cc 2024 AR 03/12 as-needed geotechnical engineering award of contracts — Vista City Council, March 12, 2024 (part 1 of 2)

ACTION:
____________________________
Clerk/Secretary
Department: Engineering Item No: C3
Prepared by:

Matt Atteberry, Engineering Division Manager
Erin Adams, Management Analyst Meeting Date: March 12, 2024 Approved by:

Greg Mayer, Director
John Conley, City Manager Agenda Location: Consent Calendar SUBJECT: AS-NEEDED GEOTECHNICAL ENGINEERING, MATERIALS TESTING, AND CONSTRUCTION INSPECTION SERVICES – AWARD OF CONTRACTS
RECOMMENDATION:

1. Adopt City Council Resolution No. 2024- , approving a contract with NV5 West, Inc. for professional geotechnical engineering, materials testing, and construction inspection services.

2.Adopt City Council Resolution No. 2024- , approving a contract with Vinje & Middleton Engineering, Inc. for professional geotechnical engineering, materials testing, and construction inspection services.

CORRELATION TO CITY COUNCIL GOALS: Routine operational item not directly corresponding to a specific City Council goal.

PRIOR ACTION: On June 28, 2022, adopted City Council Resolution No. 2022-108, approving the Six- Year Capital Improvement Program and FYs 2022/23 and 2023/24 Capital Project Budget and authorizing appropriations for Fiscal Years 2022/23 and 2023/24 Capital Projects (Vote: 4-0, Ritter absent (Ritter experienced technical difficulties)).

STATEMENT ON THE SUBJECT: The Engineering Department has numerous Capital Improvement Program (CIP) projects that require the use of geotechnical services for design and construction phases.

Existing geotechnical service agreements have either expired or have reached their contract ceiling and cannot be renewed. Due to these reasons, staff would like to continue the as-needed services with new contracts with two geotechnical firms to support the program.

On November 13, 2023, staff issued a request for qualifications (RFQ) for as-needed professional geotechnical engineering, materials testing, and construction inspection services. The RFQ was advertised on the City of Vista’s website and the City’s electronic procurement portal, OpenGov.com. The following twelve firms responded to the RFP:

Firm Office Location
ENGEO San Ramon, CA
Geocon Incorporated San Diego, CA
Krazan & Associates, Inc. Corona, CA
Leighton Consulting, Inc. San Diego, CA
MTGL, Inc. San Diego, CA
AGENDA
REPORT

CITY COUNCIL

COMMUNITY DEVELOPMENT COMMISSION

SUCCESSOR AGENCY

BUENA SANITATION DISTRICT

JOINT POWERS FINANCING AUTHORITY
Approved above recommendation, adopted the following: 1) City Council Resolution No. 2024-29. Vote: 4-0 (O'Donnell absent); 2) City Council Resolution No. 2024-30. Vote: 4-0 (O'Donnell absent).

MEETING DATE: March 12, 2024 PAGE 2
SUBJECT: AS-NEEDED GEOTECHNICAL ENGINEERING, MATERIALS TESTING, AND CONSTRUCTION INSPECTION SERVICES – AWARD OF CONTRACTS
Ninyo & Moore San Diego, CA
Nova Services, Inc. San Diego, CA
NV5 West, Inc. San Diego, CA
RMA Group Rancho Cucamonga, CA
RockSol Consulting Group, Inc. San Diego, CA
Twining, Inc. Long Beach, CA
Vinje & Middleton Engineering, Inc. Escondido, CA
The proposals were evaluated by staff and ranked based upon predetermined criteria including experience and reputation, key personnel, quality of work and record of performance. Based on staff’s evaluation of the RFQ responses, staff recommends the selection of NV5 West, Inc. and Vinje & Middleton Engineering, Inc. to provide as-needed professional geotechnical engineering, materials testing, and construction inspection services.

FISCAL IMPACT: Each as-needed construction contract has a ceiling of $600,000 over a three-year term with an option to extend up to an additional two years. Funding will be allocated on a project basis as needed from individual Capital Improvement Projects.

EXHIBITS:

1.City Council Resolution 2024- , approving a contract with NV5 West, Inc. for professional geotechnical engineering, materials testing, and construction inspection services

2.City Council Resolution 2024- , approving a contract with Vinje & Middleton Engineering, Inc. for professional geotechnical engineering, materials testing, and construction inspection services

3.Contract with NV5 West, Inc.

4.Contract with Vinje & Middleton Engineering, Inc.
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00029213 7
RESOLUTION NO. 2024-

A RESOLUTION OF THE CITY COUNCIL OF THE CHARTERED CITY OF VISTA, CALIFORNIA, APPROVING A CONTRACT WITH NV5 WEST, INC.

FOR PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS

TESTING, AND CONSTRUCTION INSPECTION SERVICES
The City Council of the City of Vista does resolve as follows:

1. Findings. The City Council hereby finds and declares the following:

A. Pursuant to section 3.08.060 of the Vista Municipal Code, a request for qualifications (RFQ) was issued on November 13, 2023 for professional geotechnical engineering, materials testing, and construction inspection services.

B. Twelve proposals were submitted in response to the RFQ and were evaluated based upon the predetermined criteria in the RFQ.

C. Staff recommends the selection of NV5 West, Inc. as one of the firms to provide professional geotechnical engineering, materials testing, and construction inspection services.

2. Action.

A. The contract between the City of Vista and NV5 West, Inc. for professional geotechnical engineering, materials testing, and construction inspection services is approved, and the Mayor is authorized to execute the contract.

3. Adoption. PASSED AND ADOPTED at a meeting of the City Council of the City of Vista held on March 12, 2024, by the following vote:

AYES:

NOES:

ABSTAIN:

APPROVED AS TO FORM:

WALTER CHUNG, CITY ATTORNEY
By:

APPROVED
Walter C. Chung
20240304081522
JOHN B. FRANKLIN, MAYOR
ATTEST:

KATHY VALDEZ, CITY CLERK
By:
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EXHIBIT 1

00029213 7
RESOLUTION NO. 2024-

A RESOLUTION OF THE CITY COUNCIL OF THE CHARTERED CITY OF

VISTA, CALIFORNIA, APPROVING A CONTRACT WITH VINJE &
MIDDLETON ENGINEERING, INC. FOR PROFESSIONAL GEOTECHNICAL

ENGINEERING, MATERIALS TESTING, AND CONSTRUCTION INSPECTION

SERVICES
The City Council of the City of Vista does resolve as follows:

1. Findings. The City Council hereby finds and declares the following:

B. Twelve proposals were submitted in response to the RFQ and were evaluated based upon the predetermined criteria in the RFQ.

C. Staff recommends the selection of Vinje & Middleton Engineering, Inc. as one of the firms to provide professional geotechnical engineering, materials testing, and construction inspection services.

2. Action.

A. The contract between the City of Vista and Vinje & Middleton Engineering, Inc. for professional geotechnical engineering, materials testing, and construction inspection services is approved, and the Mayor is authorized to execute the contract.

3. Adoption. PASSED AND ADOPTED at a meeting of the City Council of the City of Vista held on March 12, 2024, by the following vote:

AYES:

NOES:

ABSTAIN:

APPROVED AS TO FORM:

WALTER CHUNG, CITY ATTORNEY
By:

APPROVED
Walter C. Chung
20240304081740
JOHN B. FRANKLIN, MAYOR
ATTEST:

KATHY VALDEZ, CITY CLERK
By:
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EXHIBIT 2

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NV5 WEST, INC.
4855-3308-5857, v. 2

JOB ORDER CONTRACT FOR PROFESSIONAL SERVICES

FOR AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING,

MATERIALS TESTING, AND CONSTRUCTION INSPECTION SERVICES THIS “CONTRACT” is entered into by and between the “Parties” as of ___________________ (“Contract Date”).

