related improvements alter significantly this office should be notified immediately so that we may provide updated geotechnical recommendations. Construction of improvements is particularly critical on or near the tops of descending slopes. Therefore, it is recommended that we be engaged to review the final design drawings, specifications and grading plan prior to any new construction. If we are not provided the opportunity to review these documents with respect to the geotechnical aspects of new construction and grading, we take no responsibility for misinterpretation of our recommendations presented herein. REPORT LIMITATIONS This report is based on the proposed project and geotechnical data as described herein. The materials encountered on the project site, described in other literature, and utilized in our investigation are believed representative of the project area, and the conclusions and recommendations contained in this report are presented on that basis. However, soil and bedrock materials can vary in characteristics between points of exploration, both laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and testing by a geotechnical consultant during the grading and construction phases of the project are essential to confirming the basis of this report. To provide the greatest degree of continuity between the design and construction phases, consideration should be given to retaining Petra for construction services. This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the same locale and time period. The contents of this report are professional opinions and as such, are not to be considered a guarantee or warranty. This report should also be reviewed and updated after a period of one year or if the project concept changes from that described herein. PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta June 7, 2018 J.N. 17-201 Page 24 This report has not been prepared for use by parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. This opportunity to be of service is sincerely appreciated. Please call if you have any questions pertaining to this report. Respectfully submitted, PETRA GEOSCIENCES, INC. Shaun Wilkins Senior Project Geologist CEG 2665 SHW/SJ/lv Siamak Jafroudi, PhD Senior Principal Engineer GE 2024 *JA FESSIOFj�,(co yNo. GE002024 I Do cc ** gC��lECHOGPQ�\ �OF C10— W:\2014-2019\2017\200\17-201 Michael Baker International (Eisenhower SD Project, La Quinta) \Reports\17-201 110 Geotechnical Evaluation and Plan Review.docx PETGEOSCIERA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta REFERENCES June 7, 2018 J.N. 17-201 Page 25 American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary, Committee 318. Bryant, W.A., and Hart, E.W., 2007, Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, California Geological Survey, Special Publication 42. California Building Standards Commission, 2016, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2. California Department of Water Resources (DWR), 1979, Coachella Valley Area Well Standards Survey, Memorandum Report, August 1979. , 2016, Water Data Library, http://www.water.ca.gov/waterdatalibrary/ Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Wills, C.J., 2003, "Revised 2002 California Probabilistic Seismic Hazard Maps": California Geological Survey, June 2003. County of Riverside Safety Element, Chapter 6 of the General Plan (adopted October 7, 2003). Day, Robert W., 2000, Geotechnical Engineers Portable Handbook, McGraw Hill, Table 9.6. Dibblee, T.W. JR., 2008, Geologic Map of the Palm Desert & Coachella 15 Minute Quadrangles, Riverside County, California: Dibblee Geology Center Map DF -373, scale 1:62,500. Earth Systems Southwest, 2015a, Fissure Evaluation Summary Report, APN 658-420-031, 658-170-015 &-016, Northwest Corner of Avenida Fernando & Eisenhower Drive, La Quinta, Riverside County, California, File No. 50376-01, Document No. 15-04-712, dated April 30. , 2015b, Geotechnical Engineering Report, APN 658-420-031, 658-170-015&-016, Northwest Corner of Avenida Fernando & Eisenhower Drive, La Quinta, Riverside County, California, File No. 50376- 01, Document No. 15-10-703R, dated October 2. , 2016, Double Ring Infiltration Testing and Report, Proposed La Quinta Quail Ridge, APN's 658-420- 31, 658-170-015&-016, NWC Eisenhower Drive & Avenida Fernando, La Quinta, Riverside County, California, File No. 50376-01, Document No. 16-09-710 dated September 26. Jennings, C.W.; 1994; Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions; Division of Mines and Geology, Geologic Data Map No. 6, map scale 1:750,000. Jones, L.M.; Hutton, K.L.; Given, D.D.; Allen, C.R.; 1986; The North Palm Springs, California, Earthquake Sequence of July 1986; Bulletin of the Seismological Society of America, Vol. 76, No. 6, pp. 1830 - 1837, December 1986. Kahle, J.E.; Hart, E.W.; Borchardt, G.; Manson, M.W.; 1987; Surface Rupture Associated with the North Palm Springs Earthquake of July 8, 1986 - Banning and Related Faults, Riverside County; California Division of Mines and Geology, Fault Evaluation Report FER-185, Report dated August 7, 1987. Landmark, 2015, Pavement Evaluation, Northbound of Eisenhower Drive between Avenida Fernando & Coachella Drive, La Quinta, California, LCI Report No.: LP15091, dated October 16. PETRA SOLID AS A ROCK CITY OF LA QUINTA c/o Michael Baker International Eisenhower Drive Project/La Quinta REFERENCES June 7, 2018 J.N. 17-201 Page 26 Lunne, T., Robertson, P.K. and Powell, J.J.M., 1997, Cone Penetration Testing in Geotechnical Practice, E & FN Spon. ISBN 0 419 237 50. Michael Baker International, 2018, Proposed Retention Basin Layout Exhibit, Slope Protection Option — Alternative, La Quinta, CA, JN 155555, 1 Sheet, 50 Scale, dated February 13. Morton, D.M,; Campell, R.H.; Jibson, R.W.; Wesson, R.L.; Nicholson, C.; 1989; Ground Fractures and Landslides Produced by the North Palm Springs, California Earthquake of July 8, 1986; Pubications of the Inland Geological Society, Vol. 2, pp. 183-196, 1989. Petra, 2018a, Design -Phase Percolation Study, Proposed Eisenhower Drive Storm Drain/Basin Project, City of La Quinta, Riverside County, California, J.N. 17-201, dated May 22. , 2018b, Preliminary Geotechnical Evaluation, Eisenhower Drive Storm Drain Project, City of La Quinta, Riverside County, California, J.N. 17-201, dated May 30. Powell, R.E., 1993, Balanced Palinspastic Reconstruction of pre -late Cenozoic Paleogeology, Southern California: Geologic and Kinematic Constraints on Evolution of the San Andreas Fault System, in Powell, R.E., Weldon, R.J., II., and Matti, J.C., eds., The San Andreas Fault System: Displacement, Palinspastic Reconstruction, and Geologic Evolution, Geological Society of America Memoir 178, p. 1-106 Riverside County Flood Control and Water Conservation District, 2014, Stormwater Quality Best Management Practice, Design Handbook for Low Impact Development, dated June. Riverside County Transportation and Land Management Agency, 2013, The Riverside County Land Information System, Version 131127, http://www3.tlma.co.riverside.ca.us/pa/rclis/index.html, dated October 7. Sneed, M., 2001; Detection and Measurement of Land Subsidence Using Global Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley, California, 1996-1998, U.S. Geological Survey, Water -Resources Investigations Report 01-4193. , 2007; Detection and Measurement of Land Subsidence Using Global Positioning System Surveying and Interferometric Synthetic Aperture Radar, Coachella Valley, California, 1996-2005, Scientific Investigations Report 2007-5251, United States Geological Survey. Sneed, M., Brandt, J.T., Solt, M., 2014, Land Subsidence, Groundwater Levels, and Geology in the Coachella Valley, California, 1993-2010, USGS, Scientific Investigation Report 2014-5075. TerraPacific Consultants, Inc., 2014, Limited Geotechnical Evaluation of Earth Fissures, Legacy Villas at La Quinta HOA, Retention Basin No. 5 and 48-785 through 48-809 Legacy Drive, La Quinta, California, File No. 29106.3, dated October 24. PETGEOSCIERA SOLID AS A ROCK FIGURES AND PLATES PETGEOSCIERA SOLID AS A ROCK 1 Deep Can!Jon.Storntt'uate7 eft ?net Wells IROQUOIS DR *S-1.� FC0 CIF - •Z... \ ""Nc ",ffigillii • ra z 1 - 0 PsA AM\ V!S1A' L'4c r • 44 AVENUE A) a 16'I111) 200 SITE • \/1 DR LAGQ ne AVENUE 50 r igleam iiiiA �, 1 dim 111111111111 III ve k 411111 11 d�i�L'� .,.,bibIII NDA LA FONDA w AVENUE 52) MONTEZUMA CALLE HIDALGO CALLE SINALOA CALLE DURANGO CALLE SONORA CALLE ENSENADA a L u nta Q CALLE NOGALES CALLE CHIHUAHUA t T g a hi 2 0 VIA 3q ORENCE- AVENUE 48 ll 1 DESCANSO.LN VlA MELOD!A lar a o�i11b CALLE TAMPICCM cct PINA CITRUS I DEACON DR E 4E Rr PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92626 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA SITE LOCATION MAP NW Corner of Eisenhower Dr and Ave Fernando La Quinta, California PETRA GEOSCIENCES'' DATE: June, 2018 J.N.: 17-201 Figure 1 Excavated materials from the anchor trench may be reused as fill compacted to a minimum relative compaction of 90 percent. The anchor trench is to be free of debris and loose material prior to LLDPE placement. Care should be taken to avoid puncturing the geomembrane during compaction. Minimum 60mi1 linear low-density polyethylene (LLDPE). Roll surface smooth prior to placement and anchor in place. All geomembrane seams must be thermally welded in the field. Round Corner Anchor Trench, J, see additional notes above 2' Min. Min. Proposed 3:1 Slope Min. 2' Min. 2' Min. Round Corner 0 4 8 Approximate Scale: 1" = 8' PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92626 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA RETENTION BASIN GEOMEMBRANE DETAIL Eisenhower Drive Retention Basin La Quinta, California pETRABI DATE: June, 2018 GEOSCIENCES'w J.N.: 17-201 Figure 2 PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92626 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA _ 38 \`/ 'y r �I. — 3hZ rees, .L� I rres t l I i ti Approximate Location of Distressed Perimeter Wall GRADING LIMITS/ DAYLIG T LINE if 1 3 QcoIIQa Cut -o 1.5 • -- —I — 0 dr ' • 1 -. opo sed Slope Prot r a-on_Oplon 12' WIDE PEDESTRIAN -.7 EASEMENT PIPE LI //\/ PROPOED RETENTION': BASIN WSE 70 BOTTQ 1=32.00 =1B/ SIN STORAE=56.52 xima�te Loc- ion ssed Peri -ter Wall A afu Qs QcoI/QaI QaIIQs EXPLANATION Undocumented Artificial Fill Dune Sand Deposits Colluvium and Alluvial Deposits, Undifferentiated Dune Sand, Alluvial and Lake Deposits, Undifferentiated Circled Where Buried (qd� Bedrock - Pre -Tertiary Quartz Diorite, Circled Where Buried — Geologic Contact, Queried Where Uncertain sk) Visually Observed Ground Crack as of 12/11/17, ? Dashed Where Approximate, Queried Where Uncertain, Approximate Depth Shown in Feet Approximate Location of Earth Fissure Based on Surface Expressions (TCI, 2014) Visually Observed Sinkhole/Zone of Depression, Approximate Depth Shown in Feet CPT -6 Approximate Location Of Cone Penetrometer (CPT) Sounding (Current Investigation), TD = Total Depth SL -5 Approximate Location of Seismic Refraction Survey P-6 Approximate Location of Deep Percolation Test (Current Investigation), TD = Total Depth B-6 Approximate Location Of Exploratory Boring (ESSW, 2015b) TD = Total Depth TP -3 ' r Approximate Location of Exploratory Test Pit (ESSW, 2015a) TD = Total Depth Geologic Cross Section PROPERTY LINE Location erimeter Wall ed Slope ion Option Az Doff W Base Map Reference: Michail arc J.N. 155555, 1 Sheet, 50 Scale, date PROP. 15' ACCESS ROAD CATV E roposed Retention Basin Layout Exhibit, Slope Protection Option - Alternative 0 ell Site ption r 40 80 AVEN,IDA FERN Scale: 1" = 40' GEOTECHNICAL MAP Retention Basin Layout Exhibit Eisenhower Drive Retention Basin La Quinta, California PETRA GEOSCIENCES" DATE: June, 2018 J.N.: 17-201 Plate 1 ea 4 •a. 4,4 1 ` 1 f • ISL` } - .fit . .` *'t • • 4 • . -lei • F ! Approximate Location �\ (-• . .1 • dr of Distressed Perimeter Wall ♦. _, 'Ai CPT -4 TD=100' EXPLANATION afu Undocumented Artificial Fill QS Dune Sand Deposits QcoI/QaI QaIIQs Colluvium and Alluvial Deposits, Undifferentiated Dune Sand, Alluvial and Lake Deposits, Undifferentiated Circled Where Buried Bedrock - Pre -Tertiary Quartz Diorite, Circled Where Buried Geologic Contact, Queried Where Uncertain Visually Observed Ground Crack as of 12/11/17, ? Dashed Where Approximate, Queried Where Uncertain, Approximate Depth Shown in Feet Approximate Location of Earth Fissure Based on Surface Expressions (TCI, 2014) Visually Observed Sinkhole/Zone of Depression, Approximate Depth Shown in Feet CPT -6 SL -5 Approximate Location Of Cone Penetrometer (CPT) Sounding (Current Investigation), TD = Total Depth Approximate Location of Seismic Refraction Survey Approximate Location of Deep Percolation Test (Current Investigation), TD = Total Depth Approximate Location Of Exploratory Boring (ESSW, 2015b) TD = Total Depth Approximate Location of Exploratory Test Pit (ESSW, 2015a) TD = Total Depth Geologic Cross Section CPT -1 TD=66.5'd: B 4 y , ' .ase Map Reference: Google Earth, 2017, Image datApril 30, 2017 PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92626 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA GEOTECHNICAL MAP Google Earth Aerial Image Eisenhower Drive Retention Basin La Quinta, California PETRA GEOSCIENCES J.N.. 17-201 DATE: June, 2018 Plate 2 A N9E w^ A' � _ W cd.. 120,` - 120 N . wr , c� LI cu w - 0 2 "-' c.) c ••W U w . N CO N •1 ° •o $� Avenida r r I N - I 0 a ' •7a 80 - . •• J r a Existing Grade . J . r 1 M ... ' 1 1 - 1 H •. - . ■ o M li Cl) O. .. .. 40 r - 40 1 Cut-off WaII - 111 - . .1- ' ' ... - . .. - 1- - - - - Cut-off Wall w _ w a s See Figure 2 for Slope Protection Details TD=50.5' =. ' .. - _ _ �• TD=61' • = •' I =50' • -40 • d -40 • T9=100' TD= 0 ' q . •- • ? -80 B North z w -80 North Z Cu' B C ., C 120— M o 120 c —120 w -c —120 o - o -0 0 o - 0•� 0 o •W �'? •� �o R — R 'o ° 0. R — 80 Existing Grade I o i ... a 1 — 80 80 Existing Grade 1 � a .-. 1 80 - J a •sting Grade a �; - J tO N a. Existing Grade �„� m Pt.,.. I m m v �d j ��� 40 — qd 'r — 40 40 — — 40 7Qcol/QaI `� TD=11' - ‹t -off Wall ! Proposed Grade Proposed Grade .� Cut-off Wall Qcol/Qa1 CCu Proposed Grade _ Cut-off Wall - — QaI/Qs — QaI/Q$ _ 0 ...„.........2....... � QaI/QS TD _ - 49' QaI/Qs 0` �� =51.5' 0 - ....... - QaI/Q$ - ' TD=71 5' - -s- - -s- - — — q d — q d — -40 — -40 -40 -40 - ,�;�� TD 99' - qd `moi - ? — q d — — -80 D 120— Z N53E w —� — -80 -80 -80 D' E N53E E3 _7 120 120— —120 b a in m in m a o • c 0 �. V c Q c - - U � —cii 0 d U cu •5 o - - U U - R •° ' - 1 a R R 1 1 R 80 Existing Grade 1 d . (0 I — 80 80 — I 1 — 80 - / CO IL Existing Grade Eisenhower Drive - - Existing Grade 1- Existing Grade Coachella Drive - m 0. ) 0. �--� .. v CO \ COH 40 — q d \ — 40 40 — — 40 �4 d �� `� q Cut-off Wal Proposed Grade �� Cut-off Wa I `Cut-off Waller Proposed Grade -*� Cut-off Wall NQcol/QaI „ \ Qcol/QaI — �.2 QaI/Qs — — •\ �-� Q al/ Qs — 0 TD -51.5 ' TD=49' — 0 0 QaI/Qs TD _ 51 5' 0 - �� QaI/Qs - - , - Allb ��=2Z__—,�---_. �.`— ?� TD -71.5' QaI/Qs -40 — q , - -40 -40 — q d — — , — -40 - TD=99' - TD=100' qd ` qd —.-. �� .1 — �? — -80 -80 :$0 -- -80 F co F"N F' G N " G' 120 —120 120— —120 EXPLANATION a°3 $ Q, - o 0 - - afu Undocumented Artificial Fill - Existing Grade. �a Existing Grade -.=. • �' QCOI/QaI Colluvium and Alluvial Deposits, Undifferentiated — R 1°- R — R I R — $� I 1 M I. $� 80 I ' 1 80 QaI/QS Dune Sand, Alluvial and Lake Deposits, Undifferentiated - �� N � a Existing Grade Eisenhower Drive - - r . Existing Grade Eisenhower Drive - qd Bedrock -Pre-Tertiary Quartz Diorite afu .. ~ — Geologic Contact, Queried Where Uncertain 40 — col/ — 40 40 qd — 40 0 4o so ��� — !`� Approximate Zone Observed Surface Earth Fissuring Cut-off Wel .Ntrl �C Proposed Grade cle Cut-off Wall Cut-off Wal �1cQl/�1a1 Proposed p &l ie' Cut-off Wall of = Scale: 1" 40' - - - •r - QaI/Qs Approximate Location of Cone Pentrometer (CPT) P ETRA G EOSC I E N C ES, INC. — — ` —� — CPT -6I Sounding (Current Investigation), TD -Total Depth 1 3186 Airway Avenue, Suite K Costa Mesa, California 92626 0 qd — 50' 0 0 �, 5, �7 �.�.