1.0 THE “PARTIES”
The “City”:

CITY OF VISTA, a chartered municipal
corporation
200 Civic Center Drive
Vista, CA 92084
Working Contact: Matt Atteberry
Billing Contact: Matt Atteberry
The “Contractor”
NV5 WEST, INC., a Delaware corporation
15092 Avenue of Science, Suite 200
San Diego, CA 92128
Contact: Carl Henderson

2.0 BASIC TERMS

2.1 City is authorized under Chapter 3.08 the Vista Municipal Code to enter into a job order contract with Contractor.

2.2 The “Required License” for the services is California Geotechnical Engineer.

2.3 Contractor, a contractor holding the Required License, desires to enter into this “Contract” with the City for the Work (“Contract”).

2.4 The “Services” to be performed by Contractor are set forth in the City’s Request for Proposals (“Exhibit A”).

2.5 Contractor has submitted to City a Proposal to perform the Services dated December 7, 2023 (“Exhibit B”).

2.6 The “Contract Ceiling Price” is $600,000.

3.0 CONTRACT TERM

3.1 This Contract shall take effect as of the Contract Date.

3.2 This Contract shall be in effect for 36 calendar months (“Term”) from the Contract Date. The Term may be extended at the City’s option for an additional 24 months, in increments of City’s choice, for a maximum Term of 60 from the Contract Date.

3.3 City may terminate this Contract upon 10-days’ written notice to Contractor.

Contractor may terminate this Contract upon 90-days’ written notice to City. In such event, or upon request of City, Contractor shall assemble all City documents in the Contractor's possession, put them in order for proper filing and closing, and deliver the documents to City. In the event of termination, Contractor shall be paid for work performed to the termination date. 03/12/2024 C3 5 of 329
EXHIBIT 3

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City shall make the final determination as to the portion of tasks completed and the compensation to be paid.

4.0 EXECUTION OF ADDITIONAL DOCUMENTS
As a condition precedent to the effectiveness of this Contract, the Contractor shall execute and deliver to City the following checked document packages:

1. Contractor’s Forms

2. Labor Law Compliance Form, Exhibit D (This Contract requires the payment of prevailing wages.)

5.0 SCOPE
Contractor shall perform all Services including, but not limited to, the furnishing of all tools, equipment, materials, software, supplies, and manufactured articles, and for furnishing all transportation, services, including fuel, power and water, essential communications, and the performance of all labor, work or other operations, as may be required from time to time upon the issuance of a Work Order for the fulfillment of each specific task to be performed under the Contract (“Project”), in strict accordance with Exhibit A and Exhibit B. The Services shall be complete, and all work, material, and services not expressly called for in the Proposal which may be necessary for complete and proper construction to carry out the Contract in good faith, shall be performed, furnished, and installed by the Contractor at no increase in cost to the City.

In the event of a conflict between the provisions of Exhibit A and Exhibit B, the provisions of Exhibit A shall control.

6.0 COMPENSATION

6.1 City shall pay Contractor on a time and material rate as set forth in Exhibit B for the Services to be performed. For contract option years, City may approve upon Contractor’s request an increase in the pricing in Exhibit B in the amount of the increase in the Consumer Price Index, San Diego Area, for All Urban Customers (CIP-U) as published by the Bureau of Labor Statistics during the preceding year, or 3%, whichever is less.

6.2 An invoice for payment shall be submitted in a form satisfactory to City. At a minimum, the invoice shall include: the purchase order number, the work order number, a description of the work performed, and a total amount.

6.3 Changes in, additions to, or deductions from the Services, including increases or decreases in the quantity of any item or portion of the Services, shall be set forth in a written change order executed by City and by the Contractor which shall specify:

6.3.1 The changes, additions, and deductions to be made.

6.3.2 The increase or decrease in compensation due the Contractor, if any.

6.3.3 Adjustment in the time of completion, if any.

6.4 Contract Ceiling Price
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6.4.1 In no event shall City be liable for paying more than the Contract Ceiling Price for Contractor's services rendered under this contract.

6.4.2 If it becomes foreseeable that Contractor will need to perform services such that the cumulative total of costs to City will exceed the maximum permitted by this Contract, any such cost overrun will be handled pursuant to the change order procedure in Chapter 3.08. City and Contractor recognize that City lacks authority to exceed the cost ceiling without the express authorization of the City Council. If the maximum cost to City for this Contract is exceeded unexpectedly, payment shall be made as mutually agreeable and disputes shall be handled pursuant to this Contract, but work shall cease as soon as is reasonably feasible once the cost ceiling plus allowable change orders, if any, is exceeded.

6.5 Except as provided in Exhibit B, Contractor shall not be reimbursed for any expenses incurred in rendering services under this Contract.

7.0 CONTRACT DOCUMENTS
The Contract comprises the following documents including all additions, deletions, modifications, and appendices and all addenda setting forth any modifications or interpretations of any these documents: Documents required under Exhibits A–E and the Standard Specifications (defined below).

8.0 TIME FOR COMPLETION AND COMMENCEMENT OF SERVICES
All Services under the Contract must be completed in compliance with the schedule in Exhibit A.

9.0 ASSISTANCE BY CITY
All information, data, records, reports, and maps as are in possession of City and necessary for the carrying out of this work shall be available to Contractor without charge. City shall make available to Contractor members of its staff for consultation with Contractor in the performance of this Contract. City does not warrant that the information data, records, reports, and maps heretofore or to be provided to Contractor are complete or accurate and Contractor should satisfy itself as to accuracy and completeness. City and Contractor agree that City shall have no liability should any information, data, records, reports, and maps be inaccurate, incomplete, or misleading. Unless provided in Exhibit A, no other assistance shall be provided by City to Contractor.

10.0 STANDARD OF PERFORMANCE

10.1 Contractor represents and warrants that it has the training, qualifications, experience, and facilities necessary to properly perform the Services required under this Contract in a thorough, competent, and professional manner. At all times Contractor shall faithfully, competently and to the best of its ability, experience, and talent, perform all services described herein. In meeting its obligations under this Contract, Contractor shall employ, at a minimum, generally accepted standards and practices utilized by persons engaged in providing services similar to those required of Contractor under this Contract.

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10.2 Contractor shall keep itself informed of and comply with all applicable federal, state and local laws, statutes, codes, ordinances, regulations and rules in effect during the Term of this Contract. Contractor shall obtain any and all licenses, permits and authorizations necessary to perform the services set forth in this Contract, including any business licenses required by City. Neither City, nor any elected or appointed boards, officers, officials, employees or agents of City, shall be liable, at law or in equity, as a result of any failure of Contractor to comply with this Section.

11.0 STANDARD SPECIFICATIONS AND STANDARD PLANS

11.1 Except as otherwise provided, whenever reference is made to “Standard Specifications”, it shall mean:

Standard Specifications for Public Works Construction, most current edition and supplement, as last amended, with Regional Supplements, written and promulgated by Southern California Chapter, American Public Works Association, and Southern California District, Associated General Contractors of California, Joint Cooperative Committee (“Greenbook”) and the City of Vista Special Provisions to the Greenbook.

11.2 Except as otherwise provided, whenever reference is made to “Standard Plans”, it shall mean:

San Diego Area Regional Standard Drawings, and City of Vista Standard Drawings, latest edition, unless otherwise noted.