- 0 PHONE: (714) 549-8921 —SL -5 Approximate Location of Seismic Refraction Survey COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA TD=591-'••• qd TD=61' �� - - - — - GEOLOGIC CROSS SECTIONS ,7 — — B-6 Approximate Location of Exploratory Boring 1 -40— -40 -40— qd -40 (ESSW, 2015b), TD = Total Depth Eisenhower Drive Retention Basin La Quinta, California - - - - TP -3 Approximate Location of Exploratory Test Pit ♦ DATE: June, 2018 — — (ESSW, 2015a), TD = Total Depth — v PETRA J.N.: 17-201 Plate 3 -80 -80 -80 -- -80 APPENDIX A CONE PENETRATION TEST (CPT) SOUNDINGS HOLLOW STEM BORING LOGS (FROM PETRA, 2018a) SEISMIC REFRACTION TOMOGRAPHIC AND LAYER VELOCITY MODELS HOLLOW STEM BORING LOGS (ESSW, 2015b) TEST PIT LOGS (ESSW, 2015a) PETGEOSCIERA SOLID AS A ROCK Key to Soil and Bedrock Symbols and Terms P�T"AA Unified Soil Classification System Fine-grained Soils Coarse-grained > 112 of materials is Soils smaller than #200 > 1/2 of materials is sieve larger than #200 sieve The No. 200 U.S. Standard Sieve is about the smallest • article visible to the naked eye GRAVELS more than half of coarse fraction is larger than #4 sieve Clean Gravels (less than 5% fines) GW Well -graded gravels, gravel -sand mixtures, little or no fines GP Poorly -graded gravels, gravel -sand mixtures, little or no fines Gravels with fines GM Silty Gravels, poorly -graded gravel -sand -silt mixtures GC Clayey Gravels, poorly -graded gravel -sand -clay mixtures SANDS more than half of coarse fraction is smaller than #4 sieve Clean Sands (less than 5% fines) SW Well -graded sands, gravelly sands, little or no fines SP Poorly -graded sands, gravelly sands, little or no fines Sands with fines SM Silty Sands, poorly -graded sand -gravel -silt mixtures SC Clayey Sands, poorly -graded sand -gravel -clay mixtures SILTS & CLAYS Liquid LimitCL Less Than 50 ML Inorganic silts & very fine sands, silty or clayey fine sands, clayey silts with slight plasticity medium Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays OL Organic silts & clays of low plasticity SILTS & CLAYS Liquid Limit Greater Than 50 MH Inorganic silts, micaceous or diatomaceous fine sand or silt CH Inorganic clays of high plasticity, fat clays OH Organic silts and clays of medium -to -high plasticity Highly Organic Soils PT Peat, humus swamp soils with high organic content Grain Size Description Sieve Size Grain Size Approximate Size Boulders >12" >12" Larger than basketball -sized Cobbles 3 - 12" 3 - 12" Fist -sized to basketball -sized Gravel coarse 3/4 - 3" 3/4 - 3" Thumb -sized to fist -sized fine #4 - 3/4" 0.19 - 0.75" Pea-sized to thumb -sized Sand coarse #10 - #4 0.079 - 0.19" Rock salt -sized to pea-sized medium #40 - #10 0.017 - 0.079" Sugar -sized to rock salt -sized , fine #200 - #40 0.0029 - 0.017" Flour -sized to sugar -sized to Fines Passing #200 <0.0029" Flour -sized and smaller Laboratory Test Abbreviations Trace MAX Maximum Dry Density MA Mechanical (Particle Size) Analysis EXP Expansion Potential AT Atterberg Limits SO4 Soluble Sulfate Content #200 #200 Screen Wash RES Resistivity DSU Direct Shear (Undisturbed Sample) pH Acidity DSR Direct Shear (Remolded Sample) CON Consolidation HYD Hydrometer Analysis SW Swell SE Sand Equivalent CL Chloride Content OC Organic Content RV R -Value COMP Mortar Cylinder Compression Sampler and Symbol Descriptions SZ Approximate Depth of Seepage Z Approximate Depth of Standing Groundwater Modified California Split Spoon Sample Standard Penetration Test Bulk Sample {t Shelby Tube No Recovery in Sampler Modifiers Trace < 1 Few 1 - 5% Some 5-12% Numerous 12 - 20 % Bedrock Hardness Soft Can be crushed and granulated by hand; "soil like" and structureless Moderately Hard Can be grooved with fingernails; gouged easily with butter knife; crumbles under light hammer blows Hard Cannot break by hand; can be grooved with a sharp knife; breaks with a moderate hammer blow Very Hard Sharp knife leaves scratch; chips with repeated hammer blows Notes. Blows Per Foot: Number of blows required to advance sampler 1 foot (unless a lesser distance is specified). Samplers in general were driven into the soil or bedrock at the bottom of the hole with a standard (140 lb.) hammer dropping a standard 30 inches unless noted otherwise in Log Notes. Drive samples collected in bucket auger borings may be obtained by dropping non-standard weight from variable heights. When a SPT sampler is used the blow count conforms to ASTM D-1586 EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-1 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +/- 51' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith ology Material Description W T E R Samples Laboratory Tes s Blows perr 6 in.e o B I k Moisture Content (%) Dry Density (pcf) Other Lab Tests 0 — — 5—.. • : UNDOCUMENTED FILL (afu) 8 18 28 1.6 2.5 0.9 6.9 23.0 1.1 90.6 91.3 88.9 86.2 92.5 98.2 Sandy Silt (ML): light yellowish -brown, dry, firm, very fine-grained sand, with trace fine-grained gravel. @ 2': becomes stiff. 10 _ :.. • DUNE SAND. ALLUVIAL AND LAKE DEPOSITS (Oal/Os), Undifferentiated Sandy Silt (ML): light yellowish -brown, dry, very stiff, very fine-grained sand, slightly micaceous and porous. © 10': becomes Tight yellowish -gray. 18 20 24 15 •--N. — : :.. :: • Sand (SP): off-white, dry, medium dense, very fine- to fine-grained sand, with 10 14 19 few silt. 20 — Silt (ML): Tight yellowish -brown, to light yellowish -gray, dry to slightly moist, 20 20 31 hard, slightly micaceous. 25 — Silty Sand (SM): light gray, slightly moist, medium dense, very fine-grained 8 11 19 sand, slightly micaceous. 30 : •• s Sand (SP): off-white, dry, dense, very fine- to fine-grained sand, with few silt. 10 18 29 PLATE A-1 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-1 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +/- 51' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith- ology Material Description W T E R Samples Laboratory Tests Blows per 6 in. o r e B I k Moisture Content (%) Dry Density (pcf) Other Lab Tests 35 _t• :::18 i @ 35': becomes light yellowish -brown, very fine-grained sand, with some silt. 10 24 2.4 2.5 27.8 6.2 95.2 96.8 91.1 90.6 HYD — 40 — Silt (ML): light gray, and olive brown mottled, slightly moist to moist, stiff, with light limonite staining, slightly porous. 7 18 25 ---r"• Sand (SP): light gray, slightly moist, dense, very fine-grained sand, with some silt. 45—viii. —''''. / / viii. /// Clayey Silt (ML): olive brown, to olive gray mottled, moist, very stiff. 6 12 20 — . `. ... ... Sand (SP): light gray, slightly moist, medium dense, very fine- to fine-grained sand, with few silt and limonite staining. 10 12 17 :l• t •I:G • Sandy Silt (ML): light gray, moist, very stiff, very fine- to fine-grained sand. 50 — — 55 — 60 — 65 — Total Depth = 50 Feet No Groundwater Encountered Boring Converted to Percolation Test Well, then Backfilled with Cuttings. PLATE A-1 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-2 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +1- 52' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith ology Material Description W T E R Samples Laboratory Tests Blows perContent 6 in. o e B k Moisture (%) Dry Density (pcf) Other Lab Tests 0 — — 5 — — • - : • : UNDOCUMENTED FILL (afu) 5.5 2.9 0.9 0.6 96.2 91.6 92.2 92.7 HYD Sandy Silt (ML): light yellowish -brown, dry, firm, very fine- to fine-grained sand, with few fine-grained gravel. at 2': becomes stiff. @ 5': becomes very stiff. 12 23 25 —P."' •i •i : DUNE SAND. ALLUVIAL. AND LAKE DEPOSITS (OaI/Os). Undifferentiated Sandy Silt (ML): Tight yellowish -gray, to light yellowish -brown mottled, dry, very stiff, very fine- to fine-grained sand, with light limonite staining, slightly micaceous. 10 — �*ri --6:l •--rj:i 15--:•11 —`i _(.1'fn 1%4 . • 3.1 I 1111 a4I .1 ).1.i I. rrr 1i• i:u •1.1 1a I.( 1 is 1 ri L r• •/: fl: :r: ti: '.i`. r:: ' is :r: l! .L: I t; is :r: r : 'i; r: Sand with Silt (SP):light gray,dry,medium dense, veryfine- to fine-grained 10 14 20 sand. ® 15': same as above. © 17.5': same as above. 7 12 17 10 12 18 • 20 — — 25 — 30 — Total Depth = 19 Feet No Groundwater Encountered Boring Converted to Percolation Test Well, then Backfilled with Cuttings. PLATE A-2 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-3 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +1- 46' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith ology Material Description W T E R Samples Laboratory Tes s Blows perr 6 in.e o B I k Moisture Content (%) Dry Density (pcf) Other Lab Tests 0 — _ — 5— DUNE SAND, ALLUVIAL. AND LAKE DEPOSITS (QaI/Qs), 5.2 2 1 1.6 1.1 4.6 0.9 91.6 85.8 87.6 94.3 82.2 95.8 Undifferentiated Silt (ML): Tight yellowish -brown, dry, soft, with few very fine-grained sand. @ 2': becomes stiff. @ 4': becomes light gray and light yellowish -brown mottled, hard, slightly micaceous. 15 25 34 — 10 , • :.. . • : Sandy Silt (ML): light gray, and light yellowish -brown mottled, dry to slightly moist, hard, very fine-grained sand, with light limonite staining, slightly micaceous. — Silty Sand (SM): light gray, to light yellowish -brown, dry, medium dense, very 8 11 18 fine-grained sand. — 15 — Silt (ML): light gray, and light olive brown mottled, dry, stiff, slightly micaceous, with few very fine- grained sand. 8 14 20 — 20 — Silty Sand (SM): light gray, dry, medium dense, very fine-grained sand, with few fine-grained sand. ID 20': same as above, micaceous. 9 14 20 25 — — Silt (ML): light gray, dry, hard, slightly micaceous. 14 20 32 30— _.. ... ' Sand (SP): light gray, dry, dense, very fine- to fine-grained sand, with some silt. 10 16 23 Sandy Silt (ML): light gray, dry, stiff, very fine-grained sand, with limonite staining. PLATE A-3 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-3 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +/- 46' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith- ology Material Description W A T E R Samples Laboratory Tests Blows per 6 in. C r e B I k Moisture Content (%) Dry Density (pcf) Other Lab Tests 35•17 P7 42 8.8 3.6 8.2 3.8 87.2 91.7 88.0 105.4 HYD Silt (ML): Tight gray, to olive brown, dry, hard, micaceous. 12 27 �, 40 45 — :.. ; SandySilt ML : light gray, to orangish-brown, dry,verystiff, veryfine-grained ( ) 9 9 Y 920 sand, slightly micaceous. @ 45': same as above, with decreased sand content and few shell fragments. 10 18 29 :: Silty Sand (SM): light gray, to olive brown, dry to slightly moist, medium dense, 10 18 25 �r�fine tofine�rainedsand. Sand with silt (SP): olive brown, to olive gray, slightly moist, dense, very fine- to fine-grained sand. 50 — — 55 — 60 — 65 — Total Depth = 50 Feet No Groundwater Encountered Boring Converted to Percolation Test Well, then Backfilled with Cuttings. PLATE A-3 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-4 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +1- 45.5' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith- ology Material Description W T E R Samples Laboratory Tests Blows per 6 in. o r e B I k Moisture Content (%) Dry Density (pcf) Other Lab Tests 0:'. — 5 1• r , 7 ' i. li •: '' i DUNE SAND. ALLUVIAL AND LAKE DEPOSITS (Qal/Os), Undifferentiated 4.0 1.0 6.4 89.1 91.6 84.4 HYD Sandy Silt (ML): light yellowish -brown, dry, firm, very fine-grained sand. @ 2': becomes stiff. @ 5': becomes light gray to olive brown, very stiff, slightly micaceous. 7 17 21 —3 10—tell' i:LJ i:u 1' 3:i i.t•1: ,mel ;•) • . •�: •f; :r•. .i.: ' . Sand with Silt (SP):light gray,dry,medium dense, very to fine-grained �9 fine -9 sand, slightly micaceous. 6 10 15 — Silt with Clay (ML): light gray, dry, very stiff, with few very fine-grained sand, 15 23 26 slightly micaceous. 15— — 20 — 25 — 30 — Total Depth = 14 Feet No Groundwater Encountered Boring Converted to Percolation Test Well, then Backfilled with Cuttings. PLATE A-4 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-5 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +/- 45.5' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith- olo gy Material Description W A T E R Samples Laboratory Tests Blows perContent 6 in. C o a Imo --C °°I Moisture (%) Dry Density (pcf) Other Lab Tests 0 ' 5 — ' T : " r :'. •: . DUNE SAND. ALLUVIAL. AND LAKE DEPOSITS (QaI/Qs). Undifferentiated 26 50 3.9 1.1 1.0 6.1 35 1.0 90.2 85.8 89.7 94.1 88.2 108.1 Sandy Silt (ML): light yellowish -brown, dry, soft, very fine-grained sand. 2: becomes stiff. @ 5: becomes light gray and light yellowish -brown mottled, hard, micaceous. – <.: 10—::.. —. •..: ••. Sand (SP): light gray, dry, medium dense, very fine- to fine-grained sand, with some silt, slightly micaceous. 8 10 14 ir - 15— Silt (ML): light gray, and olive brown mottled, dry, stiff, with few very fine- grained sand, content increasing with depth. 9 14 15 ::, —• rt 1. —‘::u •I mal ..n• 20—i':+ I ..0 —N 4_1 Jfil _I'r1 1.1J f t: vv. j.t, rLi'. rr: ii: 1:r: i is l.l: i t; ii: 1:: 7 [• Sand with Silt (SP): Tight gray, dry, medium dense, very fine- to fine-grained sand. @ 20': with few silt, micaceous. 7 20 30 25—;", • .: . Sandy Silt (ML): light gray, dry, very stiff, very fine-grained sand, micaceous. 8 14 30 U — 30 — Silt (ML): light gray, dry, very stiff, slightly micaceous, with light limonite staining. @ 30': same as above. 10 18 30 '3:1•1• —I+ .i I. LI —:•H j71 c i i t•i? crt• i4. LIc Sand with Silt (SP): light gray, dry, dense, very fine- to fine-grained sand slightly micaceous. 1111 : Sandy S It (ML): light gray, and light yellowish -brown mottled, slightly most, PLATE A-5 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-5 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +/- 45.5' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30" Logged By: SHW Depth (Feet) Lith -Material ology Description W T E R Samples Laboratory Tests Blows per 6 in. o r e B I k Moisture Content (%) Dry Density (pcf) Other Lab Tests 35 _, : • • • :: • , • •` • stiff, very fine-grained sand, slightly micaceous. @ 36.5': with decreased sand content. 7 11 20 4.1 26.0 31.9 7.7 4.1 88.2 87.6 88.3 104.8 93.5 HYD 40 —il —iii/, —////. , ///, ////, iii/. ////. , i i, Clayey Silt (ML): olive brown, and light gray mottled, moist, verystiff. 7 12 27 45 . Clay (CL): olive brown, to olive gray, moist, stiff, with weak horizontal bedding, 5 10 16 moderately plastic. 1", 50—^.., .: Sandy Silt (ML): olive brown, to olive gray, moist, stiff, very fine-grained sand. 8 14 21 U_ — Silty Sand (SM): olive brown, to olive gray, moist, medium dense, very fine- to fine-grained sand, slightly micaceous. 55�'•' . •20 ••• Sand with Silt (SP): gray, slightly moist, dense, very fine- to fine-grained sand. 14 20 30 slightly micaceous. — — 60 — 65 — Total Depth = 56 Feet No Groundwater Encountered Boring Converted to Percolation Test Well, then Backfilled with Cuttings. PLATE A-5 Petra Geosciences, Inc. EXPLORATION LOG Project: Eisenhower Dr. Retention Basin Project Boring No.: P-6 Location: Eisenhower Dr. between Ave. Fernando and Coachella Dr., La Quinta Elevation: +/- 49' Job No.: 17-201 Client: City of La Quinta Date: 4/23/18 Drill Method: 8" Track Hollow -Stem Auger Driving Weight: 140 lbs. / 30' Logged By: SHW Depth (Feet) Lith ology Material Description W T E R Samples Laboratory Tests Blows per 6 in. o e B k Moisture Content (%) Dry Density (pcf) Other Lab Tests 0 — — • ' . : : DUNE SAND DEPOSITS (Qs) 3.3 10.4 6.7 89.5 82.8 85.1 HYD Sandy Silt (ML): light yellowish -brown, dry, soft, very fine-grained sand. @ 2': becomes stiff. 5 —; ° : • DUNE SAND, ALLUVIAL. AND LAKE DEPOSITS (Qal/Qs). 18 26 33 Undifferentiated Sandy Silt (ML): Tight gray, to light yellowish -brown mottled, dry, very stiff, very fine-grained sand. 22 50 10 —� —////, —////, —////, _/ 15—////, / / /, / ////, ////, ////, / / � ' ,, , / / / / . Silt (ML): olive brown, to olive gray, dry to slightly moist, hard, slightly micaceous. @ 14.5': becomes light gray, with some very fine-grained sand. 12 14 20 — — 20 — 25 — 30 — Total Depth = 16 Feet No Groundwater Encountered Boring Converted to Percolation Test Well, then Backfilled with Cuttings. PLATE A-6 Petra Geosciences, Inc. RTM PETRA GEOSCIENCES, INC. Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -1 Date: 12/14/2017 09:0,3 0 qt {tsl) ff (tsf) 000 0 0 Max. Depth: 66.437 (ft) Avg. Interval: 0.328 (ft) 1 1 1 1 1 1 1 1 1 Rf (%) Nsn (blows}f ) o-1oo 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111111111 SBT 12 11111111111I11111111111 l'and Sand & silty sand Saeid & shy sand 11111111111111111111111 SFr. Soil Behavior Type (Robertson 199-0) RTM PETRA GEOSCIENCES, INC. qt OS n 800 60 80 100 I I I I I I I I Max. Depth: 66.437 (ft) Avg. Interval: 0.328 (ft) fs (tsf} 5 -15 I 1 1 1 1 1 1 1 1 Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -1 Date: 12/14/2017 0903 u (psi)30 Rf (%) I 1 I T )..1 1 1 1 1 1 111111111 SEF 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2and Sand & silty sand Sad isfliy sand I I I 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 SBT Soil Behavior Type (Robertson 199-0) RTM PETRA GEOSCIENCES, INC. Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -2 Date: 1 2114/201 7 10:16 0 20 40 60 80 -100 qt (tsl) 800 I I I I I I I I I Max. Depth: 61.188 (ft) Avg. Interval: 0.328 (ft) ff (tsf} 5 0 1 1 1 1 1 1 1 1 1 Rf(%} 10 N60 (blows/ft) ) 0-100 1 1 1 1 1 1 1 1 111111111 SBT 12 1111111111111111111111 Sand & silty sand Sir Sand & slty sand Sand & s ity sand € < • Sand Said & silty sand 7II1111111111111111111I SBT Soil Behavior Type (Robertson 199-0) RTM PETRA GEOSCIENCES, INC. 0 qt (tsf) 800 80 100 I I I I I I I I Max. Depth: 61.188 (ft) Avg. Interval: 0.328 (ft) fs (tsf) -15 Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -2 Date: 12114/2017 10:16 u (psi) 1 1 1 T 1 1 1 1 1 1 Rf (%) 1 1 1 1 1 1 1 1 1 17. 111111111 SBT 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Sand & stty sand Sand &Hay sand Sand &*ty sand Sand Said & silty sand = 1 I I I SFr: Soil Behavior Type (Robertson 199-0) RTM PETRA GEOSCIENCES, INC. Site: EISENHOWER BASIN Sounding: CPT -3 20 40 80 100 qt (tsf} ff (tsf) 800 0 I I 1 1 1 I 1 1 1 1 1 1 1 1 1 Max. Depth: 58.891 (ft) Avg. Interval: 0.328 (ft) 5 0 1 1 1 1 1 1 1 1 I I 1 I I 1 1 1 1 Rf(%) N6a (blowslft) 10 100 111111111 Engineer: SHAUN VV, Date: 12/14/2017 11:14 0 SBT 12 11111111111111111111111 _�-d &Ay sand =and Sand II IIIIIIIIIIIIIIIIIIIII SFr: Soil Behavior Type (Robertson 199-0) J RTM PETRA GEOSCIENCES, INC. 0 0 20 40J 80 100 qt {tsf} Site: EISENHOWER BASIN Sounding: CPT -3 ff (tsf) u (psi) 800 0 -15 I I I I 1 I 1 1 1 1 1 1 1 1 1 Max. Depth: 58.891 (ft) Avg. Interval: 0.328 (ft) 11 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1 I I I 30 0 1 1 1 1 1 1 Rf (%) 10 Engineer: SHAUN W, Date: 12/1412017 11:14 CI SBT 12 11111111111111111111111 .141y sand l'and Sand 7II111111111111111111II SBT Soil Behavior Type (Robertson 199-0) PETRA GEOSCIENCES, INC. 20 40 50 00 100 qt Usn 8 0 0 I I I I I I I I Max. Depth: 100.056 (ftIi Avg. Interval: 0.328 (ft) Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -4 Date: 12114/2017 12:16 fs (tsf} Rf (%} Nfia (blows/ft) 0 loo 5 10 — - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 1 1 1 1 1 1 I 1 SEF 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Sant!' Sand Sand & salty sand Sand & sy sand Sand & silty sand Sand &Wily sand • Silty sand sandy silt m—santi -I II 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T SFr: Soil Behavior Type (Robertson 1990 RTM PETRA GEOSCIENCES, INC. 20 40 60 80 100 I] qt (tsf} e 00 1 1 1 1 1 1 1 1 1 Max. Depth: 100.066 (ft) Avg. Interval: 0.328 (ft) Site: EISENHOWER BASIN Engineer: SHAUN W, Sounding: CPT -4 Date: 12114/2017 12:16 ff (tsf) Rf 1[9 (9) Vs(ftfsec) 5 0 10 0 .:) 00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BT 12 11111111111111111111111 and Sand & salty sand Sand & sky sand Sand & silty sand 1 Sand & silty sand Silty sand sandy silt 11111111111111111111111 SBT Soil Behavior Type (Robertson 199-0) RTM PETRA GEOSCIENCES, INC. 20 40 60 80 100 qt (tsf) fs (tsf) � e o o o 1 1 1 1 1 1 1 1 1 Max. Depth: 100.066 (ft) Avg. Interval: 0.328 (ft) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -15 Site: EISENHOWER BASIN Engineer: SHAUN W, Sounding: CPT -4 Date: 12/1412017 12:16 u (psi) Rf (%) 100 1 1 I I 11 1 1 1 I I I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 SBT 12 11111111111111111111111 rnn Sand Sand & salty sand Sand & sky sand Sand & silty sand Sand & silty sand Silly sand sandy silt 11111111111111111111111 SBT Soil Behavior Type (Robertson 199-0) EGG Shear Wave Velocity Calculations EISENHOWER DRIVE RETENTION BASIN CPT -4 Geophone Offset: Source Offset: 0.66 Feet 1.67 Feet 12/14/17 Test Depth (Feet) Geophone Depth (Feet) Waveform Ray Path (Feet) Incremental Distance (Feet) Characteristic Arrival Time (ms) Incremental Time Interval (ms) Interval Velocity (Ft/Sec) Interval Depth (Feet) 5.09 4.43 4.73 4.73 6.2000 10.01 9.35 9.49 4.76 8.5500 2.3500 2027.5 6.89 15.09 14.43 14.53 5.03 13.5500 5.0000 1006.7 11.89 20.01 19.35 19.42 4.90 16.7000 3.1500 1554.6 16.89 25.10 24.44 24.50 5.07 22.0500 5.3500 947.7 21.90 30.02 29.36 29.41 4.91 26.1500 4.1000 1198.0 26.90 35.10 34.44 34.49 5.08 31.2000 5.0500 1005.6 31.90 40.03 39.37 39.40 4.92 36.6000 5.4000 910.4 36.91 45.11 44.45 44.48 5.08 41.0500 4.4500 1141.9 41.91 50.03 49.37 49.40 4.92 45.9500 4.9000 1003.7 46.91 54.95 54.29 54.32 4.92 49.9000 3.9500 1245.2 51.83 60.04 59.38 59.40 5.08 54.8000 4.9000 1037.4 56.84 65.12 64.46 64.49 5.08 59.9500 5.1500 987.1 61.92 70.05 69.39 69.41 4.92 63.7500 3.8000 1294.7 66.93 75.13 74.47 74.49 5.08 68.4000 4.6500 1093.3 71.93 80.05 79.39 79.41 4.92 71.8500 3.4500 1426.1 76.93 85.14 84.48 84.49 5.08 77.2500 5.4000 941.5 81.93 90.06 89.40 89.41 4.92 81.7000 4.4500 1105.7 86.94 95.14 94.48 94.50 5.08 87.1000 5.4000 941.6 91.94 100.07 99.41 99.42 4.92 91.5500 4.4500 1105.7 96.94 20 40 u_ 60 w 80 100 Waveforms for Sounding CPT -4 Time (ms) .0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 120 - RTM PETRA GEOSCIENCES, INC. Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -5 Date: 1211412017 02:44 q} 0 20 40 60 80 100 I] qt (tsf) ff (tsf} Rf (%) N60 (blows/ft) 800 0 5 0 10 'J 100 1 1 1 1 1 1 1 1 1 Max. Depth: 99.902 (ft) Avg. Interval: 0.328 (ft) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 1 1 1 1 1 1 1 1 -ISI I I I I I I I - 111111111 SBT 12 11111111111 11111111111 Sand & ftty sand Sand & salty sand Sand & 511ty sand Sand Sand Sand & s11ty sand Sand & silty sand Sand & s1ky sand 11111111111111111111111 SFr. Soil Behavior Type (Robertson 1990) RTM PETRA GEOSCIENCES, INC. 'I00 ff (fsf} Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -5 Date: 1211412017 02:44 u (psi) Rf (%) 800 0 -15 7:0 �] I I I I I I I I I Max. Depth: 99.902 (ft) Avg. Interval: 0.328 (ft) 1 1 1 1 1 1 1 1 10 1 1 1 I I I I I 1 1 I I I I I 1 1 1 SBT 12 11111111111 11111111111 Sand & Ity sand Sand & salty sand Sand & WIty sand Sand Sand Sand 8 s11ty sand Sand 8 salty sand 7II111111111111111111II SBT Soil Behavior Type (Robertson 1990) Pore Pressure (psi) 3 2.5 2 1.5 1 0.5 GREGG DRILLING & TESTING Pore Pressure Dissipation Test Sounding: CPT -5 Depth: 75.131007 Site: EISENHOWER Engineer_ SHAUN 0 0 100 200 300 400 500 600 700 800 900 1000 Time (seconds) RTM PETRA GEOSCIENCES, INC. 0 0 20 40 60 80 100 qt (tsf} I I I I I I I I I Max. Depth: 98.917 (ft) Avg. Interval: 0.328 (ft) Site: EISENHOWER BASIN Engineer: SHAUN W, Sounding: CPT -6 Date: 12/15/2017 07:49 ff (tsf) Rf (%} N60 (blows/ft) 100 5 0 1!0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 1 1 1 1 111111111 CI SBT 12 11111111111111111111111 aand =and .land Sand Sand & salty sand Sand — _ =and Sandy silt & cayey sil.t 7II111111111111111111II SBT Soil Behavior Type (Robertson 1990) RTM PETRA GEOSCIENCES, INC. ri qt 0So @no 20- 80 -100 I I I I I I I I Max. Depth: 98.917 (ft) Avg. Interval: 0.328 (ft) fs OS f) 5 -15 ..PRTPRM. I I I I I I I I I Site: EISENHOWER BASIN Engineer: SHAUN W. Sounding: CPT -6 Date: 12115/2017 07:49 u (psi)-Rf (%) 0 10 I I I I I I I I I 1 I 1 I I I 1 1 1 CI SEF 12 11111111111111111111111 2and 3F -d Sand Sand &sly sand Sand Sand Sandy silt & 4ayey sit 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 SBT Soil Behavior Type (Robertson 19901 Pore Pressure (psi) 16 14 12 10 8 6 4 2 GREGG DRILLING & TESTING Pore Pressure Dissipation Test Sounding: CPT -6 Depth: 100.065315 Site: EISENHOWER Engineer_ SHAUN 0 0 100 200 300 400 500 600 700 Time (seconds) SEISMIC LINE S-1 South 70° East- REFRACTION astREFRACTION TOMOGRAPHIC MODEL 0 20 40 60 80 100 120 Distance (feet) V Seismic Source Geophone Receiver SCALE: 1:1 (Horizontal = Vertical) 140 N 1000 3000 5000 7000 9000 11000 P -Wave Velocity (feet/second) 160 180 200 RMS error 1.2%, Rayfract Version 3.35 SEISMIC LINE S-1 South 70° East > LAYER VELOCITY MODEL 20= 1° -70 -70 ft E E =20 _ G = r s /1 11 ---.>=10 /////// lull//// ` C D lull////// - lllllllllllllllll ///////////////////////////////// __ 1 1 1 1' =0 _ 1- 0 50 100 150 200 TIME -DISTANCE PLOT 90 80 70 60 50 40 30 20 10 0 50 100 150 0 - *y T Tom* T T • T* 'T SP A B C Geo 1 2 4 6 8 10 12 T • T 14 16 200 ft IE 90 80 • T*T T T *T T�* E F G 18 20 22 24 70 60 50 -40 30 20 10 0 SP Geo 30— 20— 10— 0— - 10— ; -20— Z a) - . -30— r 0. a) - 0 -40- SEISMIC LINE S-2 South 85° East- REFRACTION astREFRACTION TOMOGRAPHIC MODEL - 50- - 60- -70- - 80- - 90— — 30 — 20 —10 —0 — -10 — -20 p CD - — -30 m — -40 -50 — -60 — -70 — -80 — -90 V 7000 80)/ 30p0 6000 0 20 40 60 80 100 120 Distance (feet) V Seismic Source Geophone Receiver SCALE: 1:1 (Horizontal = Vertical) 140 =M -IM 1000 2000 3000 4000 5000 6000 7000 8000 9000 P -Wave Velocity (feet/second) 160 180 200 RMS error 1.5%, Rayfract Version 3.35 SEISMIC LINE S-2 South 85° East > LAYER VELOCITY MODEL TIME -DISTANCE PLOT 80 70 60 50 40 30 20 10 0 50 100 150 200 ft 80 70 60 50 40 30 20 10 0 • T r r r r r T T r r r T` • T r T T T T'* r r r x'� 0 SP A B C D E F G SP Geo 1 2 4 6 8 10 12 14 16 18 20 22 24 Geo —20 F G 0 -20 -40 -60 ft 20—/// -20--//////////////////////////// -613--///////////////////////////////////////////// H /////// .. . . . ////////// _ D /////////////// --////////////////// _ ///////////////////// =======: //////////////////////.- //////////////////// ///////////////////////// 7.1476111 /////////////////////////// '_ ____ ////////////////////////////// ////////////////////////////////// .............................. . /////////////////////////////////////__ /////////////////////////////////////// -///////////////////////////////////////////// /////////////////////////////////////////////// /////////////////////////////'4876 ft1SECr/////////// /////////////////////////////r///////////// .. //////////////////////////////////////////////////l////// — - .- _ _ _ 0 50 100 150 200 TIME -DISTANCE PLOT 80 70 60 50 40 30 20 10 0 50 100 150 200 ft 80 70 60 50 40 30 20 10 0 • T r r r r r T T r r r T` • T r T T T T'* r r r x'� 0 SP A B C D E F G SP Geo 1 2 4 6 8 10 12 14 16 18 20 22 24 Geo SEISMIC LINE S-3 North 53° East— REFRACTION ast REFRACTION TOMOGRAPHIC MODEL 15 5- -5- - 15 - 25 - 35- -45- - 55 - 65- - 75- - 85- - 95 -105- -115- -125 1 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Distance (feet) V Seismic Source EL- Geophone Receiver 1000 2000 3000 4000 5000 6000 7000 P -Wave Velocity (feet/second) SCALE: 1:1 (Horizontal = Vertical) -15 5 -5 -15 - 25 -35 -45 -55 -65 -75 -85 -95 -105 - 115 -125 RMS error 1.0%, Rayfract Version 3.35 20 • -20 =7//////// --20 -40E-7////////////// .,., HE -40 _60=j7/////////////////////////////////////////////// —/////////////////////7F`r�_ -60 -80='///////////////////////////////////lll ___ -80 -100—'////////////////////////////c5439fi1SEC'llllllllf///lllllllllllllll,— -100 -120 i,,,,,,,,,i,,,,,,,,,i,,,,,,,,,i,,,,,,,,,i,,,,,,,,,i,,,,,,,,,iT A c 11 E E G 20 SEISMIC LINE S-3 North 53°East > LAYER VELOCITY MODEL 0 50 100 150 200 250 300 ft TIME -DISTANCE PLOT 140 120 100 80 20 0 50 100 150 200 1.111111 11111.111/11111/1/1 1111 250 300 1III 1 1 11 40 120 100 80 60 40 20 6 : r r' T r T. T r 1 T 1 rT T T T T T`* 1 1 T T* T 0 SP A 6 C D E F G SP Geo 1 2 4 6 8 10 12 14 16 18 20 22 24 Geo 10 0- -10- - 20- - 30- • -40- m - • -50- a) • -60- O -60- 0 - 70- - 80- -90- - 100- - 110- SEISMIC LINE S-4 North 48° East REFRACTION TOMOGRAPHIC MODEL 1 1 1 1 1 1 1 1 i I 1 1 1 I 1 1 I I 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Distance (feet) V Seismic Source Geophone Receiver SCALE: 1:1 (Horizontal = Vertical) 1000 2000 3000 4000 5000 6000 P -Wave Velocity (feet/second) 10 0 - 10 - 20 -30 - 40 0 - -50 5 - =, - -60 m - -70 - -80 - -90 - -100 - -110 RMS error 0.9%, Rayfract Version 3.35 SEISMIC LINE S-4 North 48° East > LAYER VELOCITY MODEL 20 - 20 A c F F G //// ////// - 40--7///////// ////////////////////// ///////////////////////////// ///////////////////////////////// //////////////////////////////////// - 60--//////////////////////////////////////// //////////////////////////////////////////// //////////////////////////////////////////////// ////////////////////////////////////////////////// - 819--/▪ //////.V27///////////////////////////////////// //////////////////////////////////////////////////////////// ////////////////////////////////////////////////////////////// - 100 /////////////////////////////////////////////////////////////////, / ////////////////////////////////////////////////////////////////, /////////////////////////////////////////////////////////////////, - 120 20 0 - 20 - 40 - 60 - 80 - 100 O 50 100 150 200 250 300 ft 120 100 80 60 20 0 TIME -DISTANCE PLOT 50 100 150 200 250 300 it 1 L.J 1 l E II 0 SP A Geo 1 2 11.1111.1111 11111 • T T 1'* T T T T T C 4 6 8 10 11111111111/ 11. 11 1 11 f-*? 1 1 T 11 T T T O E 12 14 16 18 20 120 100 80 60 =ao .� =20 0 G SP 22 24 Geo 20 10- 0- - 10- - 20- -30- -40- a -50- a> 4 - SEISMIC LINE S-5 North 49° East REFRACTION TOMOGRAPHIC MODEL -90 - -100- -110- -120- -130- -140 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 Distance (feet) V Seismic Source Geophone Receiver SCALE: 1:1 (Horizontal = Vertical) 1000 MIL 2000 3000 4000 5000 6000 7000 P -Wave Velocity (feet/second) 20 -10 -0 - -10 --20 --30 --40 - 50 --60 --70 - -80 --90 --100 --110 - -120 --130 - 140 RMS error 1.3%, Rayfract Version 3.35 SEISMIC LINE S-5 North 49° East > LAYER VELOCITY MODEL TIME -DISTANCE PLOT 120 100 80 60 40 20 0 50 100 150 200 250 300 ft 111111 11111111/1/11111/ 11111 11 111111 111111= 0 : + T•„r SP A B Geo 1 2 T T T ". T T t T T T ., T T t T T T'k T TT r*/f • * 0 C d E F G SP 4 6 8 10 12 14 16 18 20 22 24 Geo 120 100 80 60 40 20 20— —20 .lull '__ _._._._ w r D F F G ,rte -261 llllllll —.lllllllllllllllllll __ _-_ 1 546 fuS eC------------------------------------------------------- --20 77/77777777777777777777777777 77/////////////////////////////// -------------------------------- /7777777777777777777777777(3573 itSEG? ///////////////lll -40 lllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll, lllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll, r l l l l l l l -100 -100 0 50 100 150 200 250 300 ft TIME -DISTANCE PLOT 120 100 80 60 40 20 0 50 100 150 200 250 300 ft 111111 11111111/1/11111/ 11111 11 111111 111111= 0 : + T•„r SP A B Geo 1 2 T T T ". T T t T T T ., T T t T T T'k T TT r*/f • * 0 C d E F G SP 4 6 8 10 12 14 16 18 20 22 24 Geo 120 100 80 60 40 20 DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and D 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. SOIL GRAIN SIZE U.S. STANDARD SIEVE 12" 3" 3/4" 4 10 40 200 BOULDERS COBBLES GRAVEL SAND SILT • - CLAY COARSE FINE COARSE MEDIUM FINE 305 76.2 19.1 4.76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD=0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 1/2 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer *N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2/3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1.5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) *N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage. The pounds of dry soil in a cubic foot of soil. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water PLASTICITY DESCRIPTION FIELD TEST Nonplastic A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. Low Medium High GROUNDWATER LEVEL Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 0 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sample (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS COARSE GRAINED SOILS More than 50% of material is larger GRAVEL AND GRAVELLY SOILS More than 50% of coarse fraction retained on No. 4 CLEAN GRAVELS GW Well -graded gravels, grand -sand mixtures, little or no fine GP Poorly -graded gravels, gravel -sand mixtures. Little or no fines GRAVELS WITH FINES GM Silty gravels, gravel -sand -silt mixtures GC Clayey gravels, gravel -sand -clay mixtures sieve SAND AND SANDY SOILS More than 50% of coarse fraction passing No. 4 sieve CLEAN SAND (Little or no fines) SW Well -graded sands, gravelly sands, little or no fines SP Poorly -graded sands, gravelly sands, little or no fines SAND WITH FINES (appreciable amount of fines) SM Silty sands, sand -silt mixtures than No. 200 sieve size SC Clayey sands, sand -clay mixtures FINE-GRAINED SOILS More than 50% of material is smaller SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 ML Inorganic silts and very fine sands, rock flour, silty low clayey fine sands or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity LIQUID LIMIT GREATER MH Inorganic silty, micaceous, or diatomaceous fine sand or silty soils CH Inorganic clays of high plasticity, fat clays than No. 200 sieve size THAN 50 OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS PT Peat, humus, swamp soils with high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and concrete Soil Classification System ®Earth Systems Southwest Earth Systems 1680 Illinois Ave., Perris, CA 92571 Southwest Phone (951) 928-9799, Fax (951) 928-9948 Boring No B-1 Project Name: APN's 658-420-031, 658-170-015 & 016 Project Number: 50376-01 Boring Location: See Plate 2 Drilling Date: July 16, 2015 Drilling Method: 8" HSA w/autohammer Drill Type: Mobile B-61, Track Logged By:B. Barnhart Depth (Ft.) Bulk w SPT .as MOD Calif. CD Penetration Resistance (Blows/6") Symbol USCS/Bedrock Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Graphic Trend Blow Count Dry Density —0 _ – _ - 5 – — 10 _ — 15■ — 20■ – - 25 _ – – – — 30 — 35 – – _ 40 _ — 45 - _ — 50 _ — 55 — 60 — 65 — 70 – – – — '7c ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 6,23,24 18,29,24 11,14,18 8,13,22 7,8,12 7,10,15 6,9,13 12,25,29 6,8,12 13,16,25 9,12,15 9,13,31 11,15,22 11,23,29 8,13,18 8,29,26 10,14,18 9,19,25 7,12,18 11,14,21 ML 112 98 91 94 90 93 85 95 100 98 95 0 4 2 1 1 1 2 1 1 4 2 SANDY SILT: moderate yellow brown, dry, very stiff, fine grained sand, fill with asphalt chunks . • SM SILTY SAND: moderate yellow brown, dense, slightly moist, \ some pea gravel and asphalt concrete chunks, fill / ML SANDY SILT: tan, very stiff, damp, fine grained sand, native : SM SILTY SAND: moderate yellow brown, medium dense, damp, fine grained sand CL SILTY CLAY: light brown, hard, damp - ML SANDY SILT: light brown, stiff, damp, fine grained sand // CL SILTY CLAY: light brown, very stiff, dry ML SANDY SILT: light brown, very stiff, damp, fine grained sand • SM SILTY SAND: light brown, medium dense, dry, fine grained sand l\ CL \ SILTY CLAY: brown, hard, damp / : . • : • • SM • SILTY SAND: light brown, medium dense, damp, fine grained sand dense CL SILTY CLAY: dark brown, very stiff, damp ML SANDY SILT: yellow gray, very stiff, dry, fine grained sand / \ CL / \ SILTY CLAY: dark brown, very stiff, dry Boring completed at 50-1/2 feet No groundwater encountered Backfilled with native cuttings Earth Systems 1680 Illinois Ave., Perris, CA 92571 Southwest Phone (951) 928-9799, Fax (951) 928-9948 Boring No B-2 Project Name: APN's 658-420-031, 658-170-015 & 016 Project Number: 50376-01 Boring Location: See Plate 2 Drilling Date: July 16, 2015 Drilling Method: 8" HSA w/autohammer Drill Type: Mobile B-61, Track Logged By:B. Barnhart Depth (Ft.) Bulk w SPT .as MOD Calif. CD Penetration Symbol USCSBedrock Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 Resistance Note: The stratification lines shown represent the (Blows/6") approximate boundary between soil and/or rock types and the transition may be gradational. Graphic Trend Blow Count Dry Density —0 ML SILT: moderate yellow brown, stiff, dry, fill _ —5 SM SILTY SAND: moderate yellow brown, medium dense, damp, – ■ 7,10,11 88 3 fine to medium grained sand, native _ 10 ■ 7,11,15 — 15 ■ 10,14,13 • • 84 3 • _ % CL SILTY CLAY: light brown, very stiff, damp - 20 ■ 9,12,16 / 98 1 — 25 _ ■ 11,16,20 / / yellow brown — 30 / • SM SILTY SAND: yellow gray, medium dense, damp, fine grained – ■ 8,16,23 98 1 – sand — 35 / CL SILTY CLAY: light brown, very stiff, damp _ ■ 8,14,22 92 2 _ 40 ■ 14,23,28 hard — 45 ■ 11,15,22 _ – • SM SILTY SAND: yellow brown, medium dense, dry, fine grained – — 50 — 50/2" sand, some granite, possible bedrock contact in and around 45 to 50 feet no recovery — 55 — 60 — 65 — 70 – Boring completed at 50 feet – No groundwater encountered – Backfilled with native cuttings — '7c Earth Systems 1680 Illinois Ave., Perris, CA 92571 Southwest Phone (951) 928-9799, Fax (951) 928-9948 Boring No B-3 Project Name: APN's 658-420-031, 658-170-015 & 016 Project Number: 50376-01 Boring Location: See Plate 2 Drilling Date: July 16, 2015 Drilling Method: 8" HSA w/autohammer Drill Type: Mobile B-61, Track Logged By:B. Barnhart Depth (Ft.) Bulk w SPT .as MOD Calif. CD Penetration Resistance (Blows/6") Symbol USCS/Bedrock Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Graphic Trend Blow Count Dry Density —0 _ – - 5 – — 10 _ _ — 15 – - 20 – - - – 25 — 30 – – — 35 – _ - 40 – — 45 – – — 50 – — 55 _ – - 60 – – - — 65 – — 70 _ – – – — '7c ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 8,18,32 11,15,19 7,13,20 6,10,15 16,25,28 10,13,13 6,11,18 6,11,14 6,11,19 11,15,20 11,19,29 8,14,19 9,18,27 12,12,15 10,21,32 12,14,22 12,15,22 8,12,15 9,15,25 11,13,17 10,19,24 9,13,25 11,20,27 11,21,31 22,38,50/5" 13,27,35 22,34,47 ML 90 92 92 90 87 90 95 94 88 94 97 95 110 1 1 1 1 5 4 1 1 2 4 2 3 14 SANDY SILT: yellowish gray, dry, very stiff, fill �• / •/ CL \ CLAY: yellow brown, hard, dry, very stiff, native \ / : • • SM •sand SILTY SAND: yellowish gray, medium dense, dry, fine grained / CL CLAY: yellow brown, hard, dry • • . SM SILTY SAND: yellowish gray, medium dense, damp, fine grained sand SP -SM SAND WITH SILT: yellowish gray, medium dense, damp, fine \ grained sand / ML SANDY SILT: yellow brown, very stiff, slightly moist, fine grained sand, interbedded Silty Sand (SM) hard • . SM SILTY SAND: yellowish gray, medium dense, damp, fine grained sand SILTY SAND: yellow brown, medium dense, damp, fine grained \ sand / • SM ML• CLAYEY SILT: yellow brown, hard, damp • SM SILTY SAND: yellow brown, medium dense, damp, fine grained sand CL CLAY: yellow brown, very stiff, damp ML SANDY SILT: yellow brown, hard, dry, fine grained sand ML SANDY SILT: brown, very stiff, damp, fine grained sand hard ML CLAYEY SANDY SILT: yellowish gray, very stiff, dry, fine grained sand / CL CLAY: brown, hard, moist - ML SILT: yellow brown, hard, moist . :.' SM • SILTY SAND: yellowish gray, dense, dry, fine grained sand very dense Boring completed at 71-1/2 feet No groundwater encountered Backfilled with native cuttings Earth Systems 1680 Illinois Ave., Perris, CA 92571 Southwest Phone (951) 928-9799, Fax (951) 928-9948 Boring No B-4 Project Name: APN's 658-420-031, 658-170-015 & 016 Project Number: 50376-01 Boring Location: See Plate 2 Drilling Date: July 16, 2015 Drilling Method: 8" HSA w/autohammer Drill Type: Mobile B-61, Track Logged By:B. Barnhart Depth (Ft.) Bulk w SPT .as MOD Calif. CD Penetration Resistance (Blows/6") Symbol USCS/Bedrock Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Graphic Trend Blow Count Dry Density —0 – - 5 — 10 – — 15 _ — 20 _ – _ 25 – — 30 _ — 35l\ir — 40 – — 45 — 50 — 55 — 60 — 65 — 70 – – – — '7c ■ ■ • ■ • ■ ■ ■ ■ • 9,10,15 5,8,13 6,11,14 10,19,22 8,11,18 12,21,33 7,10,15 17,27,41 11,15,25 11,20,25 I!////// CH 90 89 82 105 88 83 96 95 10 0 3 1 3 1 8 1 SILTY FAT CLAY: yellow brown, very stiff, dry to moist, native • • . • SP -SM SAND WITH SILT: yellowish gray, medium dense, dry, fine grained sand % A CL SILTY CLAY: yellowish gray, very stiff, damp SM SILTY SAND: yellowsih gray, medium dense, damp, fine grained sand CL SILTY CLAY: yellowish gray, very stiff, damp • SM SILTY SAND: yellowish gray, dense, dry, fine grained sand ML SANDY SILT: yellowish gray, very stiff, damp, fine grained sand • ML CLAYEY SILT: yellow brown, hard, slightly moist : : SM SILTY SAND: brown, dense, damp, fine grained sand Boring completed at 51-1/2 feet No groundwater encountered Backfilled with native cuttings Earth Systems 1680 Illinois Ave., Perris, CA 92571 Southwest Phone (951) 928-9799, Fax (951) 928-9948 Boring No B-5 Project Name: APN's 658-420-031, 658-170-015 & 016 Project Number: 50376-01 Boring Location: See Plate 2 Drilling Date: July 16, 2015 Drilling Method: 8" HSA w/autohammer Drill Type: Mobile B-61, Track Logged By:B. Barnhart Depth (Ft.) Bulk w SPT .as MOD Calif. CD Penetration Resistance (Blows/6") Symbol USCS/Bedrock Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Graphic Trend Blow Count Dry Density —0 _ —5 _ — 10 – – — 15 - _ — 20 – — 25 _– — 30 - _ — 35 _ _ – 40 – – — 45 — 50 — 55 — 60 — 65 — 70 – – – — '7c ■ ■ ■ ■ ■ ■ • ■ 7,12,16 7,17,25 10,11,16 7,11,19 9,14,23 12,19,29 10 18 20 ' ' 18,32,37 10,12,17 16,28,36 ML 88 95 96 94 89 104 2 8 1 1 3 5 SILT: yellowish gray, very stiff, dry, fine grained sand, fill yellow brown, damp \ . . \. CH SILTY FAT CLAY: yellow brown, very stiff, damp, native SM SILTY SAND: yellowish gray, medium dense, damp, fine grained sand j / CL CLAY: yellowish gray, hard, damp SANDY SILT: yellowish gray, very stiff, damp, fine grained sand ML / / CL CLAY: yellowish gray, hard, damp ML SILT: yellowish gray, very stiff, damp hard Boring completed at 49 feet No groundwater encountered Backfilled with native cuttings Earth Systems 1680 Illinois Ave., Perris, CA 92571 Southwest Phone (951) 928-9799, Fax (951) 928-9948 Boring No B-6 Project Name: APN's 658-420-031, 658-170-015 & 016 Project Number: 50376-01 Boring Location: See Plate 2 Drilling Date: July 17, 2015 Drilling Method: 8" HSA w/autohammer Drill Type: Mobile B-61, Track Logged By:B. Barnhart Depth (Ft.) Bulk w SPT .as MOD Calif. CD Penetration Resistance (Blows/6") Symbol USCS/Bedrock Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Graphic Trend Blow Count Dry Density —0 _ - 5 _ 10 —15 — 20 _ – – — 25 _ – — 30 _ — 35 _ _ — 40 _ _ =45 – — 50• — 55 — 60 — 65 — 70 – – – — '7c ■ 9,15,22 • 9,12,16 ■812,21 ■ 8,9,14 ■ 8,18,26 ■ 14,15,22 ■ 6,11,18 � 15,16,19 ■ 16,23,33 • 11,14,20 ML 95 87 91 85 103 92 102 5 8 5 2 0 2 5 CLAYEY SILT: yellow brown, dry, very stiff damp • • SM SILTY SAND: yellow brown, medium dense, damp :. • • • • • • SM SILTY SAND: yellowish gray, medium dense, damp, fine grained sand dense, dry / A CL CLAY: yellow brown, very stiff, dry ML SILT: yellowish gray, very stiff, damp / / CL CLAY: light brown, very stiff, dry CL CLAY: yellow brown, hard, damp Boring completed at 51-1/2 feet No groundwater encountered Backfilled with native cuttings TP -1 1. Lake Deposits: Olive to brown clayey silt and fine sandy silt (ML), stiff, moist. Poorly bedded with occasional thin (white to tan) silt beds. 2. Tan or white silt beds. Typically less than one inch thick, but up to 6 inches thick. 3. Open void in sidewall. 8" wide. Measuring tape extended 8 feet horizontally into hole. Only on south side of pit. 4. Dune Sand: Light gray blow sand. Slightly silty fine to medium sand (SP -SM). Loose to medium dense, moist. Thinly and distinctly bedded. 5. In -filled crack from surface to base of pit. 1/8" to 2" wide filled with light brown lean silty clay. North -south orientation. No appreciable vertical offset of silt beds or laminated dune sand beds. Location: between stakes 18 & 19 E 0' 5' a - 0 10' - Qs QI SP -SM SP -SM ML ML ML No caving No groundwater encountered W 0 5' 10' 15' Horizontal and Vertical Scale: 1" = 5' 0 5' 10' 25' 30' LEGEND QI — Quaternary Lake Deposits Qs — Quaternary Sand Dune Deposits V — Denotes Void Due to Erosion Plate 2 Test Pit Log APN's 658-420-031, 658-170-015 & 016 NWC Eisenhower Drive & Avenida Fernando La Quinta, Riverside County, California Earth Systems Southwest 4/30/2015 File No.: 50376-01 TP -2 1. Lake Deposits: Olive to brown clayey silt and fine sandy silt (ML), stiff, moist. Poorly bedded with occasional thin (white to tan) silt beds. 2. Tan or white silt beds. Typically less than one inch thick, but up to 6 inches thick. 6. Hairline crack. Clay coated. No vertical offset. 7. Hairline crack. Clay coated. Sand infilling not offset at upper or lower contact. No vertical offset. 8. Hairline crack with cavities at surface to about 24 inches deep. Clay coated. Open void at 3-4 feet deep extending laterally along crack alignment to south. Sand lens at approximately 5-6 feet deep probable infilling within eroded cavity. No vertical offset. 9. +6 -inch wide zone of cracked soil at surface (N27°W). Extends to base of trench. Void at a depth of 4 feet on both sides of trench. No vertical offset. Cracks are clay coated and infilled. Cracks vary from 1 to 6 inches in width. 10. Clay -filled crack one to two inches wide. No offset of silt beds. Location: at stake 141 0' 5' — 0 10'1 12'/4 0 V v ML Sand;,ML ® ML Sand I/F ML No caving No groundwater encountered W 5' 1 1 10' 15' Horizontal and Vertical Scale: 1" = 5' 0 5' 10' 20' 25' 27'/2' LEGEND QI — Quaternary Lake Deposits Qs — Quaternary Sand Dune Deposits V — Denotes Void Due to Erosion Plate 3 Test Pit Log APN's 658-420-031, 658-170-015 & 016 NWC Eisenhower Drive & Avenida Fernando La Quinta, Riverside County, California Earth Systems Southwest 4/30/2015 File No.: 50376-01 TP -3 1. Lake Deposits: Olive to brown clayey silt and fine sandy silt (ML), stiff, moist. Poorly bedded with occasional thin (white to tan) silt beds. 2. Tan or white silt beds. Typically less than one inch thick, but up to 6 inches thick. 11. Open crack at surface. Extends to base of pit with soil infilling 2 to 4 feet deep. Below 8 feet, cracks are hairline to 1/8" wide and clay -filled. 12. Soil Infilling: Clear evidence of infilled cavity with thinly bedded fine sand. 13. Crack is approximately 2 inches wide and infilled with thinly bedded fine sand. W = 5, SP -SM . SP -SM 0 1 5' 10' Qs / No caving No groundwater encountered 15' Horizontal and Vertical Scale: 1" = 5' 0 5' 10' 20' LEGEND QI — Quaternary Lake Deposits Qs — Quaternary Sand Dune Deposits V — Denotes Void Due to Erosion Plate 4 Test Pit Log APN's 658-420-031, 658-170-015 & 016 NWC Eisenhower Drive & Avenida Fernando La Quinta, Riverside County, California Earth Systems Southwest 4/30/2015 File No.: 50376-01 APPENDIX B PETGEOSCIERA LABORATORY TEST DATA (FROMPETRA, 2018a) LABORATORY TEST DATA (ESSW, 2015b) SOLID AS A ROCK a) rn M co h a) cou.X N rn 0 ai u7 4t w c 0 L a co N co ao N rn m U to 2 0 U 0 c ti m 0 to E 0 C co .0 co N J Particle Size Distribution <. <' ,t :C �O o - Irl m N f3 Report o §- - s� ik it 64 100 1 1 1 1 1 1 1 1 1 1 T 1 1 I 1 1 A \42 ■- _■ • 1 90 80 iki 70 1 i UIII W 1 ,�1 LI Z 50 EMI tu W0 40 ���IL , + -- Ll_ 30 I II* 20 10 UUIL. • 0 1 1 ■ •IE ■ ■ ■ . ■ �_ 100 10 1 GRAIN 0.1 SIZE - mm. 0.01 0 001 +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL O 0.0 0.0 44.4 50.2 5.4 ❑ 0.0 0.0 79.2 18.1 2.7 0 0.0 0.0 74.0 16.4 9.6 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description Inches size . - - number size ❑ Olive, silt with fine sand 3 4 100.0 100.0 100.0 #4 #10 #20 #40 #60 #100 #200 100.0 100.0 99.0 98.9 98.2 93.0 55.6 100.0 100.0 100.0 99.9 99.5 79.7 20.8 100.0 100.0 96.6 76.8 57.2 41.0 26.0 DOlive, fine sand with silt DOlive, fine sand with silt GRAIN SIZE REMARKS: D60 D30 D10 0.0811 0.0404 0.0130 0.1188 0.0854 0.0568 0.2700 0.0953 0.0055 >\ COEFFICIENTS Cc Cu 1.55 6.25 1.08 2.09 6.17 49.52 ()Source of Sample: P-1 Depth: 48 5 ❑Source of Sample: P-2 Depth: 17 5 ASource of Sample: P-3 Depth: 48 5 . , ,,e, PETRA GEOSCIENCES"'� Client City of La Quinta Project: Eisenhower Dr. Retention Basin Project No.: 17-201 Figure B-1 t0 Particle Size Distribution _<<dI o N - Report - -gp 100 I 1 1 1 I 1 1 1 1 I 1 1 I (' I I 1 I 1 I I I 1 1 1 1 1 I I 1 I I 1 1 1 I I I •t � SLA 1 I e, _� • 1 S I I 1 I I A'\ 90 80 I 1 I 1 I 1 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 1 1 ; 1 I I 1 I 1 1 1 1 I 1 1 1 1 I 1 I 1 I I I 1 I 1 1 1 701 I I I I I 1 I 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 I 1 1 1 1 I I I I 1 1 I 1 I 1 I 1 ■ I I I I CC tt.1 60 I I 1 1 1 1 1 1 1 1 I I 1 I 1 1 1 11 1 1 1 I I I 1 1 I 1 I 1 1 I . Z Li 1 I I I 1 I I 1 1 I I I I I I I I I I 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 I t 1 1 I I I I I 1 I I 1 1 t I I 1 I 1 1 1 I 1 1 1 1 Z 50 LO cc 40 1 { I 1 w 30 i 1 I 1 1 I I I I I 'I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 I 1 I 1 1 I 1 1 I 1 1 1 t 1 I I 1 1 1 I I I I 1 1 1 1 1 I 20 I 1 1 I I I 1 1 I I I I 1 1 1 I I I I I ■ t V.0...... 10 I t f t I 1 I I I 1 I I I I I 1 1 1 1 1 1 1 1 I 1 I 1 1 1 I I 1 1 I 1 I I I I 1 I 1 1 I 1 1 I 1 I I I I 1 I 1 I I I I I I I I I 0 I I I i I 1 I I I I I 1 1 i 1 I 1 I 1 1 I 1 1 1 1 1 1 I I 1 I 1 I 1 I 1 I 1 I I I 1 1 I 1 I 1 I 1 1 I 1 ■ ■ .... ■ ■ ■ 100 10 1 GRAIN 0.1 SIZE - mm. 0.01 0.001 +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL O 0.0 0.0 5.7 73.2 21.1 : 0.0 0.0 75.4 20.6 4.0 A 0.0 0.0 7.6 54.2 38.2 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description Inches size ❑ number size 0 El 0 Olive, silt with clay 3 4 100.0 100.0 100.0 #4 #10 #20 #40 #60 #100 #200 100.0 100.0 99.9 99.5 99.4 98.6 94.3 100.0 100.0 99.6 98.9 95.9 74.5 24.6 100.0 100.0 99.8 99.1 98.8 97.9 92.4 ❑Brown, fine sand with silt ,Olive brown, clay with silt >< GRAIN SIZE REMARKS: D60 D30 D10 0.0193 0.0080 0.1228 0.0823 0.0379 0.0101 0.0033 /< COEFFICIENTS Cc Cu 1.45 3.24 O Source of Sample: P4 Depth: 12 5 ❑Source of Sample: P-5 Depth: 54 5 ASource of Sample: P-6 Depth: 14 5 PETRA �� GEOSCIENCES1N° Client: City of La Quinta Project Eisenhower Dr. Retention Basin Project No.: 17-201 Figure B-2 File No.: 50376-01 Lab No.: 15-099 UNIT DENSITIES AND MOISTURE CONTENT October 2, 2015 ASTM D2937 & D2216 Job Name: Coachella Valley Engineers B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B2 B2 B2 B2 B2 2.5 5 7.5 10 12.5 15 22.5 27.5 30 35 37.5 5 15 20 30 35 112 98 91 94 90 93 85 95 100 98 95 88 84 98 98 92 EARTH SYSTEMS SOUTHWEST 0 4 2 1 1 1 2 1 1 4 2 3 3 1 1 2 SM ML ML ML SM SM ML ML ML SM SM SM SM CL SM CL Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B2 B2 B2 B2 B2 2.5 5 7.5 10 12.5 15 22.5 27.5 30 35 37.5 5 15 20 30 35 112 98 91 94 90 93 85 95 100 98 95 88 84 98 98 92 EARTH SYSTEMS SOUTHWEST 0 4 2 1 1 1 2 1 1 4 2 3 3 1 1 2 SM ML ML ML SM SM ML ML ML SM SM SM SM CL SM CL File No.: 50376-01 Lab No.: 15-099 UNIT DENSITIES AND MOISTURE CONTENT October 2, 2015 ASTM D2937 & D2216 Job Name: Coachella Valley Engineers B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B4 B4 B4 B4 B4 B4 B4 B4 15 17.5 20 22.5 25 27.5 30 32.5 35 40 42.5 52.5 62.5 5 11 16 20 25 35 40 45 90 92 92 90 87 90 95 94 88 94 97 95 110 90 89 82 105 88 83 96 95 EARTH SYSTEMS SOUTHWEST 1 1 1 1 5 4 1 1 2 4 2 3 14 10 0 3 1 3 1 8 1 CL SM SM ML ML ML ML SM SM ML SM ML ML CH SP -SM CL SM SM ML ML SM Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B3 B4 B4 B4 B4 B4 B4 B4 B4 15 17.5 20 22.5 25 27.5 30 32.5 35 40 42.5 52.5 62.5 5 11 16 20 25 35 40 45 90 92 92 90 87 90 95 94 88 94 97 95 110 90 89 82 105 88 83 96 95 EARTH SYSTEMS SOUTHWEST 1 1 1 1 5 4 1 1 2 4 2 3 14 10 0 3 1 3 1 8 1 CL SM SM ML ML ML ML SM SM ML SM ML ML CH SP -SM CL SM SM ML ML SM File No.: 50376-01 Lab No.: 15-099 UNIT DENSITIES AND MOISTURE CONTENT October 2, 2015 ASTM D2937 & D2216 Job Name: Coachella Valley Engineers B5 B5 B5 B5 B5 B5 B6 B6 B6 B6 B6 B6 B6 2.5 7.5 17.5 32.5 42.5 47.5 5 10 15 20 25 35 50 88 95 96 94 89 104 95 87 91 85 103 92 102 EARTH SYSTEMS SOUTHWEST 2 8 1 1 3 5 5 8 5 2 0 2 5 ML CH SM ML ML ML ML ML ML SM SM CL CL Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B5 B5 B5 B5 B5 B5 B6 B6 B6 B6 B6 B6 B6 2.5 7.5 17.5 32.5 42.5 47.5 5 10 15 20 25 35 50 88 95 96 94 89 104 95 87 91 85 103 92 102 EARTH SYSTEMS SOUTHWEST 2 8 1 1 3 5 5 8 5 2 0 2 5 ML CH SM ML ML ML ML ML ML SM SM CL CL File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B1 @ 7.5 feet Soil Description: Sandy Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Water Content, 1 1 1 0 0 Flow Index 07 10Number of Blo� l 1 70 c2 -V4 as asticity Chart C H 30 a 20 10 CL -L-ML 0 • 0 10 20 30 ML 40 50 60 Liquid Limit MH 70 80 90 100 EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B2 @ 15 feet Soil Description: Silty Sand (SM) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Water Content, 1 1 1 0 0 Flow Index 07 10 Number of Bloc,. 1 44' 0 30 a 20 10 0 igasticity Chart 0 10 20 30 40 50 60 Liquid Limit 70 80 90 100 EARTH SYSTEMS SOUTHWEST 1 CH CL MH ML CL -ML • 0 10 20 30 40 50 60 Liquid Limit 70 80 90 100 EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 5 feet Soil Description: Sandy Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Water Content, 1 1 1 0 Flow Index 0 0 10 Number of Blou.L 3 1 ti, \ �J 70 asticity Chart c H ct a 20 30 10 CL ML M H 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 16 feet Soil Description: Silty Sand (SM) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Water Content, 1 1 1 Flow Index 0 0 0 10 P5 Number of BlowsNie 14 70 60 A Nqla3ticity Chart itit C H CL M H L -ML ML 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 25 feet Soil Description: Sandy Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Water Content, 1 1 1 Flow Index 0 0 0 10 4:5°S\ ‘14. Number of Blo 10L 70 6 lasticity Chart c H 30 a 20 10 0 0 CL M H L -ML ML 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 37.5 feet Soil Description: Clayey Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 32 20 17 LIQUID LIMIT 37 Water Content, % 35.0 37.8 38.6 PLASTIC LIMIT 26 PLASTICITY INDEX 11 50 40 c °J 30 c 0 `� 20 w g 10 0 10 Flow Index Number of Blows 100 70 60 50 6> 40 y 30 cA Ct E 20 10 0 0 Plasticity Chart uL-ML C H CL ML M H 10 20 30 40 50 60 Liquid Limit 70 80 90 100 EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 52.5 feet Soil Description: Sandy Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 Water Content, % #DIV/0! #DIV/0! 