12.0 SUPPLEMENTARY DEFINITIONS
In addition to or in lieu of the terms and definitions specified in Section 1-2 of the Standard Specifications, wherever the following terms and definitions are used, the intent and meaning shall be as follows:

City: The City of Vista.

Board: The City Council of the City of Vista.

Drawings or Plans: All drawings, plans, maps, profiles, and diagrams delineating the work on the Services.

13.0 CONTRACTOR’S STATUS; CONTRACTOR’S EMPLOYEES

13.1 Contractor shall perform the services provided for herein in Contractor's own way as an independent contractor and in pursuit of Contractor's independent calling. Contractor is not to be considered an employee of City, nor shall any employees of Contractor be considered employees of City, for any purpose. Contractor shall be under the direction and control of City staff only as to the results to be accomplished. This Contract is not intended to create the relationship of partnership, joint venture, or association between City and Contractor.

13.2 Contractor represents and warrants that all design professional services, if required under this Contract, shall be provided by a person or persons duly licensed by the State of California to provide the type of services described in Exhibit A. 03/12/2024 C3 8 of 329

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13.3 Neither Contractor, nor any of Contractor's officers, employees, or agents, shall obtain any rights to retirement, health care or any other benefits which may otherwise accrue to City’s employees. Contractor expressly waives any claim Contractor may have to any such rights.

13.4 Contractor is aware of the requirements of the Immigration Reform and Control Act of 1986 and shall comply with those requirements, including, but not limited to, verifying the eligibility for employment of all of Contractor’s officers, employees, agents, and subcontractors that are included in this Contract.

13.5 The payment made to Contractor pursuant to this Contract shall be the full and complete compensation to which Contractor and Contractor’s officers, employees, agents, and subcontractors are entitled for performance of any work under this contract. Neither Contractor nor Contractor’s officers or employees are entitled to any salary or wages, or retirement, health, leave or other fringe benefits applicable to employees of the City. City will not make any federal or state tax withholdings on behalf of Contractor. City shall not be required to pay any workers' compensation insurance on behalf of Contractor.

13.6 Contractor agrees to defend and indemnify City for any obligation, claim, suit or demand for tax, retirement contribution including any contribution to the Public Employees Retirement System (PERS), social security, salary or wages, overtime payment, or workers' compensation payment which City may be required to make on behalf of Contractor or any employee of Contractor, or any employee of Contractor construed to be an employee of City, for work done under this contract. This is a continuing obligation that survives the termination of this Contract.

14.0 CIVIL RIGHTS

14.1 Contractor agrees to comply with Title VII of the Civil Rights Act of 1964, as amended, the California Fair Employment Practices Act, the Americans with Disabilities Act of 1990, any other applicable federal and state laws and regulations hereinafter enacted.

14.2 Contractor shall not knowingly deny an opportunity or benefit, discriminate against or harass, any employee or applicant for employment on account of the person’s race, color, ethnicity, national origin, ancestry, religion, creed, veteran status, physical disability, mental disability, medical condition, marital status, sex, sexual orientation, age, or other status protected from workplace discrimination by state or federal law.

14.3 Contractor shall not knowingly give preferential treatment to any applicant for employment on the basis of race, color, ethnicity, national origin, ancestry, religion, creed, physical disability, mental disability, medical condition, marital status, sex, or sexual orientation.

14.4 This section shall be interpreted in a manner that is consistent with the California and United States Constitutions and applicable state and federal statutes governing workplace discrimination. The terms used in this section shall have the same meaning as defined in state statutes governing the same subject matter.

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normal operation of Contractor. Nothing in this section shall be interpreted as prohibiting regulations and policies to prevent nepotism or conflicts of interest.

14.6 Nothing in this Section shall be interpreted as prohibiting action taken to establish or maintain eligibility for any federal program, where ineligibility would result in a loss of federal funds to City.

14.7 To the fullest extent permitted by law and without limitation by the other provisions of this Contract relating to indemnification and insurance, Contractor shall also indemnify, defend and hold harmless City, and its directors, officers, employees, and agents from and against all liability (including without limitation all claims, damages, penalties, fines, and judgments, associated investigation and administrative expenses, and defense costs, including but not limited to reasonable attorneys' fees, court costs, and costs of alternative dispute resolution) resulting from any claim of discrimination or harassment, including but not limited to sexual harassment, arising from the conduct of the Contractor or any of the Contractor’s officers, employees, agents, licensees, or subcontractors. In the event of a discrimination or harassment complaint against any employee, agent, licensee or subcontractors of Contractor or its subcontractors, Contractor shall take immediate and appropriate action in response to such complaint, including, but not limited to termination or appropriate discipline of any responsible employee, agent, licensee, or subcontractors. The provisions of this Section survive completion of the services or termination of the Contract.

15.0 CONTROL OF SERVICES
Each Party shall appoint a representative who shall have the authority to represent and act for that Party (“Representative”). Any written or verbal directions or requests of City's Representative delivered to the Contractor’s Representative shall have the same force and effect as if delivered to the Contractor. The Contractor's Representative shall have the authority to sign any change order, coordinate the work of all subcontractors and make other decisions pertaining to the Contract.

16.0 ASSIGNMENT AND SUBCONSULTING

16.1 Neither this Contract nor any interest herein may be transferred, assigned, conveyed, hypothecated, or encumbered voluntarily or by operation of law, whether for the benefit of creditors or otherwise, without the prior written approval of the City. Transfers restricted hereunder shall include the transfer to any person or group of persons acting in concert of more than twenty-five (25%) of the present ownership and/or control of Contractor, taking all transfers into account on a cumulative basis. In the event of any such unapproved transfer, including any bankruptcy proceeding, this Contract shall be void. No approved transfer shall release the Contractor or any surety of Contractor of any liability hereunder without the express consent of City.

16.2 Contractor shall be fully responsible to the City for any acts and omissions of Contractor's subcontractor, including persons either directly or indirectly employed by subcontractor, in the event Contractor subcontracts any of the work to be performed under this contract. Contractor's responsibility under this paragraph shall be identical to Contractor's liability for acts and omissions of Contractor and employees of the Contractor. Nothing contained in this Contract shall create any contractual relationship between City and any subcontractor of Contractor, but Contractor shall bind every subcontractor and every subcontractor of a subcontractor by the terms of this contract applicable to Contractor's work, 03/12/2024 C3 10 of 329

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unless such change, omission, or addition is approved in advance in writing by the City Manager or the City Manager’s designee. All subcontractors are subject to the prior written review and approval of the City Manager or the City Manager’s designee.

17.0 LICENSES
If a license of any kind, which term is intended to include evidence of registration, is required of Contractor, its employees, agents, or subcontractors by federal, state, or local law, Contractor warrants that such license has been obtained, is valid and in good standing, and that any required bond has been posted in accordance with all applicable laws and regulations.

18.0 SAFETY
In accordance with generally accepted construction practices, the Contractor shall be solely and completely responsible for conditions of the jobsite, including safety of all persons and property during performance of the Services, and the Contractor shall fully comply with all OSHA, State and Federal laws, rules, regulations, and orders relating to safety of the public and workers.

It is the Contractor's responsibility to acquaint itself with and abide by these regulations during all phases of construction. The City will not be responsible for ensuring the Contractor's compliance with these regulations. The Contractor’s duty of indemnification shall apply to any Liability caused by its failure to abide by these regulations.

The Contractor shall include any and all costs associated with compliance with these safety requirements in the appropriate bid items of Services to be performed.