0 Flow Index 1 c a c! 1 0 u 0 N g 0 0 10 Number of Blows 70 60 E 20 10 CL -ML LIQUID LIMIT #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! icity Chart C H CL ML M H 0 • 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 56 feet Soil Description: Clayey Sandy Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 30 20 15 LIQUID LIMIT 45 Water Content, % 44.1 45.8 47.6 PLASTIC LIMIT 30 PLASTICITY INDEX 15 60 50 4 40 0 30 U N 20 g 10 0 10 Flow Index Number of Blows 100 70 60 50 6> 40 y 30 cA Ct E 20 10 0 0 Plasticity Chart uL-ML CH CL • ML MH 10 20 30 40 50 60 Liquid Limit 70 80 90 100 EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: B3 @ 62.5 feet Soil Description: Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Water Content, 1 1 1 Flow Index 0 0 010 Number of BloVO 10 70 sticity Chart c H CL M H L -ML ML 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 PLASTICITY INDEX October 2, 2015 ASTM D 4318 Job Name: Coachella Valley Engineers Sample ID: 66 @ 10 feet Soil Description: Clayey Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 25 20 15 LIQUID LIMIT 40 Water Content, % 39.7 41.5 43.9 PLASTIC LIMIT 23 PLASTICITY INDEX 17 60 50 4 40 g 30 U N 20 g 10 0 10 Flow Index Number of Blows 100 70 60 50 6> 40 y 30 cA Ct E 20 10 0 0 Plasticity Chart uL-ML CH CL • ML MH 10 20 30 40 50 60 Liquid Limit 70 80 90 100 EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 SIEVE ANALYSIS 10/2/2015 ASTM D6913 100 90 80 70 on 60 50 cta G:' 40 30 20 10 0 100 Job Name: Sample ID: Description: • Coachella Valley Engineers B1 @ 5 feet Sandy Silt (ML) Sieve Size Coarse Gravel • • • 3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #10 #16 #30 #40 #100 #200 Fine Gravel • • • Coarse Sand % Passing Medium Sand 100 100 100 100 100 100 100 100 99 99 98 98 87 58.8 Fine Sand Silts and Clays ----•---0—•—•\ 10 1 SIEVE Size, mm % Coarse Gravel: % Fine Gravel: 0 0 % Coarse Sand: 1 % Medium Sand: 1 % Fine Sand: 39 01 Cu: NA Cc: NA 0.01 Gradation % Total Gravel 0 % Total Sand 41 % Fines: 59 NA EARTH SYSTEMS SOUTHWEST File No.: 50376-01 10/2/2015 Lab No.: 15-099 SIEVE ANALYSIS ASTM D6913 100 90 80 70 on 60 50 40 30 20 10 0 Job Name: Coachella Valley Engineers Sample ID: B3 @ 7 1/2 feet Description: Silty Sand (SM) Sieve Size • Coarse Gravel • • • 7 3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #10 #16 #30 #40 #100 #200 Fine Gravel • • • Coarse Sand • % Passing Medium Sand • • 100 100 100 100 100 100 100 100 100 100 100 100 64 16.4 Fine Sand Silts and Clays 100 10 1 SIEVE Size, mm % Coarse Gravel: 0 % Fine Gravel: 0 % Coarse Sand: 0 % Medium Sand: 0 % Fine Sand: 83 01 Cu: NA Cc: NA 0.01 Gradation % Total Gravel 0 %Total Sand 84 % Fines: 16 NA EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 SIEVE ANALYSIS 10/2/2015 ASTM D6913 100 90 80 70 on 60 50 cta G:' 40 30 20 10 0 100 Job Name: Sample ID: Description: • Coachella Valley Engineers B3 @ 17 1/2 feet Silty Sand (SM) Sieve Size Coarse Gravel • • • 3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #10 #16 #30 #40 #100 #200 Fine Gravel • • • Coarse Sand • % Passing Medium Sand 0— --• 100 - 100 100 100 100 100 100 100 100 100 100 100 100 89 49.2 Fine Sand Silts and Clays 10 1 SIEVE Size, mm % Coarse Gravel: % Fine Gravel: 0 0 % Coarse Sand: 0 % Medium Sand: 0 % Fine Sand: 51 01 Cu: NA Cc: NA 0.01 Gradation % Total Gravel 0 % Total Sand 51 % Fines: 49 NA EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 SIEVE ANALYSIS 10/2/2015 ASTM D6913 100 90 80 70 on 60 50 cta G:' 40 30 20 10 0 100 Job Name: Sample ID: Description: • Coachella Valley Engineers B4 @ 16 feet Silty Clay (CL) Sieve Size Coarse Gravel • • -♦ • 3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #10 #16 #30 #40 #100 #200 Fine Gravel • • • Coarse Sand 7 % Passing Medium Sand 100 100 100 100 100 100 100 100 100 100 99 99 98 92.2 Fine Sand Silts and Clays 10 1 SIEVE Size, mm % Coarse Gravel: % Fine Gravel: 0 0 % Coarse Sand: % Medium Sand: % Fine Sand: 0 1 6 01 Cu: NA Cc: NA 0.01 Gradation % Total Gravel 0 % Total Sand 8 % Fines: 92 NA EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Job Name: Coachella Valley Engineers Lab Number: 15-099 AMOUNT PASSING NO. 200 SIEVE October 2, 2015 ASTM D 1140 B1 B3 B3 B3 B4 B4 B4 12.5 35 41.5 47.5 20 25 30 34 33 30 54 21 76 35 SM SM SM ML SM CL SM EARTH SYSTEMS SOUTHWEST Fines USCS Sample Depth Content Group Location (feet) (%) Symbol B1 B3 B3 B3 B4 B4 B4 12.5 35 41.5 47.5 20 25 30 34 33 30 54 21 76 35 SM SM SM ML SM CL SM EARTH SYSTEMS SOUTHWEST File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 8 -9 - 10 - 11 -12 Initial Dry Density: 100.5 pcf Initial Moisture, %: 3.8% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.658 Hydrocollapse: 1.5% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) Hydrocollapse —Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 7.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 85.6 pcf Initial Moisture, %: 2.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.948 Hydrocollapse: 1.8% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 10 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 - 2 -3 - 4 5 - 6 - 7 8 - 9 - 10 - 11 -12 Initial Dry Density: 66.1 pcf Initial Moisture, %: 1.4% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.523 Hydrocollapse: 0.3% @ 2.6 ksf % Change in Height vs Normal Presssure Diagram c Before Saturation • After Saturation -Poly. (After Saturation) Hydrocollapse -- Rebound 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 12.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 88.9 pcf Initial Moisture, %: 1.2% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.876 Hydrocollapse: 0.8% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound il( 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 15 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 93.3 pcf Initial Moisture, %: 0.7% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.787 Hydrocollapse: 0.3% @ 1.1 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 22.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 71.3 pcf Initial Moisture, %: 1.6% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.337 Hydrocollapse: 4.2% @ 1.1 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 27.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 90.1 pcf Initial Moisture, %: 1.2% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.850 Hydrocollapse: 0.8% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 30 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 98.1 pcf Initial Moisture, %: 0.7% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.699 Hydrocollapse: 0.5% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 35 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 - 2 -3 - 4 5 - 6 - 7 8 - 9 - 10 - 11 -12 Initial Dry Density: 122.6 pcf Initial Moisture, %: 5.8% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.360 Hydrocollapse: 1.0% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram c Before Saturation • After Saturation -Poly. (After Saturation) Hydrocollapse -- Rebound 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B1 @ 37.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 91.5 pcf Initial Moisture, %: 1.6% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.821 Hydrocollapse: 0.7% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound JI( 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B2 @ 15 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 - 2 -3 - 4 5 - 6 - 7 8 - 9 - 10 - 11 -12 Initial Dry Density: 77.9 pcf Initial Moisture, %: 3.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.139 Hydrocollapse: 2.7% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram c Before Saturation • After Saturation -Poly. (After Saturation) Hydrocollapse -- Rebound 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B2 @ 30 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 95.2 pcf Initial Moisture, %: 0.6% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.752 Hydrocollapse: 0.6% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound )IC 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 16 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 84.5 pcf Initial Moisture, %: 1.4% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.972 Hydrocollapse: 1.4% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 17.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 87.1 pcf Initial Moisture, %: 1.3% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.914 Hydrocollapse: 1.0% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound )1( A 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 20 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 86.6 pcf Initial Moisture, %: 0.6% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.925 Hydrocollapse: 0.8% @ 1.1 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 22.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 2 -3 - 4 5 - 6 - 7 8 - 9 - 10 - 11 -12 Initial Dry Density: 95.9 pcf Initial Moisture, %: 1.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.739 Hydrocollapse: 0.2% @ 2.6 ksf % Change in Height vs Normal Presssure Diagram c Before Saturation • After Saturation -Poly. (After Saturation) Hydrocollapse -- Rebound 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 27.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 8 -9 - 10 - 11 -12 Initial Dry Density: 81.5 pcf Initial Moisture, %: 4.3% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.046 Hydrocollapse: 2.3% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 30 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 137.1 pcf Initial Moisture, %: 1.1% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.216 Hydrocollapse: 1.2% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 32.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 88.8 pcf Initial Moisture, %: 1.2% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.877 Hydrocollapse: 1.2% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound il( 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 41.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 89.1 pcf Initial Moisture, %: 4.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.871 Hydrocollapse: 0.8% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound )I( 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 42.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 90.0 pcf Initial Moisture, %: 2.1% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.851 Hydrocollapse: 0.7% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 52.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 89.6 pcf Initial Moisture, %: 3.4% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.861 Hydrocollapse: 1.1% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound >IC 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B3 @ 62.5 feet Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 107.0 pcf Initial Moisture, %: 14.2% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.558 Hydrocollapse: 0.2% @ 8.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0- 0.1 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B4 @ 11 feet Sand w/Silt (SP -SM) Ring Sample Percent Change in Height 2 1 0 -1 - 2 -3 - 4 5 - 6 - 7 8 - 9 - 10 - 11 -12 Initial Dry Density: 89.4 pcf Initial Moisture, %: 0.1% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.865 Hydrocollapse: 0.6% @ 2.6 ksf % Change in Height vs Normal Presssure Diagram c Before Saturation • After Saturation -Poly. (After Saturation) Hydrocollapse -- Rebound 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B4 @ 15 feet Sand w/Silt (SP -SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 75.8 pcf Initial Moisture, %: 3.2% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.200 Hydrocollapse: 2.2% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B4 @ 20 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 101.5 pcf Initial Moisture, %: 1.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.642 Hydrocollapse: 0.8% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B4 @ 25 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 83.8 pcf Initial Moisture, %: 3.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.990 Hydrocollapse: 1.4% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B4 @ 35 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 78.9 pcf Initial Moisture, %: 1.2% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.113 Hydrocollapse: 0.4% @ 2.6 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 Coachella Valley Engineers B4 @ 40 feet Clayey Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 99.0 pcf Initial Moisture, %: 1.4% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.684 % Change in Height vs Normal Presssure Diagram Before Saturation ■ After Saturation Poly. (After Saturation) a Swell Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B5 @ 2.5 feet Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 - 2 -3 - 4 5 - 6 - 7 8 - 9 - 10 - 11 -12 Initial Dry Density: 84.8 pcf Initial Moisture, %: 2.5% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.967 Hydrocollapse: 2.6% @ 2.6 ksf % Change in Height vs Normal Presssure Diagram c Before Saturation • After Saturation -Poly. (After Saturation) Hydrocollapse -- Rebound • • • • • • 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 Coachella Valley Engineers B5 @ 7.5 feet Silty Fat Clay (CH) Ring Sample Percent Change in Height 4 3 2 1 0 -1 -2 - 3 4 - 5 -6 -7 - 8 9 -10 -11 -12 Initial Dry Density: -201.6 pcf Initial Moisture, %: 7.6% Specific Gravity (assumed): 2.67 Initial Void Ratio: -1.827 % Change in Height vs Normal Presssure Diagram —e—Before Saturation • After Saturation —Poly. (After Saturation) Swell -- Rebound 01 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B5 @ 17.5 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 100.8 pcf Initial Moisture, %: 1.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.654 Hydrocollapse: 1.3% @ 2.6 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B5 @ 32.5 feet Sandy Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 90.7 pcf Initial Moisture, %: 1.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.838 Hydrocollapse: 0.6% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound il( 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B5 @ 42.5 feet Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 8 -9 - 10 - 11 -12 Initial Dry Density: 82.2 pcf Initial Moisture, %: 2.9% Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.028 Hydrocollapse: 2.1% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B5 @ 47.5 feet Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 8 -9 - 10 - 11 -12 Initial Dry Density: 90.3 pcf Initial Moisture, %: 5.0% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.846 Hydrocollapse: 3.6% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation • After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound G 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 Coachella Valley Engineers B6 @ 10 feet Clayey Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 92.7 pcf Initial Moisture, %: 7.8% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.798 % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B6 @ 25 feet Silty Sand (SM) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 104.0 pcf Initial Moisture, %: 0.3% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.603 Hydrocollapse: 0.5% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound il( 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 October 2, 2015 Lab No.: 15-099 CONSOLIDATION TEST ASTM D 2435 & D 5333 Coachella Valley Engineers B6 @ 36 feet Silt (ML) Ring Sample Percent Change in Height 2 1 0 -1 -2 -3 -4 5 -6 -7 -8 -9 - 10 - 11 -12 Initial Dry Density: 87.4 pcf Initial Moisture, %: 1.7% Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.908 Hydrocollapse: 0.9% @ 4.0 ksf % Change in Height vs Normal Presssure Diagram --Before Saturation ■ After Saturation Poly. (After Saturation) oszszsz Hydrocollapse —Mt—Rebound )IC 0.1 10 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 50376-01 Lab No.: 15-099 EXPANSION INDEX October 2, 2015 ASTM D-4829 Job Name: Coachella Valley Engineers Sample ID: B3 @ 2.5 feet Soil Description: Sandy Silt (ML) Initial Moisture, %: 13.5 Initial Compacted Dry Density, pcf: 100.0 Initial Saturation, %: 54 Final Moisture, %: 26.3 Volumetric Swell, %: 2.5 Expansion Index, El: 27 Low El ASTM Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High >130 Very High EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 EXPANSION INDEX October 2, 2015 ASTM D-4829 Job Name: Coachella Valley Engineers Sample ID: B4 @ 5 feet Soil Description: Silty Fat Clay (CH) Initial Moisture, %: 15.4 Initial Compacted Dry Density, pcf: 92.4 Initial Saturation, %: 51 Final Moisture, %: 38.0 Volumetric Swell, %: 11.1 Expansion Index, El: 112 High EI ASTM Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High >130 Very High EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 EXPANSION INDEX October 2, 2015 ASTM D-4829 Job Name: Coachella Valley Engineers Sample ID: B5 @ 0-5 feet Soil Description: Silt (ML) Initial Moisture, %: 11.4 Initial Compacted Dry Density, pcf: 106.5 Initial Saturation, %: 53 Final Moisture, %: 23.1 Volumetric Swell, %: 2.6 Expansion Index, El: 28 Low El ASTM Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High >130 Very High EARTH SYSTEMS SOUTHWEST File No.: 50376-01 Lab No.: 15-099 MAXIMUM DRY DENSITY / OPTIMUM MOISTURE October 2, 2015 ASTM D 1557 (Modified) Job Name: Coachella Valley Engineers Sample ID: 1 Location: B5 @ 0-5 feet Description: Silt (ML) Maximum Dry Density: Optimum Moisture: 140 135 130 125 4- U Q 115 110 105 100 121 pcf 10.8% Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Number: 15-099 Sieve Size % Retained (Cumulative) 3/4" 0.0 3/8" 0.0 #4 4.7 0 5 Zero Air Voids Lines sg =2.65, 2.70, 2.75 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 50376-01 Lab No.: 15-099 SOIL CHEMICAL ANALYSES 10/2/2015 Job Name: Coachella Valley Engineers Job No.: 50376-01 Sample ID: Sample Depth, feet: B3 B5 5 0-5 DF RL Sulfate, mg/Kg (ppm): 193 344 10 5.00 (ASTM D 4327) Chloride, mg/Kg (ppm): 170 207 50 5.00 (ASTM D 4327) pH, (pH Units): 8.63 8.69 1 (ASTM D 1293) Resistivity, (ohm -cm): 1,473 1,088 Conductivity, (mmhos-cm): 679 919 (ASTM D 1125) Note: Tests performed by Subcontract Laboratory: Truesdail Laboratories, Inc. 14201 Franklin Avenue Tustin, California 92780-7008 Tel: (714) 730-6462 1 2.00 DF: Dilution Factor RL: Reporting Limit N.D.: Not Detectable General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates' 0 -1,000 mg/Kg (ppm) [ 0-.1%] 1,000 - 2,000 mg/Kg (ppm) [0.1-0.2%] 2,000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%] Low Moderate Severe Very Severe Resistivity2 0- 900 ohm -cm 900 to 2,300 ohm -cm 2,300 to 5,000 ohm -cm 5,000-10,000 ohm -cm 10,000+ ohm -cm Very Severely Corrosive Severely Corrosive Moderately Corrosive Mildly Corrosive Progressively Less Corrosive 1- General corrosivity to concrete elements. American Concrete Institute (ACI) Water Soluble Sulfate in Soil by Weight, ACI 318, Tables 4.2.2 - Exposure Conditions and Table 4.3.1 - Requirements for Concrete Exposed to Sulfate -Containing Solutions. It is recommended that concrete be proportioned in accordance with the requirements of the two ACI tables listed above (4.2.2 and 4.3.1). The current ACI should be referred to for further information. 2 - General corrosivity to metallic elements (iron, steel, etc.). Although no standard has been developed and accepted by corrosion engineering organizations, it is generally agreed that the classification shown above, or other similar classifications, reflect soil corrosivity. Source: Corrosionsource.com. The classification presented is excerpted from ASTM STP 1013 titled "Effects of Soil Characteristics on Corrosion" (February, 1989) EARTH SYSTEMS SOUTHWEST APPENDIX C PERCOLATION TEST SUMMARIES (FROM PETRA, 2018a) PETGEOSCIERA SOLID AS A ROCK Test Number: P-1 Total Depth of Boring, Dt (ft): 50 Diameter of Hole, D (in): 8 Diameter of Pipe, d (in): 3 Agg. Correction (°. Voids): 42 Time Interval (min) Depth to Water Surface D,,, (ft) Change in Head (in) Perc. Rate (min/in) Perc. Rate (gal/day/ft^2) 1st Reading 2nd Reading 10 40.00 42.45 29.40 0.34 24.68 10 40.00 42.08 24.96 0.40 20.53 10 40.00 41.70 20.40 0.49 16.43 10 40.00 41.43 17.16 0.58 13.63 10 40.00 41.26 15.12 0.66 11.90 10 40.00 41.15 13.80 0.72 10.80 Percolation Rate: 0.72 Minutes/Inch 10.80 gal/day/ft2 Infiltration Rate: 1.44 Inches/Hour* (Percolation Rate Conversion) where Infiltration Rate, It = AH (60r) / At (r + 2How) r=D/2 Ho = D - Do Hf = Df AH = AD = H0- Hf Havg= (Ho+ Hi) / 2 *Raw Number, Does Not Include a Factor of Safety Reference Whitewater River Region, Design Handbook for UDBMP, revised January 2015 6: • • • •• 04 .4 Dw A Dt PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92626 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA PERCOLATION TEST SUMMARY Eisenhower Drive Retention Basin Eisenhower Dr. and Ave. Fernando, La Quinta, CA pETRA DATE: May, 20N Figure 2 GeosciENces- J.N.: 17-201 Test Number: P-2 Total Depth of Boring, Df (ft): 19 Diameter of Hole, D (in): 8 Diameter of Pipe, d (in): 3 Agg. Correction (00 Voids): 42 Time Interval (min) Depth to Water Surface Dw (ft) Change in Head (in) Perc. Rate (min/in) Perc. Rate (gal/day/ft^2) 1st Reading 2nd Reading 10 4.00 7.89 46.68 0.21 26.50 10 5.00 8.50 42.00 0.24 25.39 10 5.00 8.32 39.84 0.25 23.91 10 5.00 8.27 39.24 0.25 23.50 10 5.00 8.18 38.16 0.26 22.77 10 5.00 8.17 38.04 0.26 22.69 Percolation Rate: 0.26 Minutes/Inch 22.69 gal/day/ft2 Infiltration Rate: 3.02 Inches/Hour* (Percolation Rate Conversion) where Infiltration Rate, It = AH (60r) / At (r + 2Ha,y) r=D/2 Ho=DI - Do Hf=Df - Df AH=AD=Ho - Hf Han _ (Ho+ Hf) / *Raw Number, Does Not Include a Factor of Safety Reference WNtewater River Region, Design Handbook for UDBMP, revised January, 2015 r, • • • •• • • • • • • •1 e , : Test Number: P-3 Total Depth of Boring, DI (ft): 50 Diameter of Hole, D (in): 8 Diameter of Pipe, d (in): 3 Agg. Correction (% Voids): 42 Time Interval (min) Depth to Water Surface Dw (ft) Change in Head (in) Perc. Rate (min/in) Perc. Rate (gal/day/ft^2) 1st Reading 2nd Reading 10 32.50 37.93 65.16 0.15 32.71 10 35.00 40.10 61.20 0.16 36.41 10 35.00 39.96 59.52 0.17 35.21 10 35.00 39.82 57.84 0.17 34.03 10 35.00 39.68 56.16 0.18 32.86 10 35.00 39.59 55.08 0.18 32.12 Percolation Rate: 0.18 Minutes/Inch 32.12 gal/day/ft2 Infiltration Rate: 4.28 Inches/Hour* (Percolation Rate Conversion) where Infiltration Rate, It= AH (60r) / At (r + 2H0w9) r=D/2 He=Dt - Do H1=Dt- Df AH=AD=He - HI Hon = (He+ HI) / 2 'Raw Number, Does Not Include a Factor of Safety Reference Whitewater River Region, Design Handbook for UDBMP, revised January, 2015 • •� •� •� •� .1 •1 .1 • Oa O •� 0f .1 • •4 •a • O. Oa I If hf • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1 Dw Dt Y PETRA GEOSCIENCES, INC. 3188 Airway Avenue, Suite K Costa Mesa, California 82628 PHONE (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA PERCOLATION TEST SUMMARY Eisenhower Drive Retention Basin Eisenhower Dr. and Ave. Fernando, La Quinta, CA PETRA DATE: May, 2018 Figure 4 GEOSCIENCES� J.N.: 17-201 g Test Number: P-4 Total Depth of Boring, Dt (ft): 14 Diameter of Hole, D (in): 8 Diameter of Pipe, d (in): 3 Agg. Correction (% Voids): 42 Time Interval (min) Depth to Water Surface Dy, (ft) Change in Head (in) Perc. Rate (minrn) Perc. Rate (gal/day/ft^2) 1st Reading 2nd Reading 10 3.50 7.79 51.48 0.19 45.34 10 5.00 7.71 32.52 0.31 31.25 10 5.00 7.49 29.88 0.33 28.31 10 5.00 7.37 28.44 0.35 26.74 10 5.00 7.20 26.40 0.38 24.56 10 5.00 7.02 24.24 0.41 22.31 Percolation Rate: 0.41 Minutes/Inch 22.31 gal/day/ft2 Infiltration Rate: 2.97 Inches/Hour* (Percolation Rate Conversion) where Infiltration Rate, 4= AH (60r) / At (r + 2Hayd r=D/2 Ho=DI - De H1=Dt-DI AH=AD=Ho-H1 Han = (Ha+ Hl) / 2 'Raw Number, Does Not Include a Factor of Safety _t Dd • • •, • •; • • • • • • •' • • • • • • • • • • • • • • • •• 64 •' t•1 • I. • ,. 61 • 64 el iii •11 • .' i • •• • • • •• • • • • . • • • • Df V PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92626 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA PERCOLATION TEST SUMMARY Eisenhower Drive Retention Basin Reference Whitewater River Region, Design Handbook for UDBMP, revised January 2015 Eisenhower Dr. and Ave. Fernando, La Quinta, CA PETRA DATE: May, 2018 FI ure 5 GEOSCIENCES-' J.N.: 17-201 g Test Number: P-5 Total Depth of Boring, Dt (ft): 56 Diameter of Hole, D (in): 8 Diameter of Pipe, d (in): 3 Agg. Correction (00 Voids): 42 Time Interval (min) Depth to Water Surface Dw (ft) Change in Head (in) Perc. Rate (min/in) Perc. Rate (gal/day/ftA2) 1st Reading 2nd Reading 10 42.20 47.82 67.44 0.15 45.37 10 42.30 47.89 67.08 0.15 45.47 10 42.90 48.07 62.04 0.16 43.59 10 47.45 49.69 26.88 0.37 26.56 10 47.50 49.60 25.20 0.40 24.83 10 47.50 49.56 24.72 0.40 24.30 Percolation Rate: 0.40 Minutes/Inch 24.30 gal/day/ft2 Infiltration Rate: 3.24 Inches/Hour* (Percolation Rate Conversion) where Infiltration Rate, It = AH (60r) / At (r + 2Ha,,g) r=D/2 Ha=Dt- Da H1=Dt-Di AH=AD=He-HI Haog = (H0+ Hi) / 2 `Raw Number, Does Not Include a Factor of Safety Reference Whitewater River Region, Design Handbook for UDBMP, re1sed January 2015 d� PETRA GEOSCIENCES, INC. 3186 Airway Avenue, Suite K Costa Mesa, California 92628 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA PERCOLATION TEST SUMMARY Eisenhower Drive Retention Basin Eisenhower Dr. and Ave. Fernando, La Quinta, CA PETRA DATE: May, 2018 Figure 6 GEOSCIENCES". J.N.: 17-201 9 Test Number: P-6 Total Depth of Boring, Dt (ft): 16 Diameter of Hole, D (in): 8 Diameter of Pipe, d (in): 3 Agg. Correction (00 Voids): 42 Time Interval (min) Depth to Water Surface Dw (ft) Change in Head (in) Perc. Rate (min/in) Perc. Rate (gal/day/ft^2) 1st Reading 2nd Reading 10 4.50 7.11 31.32 0.32 22.69 10 5.00 7.20 26.40 0.38 19.68 10 5.00 7.13 25.56 0.39 18.99 10 5.00 7.09 25.08 0.40 18.60 10 5.00 6.96 23.52 0.43 17.33 10 5.00 6.74 20.88 0.48 15.22 10 5.00 6.68 20.16 0.50 14.65 10 5.00 6.64 19.68 0.51 14.28 Percolation Rate: 0.51 Minutes/Inch 14.28 gal/day/ft2 Infiltration Rate: 1.90 Inches/Hour* (Percolation Rate Conversion) where Infiltration Rate, It = DH (60r) / 0t (r + 2H.„,) r=D/2 He=Dt - Do Ht = Dt - Df DH=DD=He - Hf Ha,.=(H,+Ht) /2 *Raw Number, Does Not Include a Factor of Safety Reference Whitewater River Region, Design Handbook for UDBMP, revlsod January, 2015 ,1_ PETRA GEOSCIENCES, INC. 3188 Airway Avenue, Suite K Costa Mesa, California 92628 PHONE: (714) 549.8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA PERCOLATION TEST SUMMARY Eisenhower Drive Retention Basin Eisenhower Dr. and Ave. Fernando, La Quinta, CA PETRA DATE: May, 2018 Figure 7 GEOSCIENCES"° J.N.: 17-201 g APPENDIX C Project Exhibit and Record Drawings Eisenhower Retention Basin Slope Repair 0 0 376 752 Feet `IMPORTANT* Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. REPORT PRINTED ON... 11/16/2023 1:38:24 PM © Riverside County GIS Legend Parcels Blueline Streams City Areas World Street Map Notes DIGRT / DIAL TOLL FREE �f �� 1-800-227-2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA EL cn WASHINGTON EISENHOWER D GENERAL NOTES La U) AVE 42 Bermuda Dunes 0 FRED Quinta WASHIINGTON z 0 LiJ L L LiJ Li] 0 f z 0 AVE 50 AVE 52 Indio VICINITY MAP NTS IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN CITY PROJECT NO. 2015-12B BEING A PORTION OF THE EAST HALF OF SECTION 36, TOWNSHIP 5 SOUTH, RANGE 6 EAST, SAN BERNARDINO BASE AND MERIDIAN 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE STANDARD PLANS OF THE CITY OF LA QUINTA AND THE LATEST EDITION OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO APPLY TO THE CITY OF LA QUINTA PUBLIC WORKS DEPARTMENT FOR THE NECESSARY PERMITS AND TO BE RESPONSIBLE FOR SATISFACTORY COMPLIANCE FOR ALL CURRENT ENVIRONMENTAL REGULATIONS DURING THE LIFE OF CONSTRUCTION ACTIVITIES FOR THE PROJECT. ADDITIONAL STUDIES AND/OR PERMITS MAY BE REQUIRED. 3. THE CONTRACTOR SHALL OBTAIN ALL PERMITS AS REQUIRED BY THE CITY OF LA QUINTA OR OTHER GOVERNING AGENCIES. 4. THE CONTRACTOR SHALL NOTIFY THE CITY OF LA QUINTA PUBLIC WORKS DEPARTMENT FORTY-EIGHT (48) HOURS PRIOR TO ANY GRADING, BRUSHING, OR CLEARING AND EACH PHASE OF CONSTRUCTION AT (760) 777-7048. 5. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL, REPLACEMENT, OR RELOCATION OF ALL REGULATORY, WARNING AND GUIDE SIGNS 7. THE CITY ENGINEER SHALL APPROVE THE DESIGN AND INSTALLATION OF ALL STREET NAME SIGNS, TRAFFIC CONTROL SIGNS, TRAFFIC STRIPING, LEGENDS, AND PAVEMENT MARKERS TYPE AND LOCATION. 8. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS OR BENCH MARKS NOTED ON THE PLANS, OR FOUND DURING CONSTRUCTION. REMOVAL AND REPLACEMENT SHALL BE DONE BY A CALIFORNIA REGISTERED CIVIL ENGINEER WITH AN R.C.E. NUMBER BELOW 33,966, OR A LICENSED LAND SURVEYOR ONLY. PRIOR TO CONSTRUCTION, ALL HORIZONTAL AND VERTICAL SURVEY CONTROL MONUMENTS AND ACCESSORY TIES ARE TO BE LOCATED OR SET IN THE FIELD AND PRE -CONSTRUCTION CORNER RECORDS SHALL BE FILED. UPON COMPLETION OF CONSTRUCTION, ALL DAMAGED OR DESTROYED SURVEY MONUMENTS AND ACCESSORY TIES ARE TO BE RESET AND POST -CONSTRUCTION CORNER RECORDS FILED WITH THE COUNTY SURVEYOR'S OFFICE IN ACCORDANCE WITH BOARD RULE 464. MONUMENTS NEED TO BE SUBMITTED TO THE CITY'S PUBLIC WORKS DEPARTMENT PRIOR TO FILING WITH THE COUNTY SURVEYOR. ALL RESTORATION OF SURVEY MONUMENTS SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 8771 OF THE BUSINESS AND PROFESSIONS CODE. 9. CONSTRUCTION OPERATIONS AND MAINTENANCE OF EQUIPMENT WITHIN ONE HALF MILE OF HUMAN OCCUPANCY SHALL BE PERFORMED ONLY DURING THE TIME PERIODS AS FOLLOWS: OCTOBER 1ST TO APRIL 30TH: MONDAY THROUGH FRIDAY 7:OOAM TO 5:30PM MAY 1ST TO SEPTEMBER 30TH: MONDAY THROUGH FRIDAY 6:OOAM TO 7:OOPM WORK SHALL BE PROHIBITED ANY TIME ON SUNDAYS OR ON FEDERAL HOLIDAYS. NO REDUCTION OF THE TRAVELED WAY WIDTH SHALL BE PERMITTED ON ANY CITY STREET ON WEEKENDS OR HOLIDAYS, OR WHEN ACTIVE WORK IS NOT BEING DONE, UNLESS PRIOR AUTHORIZATION TO DO SO IS GRANTED BY THE CITY ENGINEER. NO LANE CLOSURES SHALL BE PERMITTED OR ALLOWED ON ANY CITY STREET BEFORE 8:30AM AND AFTER 3:30PM UNLESS AUTHORIZATION TO DO SO IS GRANTED BY THE CITY ENGINEER. 10. ALL TRAVELED WAYS MUST BE CLEANED DAILY OF ALL DIRT, MUD, AND DEBRIS DEPOSITED ON THEM AS A RESULT OF THE OPERATIONS. CLEANING IS TO BE DONE TO THE SATISFACTION OF THE CITY ENGINEER. 11. ALL CONSTRUCTION AREAS SHALL BE PROPERLY POSTED AND LIGHTED IN CONFORMANCE WITH THE CALIFORNIA STATE MANUAL OF WARNING SIGNS, LIGHTS, AND DEVICES FOR USE IN THE PERFORMANCE OF WORK UPON ROADWAYS IN ORDER TO ELIMINATE ANY HAZARDS. 12. CONSTRUCTION PROJECTS DISTURBING MORE THAN 1 -ACRE MUST OBTAIN A NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT. OWNERS/DEVELOPERS ARE REQUITED TO: A) FILE A NOTICE OF INTENT (NOI) WITH THE STATE WATER RESOURCES CONTROL BOARD (SWRCB); B) PREPARE A STORM WATER POLLUTION PREVENTION PLAN (SWPPP); AND C) HAVE A MONITORING PLAN FOR THE SITE. THE NPDES IS A NATIONAL PROGRAM TO CONTROL NON -POINT SOURCE POLLUTANTS CARRIED BY STORM WATER. THE PROGRAM IS IMPLEMENTED AND ENFORCED BY THE SWRCB. PAVING NOTES 1. ALL UNDERGROUND FACILITIES, INCLUDING SERVICE LATERALS, SHALL BE IN PLACE WITH TRENCHES COMPACTED AND TESTED PRIOR TO BASE GRADE INSPECTION AND PAVING. THE CONTRACTOR SHALL SUBMIT TO THE CITY WRITTEN EVIDENCE ISSUED BY THE RESPECTIVE UTILITY PURVEYOR INDICATING THE SUBSURFACE PORTION OF THEIR UNDERGROUND FACILITIES HAS BEEN INSTALLED AND ACCEPTED. 2. LANE CLOSURES AND DETOURS SHALL BE POSTED, DELINEATED, AND LIGHTED IN CONFORMANCE WITH THE CALTRANS MANUAL OF TRAFFIC CONTROLS FOR CONSTRUCTION AND MAINTENANCE WORK ZONES AND ANY ADDITIONAL REQUIREMENTS DEEMED NECESSARY BY THE CITY ENGINEER. 3. ASPHALT CONCRETE PAVING, EXCEPT FOR OVERLAYS, SHALL BE INSTALLED IN TWO (2) OR MORE COURSES WITH MIX DESIGNS THAT CONFORM TO SECTION 400 OF THE REVISED STANDARD SPECIFICATIONS, COACHELLA VALLEY VERSION (GREEN BOOK), NOTED AS FOLLOWS: WEARING COURSE (UPPER COURSE): IIIA-C2-PG70-10 BASE COURSE (LOWER COURSES): IIIB-B3-PG70-10 THE WEARING COURSE SHALL BE 0.1 FEET THICK; THE BASE COURSE(S) SHALL CONTAIN THE BALANCE OF THE REQUIRED ASPHALT CONCRETE THICKNESS. 4. MIX DESIGN REQUIRED: FOURTEEN (14) DAYS PRIOR TO COMMENCEMENT OF PAVING OPERATIONS, THE CONTRACTOR SHALL SUBMIT FOR CITY APPROVAL, A COMPLETE PROPOSED MIX DESIGN IDENTIFYING THE MIX CHARACTERISTICS SUCH AS AGGREGATE GRADATIONS, VOIDS IN MINERAL AGGREGATE (VMA), AIR VOIDS, AND S -VALUE FOR VARIOUS OIL CONTENTS FOR EACH MIX. 5. A TACK COAT SHALL BE APPLIED TO EXISTING PAVEMENT, P.C.C. SURFACES, AND THE A.C. BASE COURSE, IF TRAFFIC HAS DRIVEN ON IT. THE TACK COAT SHALL BE SLOW SETTING ANIONIC EMULSIFIED ASPHALT TYPE "SS -1H" CONFORMING TO SECTION 203-3 OF THE STANDARD SPECIFICATIONS. THE LIQUID ASPHALT SHALL BE GRADE 60-70 AND APPLIED AT THE RATE OF 0.1 GALLONS/YARD. 6. NEW IMPROVEMENTS THAT JOIN EXISTING IMPROVEMENTS SHALL JOIN OR MATCH IN A MANNER SATISFACTORY TO THE CITY ENGINEER. CONSTRUCTION OPERATIONS REQUIRED TO ACHIEVE A SAFE, DURABLE, AESTHETICALLY PLEASING TRANSITION BETWEEN THE NEW AND EXISTING IMPROVEMENTS MAY INCLUDE SAW CUTTING, REMOVAL, REPLACEMENT, CAPPING, AND/OR COLD PLANNING, AS NEEDED. 7. ALL MANHOLES AND VALVE BOX FRAMES SHALL BE ADJUSTED TO FINAL GRADES AFTER PAVEMENT INSTALLATION IS COMPLETED. 8. THE CURB SHALL BE ETCHED OR STAMPED SHOWING UTILITY SERVICE LATERAL LOCATIONS AS FOLLOWS: "S" FOR SEWER "G" FOR GAS "E" FOR ELECTRICAL POWER. NOTE TO CONTRACTOR: EXISTING UTILITIES ALL UNDERGROUND UTILITIES SHOWN ON THE PLANS WERE OBTAINED FROM A REVIEW OF AVAILABLE RECORD DATA. WHILE DUE CARE WAS TAKEN IN THE PREPARATION OF THIS INFORMATION, MICHAEL BAKER INTERNATIONAL CANNOT AND DOES NOT GUARANTEE THE ACCURACY NOR THE COMPLETENESS OF THE INFORMATION. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH RESULT FROM HIS FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. THE CONTRACTOR SHALL POTHOLE PROPOSED CROSSINGS OF EXISTING UTILITIES PRIOR TO CONSTRUCTION AND SHALL VERIFY THEIR HORIZONTAL AND VERTICAL LOCATIONS.IN THE EVENT, DURING CONSTRUCTION, THAT UNKNOWN UTILITIES OR UNKNOWN STRUCTURES ARE FOUND AT UNEXPECTED ELEVATIONS OR LOCATIONS, MICHAEL BAKER INTERNATIONAL IS TO BE NOTIFIED OF SUCH CONDITION AT ONCE. MICHAEL BAKER INTERNATIONAL WILL REQUIRED DESIGN CHANGES AND THE CONTRACTOR AGREES TO COMPLETE ALL WORK, INCLUDING REPAIRS REQUIRED, IN AND EXPEDITIOUS MANNER. THE CONTRACTOR FURTHER AGREES TO PURSUE DILIGENTLY THE COMPLETION OF SAID WORK. PREPARED FOR: CITY OF LA QUINTA 78-495 CALLE TAMPICO LA QUINTA, CA 92253 (760) 777-7045 PARCEL 1 LEGACY VILLAS 7 7 7 7 7 7 7 7 SD LINE 2 SEE SHEET 4 1 1 1 1 1 1 111- 1 i 1 1 1 1 1 SD LINE 1 SEE SHEET 4 1 1 1 1 1 1 SHEET NUMB (TYP.) (SD LINE 4 SEE SHEET 5 M M M M M M M M M MEM MEM MEM MEM INDEX MAP SCALE 1"=200' 200 100 LEGAL DESCRIPTION BEING A PORTION OF THE EAST HALF OF SECTION 36, TOWNSHIP 5 SOUTH, RANGE 6 EAST, S.B.M. ABBREVIATIONS (501.54) EXISTING ELEVATION 501.54 PROPOSED ELEVATION CL EDF FF FG FL FS GB HP LP PL PUE R/W SD TC TYP W WSE ESMT PROP EX TMH MH INV RCP AC CB TC 9 200 CENTERLINE EXTENDED DEPTH FOOTING FINISH FLOOR FINISH GRADE FLOW LINE FINISH SURFACE GRADE BREAK HIGH POINT LOW POINT PROPERTY LINE PUBLIC UTILITY EASEMENT RIGHT OF WAY SEWER STORM DRAIN TOP OF CURB TYPICAL WATER WATER SURFACE ELEVATION EASEMENT PROPOSED EXISTING TOP OF MANHOLE MANHOLE INVERT REINFORCED CONCRETE PIPE ASPHALTIC CONCRETE CATCH BASIN TOP OF CURB 490 600 SCALE: 1"=200' CO\ST=UCT I O\ \OYES SHEET UNIT QTY. 1O INSTALL 48" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) ROUGH GRADING PLAN LF 260 ®INSTALL 42" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) 5 LF 85 3O INSTALL 36" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) LF 108 , ®INSTALL 24" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) LF 230 5O INSTALL 18" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) ©CONSTRUCT CURB INLET CATCH BASIN NO. 1 PER CITY OF LA QUINTA STD. NO. 300 EA 5 7O CONSTRUCT COMBINATION INLET CATCH BASIN NO. 2 PER CITY OF LA QUINTA STD. NO. 301 3 ®CONSTRUCT GUTTER DEPRESSION FOR CURB OPENING CATCH BASIN, CASE B PER CITY OF LA QUINTA STD. NO. 330 SF 563 ®CONSTRUCT GUTTER DEPRESSION FOR GRATE OPENING CATCH BASIN, CASE B PER CITY OF LA QUINTA STD. NO. 331 SF 233 ©CONSTRUCT MANHOLE (PIPE TO PIPE) PER CITY OF LA QUINTA STD. NO. 340 EA 1 ©CONSTRUCT JUNCTION STRUCTURE (PIPE TO PIPE) PER CITY OF LA QUINTA STD. NO. 350 , 2 ©CONSTRUCT HEADWALL WING -TYPE PER CALTRANS STD. NO. D86B , EA 4 ©INSTALL TORRENT MAXWELL IV DRYWELL SYSTEM PER DETAIL ON SHEET NO. 6 (OR APPROVED EQUAL) ''re`' 2 14 PLACE 1/2 TON MIN. RIP -RAP, 60' (L) X 60' (W) X 3' (D) CY 400 15 JOIN EXISTING PAVING FOR A SMOOTH TRANSITION . tS. 1 16 SAWCUT, REMOVE, AND DISPOSE OF EXISTING CURB & GUTTER LF 311 2 SAWCUT, REMOVE, AND DISPOSE OF EXISTING PAVING SF 3,682 18 INSTALL 4.5" AC PAVING OVER 6" CLASS II AGGREGATE BASE SF 3,089 19 INSTALL SLOPE PROTECTION 60 MIL. LLDPE SMOOTH NOMINAL LINING PER SECTION A -A ON SHEET 6 S , 20 SAWCUT EXISTING 18" RCP STORM DRAIN PIPE AND JOIN NEW PIPE WITH CONCRETE COLLAR PER RCFCWCD STD. DWG. NO. M803 EA 1 21 PLACE 100 LB MIN. RIP -RAP, DEPTH=3.0' MIN (SEE PLAN FOR ADDITIONAL DIMENSIONS) LCY 53 22 INSTALL 8" HDPE OVERFLOW STORM DRAIN PIPE LF 17 .