19.0 FINANCIAL` RECORDS

19.1 Contractor shall maintain any and all documents, ledgers, books of account, invoices, vouchers, canceled checks, or records demonstrating or relating to Contractor’s performance of services pursuant to this Contract or evidencing or relating to expenditures and disbursements charged to City pursuant to this Contract. Any and all such documents or records shall be maintained in accordance with generally accepted accounting principles and shall be sufficiently complete and detailed so as to permit an accurate evaluation of the services provided by Contractor pursuant to this Contract. Any and all such documents or records shall be maintained for three years from the date of execution of this Contract and to the extent required by laws relating to audits of public agencies and their expenditures. It is expressly understood and agreed that the provisions of this Section will survive termination of this Contract.

19.2 Any and all records or documents required to be maintained pursuant to this Section shall be made available for inspection, audit and copying, at any time during regular business hours, upon request by City or its designated representative. Copies of such documents or records shall be provided directly to the City for inspection, audit and copying when it is practical to do so; otherwise, unless an alternative is mutually agreed upon, such documents and records shall be made available at Contractor's address indicated for receipt of notices in this Contract or the primary location from which services are rendered, whichever is closer.

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20.0 OWNERSHIP OF DOCUMENTS
Upon delivery, the work product, including without limitation, all original reports, writings, recordings, drawings, files, and detailed calculations developed under this contract are the property of City. Contractor agrees that all copyrights which arise from creation of the work pursuant to this contract shall be vested in City and waives and relinquishes all claims to copyright or other intellectual property rights in favor of City. City acknowledges that its use of the work product is limited to the purposes contemplated by the scope of Services and that Contractor makes no representation of the suitability of the work product for use in or application to circumstances not contemplated by the scope of Services.

21.0 CONFIDENTIALITY

21.1 Contractor shall treat all information obtained from City in the performance of this Contract as confidential and proprietary to City. Contractor shall treat all records and work product prepared or maintained by Contractor in the performance of this Contract as confidential.

21.2 Contractor agrees that it will not use any information obtained as a consequence of the performance of work for any purpose other than fulfillment of Contractor’s scope of Services. Contractor will not disclose any information prepared for City or obtained from City or obtained as a consequence of the performance of work to any person other than City, or its own employees, agents or subcontractors who have a need for the information for the performance of Services under this Contract unless such disclosure is specifically authorized in writing by City.

21.3 Contractor’s obligations under this paragraph shall survive the termination of this Contract.

22.0 CONFLICT OF INTEREST REQUIREMENT
Contractor agrees that, to the extent applicable, it shall comply with and be bound by all laws and regulations deriving from the relationship of the Contractor to the City, including the Political Reform Act (Government Codes Section 87100 et seq.) Chapters 2.32 or 2.33 of the Vista Municipal Code, the Community Redevelopment Act (Health & Safety Code 33000 et seq.) and all regulations promulgated thereunder (collectively “Conflict Laws”). As a condition precedent to the formation of this Contract, Contractor warrants and covenants that it is adequately informed regarding the obligations and duties imposed by the Conflict Laws and that to the best of Contractor's knowledge and belief, there exists no conflict of interest (under the laws) that would disqualify the Contractor from participation in any decisions arising out of the performance of this Contract. Prior to commencement of any work in the performance of this Contract, Contractor shall comply with any applicable requirements of Chapter 2.32 of the Vista Municipal Code, including any requirement to file a financial disclosure statement with the City Clerk.

Contractor further agrees that no employee, agent or subcontractor for Contractor shall perform any work for the City pursuant to this Contract which will violate the Conflict Laws.

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remuneration of any kind or manner to any City official with respect to this Contract. For purposes of this Section, the term “City Official” shall mean and include any elected or appointed officer of City, any employee of City, or any spouse or financial dependent of a City official or employee. A violation of this provision shall render this Contract null and void and Contractor shall be subject to restitution of all fees or money paid or earned under this Contract.

24.0 INDEMNIFICATION
Contractor shall defend, indemnify and hold City and its officers, officials, employees, and volunteers harmless against any and all liability, loss, damage, fine, penalty, expense, claim or cost (including without limitation costs and fees of litigation) of every nature (collectively, “Liability”) arising out of or in connection with this Contract or its performance, including defects in design, except: (1) Liability caused by City's sole negligence or willful misconduct; or (2) for Liability caused by City's active negligence, in which case the indemnity received by City shall be reduced by the amount: (i) that City's active negligence contributed to the Liability on a comparative basis; or (ii) such other amount as may be required by law (“Duty of Indemnification”).

25.0 INSURANCE AND BONDS
Contractor shall comply with the insurance provisions set forth in Exhibit C.

26.0 SERVICE OF NOTICE

26.1 Any notice, which either Party may desire to give to the other Party, must be in writing and may be given by personal delivery to the Party’s Representative or by overnight courier service to the Party’s address set forth in Section 1.0. Notice may also be given by mailing it by registered or certified mail, return receipt requested, to the other Party at the address set forth in Section 1.0. Any notice given by mail will be deemed given 48 hours after such notice is deposited in the United States mail, addressed as provided with postage fully prepaid.

26.2 A Party may change its address by giving notice as provided above, and the changed address shall thereafter be deemed to be the address set forth in Section 1.0.

27.0 PUBLIC WORKS CONTRACTS: ASSIGNMENT TO AWARDING BODY In accordance with Section 4551 of the Government Code, the Contractor and subcontractors shall conform to the following requirements. In entering into a public works contract or a subcontract to supply goods, services or materials pursuant to a public works contract, the contractor or subcontractor offers and agrees to assign to the awarding body 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 arising from purchases of goods, services or materials pursuant to the public works contract of the subcontract. This assignment shall be made and become effective at the time the awarding body tenders final payment to the contractor, without further acknowledgment by the Parties.

28.0 SPECIAL PROVISIONS
This Contract is subject to, and Contractor shall comply with, the special provisions referenced in Exhibit E, if any.
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29.0 EXHIBITS
All documents referenced as exhibits in this Contract, or referenced in an exhibit to this Contract, are incorporated herein.

30.0 APPLICABLE LAW, VENUE
This Contract shall be construed and enforced under the laws of the State of California. If any action is commenced by any Party to this Contract, such action shall be filed in a court of competent jurisdiction within the County of San Diego, California.

31.0 COUNTERPARTS; ELECTRONIC SIGNATURES; ELECTRONIC DELIVERY This Agreement may be executed in separate counterparts, none of which need contain the signatures of both Parties, and each of which, when so executed, shall be deemed an original and all together shall constitute and be one of the same instrument. The Parties agree that this Agreement, whether executed by electronic signature, digital signature, or constituting a scanned or electronically reproduced copy or image of this Agreement bearing the signatures of the Parties, will be deemed an original and will represent competent evidence of the execution, terms and existence of this Agreement notwithstanding the failure or inability to produce an original executed Agreement or counterpart thereof, and without the requirement that the unavailability of such original executed Agreement or counterpart thereof first be proven.

Further, the exchange of this entire executed Agreement (and/or such exhibit(s) or document(s)) that is in photostatic or portable document format (.pdf) form by electronic mail or by another electronic means shall be considered original(s) and shall constitute effective execution and delivery of the original(s).

32.0 MODIFICATIONS
This Contract contains the entire agreement, between the Parties and supersedes all prior negotiations, discussions, obligations, and rights of the Parties in respect of each other regarding the subject matter of this Contract. There is no other written or oral understanding between the Parties. No modification, amendment or alteration of this Contract shall be valid unless it is in writing and signed by all Parties.

[Continued on page 11.]
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00069720 2 11 of 11 NV5 WEST, INC.
4855-3308-5857, v. 2

33.0 EXECUTION
IN WITNESS WHEREOF; the Parties hereto have executed this Contract as of the Contract Date.
“City”
CITY OF VISTA, a chartered municipal
corporation
By:

JOHN B. FRANKLIN, MAYOR
ATTEST:

KATHY VALDEZ,CITY CLERK
By:

APPROVED AS TO FORM:

WALTER CHUNG,CITY ATTORNEY
By:

RISK MANAGEMENT REVIEW:

DOLORES GASCON,RISK MANAGER
By:

APPROVED
Amanda L. Guy
20240131133256
“Contractor”
NV5 WEST, INC.,a Delaware corporation
By:

Name/Title
By:

Name/Title
Carl Henderson, PhD, PE, GE, CDO/VP - Geotechnical Services West Shafiq Popalzai, P.E. - Vice President/Senior Principal

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00069720 2 Exhibit A
4855-3308-5857, v. 2

EXHIBIT A

REQUEST FOR PROPOSALS

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REQUEST FOR QUALIFICATIONS (RFQ)

FOR

AS-NEEDED PROFESSIONAL GEOTECHNICAL

ENGINEERING, MATERIALS TESTING, AND

CONSTRUCTION INSPECTION SERVICES

Engineering Department
Submittal Deadline: THURSDAY, DECEMBER 7, 2023 at 4:00 P.M. 03/12/2024 C3 17 of 329

CITY OF VISTA REQUEST FOR QUALIFICATIONS

AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS TESTING,

AND CONSTRUCTION INSPECTION SERVICES

1. INTRODUCTION

The City of Vista (City) is soliciting statements of qualifications (SOQ) from qualified professionals (Consultant) to provide geotechnical engineering, materials testing, and construction inspection services for various capital improvement projects under a non-exclusive agreement on an as- needed basis. From the SOQs received, up to two (2) consulting firms will be selected to provide the requested services.

The initial term or period of the contract shall be three years (36-months) from the date of award with the possibility of two (2) optional successive one-year (12-month) renewal periods under the terms and conditions of the original contract except as stated below.

In the event the City elects to extend the Agreement, Contractor may request an increase in the price by an amount equal to the Consumer Price Index (CPI) for the previous year. The amount of the increase shall be determined by comparing the increase in the CPI published at least one hundred twenty (120) days before the termination date of the Agreement to the comparable CPI published for the preceding year. CPI shall mean the Consumer Price Index [All Urban Consumers] for the San Diego, California CMSA (base year 1982-1984=100), published by the United States Department of Labor’s Bureau of Labor Statistics.

Price increases can only occur at the time of renewal when requested by the Contractor. Written notice of the City’s intension to renew shall be given approximately 90 calendar days prior to the expiration date of each contract period.

This contract between City and Consultant for as-needed services will have a ceiling amount of $600,000 for the three-year term. An additional contract amount not to exceed $50,000, may be approved at any time by the City Manager, including during the two (2) optional successive one- year (12-month) renewal periods.

2. RESPONSE DUE DATE AND SUBMITTAL PROCESS

SOQs for this solicitation must be submitted electronically through the City’s Electronic Bidding System (OpenGov Procurement). Hardcopy SOQs will not be accepted. Consultants must create a personal free account with OpenGov Procurement at: https://secure.procurenow.com/signup .

Registered consultants may obtain RFQ materials and view submission procedures for this solicitation on the City’s OpenGov Procurement portal at:
https://secure.procurenow.com/portal/cityofvista . Consultants must also download this solicitation

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to appear on the Bidder’s List as a “Prospective Bidder.” Consultants that fail to download this solicitation will not appear on the Bidders’ List and will not receive addenda or be able to submit a SOQ. All SOQs for this solicitation must be submitted online through OpenGov Procurement by THURSDAY, DECEMBER 7, 2023 at 4:00 P.M.

OpenGov Procurement’s clock will determine the official time for the advertised SOQ due date and such determination will be final. Any SOQs not received in a timely manner by the SOQ due date and time, as described above, will not be considered.

All project related questions and requests for clarifications, changes, exceptions, and deviations to the terms and conditions set forth in this solicitation shall be submitted via “Q&A” through the City’s Electronic Bidding System, OpenGov Procurement.

All questions must be submitted by the Question Submission Deadline listed in OpenGov Procurement. The City reserves the right to extend the date for question submission and by which SOQs are due.

If a Consultant is unable to register or download the RFQ from OpenGov Procurement, a Consultant representative may contact OpenGov Procurement to troubleshoot the problem.

All SOQ documents and supplementary documents must be uploaded using OpenGov Procurement prior to event date and time as instructed in this solicitation. Once file(s) have been uploaded and the Submission Status shows as “Submitted” the submission is complete. At that point respondents will receive an email confirmation from OpenGov Procurement.

3. SOQ REQUIREMENTS

The SOQ shall be limited to fifteen (15) 8.5” x 11” pages, excluding cover letter, resumes, and appendix material. A cover letter shall summarize key elements and guarantee that key personnel will be committed to perform the required tasks throughout the duration of the contract. The cover letter shall be limited to two (2) pages and shall include a contact name, email, phone number and full address for the consultant. The cover letter shall include a statement that the consultant can meet the City’s insurance requirements and is prepared to execute the Professional Services Agreement as written. A rate schedule (as described in the following section), shall be provided in a separate electronic file uploaded to OpenGov Procurement.

Faxed and email copies will not be accepted.

SOQs shall include a discussion of the Consultant's overall approach to the on-call contract, a summary of key personnel and qualifications, an organization chart, a rate schedule, and documentation of the firm’s and any sub-consultant’s qualifications. The SOQ should be concise, well organized, and demonstrate the responders' qualifications and experience applicable to the contract. Responders will be evaluated based on the information submitted in accordance with the criteria for selection provided herein.

SOQs submitted in response to this RFQ shall include:

3.1 Cover Letter - A cover letter shall summarize key elements and guarantee that key personnel will be committed to perform the required tasks throughout the duration of the contract. In cases where a team member voluntarily leaves a firm, the Consultant shall provide the City a proposal for substitute team member subject to the approval for the City.

3.1.1 The cover letter shall be limited to two (2) pages and shall include a contact name, email, phone number and full address for the Consultant. 03/12/2024 C3 19 of 329

3.1.2 The cover letter shall include a statement that the Consultant can meet the City’s insurance requirements and is prepared to execute the Standard Consulting Agreement as written, and will not make any changes to the project team without authorization of the City.

3.2 Company Information

3.2.1 Identification of Responder;

3.2.2 Legal name and address of the company (partnership, corporation, joint venture, etc.);

3.2.3 Identification of the parent company (if applicable);

3.2.4 Addresses of offices located in San Diego County;

3.2.5 Number of employees in San Diego County;

3.2.6 Name, title, address and telephone number of person to contact concerning the SOQ;

3.2.7 California Department of Industrial Relations (DIR) Number. If company does not have a DIR Number, state justification;

3.2.8 Secretary of State Entity Number;

3.2.9 Contractor’s License applicable to the proposed Scope of Services consisting of a California Registered Professional Civil Engineer and California Registered Professional Certified Engineering Geologist.

3.3 Proposed Task Order Approach – Discuss one generalized approach to time- budget management, documentation, requirements from the City, consideration for consultant’s workload at the time of the task order issuance, and quality assurance and quality control (QA/QC) program.