-- 23 ABANDON EXISTING 18" RCP STORM DRAIN PIPE IN PLACE LS 1 ®CONTRACTOR SHALL RESTORE LANDSCAPE AND IRRIGATION IN KIND TO SATISFACTION OF THE CITY LS 1 25 CONTRACTOR SHALL RESTORE ALL STRIPING AND PAVEMENT MARKINGS IN KIND TO THE SATISFACTION OF THE CITY LS 1 26 CONSTRUCT JUNCTION STRUCTURE (PIPE TO PIPE) PER CITY OF LA QUINTA STD. NO. 351 EA 1 ©CONSTRUCT CONCRETE BULKHEAD PER RCFCWCD STD. DWG. NO. M816 EA 1 28 INSTALL TRASH RACK (INCLINED), CASE "A" FOR PIPE OUTLET HEADWALL PER SPPWC STD. PLAN 361-2 EA 4 29 INSTALL 6" CLASS II AGGREGATE BASE NOTE: QUANTITIES SHOWN ARE ESTIMATES ONLY. THE CONTRACTOR IS RESPONSIBLE FOR PREPARING HIS OWN ESTIMATE FOR BID PURPOSES. GRADING NOTES 1. GRADING SHALL BE IN ACCORDANCE WITH THE ENGINEERED GRADING REQUIREMENTS OF THE UNIFORM BUILDING CODE, LATEST EDITION, AND SOILS REPORT N0.17-201, DATED:JUNE 7, 2018, PREPARED BY:PETRA GEOSCIENCES, INC., TELEPHONE NO.(714) 549-8921. 2. THE SOILS ENGINEER AND THE ENGINEERING GEOLOGIST SHALL EXERCISE SUFFICIENT SUPERVISORY CONTROL DURING GRADING TO INSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS, AND CODE WITHIN THEIR PURVIEW. 3. THE DESIGN CIVIL ENGINEER SHALL EXERCISE SUFFICIENT CONTROL DURING GRADING AND CONSTRUCTION TO ENSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS, AND CODE WITHIN HIS PURVIEW. 4. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT DRAINAGE STRUCTURES, TEMPORARY DRAINAGE CONTROL SHALL BE PROVIDED TO PREVENT PONDING WATER AND DAMAGE TO ADJACENT PROPERTY. 5. AFTER CLEARING, EXISTING GROUND SHALL BE SCARIFIED TO A MINIMUM OF 6"ON THE ENTIRE SITE OR AS RECOMMENDED BY THE SOILS REPORT. 6. THE MAXIMUM CUT AND FILL SLOPES SHALL BE 2:1. 7. PADS SHALL BE COMPACTED TO A MINIMUM OF 90% RELATIVE DENSITY PER ASTM SPECIFICATIONS AND THE ABOVE MENTIONED SOILS REPORT. 8. MINIMUM BUILDING PAD DRAINAGE SHALL BE 2%. DRAINAGE SHALL BE A MINIMUM OF 0.3'DEEP AND BE CONSTRUCTED A MINIMUM OF 2'FROM THE TOP OF CUT OR FILL SLOPES. THE MINIMUM SLOPE OF SWALES SHALL BE 0.50%. 9. ALL FILLS SHALL BE COMPACTED TO A MINIMUM OF NINETY (90) PERCENT OF MAXIMUM DENSITY AS DETERMINED BY THE UNIFORM BUILDING CODE SECTION 7010 OR EQUIVALENT AS APPROVED BY THE CITY ENGINEER. FIELD DENSITY SHALL BE DETERMINED IN ACCORDANCE WITH THE UNIFORM BUILDING CODE SECTION 7002, OR EQUIVALENT, AS DETERMINED BY THE CITY ENGINEER. 10. ALL STREET SECTIONS ARE TENTATIVE. THE MINIMUM SECTION IS 3" A.C. OVER 4.5" CRUSHED A.B. ADDITIONAL SOIL TEST(S) SHALL BE REQUIRED AFTER ROUGH GRADING TO DETERMINE EXACT SECTION REQUIREMENTS. THE CITY ENGINEER SHALL APPROVE THE FINAL STREET SECTION. 11. THE CITY ENGINEER WILL REVIEW FOR APPROVAL THE FINAL STREET SECTIONS AFTER SUBMITTAL OF 'R" VALUE TESTS FOR ROADWAY SUB -BASE. 12. LOCATIONS OF FIELD DENSITY TESTS SHALL BE DETERMINED BY THE SOILS ENGINEER OR APPROVED TEST AGENCY AND SHALL BE SUFFICIENT IN BOTH HORIZONTAL AND VERTICAL PLACEMENT TO PROVIDE REPRESENTATIVE TESTING OF ALL FILL PLACED. TESTING IN AREAS OF A CRITICAL NATURE OF SPECIAL EMPHASIS SHALL BE IN ADDITION TO THE NORMAL REPRESENTATIVE SAMPLINGS. 13. THE FINAL COMPACTION REPORT AND APPROVAL FROM THE SOILS ENGINEER SHALL CONTAIN THE TYPE OF FIELD TESTING PERFORMED. EACH TEST SHALL BE IDENTIFIED WITH THE METHOD OF OBTAINING THE IN-PLACE DENSITY, WHETHER SAND CONE OR DRIVE RING, AND SHALL BE SO NOTED FOR EACH TEST. SUFFICIENT MAXIMUM DENSITY DETERMINATION SHALL BE PERFORMED TO VERIFY THE ACCURACY OF THE MAXIMUM DENSITY CURVES USED BY THE FIELD TECHNICIAN. 14. ALL UNDERGROUND FACILITIES, WITH LATERALS, SHALL BE IN PLACE AND INSPECTED PRIOR TO PAVING, INCLUDING BUT NOT LIMITED TO, THE FOLLOWING: SEWER, WATER, ELECTRIC, COMMUNICATIONS, GAS, AND DRAINAGE. 15. THE FINAL UTILITY LINE BACKFILL REPORT FROM THE PROJECT SOILS ENGINEER SHALL INCLUDE AN APPROVAL STATEMENT THAT THE BACKFILL IS SUITABLE FOR THE INTENDED USE. 16. BLOCK WALLS ARE NOT PART OF THE GRADING PERMIT. PLEASE SUBMIT THESE FOR SEPARATE BUILDING PERMIT(S). 17. THE CONTRACTOR IS RESPONSIBLE TO PREVENT SILT CONTAMINATION OF STORM WATER INFILTRATION FACILITIES DURING CONSTRUCTION OF SUBSEQUENT IMPROVEMENTS BY THE CONTRACTOR. IMMEDIATELY PRIOR TO FINAL ACCEPTANCE OF STORM DRAINAGE RETENTION/INFILTRATION FACILITIES, THE CONTRACTOR SHALL CONDUCT, IN THE PRESENCE OF THE CITY INSPECTOR, A PERFORMANCE TEST DESIGNED TO CLEARLY DEMONSTRATE THE FUNCTIONAL ADEQUACY OF THE FACILITIES. 18. THE CONTRACTOR SHALL PROVIDE WIND EROSION AND DUST CONTROL MEASURES AS REQUIRED BY THE FUGITIVE DUST CONTROL PLAN APPROVED FOR THIS PROJECT. ALL MEASURES SHALL BE TO THE SATISFACTION OF THE CITY. BASIS OF TOPOGRAPHY AERIAL TOPOGRAPHY BY: AEROTECH MAPPING OCTOBER 18, 2016 Q SOILS ENGINEER PETRA GEOSCIENCES, INC. 3186 AIRWAY AVENUE, SUITE K COSTA MESA, CA 92626 (714) 549-8921 OWNER A CITY OF LA QUINTA / \ 78-495 CALLE TAMPICO LA QUINTA, CA 92253 (760) 777-7045 D INDEX OF SHEETS SHEET DESCRIPTION 1 TITLE SHEET 2 ROUGH GRADING PLAN 3 ROUGH GRADING PLAN 4 STORM DRAIN IMPROVEMENT PLAN 5 STORM DRAIN IMPROVEMENT PLAN 6 SECTIONS AND DETAILS EARTHWORK QUANTITIES NOTE THE ABOVE QUANTITIES ARE ENGINEER'S ESTIMATE ONLY. CONTRACTOR TO VERIFY ALL QUANTITIES FOR BID SUBMITTAL. LEGEND AC --- BC --- BCR -- BVC -- CF --- CONC - DWY -- EC --- ECR -- EG -- EP --- EVC -- FG --- FL --- FS --- GB --- GL --- HP --- LP --- LS --- ASPHALT CONCRETE BEGINNING OF CURVE BEGIN CURB RETURN BEGIN VERTICAL CURVE CURB FACE CONCRETE DRIVEWAY END OF CURVE END CURB RETURN EXISTING GRADE EDGE OF PAVEMENT END VERTICAL CURVE FINISHED GRADE FLOW LINE FINISHED SURFACE GRADE BREAK GRADE LINE HIGH POINT LOW POINT LANDSCAPE AREA MVC -- MIDDLE OF VERTICAL CURVE LOC --- LENGTH ON CURB NG --- PCC -- PCC -- PI --- PIG -- PRC -- PP --- PVI -- RP --- R/W -- S/W -- TC --- NATURAL GROUND PROPERTY LINE POINT OF COMPOUND CURVE PORTLAND CEMENT CONCRETE POINT OF INTERSECTION POINT OF INTER. GUTTER POINT OF REVERSE CURVE POWER POLE POINT OF VERT.INTERSECTION RADIUS POINT RIGHT-OF-WAY SIDEWALK TOP OF CURB TEL -- TELEPHONE BOX WV --- WATER VALVE VC --- VERTICAL CURVE VLT -- VAULT WM --- WATER METER WSE --- WATER SURFACE ELEVATION PAD ELEVATION 0369 . EXISTING ELEVATION FINISHED ELEVATION CURB & GUTTER EDGE OF PAVEMENT PROPERTY LINE CENTERLINE 100.50, (100.50) +101.50 RIGHT-OF-WAY (R/W) _ EASEMENT LINE DAYLIGHT LINE PROPOSED STORM DRAIN UTILITY GAS LINE UTILITY TELEPHONE LINE . UTILITY TELEVISION LINE. . . UTILITY ELECTRICAL LINE (EDISON) UTILITY WATER LINE UTILITY SEWER LINE G T TV E W S "Nv OR C4NSTRUCTION" BENCHMARK: DESCRIPTION: PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50, 46 FEET NORTH BEHIND CURB. EV. = 47.998 BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF SURVEYS, IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING NORTH 0° 35' 04" WEST 6/12/19 MBI /I\ ADD STORM DRAIN LINE 4 AND BM 7/11/19 CATCH BASIN ON AVENIDA FERNANDO DATE BY DESCRIPTION APP'D DATE REVISIONS Michael Baker INTERNATIONAL 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: (760) 346-7481 MBAKERINTL.COM PREPARED UNDER THE DIRECT SUPERVISION OF: OW, II DANIEL KORAVOS DATE: 07/10/19 R.C.E. 36718 EXP. 06/30/20 APPROVAL BY: BRYAN W. MCKINNEY CITY ENGINEER R.C.E. NO. 49418 CITY OF LA QUINTA 7-11-2019 DATE EXP. 09/30/20 DRAWN SM SCALE AS NOTED DESIGNED SM CHECKED DK JOB NUMBER 155555 DATE 07/10/19 CITY OF LA QUINTA, CALIFORNIA EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN TITLE SHEET BEING A PORTION OF THE EAST 1/2 OF SEC. 36, T. 5 S., R. 6 E., S.B.M. FOR: CITY PROJECT NO. 2015-12B G AS -BUILT DRAWINGS GRAfITE SHEET 1 OF 6 SHEETS DWG. NAME FILE NO. REVISED: 07/10/19 m 0 0 1D 0 LiJ m W H: \PDATA\155555\CADD\LAND\DLV\GRADING\ROUGH\155555-GR-001.DWG CUT FILL MASS EXCAVATION 116,408 CY 80 CY NET EXPORT 116,328 NOTE THE ABOVE QUANTITIES ARE ENGINEER'S ESTIMATE ONLY. CONTRACTOR TO VERIFY ALL QUANTITIES FOR BID SUBMITTAL. LEGEND AC --- BC --- BCR -- BVC -- CF --- CONC - DWY -- EC --- ECR -- EG -- EP --- EVC -- FG --- FL --- FS --- GB --- GL --- HP --- LP --- LS --- ASPHALT CONCRETE BEGINNING OF CURVE BEGIN CURB RETURN BEGIN VERTICAL CURVE CURB FACE CONCRETE DRIVEWAY END OF CURVE END CURB RETURN EXISTING GRADE EDGE OF PAVEMENT END VERTICAL CURVE FINISHED GRADE FLOW LINE FINISHED SURFACE GRADE BREAK GRADE LINE HIGH POINT LOW POINT LANDSCAPE AREA MVC -- MIDDLE OF VERTICAL CURVE LOC --- LENGTH ON CURB NG --- PCC -- PCC -- PI --- PIG -- PRC -- PP --- PVI -- RP --- R/W -- S/W -- TC --- NATURAL GROUND PROPERTY LINE POINT OF COMPOUND CURVE PORTLAND CEMENT CONCRETE POINT OF INTERSECTION POINT OF INTER. GUTTER POINT OF REVERSE CURVE POWER POLE POINT OF VERT.INTERSECTION RADIUS POINT RIGHT-OF-WAY SIDEWALK TOP OF CURB TEL -- TELEPHONE BOX WV --- WATER VALVE VC --- VERTICAL CURVE VLT -- VAULT WM --- WATER METER WSE --- WATER SURFACE ELEVATION PAD ELEVATION 0369 . EXISTING ELEVATION FINISHED ELEVATION CURB & GUTTER EDGE OF PAVEMENT PROPERTY LINE CENTERLINE 100.50, (100.50) +101.50 RIGHT-OF-WAY (R/W) _ EASEMENT LINE DAYLIGHT LINE PROPOSED STORM DRAIN UTILITY GAS LINE UTILITY TELEPHONE LINE . UTILITY TELEVISION LINE. . . UTILITY ELECTRICAL LINE (EDISON) UTILITY WATER LINE UTILITY SEWER LINE G T TV E W S "Nv OR C4NSTRUCTION" BENCHMARK: DESCRIPTION: PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50, 46 FEET NORTH BEHIND CURB. EV. = 47.998 BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF SURVEYS, IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING NORTH 0° 35' 04" WEST 6/12/19 MBI /I\ ADD STORM DRAIN LINE 4 AND BM 7/11/19 CATCH BASIN ON AVENIDA FERNANDO DATE BY DESCRIPTION APP'D DATE REVISIONS Michael Baker INTERNATIONAL 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: (760) 346-7481 MBAKERINTL.COM PREPARED UNDER THE DIRECT SUPERVISION OF: OW, II DANIEL KORAVOS DATE: 07/10/19 R.C.E. 36718 EXP. 06/30/20 APPROVAL BY: BRYAN W. MCKINNEY CITY ENGINEER R.C.E. NO. 49418 CITY OF LA QUINTA 7-11-2019 DATE EXP. 09/30/20 DRAWN SM SCALE AS NOTED DESIGNED SM CHECKED DK JOB NUMBER 155555 DATE 07/10/19 CITY OF LA QUINTA, CALIFORNIA EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN TITLE SHEET BEING A PORTION OF THE EAST 1/2 OF SEC. 36, T. 5 S., R. 6 E., S.B.M. FOR: CITY PROJECT NO. 2015-12B G AS -BUILT DRAWINGS GRAfITE SHEET 1 OF 6 SHEETS DWG. NAME FILE NO. REVISED: 07/10/19 m 0 0 1D 0 LiJ m W H: \PDATA\155555\CADD\LAND\DLV\GRADING\ROUGH\155555-GR-001.DWG / ---....,:----\ -- — \,....., 38.3 i :)\)11\\\ II318 I///llkes/IIIIII IIIIII! s--� ///11111111 PA 1\ .45 — GACY PROPERTY LINE Trees I k71 475 EXIST. 60" RCP STORM DRAIN (PROTECT IN PLACE) // --- $14\\ 1111 �1\�\\\�\\\ ��\\\\\\\ A\\\ \\\ — — i \\)�11)I)IIIIIIIIIIIIII�\\��\\\1 L\ — x 617 S f( /( / x\2 (� — c \ / \ (\\���`\ 111\ \� \�\\��\��\���\\\�-�� �^ \ \ \ 1\ I llI \ \ 1 \ \\ 517 1/411 4,\milm4A.0140\�\I© PROP. 15 , WIDE ACCESS ROAD \\II�1111111NI11Illl)IIIIIIIO > Z \O " CLASS VERE6" ENG I NEEREDI f ASOIL ) III�I�IIIII11IIII((IIIIIIII� \\&'FOR' ACCESS ROAD AND RAMPS \ //In \ 1111... \\ww x \ \ \J 1 \\ 1111\\\ \ \ 588\ 1 I 1 \ \\ P J\1\ GRADING LIMITS/\ 11\ I DAYLIGHT LINE I1/ 11/�(\ / -li j I 1 56.6 \ x LINE 2, / SEE SHEET 5 EXIST. BLOCK WALL / `:;(PROTECT IN PLACE)/ PROPOSED 5(.14E' r tF H . RETENTION BASIN TOP=45.7 BOTTOM=32.50 BASIN STORAGE=57.67 AC -FT ( x lV 1' EXIST. 12' WIDE PEDESTRIAN ESMT. \\ WSE=44.7 AK 411,4,4141040. anftribirootbrii,Nor .4444, eiclupp. grip ►:;rim .> .014,...410 .., 40. 4.1•10•11064 AperielKAO"weJ isttespnatetesaAr .a .I Ni�'a Iter!qwl i!) PROP. 15' WIDE ACCESS ROAD. PLACE 6" CLASS II AB x OVER 6" ENGINEERED SOIL ^� FOR ACCESS ROAD AND RAMPS ( Trees 9 x�MH CO\STRUCTIO\ \OTES 7,-------::, -_,---._:------- --N,-.-:... -..- -.„---_--___-=-----------_------=_--------._---:---%-=_:.------_----=---,;:-7----:--__--_7_- - 1111 -1r,‘o\ PROPERTY �/ \ \\ LINEt,11�rp�� )k \\\ A*\ -_ \\\\ \\\\ ------1-.\‘\\ \lP \\ '--\ (/ i %(CSS))) (S \' NV*1\1 \ \ \ ' ikij"--- - \t\ N\\ 1 /(< ( 7(_1 \\\ \\ \�� ��\�\\el41I II ��\\�k \\ \\,��� \��_ \\ �\\\\ 19INSTALL SLOPE PROTECTION 60 MIL. LLDPE SMOOTH NOMINAL LINING PER SECTION A -A ON SHEET 6 29INSTALL 6" CLASS II AGGREGATE BASE 40 20 0 U ( NOTE SEE GENERAL NOTE NO. 8 ON SHEET NO. 1 (TYP.) 40 80 120 SCALE: 1"=40' . 18" RCP STORM DRAIN TECT IN PLACE) EXIST. BLOCK WALL (PROTECT IN PLACE) 454 x \\ .� =\ \sem, \ .. \\\\\\ \\\\III\\\ \\ ��`�� % ��� /� \ \\ \ \\\l , 1111 I�\\\� \\ 1111\\ \\\ ter- l \\� �\�\.\��\,• \P.5\a\. EXIST. 12 WIDE' EDESTRIAN ESMT\\� aJ PROP._ 15' V DE_.ACCESS ROAD \PLACE :;:::;;:::: SI\\ \ I1 1.\\\.OVER 6EEOIL I (��,:.`\`FOR ACADRAMPS .- I ,\�\ �\\�\\\\II\l\l�)111�11 Ie0t\\\tL1- 4i\fC \ � �\1111 IIIIf llll�/�(I �\\� �\\ \ \ ll `\\\GRADINGLIM \\�I�III\\\� RA \ \11 'ITS \\\\"\ I�I0\\\\ \\DA\YLIGHT_ LINE \ \\\.\\\\ \\\O \\ \\\\Aik,\ �\\\\\\IIIIIIIIII\ kil)glq\ t\\,„\\CON \\1111 �� \, 401 \\ \\\ \\�\ IIIII II III 111I\\ PROPE, )/ 111II�1�����1\\\IIIDIIIIIIIIIII\\\I\\;,`�\\1 „�� I' ►IIIIIIIIII11%;•AVii\01111111,\'10111j11111\�I /III pIIIIIIIIIII IIIIII IIIIIIIIII IIIIILINE\I� IIIII\`\\ II�II�IIIIIIII jIIIII��\��\\`\\IIIIIIIIIIIIIIIIIII''�� �� \�\�\111II�1�u1�1)!III)IIlIII�II`III11���;a�111I,II1111i1/lllllll//I �, 1� f(c),k))))1/12)�2�o�'") I�(��IJI 111111111 �,� /�;r/,.1�j ,, /� �///III 11111IIII�I 111 II/i� I 1 ►1 14171 VIII I'r/ ,,, I%/ / /�l//// 111 SII' Il l�i�� /� i,i//./r,��!�„d, ill i� .i.h.III Jll.1i1�1lll����rir/ll,��;'�% 1/ sintm; .� imur LIN SHEET 3 CTION” CUNS DIG,,o,�, RT y1-800-227-2600DIAL TOLL FREE AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA EL BENCHMARK: DESCRIPTION: PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50, 46 FEET NORTH BEHIND CURB. EV. = 47.998 BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF SURVEYS, IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING NORTH 0° 35' 04" WEST DATE BY DESCRIPTION APP'D DATE REVISI ONS Michael Baker INTERNATIONAL 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: (760) 346-7481 MBAKERINTL.COM PREPARED UNDER THE DIRECT SUPERVISION OF: .. , 4 DANIEL KORAVOS DATE: 07/10/19 R.C.E. 36718 EXP. 06/30/20 APPROVAL BY: BRYAN W. MCKINNEY CITY ENGINEER R.C.E. NO. 49418 CITY OF LA QUINTA DATE EXP. 09/30/20 CITY OF LA QUINTA, CALIFORNIA DRAWN SCALE SM AS NOTED DESIGNED SM JOB NUMBER 155555 EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN ROUGH GRADING PLAN BEING A PORTION OF THE EAST 1/2 OF SEC. 36, T. 5 S., R. 6 E., S.B.M. SHEET 2 OF 6 SHEETS DWG. NAME CHECKED DK DATE 07/10/19 FOR: CITY PROJECT NO. 2015-12B FILE NO. REVISED: 07/10/19 7/10/2019 2:42 PM 0 0 LLJ LLJ LID 0 LO AS -BUILT DRAWINGS GRAITTE CO\STRUCTION \OTES 19 INSTALL SLOPE PROTECTION 60 MIL. LLDPE SMOOTH NOMINAL LINING PER SECTION A -A ON SHEET 6 29 INSTALL 6" CLASS II AGGREGATE BASE 40 20 0 40 80 \`�\��\\\\\\\ 1\SII\\\\\��\\\\ ��\ \\\\\\\\� 11 /� \\\\11 \\\\��\\0�\11 IIIIIII\\\\��\\\\\ 1\ \\\ \�\ ,��1 �\ 4\\th� p��\\\\� �1111 111 \ 1 11 \ \\\\\ 111 III 1 \\ \\ll\Ilj 1 IIIII II I 111111 Il Ij1111 \ 1\\ \\ \\\ I\\'111\\ \\\\ IIIIIIIIIII� 110\ \\\ 11111`I\\\\\\\\\AO\\111111� 111111111111111111111111111 1111111111111111111111111111� �\\\\\ 111111111111�1111111111II\\\\\\\l� 1111111111///)/)" I< ` I 41\41-1)NO11111j��11`����1�'�111// X1111 1 1 ,(1 �10p��i�lh 1 I � MATCHLINE - SEE SHEET 2 ii, PIM i 1\ li 1101 •Ili't 111 ilk IbLiti /jj�%/�IIIIlI�I111I\1) l� PR,O,P.Ill1.5/IJWIDE///IA/CCESS ROAD C %i��/ j/�%//%////�/ ' PL... ) I / // / PLACE 6, CLASS I I AB % //�� ���� ///OVER, 6 ENGINEERED SOIL c //////// FOR ACCESS ROAD AND RAMPS �\ /%%��%�j'/EXIST. 12' 1(�) )t(v/r�/��/�(l P�DESTRI,A� 11101II IIIII 111 IIIII111111 %/�����))1A10)(0,//0///J ll (\�\ 1 ///1,�� —� I IIIII III II � �/�/ll /�����\ \(` 1 \ � �-,� IIIII�IIIIII IIIII IIII�IIIIII�//� /�/Il�ll// JAI �1��//l111III1\\\\ j�l \<<I `' �'� l,�iill�l��i��li�i�����/�i/ll�ll��/%��J��/li„l�ll�Il..►.:11/1111 �.1,1\i ill �l >\'... /(f ,\)( 0;Ailitillill:"111111,;.111'111"1://1,1/11,11,11'1111InII (�1(\ PROPOSED,(QE \ASIN / 1' ' � i ii' III / ?RaPPOSA01 ((((II"�II11111.'��'I�.�I�'nlu('�II'' ILII I II II 11 II II WSE=44 7111111 1111 I 1 IIIIIIIII,��P.,,45.7:IIll�Illl�jll1ll11 { r / II IIIII I ,1,,,111,T„,-..„-,...„,„,„;11,1„..,)///,II Y(//,III�i/IIII�IIIII���111.IIIBOTTO,Y1.290)i/l)�(r., j BASIN STORAGE=57.67 AC -FT / / / 6 I /1 1 11 1, 11 11 11 x 46.6 PROP. 15', WIDE ACCESS ROAD PLACE 6"_CLASS II ABL /1 OVER 6" ENGINEERED SOIL FOR ACCESS ROAD AND RAMPS I I I I Ii i,I,� Iv1���� � ��11111I 1V' CI050 jj11 �- ,�,��-II)�i�IS�I 1/// ��� � f �� /i%��� ft/ j,.� ��,=��11�1 II 11 /�/��� is\ �o __=X 1111111\ ,�G°` ��//�ll����' GRADING LIMITS/'/ �l/11/11�I11YL�6 TO�����/ 0i(%/III(llll«\\v�llh �ll,///� /. j/�,)/1 l l/j(I�Il-2/,llll/>1�III 1�4 ��/�� �////�/ �, i^ I ((\ (\ PROPERTY- �JJ A \\ �\�LI N E '7 // / � II r �„I" (//// r kms\ % ,, 1 IlIlyy� //// l--4---- //l EXIST. ,GAS LINE, (PROTECT IN PLACE)I LINE 4/ •�jlW 01 SEE SHEET 5/ 43.9 x 0 45 x 45 4 120 SCALE: 1"=40' V 46.7 LA CI UNTA 45.5 QMH LA WAWA c;OUi\J-17\_)Y UB —��45-�\��7 mss_ 52 „.I "NOT PR I' INSTRUCTION” DIG�,�,��a,,RT / DIAL TOLL FREE >1" 1-800-227-2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA EL BENCHMARK: DESCRIPTION: PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50, 46 FEET NORTH BEHIND CURB. EV. = 47.998 BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF SURVEYS, IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING NORTH 0° 35' 04" WEST MBI 5/21/19 /-I\ ADD STORM DRAIN LINE 4 AND BM 7/11/19 CATCH BASIN ON AVENIDA FERNANDO DATE BY DESCRIPTION APP'D DATE REVISIONS Michael Baker INTERNATIONAL 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: (760) 346-7481 MBAKERINTL.COM PREPARED UNDER THE DIRECT SUPERVISION OF: 4 ai, DANIEL KORAVOS DATE: 07/10/19 R.C.E. 36718 EXP. 06/30/20 APPROVAL BY: BRYAN W. MCKINNEY CITY ENGINEER R.C.E. NO. 49418 CITY OF LA QUINTA DATE 7-11-2019 EXP. 09/30/20 CITY OF LA QUINTA, CALIFORNIA DRAWN SCALE SM AS NOTED DESIGNED SM JOB NUMBER 155555 EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN ROUGH GRADING PLAN BEING A PORTION OF THE EAST 1/2 OF SEC. 36, T. 5 S., R. 6 E., S.B.M. SHEET 3 OF 6 SHEETS DWG. NAME CHECKED DK DATE 07/10/19 FOR: CITY PROJECT NO. 2015-12B FILE NO. REVISED: 07/10/19 7/10/2019 2:42 PM m O O •=:(- 0 0 W 0_ w 0 0 N O O L LID D 0 0 J 0 0 z J 0 0 O 0 0 AS -BUILT DRAWINGS GRAITTE AS -BUILT DRAWINGS SRN Tr>E O O 0 0 W m N rn 0 0 m O 0 0 w w 0 0 0 0 oi10 10 D 0 C z 0 J 0 0 z J 0 0 0 10 10 10 10 in 0 m PROFILE SCALE: HORIZ: 1° = 40' VERT: 1'=4' FXTSTTNC FRUPOSED GRADE GRADE EXISTING GRADE_ m 0 (-_,. (-_,J 50- 50 45 45 50 0 ~ 50 50 50 `n °+1 N (0 i� EXISTING DRADE EX:ST. 18" STORM _ EX1ST. 18" o o �n + �i - Ni- DRAIN 1 N 1U BE D I1N STORM PER CITY DRAIN I PLAN +o• 0 v + 'n EX 15 - I , . NV `+n 0 �i -,- -ABANDONED-IN PLACE SET NO. 05122 " -� ____ _ --rte-- ---- _---• EMI -_-_----,---- 1 P N $ S=0.0030)_ �1 434611 - _ - HGL � 9A EGL _ - - � a" PRnPOSED GRADF � 11k 0 Gp,S � - �� A�: 3: MAX X. 7 9"6" I V eo - 4 EX • - - , - 39 Fk9S 32 -7i- - _ �o 0W\Ft ~2 /�%/ ,c c� _ _ - F o <Fo, T� ,�1x2o X 70 7 o% c ° _ i Z 40 N �8, I -/ 40 35 �• `� -,V+-5-1;- ,,, > 35 40 _ ; 40 40 40 - °°o coo _ TIMIBMIUMMIII g`L zri 0' - z 7,r 1370 7 11+8 �' 1 1'S x%- CO (0> o- lijjX `�` ° 1AM / _ /78'88 p�$ g 'I0+00.00 3S Op '4) nO z 6�: , o �� .... cD•;';; ��C ,�' �„ 00 ='`0 a '' v .r�'r�1�/ SO jNV 36.11, 24 SDtri IN\F ., �. .. O• o + o �7 •• S-070050 + `� "oma �� S=0.0050 n / 1�3 >�z > r�30.00cfs RETENTION BASIN 0 - z co Z V 9.55 fps BOTTOM=32.0 = > \ > _ m > oo z v Z• 00 1.cfs g 0 � (0 MAX o r kG z '-' °° '-' nu > •d �- 2 2 9•C\I 6 °° + w�M O °° 9, V 1.00 fps _ 37.6E ' e "� ocn o L� a n CO No + 00 .r,N °° �� N �� rn + • Fk TGiO n -0.14 CO JSTRUCT �� 24 RCP so c 30 0 0 >< �; - M s�,� 30 25 29 . 