3.4 Project Team and Organization Chart

3.4.1 Describe project organization, including identification and responsibilities of key personnel.

3.4.2 Indicate roles of prime and all sub-consultants.

3.4.3 Provide a discussion of the experience of the Project Manager and other key staff members that would be involved with performing on-call services for the City.

3.4.4 Provide resumes of the Project Manager and other key staff members who will work on this contract. The resume shall include relevant experience, education, licenses, and certifications. The resume for each individual shall not exceed two pages in length. Resumes may be included as an appendix 03/12/2024 C3 20 of 329

to the main document.

3.4.5 Describe proposed line-of-communication between the City, prime team members, and sub-consultant

3.5 List of officers authorized to sign on firm’s behalf.

3.6 References – The Consultant shall provide a minimum of three (3) references for similar projects for the prime firm. At a minimum, each reference shall include the client’s name and location, number of projects completed for the client, client contact name and phone number.

3.7 Experience

3.7.1 Provide a brief description of Consultant’s experience in completing similar efforts within the last 5 years.

3.7.2 Provide a detailed discussion of specialized experience in completing the scope of required services.

3.7.3 Projects currently being performed may be submitted for consideration.

3.7.4 Project information should include a brief project description, agency or client name, their telephone number(s), the year of completion, and the contract fee.

3.7.5 Identify team members proposed for this RFQ and their roles on the projects.

3.7.6 Exceptions to RFQ – Consultant shall certify that it takes no exceptions to the RFQ including the Sample Agreement. If the Consultant does take exception(s) to any portion of the RFQ, the specific portion to which exception is taken shall be identified and explained.

3.8 The consultant shall submit as an attachment (not a part of the 15 pages), examples of the firm’s work product. These examples of work product shall consist of:

3.8.1 Geotechnical report including boring plats

3.8.2 Geotechnical inspection/Compaction report

3.8.3 Shoring design

3.9 Rate Schedule (separate electronic file uploaded to OpenGov Procurement, excluded from the page count limit):

3.9.1 Rate Schedule- A separate sealed rate schedule for Time and Materials for all personnel and sub-consultants. Service costs are to be provided on a per hourly basis and the proposed rates shall clearly correlate with names and classification of staff likely to be involved with the projects. 03/12/2024 C3 21 of 329

3.9.2 Billing -The City requires that all billing for work done by the end of a billing period be submitted to the City on a monthly basis. Each billing shall be submitted with a status report describing work performed. Final billing will be approved for payment only after a completed status report has been approved by the City.

3.9.3 Overtime Pay – List procedures used for applying overtime rate for non- exempt employees. Indicate the normal hours of work and overtime rate for non-exempt employees.

4. SCOPE OF SERVICES

The City of Vista is seeking qualified professionals with extensive experience in geotechnical engineering, material testing and inspection. The services to be performed by the selected Consultant shall include but not be limited to the following: perform 3rd part reviews for private development projects and perform geotechnical and geologic related work for Capital Improvement Projects to support the City as follows:

4.1 Perform 3rd party reviews for private development projects:

4.1.1 Review geotechnical reports, grading plans, public improvement plans, and specifications for individual projects within ten business days.

4.1.2 Provide geotechnical and geological support to the Community Development and Engineering Department staff by telephone, email, or in person as requested.

4.2 Perform geotechnical and geologic related work for Capital Improvement Projects including but not limited to:

4.2.1 Geotechnical investigations for street reconstruction, roadway widening, retaining wall design, traffic signal foundation design, trenching design, and other various other improvement projects including appropriate laboratory testing of representative samples of the soils encountered.

Laboratory tests may include in-situ moisture content and density, maximum density and optimum moisture content, sieve analysis, soil classification, expansion index, R-value, direct shear, corrosivity testing, or other testing as requested.

4.2.2 Seismic analysis including slope stability, retaining walls, liquefaction.

4.2.3 Provide recommendations for ground stabilization, remedial grading and earthwork including compaction, excavation and backfill for trenches, trench support, and dewatering.

4.2.4 Asphalt concrete and concrete pavement design.

4.2.5 Provide quality assurance and quality control (QA/QC) field inspections and material testing in accordance with the latest edition of the Standard 03/12/2024 C3 22 of 329

Specifications for Public Works Construction (Greenbook), California Building Codes, and Caltrans Standard Specifications. Submit daily field reports to the City including a final report at project completion.

4.2.6 Provide general QA/QC inspection for conformance with project plans and specifications. Communicate effectively both orally and in writing, inspecting geotechnical aspects of all types of public improvements including street improvements, sewer, storm drain, pump stations, lighting and traffic signals, and other wet/dry utilities.

4.2.7 Perform tests on various construction materials as required by the City.

4.2.8 Provide geotechnical and geological support to the City staff by telephone, email, or in person as requested.

4.2.9 For Federally funded projects, provide Caltrans certified technician, including Caltrans certified material testing laboratory and equipment.

Provide subconsultant as part of your team’s qualifications if consultant does not have this capability.

4.3 Reporting of test results to the City:

4.3.1 The Consultant shall respond and perform requested sampling and/or testing within 24 hours of notice.

4.3.2 When aggregate is sampled at the material source, the laboratory firm shall submit the results of sand equivalent, cleanness value and sieve analysis within 24 hours. When soils and aggregate are sampled at the job site, results of these tests should be submitted within 72 hours.

4.3.3 Results of compaction and density tests taken at the job site should be submitted within 24 hours.

4.3.4 When soil and asphalt concrete is sampled at the project site, R-value and asphalt extraction should be submitted within 96 hours.

4.3.5 All inspection reports shall be provided to the City within one (1) business day and shall include results of all tests taken that day (i.e. compaction results, etc.)

5 PERFORMANCE

5.1 Provide services in accordance with specific projects on an as-needed basis.

5.2 Commencement of work under this Agreement shall occur only upon receipt of a Task Order approved by the City with the generation of a Purchase Order.

5.3 The cost of each Task Order under this Agreement shall be the negotiated cost for a specific project during the term of the Agreement using firm fixed price, or not to exceed price, or hourly rates.
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5.4 Deliverables required are project specific and will be determined in the Task Order.

6 DELIVERABLES
The Consultant shall make project documentation available to City of Vista at any time during the project and shall periodically provide the City’s Project Manager project documentation to upload into the City’s filing system. At the conclusion of the project, the Consultant shall provide City with all project documentation.

7 PROJECT PROGRESS
The contract shall begin upon approval by the City Council, and the Consultant shall commence work after notification to proceed by the City.

The Consultant is advised that any recommendation for contract award is not binding on the City until the Agreement is fully executed and approved by the City Council

8 CONSULTANT REQUIREMENTS

As required by Article 2 of Chapter l of Part 7 of Division 2 of the California Labor Code, the Consultant and all subconsultants shall pay not less than the prevailing rate of wages to all workmen employed in the execution of this Contract as ascertained and adopted by the State of California, Director of Industrial Relations pursuant to the Labor Code.

The Consultant and all subconsultants shall have a City of Vista Business License prior to award of contract. Business licenses can be obtained at www.vistabl.com . A City of Vista Business License is not required to propose.

The selected Consultant shall provide professional engineering consulting services based on their specialized knowledge, skills, and abilities, at the request of the City, on an as-needed basis. The selected Consultant shall also be expected to comply with all applicable federal, state, and local regulations, and contract provisions.

Consultant shall carry out the instructions received from the City and shall cooperate with other involved agencies if required.

The Consultant has total responsibility for the accuracy and completeness of the documents prepared and shall check all such materials accordingly. The documents will be reviewed by the City for conformity with the requirements of the Agreement. Reviews by the City do NOT include detailed review or checking for accuracy.