25 30 . - . - . 30 30=4 kw .Z4 t ps 30 ON r -M N O N S.„= Q150=120.00 cfs R. 90. 00 cfs i-•i.ii ON TR JC 1: RCP 1 50 41 a -i N z + "1:E51s o C)EH V =9.55 oix f p Vim X55.9i' fps• (D -LOAD 1250) 15p Fk�*? T- CONSTRUCT STORM 36" DRAIN RCP 77.1' 143.36' (D -LOAD 1250) CONSTRUCT STORM DRniN 48' RCP CONSTRUCT STORM BRAID 48" RCP CONSTRUCT 6T0RM 48" DReI1i RCP (D -LOAD 1300) (D -LOAD 120D) (D -LOAD 1100) 1 LINE PROFILE LAT. lA PROFILE LAT. 2A PROFILE LiafTi. 3A PROFILE - 10+00 11+00 COACHELLA DRIVE 12+00 13+00 10+00 11+00 10+00 11+00 10+00 11+00 4•4101.001110141110000 I I 1 • , , 44 M i - LINE/CURVE DATA TABLE 3 BEARING/DELTA RADIUS LENGTH TANGENT ,�•� gn 32.00 ',,�• �•���� TG:.�!='���:� I ••�� lam V�� 1 N83°38'07"W -- 92.81' 22.O0 BOT x•01 4010/'r � M �)1��� �� '• �`. '� j�, I �,� 2 N81 51 23 �' W -- 30.95 -- ���:'•�!01.;� •� •� • •� �'� 10+00 00- tt / ���� 1 E 2 \\ A� y �' a0 I••� 3 70°47'14"22.50'27.80'15.99' LX I 5l . N� .41; �� ( GRADE ••�����''� 32.20 FS gtVgi ��10 S E SHEET 5 `_:�; �_: i -. 4 04°05'58" 2021.50' 144.64' 72.35' .• 5 64°10'39" 22.50' 25.20' 14.11' 10+15.71 `'' 4! \ 50 0)' 50 ® 32.47 INV `� rr 1 I I 6 N38° 38' 07"W -- 6.16' cn X35_ �•� �I i , 7 N76°48'07"W -- 41 .34' -- t`) `+° 10+06.16 BC :roe it `" �` -' ' ° ' " ' `° 1K,.;�J' b� li 8 N 10 05 49 W -- 63.93 -- X40. 35.03 INV �iy� �� 10+55.47=A%''• 9 ° „ N77 20 47 E -- 56.41'-- -.. 1 VIM - LA! "IA -.''-��' 33.16 INV 4 I 10 N31 37 58 E 17.04' _ . SEE HEREON ‘ / k •�W, 10+63.93 CB#3�� , , f� ,, .. 10+31.36- - -�11® 10+9 1 �� �„ • ` • `n - 38.81 INV j; i ® �� (46.19) TC _ H L - r►Q�..�. J _ �, ° 36.45 INV' W=28' H=9 74^! AOMOON4� 10+06.62' ...rejig*,, ;I - ___ .... ��;�� 11+54.26 r ,A ��` -� C0\STUCT MH #1---135-42 INV . • I 0\ \OTES D' k6 © ,_ ` '4'.t.--.....! 45.63 TMH � �"^"--� 1 INSTALL 48" RCP STORM DRAIN PIPE(D-LOAD PER PLAN)4 0 '� `L 'I� (PROTECT)--; ® .. �--• N"� I . - _ - ► �� I I I 12+92.68= .1.?"....., �.,. �` . ' 10+95.81 CB # 1 11+54.56 PRC 10+00.00 3 I NSTALL 36" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) 0_ �, - - - - �� 45.75 TC_ - \ �® 34.1 '�� ' .��0 40 1 INV , , A=41°22"/ © _ .� - -�- ® - - R W _ C=3.64'/ ' - - - / ®INSTALL 24"RCP STORM DRAIN PIPE (D LOAD PER PLAN) �'F 40 - -' 3.82 NV- ' �l[:�,� 11 +56.64 �0 - _-_ _ , . - INV LAT. 4A SEE HEREON -- _ _ W 28 ,H 11.95 W '`� 34.12 34.12 \��©, INV 34.80 5 INSTALL RCP STORM DRAIN PIPE (D -LOAD PER PLAN) ` 1 18" 0 _W� 0iJll W� 11 +26.47 BC 12 :5: 13+00.00 END _ �O - _ - ® ' ��• '�-��: �' 34.84 INV ©CONSTRUCT CURB INLET CATCH BASIN NO. 1 PER CITY OF LA QUINTA STD. NO. 300 0•6b 33.97 INV ,�r 11+51.78 li�� 10 - + ® 'n 03.68 � 10+06.00 - - - - ()CONSTRUCT COMBINATION INLET CATCH BASIN NO. 2 PER CITY OF LA QUINTA STD. NO. 301 S=p NO x°6 \ 5 �� �� _ k r�;l�'" O ER DRIVE INV �v\ ,_N�� 35.72 INV - _34.10 E�SENHOW- 36.60 INV - ,- ®CONSTRUCT GUTTER DEPRESSION FOR CURB OPENING CATCH BASIN, CASE B PER CITY OF LA QUINTA STD. NO. 330 LAT. 3A g _ =SS = ,1 1+53.44= � Q. ® 0 _ I r LAT. 2A a,12+84.77= 12+84.77= - 0 - - ,� - ���r _SEE HEREON 0 �� -q - (DCONSTRUCT GUTTER DEPRESSION FOR GRATE OPENING CATCH BASIN, CASE B PER CITY OF LA QUINTA STD. NO. 331 Q) 1-1 > 10+00.00 `�` SEE �► 10+00.00 � N cD z _ - - A=17 ° » 00 - -► --= :• ° „ \� A=43°42" ��-,mi:' D , 10 CONSTRUCT MANHOLE (PIPE TO PIPE) PER CITY OF LA QUINTA STD. NO. 340 r7 34 .11 INV -48 --- =- T1\ G ,34.76 44 ��% INV �m �� 11 CONSTRUCT JUNCTION STRUCTURE (PIPE TO PIPE) PER CITY OF LA QUINTA STD. NO. 350 _co + C• LNo• �.� � � �__ , ' �,�� �,, `, W / Al� 0®� ,� 010 • „ . / � " ® 0 W �= ©CONSTRUCT HEADWALL WING -TYPE PER CALTRANS STD. NO. D86B -'o WSW \ ` _� 1 !y �• S=1% . - - �- ''P 13 I NSTALL TORRENT MAXWELL IV DRYWELL SYSTEM PER DETAIL ON SHEET NO. 6 (OR APPROVED EQUAL) Q, 30 00 cfs ss� °9- "R/V4--VS - -� - >� \ ��/� R 42 80 / W ,►..... 30 10+56.41 CB #4 14 PLACE 1/2 TON MIN. RIP -RAP, 60' (L) X 60' (W) X 3' (D) v (AX 4.Z4 tps 30 �- CB #2 45.08 TGF'' 00� b/ ~ 41100b10+41.34 I C ( 45.64) TC' .51 r (45.41) TC ' 42.97_ IN\ INV 39.62 INV 15 JOIN EXISTING PAVING FOR A SMOOTH TRANSITION 39.93 INV W=28' H=5 48' �� JOIN 11 X. CB it 1 1 W=28',H=6.02'CONSTRUCT 16 SAWCUT, REMOVE, AND DISPOSE OF EXISTING CURB &GUTTER STORM 36" DRA RCP \ , ::+ �-'._ DRIVE 17 SAWCUT, REMOVE, AND DISPOSE OF EXISTING PAVING (D LOAD 12 0) COACHELLA 18 INSTALL 4.5" AC PAVING OVER 6" CLASS II AGGREGATE BASE SG p -F' 1 ,b0 20 SAWCUT EXISTING 18" RCP STORM DRAIN PIPE AND JOIN NEW PIPE WITH CONCRETE COLLAR PER RCFCWCD STD. DWG. NO. M803 11+00 10+00 LINE 1 22 I NSTALL 8" HDPE OVERFLOW STORM DRAIN PIPE 23 ABANDON EXISTING 18" RCP STORM DRAIN PIPE IN PLACE NOTE ®CONTRACTOR SHALL RESTORE LANDSCAPE AND IRRIGATION IN KIND TO SATISFACTION OF THE CITY L/\T. 4A PFJFILE 40 20 0 40 80 120 SEE GENERAL NOTE NO. 8 ON SHEET NO. 1 (TYP.) 25 CONTRACTOR SHALL RESTORE ALL STRIPING AND PAVEMENT MARKINGS IN KIND TO THE SATISFACTION OF THE CITY 26 CONSTRUCT JUNCTION STRUCTURE (PIPE TO PIPE) PER CITY OF LA QUINTA STD. NO. 351 ©CONSTRUCT CONCRETE BULKHEAD PER RCFCWCD STD. DWG. NO. M816 SCALE: 1"=40' 28 INSTALL TRASH RACK (INCLINED) , CASE "A" FOR PIPE OUTLET HEADWALL PER SPPWC STD. PLAN 361-2 "NO.- R r I NS TR UCTION " DIGRT M, . UNDERGROUND 4 ����I-8OO-LL%-ZC)OO SERVICE • +®.w� �� # DIAL TOLL FREE ISS/ AT LEAST TWO DAYS BEFORE YOU DIG ALERT OF SOUTHERN CALIFORNIA ELEV. BENCHMARK: DESCRIPTION: BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF I N THE OFFICE COUNTY RECORDER OF RIVERSIDE OF THE V�` COUNTY, CALIFORNIA, BEING NORTH 0° 35' 04" WEST APPROVAL BY: CITY OF LA QUINTA ��' / .r" / DATE 7-11-2019 CITY OF LA QUINTA, CALIFORNIA SHEET 4 6 SHEETS 75410 Gerald Ford Drive, Suite 100 �OFESS/ ON9 �/� Michael Baker Palm Desert, CA 92211 EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BAIN AND STORM DRAIN S S STORM DRAIN IMPROVEMENT PLAN 10+0000 TO STA 13+00.00OF 1A -STA 10+00.00 TO STA 10+3136, LAT. 2A -STA 10+00.00 TO STA 10+4134 LAT. 3A - STA 10+00.00 TO STA 10+56.41,LAT. 4A - STA 10+0000 TO STA 10+63.93 BEING NG A PORTION ON OF THE EAST 1 2 OF SEC. 36, T. 5 S., R. 6 E., S.B.M. �pQ \. K 0 F Phone: (760) 346-7481 PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50 , 46 FEET NORTH BEHIND CURB.SURVEYS, = 47.998 `� w ** o oN No.C36718 � \/�\•• z m MBAKERINTL.COM I N T E R N AT I N A L PREPARED UNDER THE DIRECT SUPERVISION OF: BRYAN GI MCKINNEYLINE1-STA CITY ENGINEERLAT. R.C.E. NO. 49418 EXP. 09/30/20 DWG. NAME FILE NO. -9 C DATE BY DESCRIPTION APP'D DATE DRAWN SM DESIGNED SM JOB NUMBER - 155555 CO OF A1�O Y� GQ,L.�� DATE: 07/10/19 FOR: CITY PROJECT NO. 2015-12B REVISI ONS SCALE AS NOTED CHECKED DK DATE 07/10/19 DANIEL KORAVOS R.C.E. 36718 EXP. 06/30/20 AS -BUILT DRAWINGS SRN Tr>E O O 0 0 W m N rn 0 0 m O 0 0 w w 0 0 0 0 oi10 10 D 0 C z 0 J 0 0 z J 0 0 0 10 10 10 10 in 0 m ,--EXISTING GRADE HORZ T •40 VERT: T• 4' 50 EXISTING UKAUE 1 0 50 LST GRADE ING 50 1 + v CAUTI 11 EXISTI GAS MAIN (PRO IN PLACE/ P&OPITRFf1 MADE 3 1 MAX. 4 RETENT ON0ir BOTTOM= 2. HGL )7r Pd1IPflRFr1 GRADE 3: 1 MAX HG n 40 „V ep i .. X90 Fi' 40 PRC CF 3:1 POSED ADE MAX. 40 I RE TENTION ir BOTTOM=3 0 CI II 3 0 Q-205 00 cfs L V.727 87 fps 84 46 30 b. M Q.=25 00 Cf9 0,=12.5 cf v.77.07 f 30 a O9 COtJSTP,UC T 42” RCP STORM -DRAIN (D -LOAD 1)00) 90.83 .• RCP DPM IN 67.•4' 2 INSTRUCT 18" RCP STORM CTORM DRAIN D-LOAp 1250) (C -LOAD 1250) NNE 3 P"OF-L CONSTRUCT NE 2 PROFILE L RETENTION BASIN BOTTOM=32.0 10+00 11+00 COACHELLA DRIVE 12+00 nds approximately 64' Noah of all, thergjs an EOP malker next to with a 19¢offset. 1� 69.06 4'. 75 I 58 CONSTRUCTION NOTES 0f 46.19 TC MATCH EXIST. IN KIND © 415c Ili I Iii COACHELLA DRIVE LINE 2 Q2 INSTALL 42" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) ®INSTALL 24" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) OS INSTALL 18" RCP STORM DRAIN PIPE (D -LOAD PER PLAN) ©CONSTRUCT CURB INLET CATCH BASIN NO. 1 PER CITY OF LA QUINTA STD. NO. 300 Q7 CONSTRUCT COMBINATION INLET CATCH BASIN NO. 2 PER CITY OF LA QUINTA STD. N0. 301 ®CONSTRUCT GUTTER DEPRESSION FOR CURB OPENING CATCH BASIN, CASE B PER CITY OF LA QUINTA STD. NO. 330 ®CONSTRUCT GUTTER DEPRESSION FOR GRATE OPENING CATCH BASIN, CASE B PER CITY OF LA QUINTA STD. NO. 331 12 CONSTRUCT HEADWALL WING -TYPE PER CALTRANS STD. NO. D86B 13 INSTALL TORRENT MAXWELL IV DRYWELL SYSTEM PER DETAIL ON SHEET NO. 6 (OR APPROVED EQUAL) DIGRT DIAL TOLL FREE 1-800-227-2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA ELEV. = 47.998 BENCHMARK DESCRIPTION: PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50, 46 FEET NORTH BEHIND CURB. BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF SURVEYS, IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING NORTH 0'35' 04" WEST 10+00 11+00 E N 12+00 0I� EISENHOWER DRIVE LINE 3 14 PLACE 1/2 TON MIN. RIP -RAP, 60' (L) X 60' (W) X 3' (D) 15 JOIN EXISTING PAVING FOR A SMOOTH TRANSITION 16 SAWCUT, REMOVE, AND DISPOSE OF EXISTING CURB & GUTTER 17 SAWCUT, REMOVE, AND DISPOSE OF EXISTING PAVING 18 INSTALL 4.5" AC PAVING OVER 6" CLASS II AGGREGATE BASE 21 PLACE 100 LB MIN. RIP -RAP, DEPTH=3.0' MIN (SEE PLAN FOR ADDITIONAL DIMENSIONS) ®CONTRACTOR SHALL RESTORE LANDSCAPE AND IRRIGATION IN KIND TO SATISFACTION OF THE CITY ©5 CONTRACTOR SHALL RESTORE ALL STRIPING AND PAVEMENT MARKINGS IN KIND TO THE SATISFACTION OF THE CITY ©8 INSTALL TRASH RACK (INCLINED), CASE "A" FOR PIPE OUTLET HEADWALL PER SPPWC STD. PLAN 361-2 ADD STORM DRAIN LINE 4 AND CATCH BASIN ON AVENIDA FERNANDO DESCRIPTION REVISI0 N S Michael Baker INTERNATIONAL CONSTR CT 24" RCP ST DRAIN (D-LDAC 800) LINE 4 PR 11+00 OFIL SCALE 1=40 2 4 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: (760) 346-7481 MBAKERINTL.COM PREPARED UNDER THE DIRECT SUPERVISION OF: DANIEL KORAVOS 466,--- DATE: 07/10/19 LINE/CURVE DATA TABLE BEARING/DELTA R.C.E. 36718 EXP. 06/30/20 N04°04'10"E N68°15'32"W N00°05'05"E APPROVAL BY: RADIUS A LENGTH 103.00' 101.91' 99.89' BRYAN W. MCKINNEY CITY ENGINEER R.C.E. NO. 49418 DRAWN 05 SCALE AS NOTED DESIGNED CHECKED SM DK TANGENT CRY OF LA QUINTA 7-11-2019 DATE EXP. 09/30/20 JOB NUMBER 166556 DATE 07/10/19 TENTION BASIN BOTTOM=32.0 EISENHOWER DRIVE LINE 4 40 20 0 40 SCALE: 1"=40' 80 120 CITY OF LA QUINTA, CALIFORNIA EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN STORM DRAIN IMPROVEMENT PLAN UNE 2 - STA 10+00.00 TO STA 11+03.00 Qj LINE 3 - STA 10+00.00 TO STA 11+69.56 LINE 4 - STA 10+00.00 TO STA 11+08.58 xBF-101WOR.L.C,H QEJHELaST.]l.2-0E.49EG--36, T. 5 S., R. 6 E., S.B.M. FOR: CITY PROJECT NO. 2015-12B SHEET 5 OF__6__SHEETS DWG. NAME FILE NO. 7X969MeinWAD: MPDATA®GADD MIEERTAGRADINGVENEk K72019 2:43 P 15' ACCESS RD. 2% PLACE 6" CLASS II AB OVER 6" ENGINEERED SOIL FOR ACCESS ROAD AND RAMPS EXISTING GRADE 15' ACCESS RD. 2% PLACE 6" CLASS II AB OVER 6" ENGINEERED SOIL FOR ACCESS ROAD AND RAMPS 45.7 FG 45.7 FG 45.7 FG WS ELEV.=44.7 ENGINEERED SOIL MATERIAL PER PROJECT'S SOILS SPECS. BASIN BOTTOM=32.0 `/X//A//AA/SAA///////AA/\ V/\ 2' /- \ 15' ACCESS RD 2% v VVii,vmoi,y/ SLOPE PROTECTION VV�/y/�/ 60 MIL. LLDPE SMOOTH / /\ NOMINAL LINING PLACE 6" CLASS II AB OVER 6" ENGINEERED SOIL FOR ACCESS ROAD AND RAMPS ANCHOR @ TOP ANCHOR @ TOE SECTION A -A SLOPE PROTECTION SECTION \�VA/VA 1 NTS 45.7 FG WS ELEV.=44.7 BASIN BOTTOM=32.0 `&//,, Aj//////////�� //AA//�\//AA SECTION B -B NTS STIFFENER BAR 3" x 3/8" (76 x 10 mm) WELDE ON BOTTOM OF RACK WHEN LR IS 72" (1.8 m) OR MORE HEADWALL AND WINGWALL-r L LR m MAX 1 4" mm E E u7 _i___ OUTLET CONDUIT _J Z E0 F rc c- d BOLTS PER NOTE CASE A 9 rq SEE SECT C -C, SHEET 2 STIFFENER (WHEN REQ'D) BARS 3"x3/8" (76 x 10 mm) TYP HEADWALL SEE SECT D -D, SHEET 2 TYP -===1 OUTLET CONDUIT' RACK PLAN LR SEE FOR to 11 I f' -H -f+ 11 CASE A DIMENSIONS -i- Z. or ac. CASE B DETAIL F SHEET �� . II II II PCC SUPPORT HEADWALL 8c WINGWALL III;11111:161::111 DETAIL E, SHEET 2 EX OR PROP SLOPE TOP OF CHANNEL LJ RACK SECTION PCC SUPPORT DETAIL E SHEET 2 SLOPE RACK FRON T HEADWALL ijiii, L_ J PCC SUPPORT STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PRCUULOAIED B9 THE PUBLIC WORKS STANDARDS INC. `REO �3OMAIiT EE 1993 REV. 2006. 2009 TRASH RACK (INCLINED) STANDARD PLAN 361-2 . SHEET 1 OF 2 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION 15' ACCESS RD. 29 2% PLACE 6" CLASS II AB OVER 6" ENGINEERED SOIL FOR ACCESS ROAD AND RAMPS CONSTRUCTION \OTES 29 INSTALL 6" CLASS II AGGREGATE BASE �HEADWALL OR WINGWALL ----1-F-1.7%71 1 1 2" E• I I BARS 3"x3/8" 38 mm) IN � o I (76 x 10 mm) I ROUNDED 1 1/2" (38 mm) SECTION C -C YP cV NOTES 2. -7/Mr 5 E c E 0 -77/7/7T7- #4 (#13M) #3(10M)D 24" (610 mm), 3" (75 mm) MIN COVER SECTION D -D --� 12" (305 mm) MIN DETAIL E 5/16" (8 mm) R DETAIL F USE ONLY FOR REMOVABLE PORTION ( 3 /J SLOTTED HOLE PER DETAIL F PCC SUPPORT REMOVABLE PORTION PLAN THREADED ROD 1/2" x 7" (13 x 175 mm) RETROFIT ATTACHMENT MAXIMUM SIZE OF OUTLET FOR THIS RACK IS 48" (1200 mm) PIPE OR 48" (1.2 m) WIDE RCB. MAXIMUM LENGTH OF RACK LR IS 10'-0" (3 m). ADJUST LR SO THAT THE SLOPE OF THE RACK IS APPROXIMATELY 2 HORIZONTAL TO 1 VERTICAL. 3. THE PCC SUPPORT IS NOT NEEDED IF THE INLET STRUCTURE HAS A SUITABLE CUTOFF WALL. THE PCC SUPPORT SHALL NOT REPLACE THE CUTOFF WALL. 4. GALVANIZE RACK AFTER FABRICATION. 5. BOLTS SHALL BE 1/2"x7" (13 x 175 mm). BOLTS FOR REMOVABLE PORTION SHALL BE STAINLESS STEEL. PROVIDE WASHERS AT EACH BOLT. 6. SUBMIT SHOP DRAWINGS PER SSPWC 2-5.3.3. FOR RETROFIT WORK, INCLUDE DETAILS FOR ATTACHMENT TO EXISTING STRUCTURE. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 361-2 SHEET 2 CF 2 TRASH RACK (INCLINED) Eisenhower Drive Drainage Improvements The MaxWell® IV Drainage System Detail And Specifications O ITEM NUMBERS 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. 2. BOLTED RING & GRATE - DIAMETER AS SHOWN. CLEAN CAST IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ELEVATION ±0.02' OF PLANS. 3. GRADED BASIN OR PAVING (BY OTHERS). 4. NON -WOVEN GEOTEXTILE SLEEVE, MIRAFITM/ 140 NL. MIN. 6 FT 0, HELD APPROX. 10 FEET OFF THE BOTTOM OF EXCAVATION. 5. PUREFLO® DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH VENTED ANTI -SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. 6. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. EIGHT (8) PERFORATIONS PER FOOT, 2 ROWS MINIMUM. 7. MIN. 6' 0 DRILLED SHAFT. 8. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. 9. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE SEAL. 10. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. 11. BASE SEAL - GEOTEXTILE OR CONCRETE SLURRY. 12. ROCK - WASHED, SIZED BETWEEN 3/8" AND 1-1/2" TO BEST COMPLEMENT SOIL CONDITIONS. 13. FLOFAST® DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL SCREEN WITH 32 SLOTS PER ROW/FT. 120" OVERALL LENGTH WITH TRI -B COUPLER. 14. MIN. 4' 0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE SOILS. 15. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY CUSTOMER AT PROJECT COMPLETION. 16. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. CAPACITY. TYPICAL, TWO PER CHAMBER. 17. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE SETTLING CHAMBER DEPTH AS NEEDED TO MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE OVERFLOW PIPE INLET. 18. STABILIZED BACKFILL - TWO -SACK SLURRY MIX. rg 4 D /// SETTLING CHAMBER DEPTH \\ // %\\//% VAjA I;'111:b.64i• *Tr •__i: Oh se f, f • MazWell®IV Manufactured and Installed by TORRENT RESOURCES An evolution of McGuckin Drilling www.torrentresources.com CALIFORNIA 661-947-9836 ARIZONA 602-268-0785 NEVADA 702-366-1234 AZ Lic. R00070465 A, R00047067 B-4, ADWR 363 CA Lic. 528080, C-42, HAZ. NV Lic. 0035350 A - NM Lic. 90504 GF04 U.S. Patent No. 4,923,330 - TM Trademark 1974, 1990, 2004 ESTIMATED TOTAL DEPTH WITH 10' PENETRATION INTO PERMEABLE SOILS "NOT FOR CONSTRUCTION" DIGRT DIAL TOLL FREE 1-800-227-2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA EL BENCHMARK: DESCRIPTION: PD -102-70 FD. BRASS CAP IN CONCRETE MON. 2 MILES SOUTH ON WASHINGTON STREET, 315' WEST ON AVENUE 50, 46 FEET NORTH BEHIND CURB. EV. = 47.998 BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF PARCEL 1 AS SHOWN BY RECORD OF SURVEY, FILED IN BOOK 112, PAGE 23 OF RECORDS OF SURVEYS, IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING NORTH 0° 35' 04" WEST DATE BY DESCRIPTION APP'D DATE REVISIONS Michael Baker INTERNA PREPARED UNDER THE TIONAL 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: (760) 346-7481 MBAKERINTL.COM DIRECT SUPERVISION OF: DANIEL KORAVOS DATE: 07/10/19 R.C.E. 36718 EXP. 06/30/20 APPROVAL BY: -6-yorinovie BRYAN W. MCKINNEY CITY ENGINEER R.C.E. NO. 49418 CITY OF LA QUINTA DATE 7-11-2019 EXP. 09/30/20 CITY OF LA QUINTA, CALIFORNIA DRAWN SCALE SM AS NOTED DESIGNED SM JOB NUMBER 155555 EISENHOWER DRIVE DRAINAGE IMPROVEMENTS RETENTION BASIN AND STORM DRAIN SECTIONS AND DETAILS BEING A PORTION OF THE EAST 1/2 OF SEC. 36, T. 5 S., R. 6 E., S.B.M. SHEET 6 OF 6 SHEETS CHECKED DK DATE 07/10/19 FOR: CITY PROJECT NO. 2015-12B G AS -BUILT DRAWINGS GRArlITE FILE NO. REVISED: 07/10/19 7/10/2019 2:43 PM 0 0 LLJ CL LLJ H: \PDATA\155555\CADD\LAND\DLV\GRADING\ROUGH\155555-SEC-006.DWG