All 3rd party review letters and City Capital Improvement Project Geotechnical Reports prepared by the Consultant shall be signed and stamped by a California Registered Professional Civil Engineer and California Registered Professional Certified Engineering Geologist.

All 3rd party review letters, geotechnical reports, and any other documents furnished under the Agreement shall be of a quality acceptable to the City. The criteria for acceptance shall be a product of neat appearance, well organized, technically and grammatically correct, checked, and dated. The Consultant shall modify its work as necessary to meet the level of acceptability 03/12/2024 C3 24 of 329

defined by the criteria above.

All borings shall be in conformance with guidelines provided by the San Diego County Department of Environmental Health.

All work performed in the City right-of-way shall submit an encroachment permit application which includes traffic control plans to be reviewed by City Traffic Engineer.

All reports, plats and exhibits prepared by the Consultant shall be delivered to the City of Vista as a hard and electronic copy.

9 CITY RESPONSIBILITIES

The following is a list of the City’s responsibilities during the term of the agreement:

9.1 Provide all available existing plans and records. Consultant is responsible for researching available records at County Surveyor’s office and paying for copies of records.

9.2 Obtain permission from the private property owner, if they refuse, to allow the Consultant to enter.

9.3 Prepare and process payment requests submitted to the City.

9.4 Distribute public information.

9.5 Prepare and execute agreements with other agencies or entities.

9.6 Pay for permit fees.

9.7 Provide timely responses to requests from the Consultant.

10 COORDINATION

Coordination with the City, other consultants and other involved agencies may be required to achieve timely delivery of the contract services. Coordination may include, but not be limited to, coordination with Caltrans, County of San Diego, Vista Irrigation District, NCTD and other agencies.

The City will decide the manner in which the coordination of individual matters is undertaken. At the City’s option, coordination efforts may be performed by the Consultant’s direct contact, by the Consultant acting though the City or by the City only. When coordination efforts require agreement, such agreement shall be coordinated through the City.

For contract work on property not owned or controlled by the City, all permits, agreements and permissions will be obtained by the Consultant.

11 SOQ SCHEDULE
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The solicitation receipt and evaluation of SOQs and the selection of the Consultant(s) will conform to the following schedule (Note: Dates are subject to change):

City Releases RFQ on OpenGov Procurement November 13, 2023 Deadline for Questions December 1, 2023
Addendum Release (if required) December 4, 2023
SOQs Due December 7, 2023 4:00 P.M.

Notice of Consultant Selection December 15, 2023
City Council Meeting for Award of Contract January 23, 2024

12 EVALUATION CRITERIA

The City’s consultant evaluation and selection process is based on Qualifications Based Selection (QBS) for the professional services included in this RFQ. An evaluation committee appointed by the City Engineer will review the SOQs. The criteria for evaluating the SOQs will take the following items into consideration:

11.1 Experience and reputation of the Consultant’s firm and of sub-consultant firms, as evidenced by experience working with proposed sub-consultants as a team and by City’s verification of SOQ information and references; (20%)

11.2 Experience and credentials of key personnel assigned to the project, as evidenced by their education, background, and experience on similar projects; (15%)

11.3 Consultant’s understanding of project objectives and requirements as evidenced in the written Scope of Work and Work Plan narratives; (15%)

11.4 Consultant’s quality of work as evidenced by example work products and samples; (15%)

11.5 Consultant’s past record of performance on similar projects for other agencies; (15%)

11.6 Consultant’s familiarity with City requirements, specifications, and procedures, as evidenced by City’s prior experience with the Consultant; (10%)

11.7 Willingness of Consultant to sign City’s Standard Professional Services Agreement and provide required insurance; (10%)

All evaluation criteria are subject to change via an addendum to this RFQ.

Rate Schedule (separate electronic file uploaded to OpenGov Procurement – the rate schedule of the top ranked consultants will be opened at the conclusion of the consultant evaluation and selection process. Fees will not be used to determine the ranking of the consultants. The City may interview a short list of top ranked consultants or proceed directly to negotiating the final rate schedule with the top ranked consultant. The ultimate consultant selection will be based upon both technical merit and value to the City.
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13 ESTABLISHMENT OF FEES

The Consultant shall be paid based upon hourly rates, unit costs or fixed fee for services rendered as negotiated. For projects with a specific scope of work and duration, a project specific fee proposal will be requested. A Work Plan and a breakdown of labor hours by employee billing classification together with the cost of non-labor and sub-consultant services shall be included with the fee proposals for individual projects. The labor breakdown shall be based on a listing of work tasks that correlates with the Consultant’s defined scope of work for the project proposal.

This information will be used by City’s staff to evaluate the reasonableness of the fee proposal, and will be used in negotiating the final fee amounts for each task requested by the City on an as-needed basis.

There will be no compensation to Consultant for hours expended due to Consultant’s errors and omissions.

14 METHOD OF PAYMENT

The Consultant shall submit monthly invoices to the City. Each invoice shall include a detailed breakdown of the services, the tasks, the hours, the personnel and staff type who worked on the project, and hourly rates.

15 PROFESSIONAL SERVICES AGREEMENT

A sample Professional Services Agreement is enclosed for review, as Attachment “A”. The RFQ and the Consultant’s SOQ will be attached and become part of the Agreement as exhibits.

Any subsequent changes in the RFQ from the date of issuance to the date of submittal will result in an addendum by the issuing office to those parties who have provided the proper notice of interest in responding to the RFQ.

The signer of the SOQ must declare in writing that the only person, persons, company or parties interested in the SOQ as principals are named therein; that the SOQ is made without collusion with any other person, persons, company, or parties submitting a SOQ; that it is in all respects fair and in good faith without collusion or fraud; and, that the signer of the SOQ has full authority to bind the principal proposer.

Please refer to the sample agreement for the necessary amounts of general liability, automotive, worker’s compensation and professional liability insurance. The appropriate endorsements are also shown within the sample contract agreement. The insurance certificate shall include the City of Vista, its officers and employees as insured or additional insured.

The contents of the SOQ of the successful consultants shall become a contractual obligation if a contract ensues. Failure of a consultant to accept this obligation will result in the cancellation of any award. Any damage accrued by the City as a result of a failure to contract may be recovered from the Consultant.

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16 ASSIGNED REPRESENTATIVES

The City will assign a responsible representative to administer the contract, and to assist the Consultant in obtaining information. The Consultant also shall assign a responsible representative (Project Manager) and an alternate, who shall be identified in the SOQ. The Consultant’s representative will remain in responsible charge of the Consultant’s duties from the Notice-to- Proceed through project completion. If the Consultant’s Project Manager should be unable to continue with the project, then the Consultant shall notify the City’s representative in writing. The City’s representative shall first approve any substitution of representatives or sub- consultants identified in the SOQ in writing. The City reserves the right to review and approve/disapprove all key staff and sub-consultant substitution or removal, and may consider such changes not approved to be a breach of contract. This breach of contract will not apply if the Project Manager leaves the Consulting firm.

17 RIGHT TO REJECT SOQS

The City reserves the right to delay the project or reject any or all SOQs submitted and no representation is made hereby that any contract will be awarded pursuant to this RFQ or otherwise.

The City reserves the right to extend the due date, accept or reject any or all SOQs received as a result of this request, negotiate with any qualified consultant or cancel this RFQ in part or in its entirety. The City may require the selected consultant to participate in negotiations and to submit such technical, rates, or other revisions of their SOQs as may result from negotiations.

All costs incurred in the preparation of the SOQ, the submission of additional information and/or any aspect of a SOQ prior to award of a written contract will be borne by the Respondent. The City will provide only the staff assistance and documentation specifically referred to herein and will not be responsible for any other cost or obligation of any kind, which may be incurred by the Respondent. All SOQs submitted to the City of Vista become the property of the City.

18 DISCLOSURE

All SOQs become the property of the City unless a return is specifically requested as specified in the following section. The City is a public agency subject to the disclosure requirements of the Public Records Act, California Government Code Section 6250 and following. These requirements include an exemption for “trade secrets”. If any proprietary information is contained in or attached to the written SOQ, it must be clearly identified. In order to protect trade secrets from disclosure, pursuant to a public Records Acts request, you must agree in writing to defend and indemnify the City of Vista if litigation results.

19 LATE, MODIFIED, OR WITHDRAWN SOQ

All SOQ documents and supplementary documents must be uploaded using OpenGov Procurement as described in this solicitation. Once file(s) have been uploaded and the Submission Status shows as “Submitted” the submission is complete. SOQs received via mail, e- mail, and fax will not accepted.
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Any modification of a SOQ, except a modification resulting from the City's request for "best and final" offer, is subject to the same conditions as the initial submission.

SOQs may be withdrawn by written notice received at any time prior to Notice of Intent to Award.

Thereafter, all SOQs constitute firm offers, subject to negotiation and execution of definitive documents that will remain open and cannot be revoked, withdrawn, or modified for a period of six (6) months thereafter. SOQs may be withdrawn in person by the consultant or an authorized representative, provided the authorized representative's identity is made known and the representative signs a receipt for the SOQs prior the posting of Notice of Intent to Award of contract award.

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EXHIBIT “A”

Sample
City of Vista
Professional Services Agreement

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00069720 2 1 of 11 NAMEX

JOB ORDER CONTRACT FOR PROFESSIONAL SERVICES

TYPE OF SERVICES
THIS “CONTRACT” is entered into by and between the “Parties” as of ___________________ (“Contract Date”).

1.0 THE “PARTIES”
The “City”:

CITY OF VISTA, a chartered municipal
corporation
200 Civic Center Drive
Vista, CA 92084

Working Contact: WorkingName
Billing Contact: BillingName
The “Contractor”

Namex, statusx
Address1
Address2

Contact: ContactName

2.0 BASIC TERMS

2.1 City is authorized under Chapter 3.08 the Vista Municipal Code to enter into a job order contract with Contractor.

2.2 The “Required License” for the services is licensetype .

2.3 Contractor, a contractor holding the Required License, desires to enter into this “Contract” with the City for the Work (“Contract”).

2.4 The “Services” to be performed by Contractor are set forth in the City’s Request for Proposals (“Exhibit A”).

2.5 Contractor has submitted to City a Proposal to perform the Services dated proposaldate (“Exhibit B”).

2.6 The “Contract Ceiling Price” is $pricex [per year].

3.0 CONTRACT TERM

3.1 This Contract shall take effect as of the Contract Date.

3.2 This Contract shall be in effect for xx calendar months (“Term”) from the Contract Date. The Term may be extended at the City’s option for an additional yy months, in increments of City’s choice, for a maximum Term of zz from the Contract Date.

3.3 City may terminate this Contract upon 10-days’ written notice to Contractor.

00069720 2 2 of 11 NAMEX
City shall make the final determination as to the portion of tasks completed and the compensation to be paid.

4.0 EXECUTION OF ADDITIONAL DOCUMENTS
As a condition precedent to the effectiveness of this Contract, the Contractor shall execute and deliver to City the following checked document packages:

1. Contractor’s Forms

2. Labor Law Compliance Form, Exhibit D (This Contract requires the payment of prevailing wages.)

In the event of a conflict between the provisions of Exhibit A and Exhibit B, the provisions of Exhibit A shall control.

6.0 COMPENSATION

6.1 City shall pay Contractor on a time and material rate as set forth in Exhibit B for the Services to be performed.

6.3.1 The changes, additions, and deductions to be made.

6.3.2 The increase or decrease in compensation due the Contractor, if any.

6.3.3 Adjustment in the time of completion, if any.

6.4 Contract Ceiling Price

6.4.1 In no event shall City be liable for paying more than the Contract Ceiling Price for Contractor's services rendered under this contract.

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00069720 2 3 of 11 NAMEX

6.5 Except as provided in Exhibit B, Contractor shall not be reimbursed for any expenses incurred in rendering services under this Contract.

8.0 TIME FOR COMPLETION AND COMMENCEMENT OF SERVICES
All Services under the Contract must be completed in compliance with the schedule in Exhibit A.

10.0 STANDARD OF PERFORMANCE

00069720 2 4 of 11 NAMEX
necessary to perform the services set forth in this Contract, including any business licenses required by City. Neither City, nor any elected or appointed boards, officers, officials, employees or agents of City, shall be liable, at law or in equity, as a result of any failure of Contractor to comply with this Section.

11.0 STANDARD SPECIFICATIONS AND STANDARD PLANS

11.1 Except as otherwise provided, whenever reference is made to “Standard Specifications”, it shall mean:

11.2 Except as otherwise provided, whenever reference is made to “Standard Plans”, it shall mean:

San Diego Area Regional Standard Drawings, and City of Vista Standard Drawings, latest edition, unless otherwise noted.

City: The City of Vista.

Board: The City Council of the City of Vista.

Drawings or Plans: All drawings, plans, maps, profiles, and diagrams delineating the work on the Services.

13.0 CONTRACTOR’S STATUS; CONTRACTOR’S EMPLOYEES

00069720 2 5 of 11 NAMEX
City’s employees. Contractor expressly waives any claim Contractor may have to any such rights.

14.0 CIVIL RIGHTS

14.5 Nothing in this section shall be interpreted as prohibiting bona fide occupational qualifications consistent with applicable state and federal law and reasonably necessary to the normal operation of Contractor. Nothing in this section shall be interpreted as prohibiting regulations and policies to prevent nepotism or conflicts of interest.

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00069720 2 6 of 11 NAMEX

16.0 ASSIGNMENT AND SUBCONSULTING

00069720 2 7 of 11 NAMEX

The Contractor shall include any and all costs associated with compliance with these safety requirements in the appropriate bid items of Services to be performed.

19.0 FINANCIAL` RECORDS

00069720 2 8 of 11 NAMEX
pursuant to this contract shall be vested in City and waives and relinquishes all claims to copyright or other intellectual property rights in favor of City. City acknowledges that its use of the work product is limited to the purposes contemplated by the scope of Services and that Contractor makes no representation of the suitability of the work product for use in or application to circumstances not contemplated by the scope of Services.

21.0 CONFIDENTIALITY

21.3 Contractor’s obligations under this paragraph shall survive the termination of this Contract.

Contractor further agrees that no employee, agent or subcontractor for Contractor shall perform any work for the City pursuant to this Contract which will violate the Conflict Laws.

23.0 PROHIBITION OF FINANCIAL INTEREST BY CITY OFFICIAL Contractor warrants and covenants to City that no City Official has or will have any current or future financial interest in this Contract as of the date approved, nor shall Contractor promise, offer, or enter into any written, oral or implied Contract, to provide any financial interest or remuneration of any kind or manner to any City official with respect to this Contract. For purposes of this Section, the term “City Official” shall mean and include any elected or appointed officer of City, any employee of City, or any spouse or financial dependent of a City official or employee. A violation of this provision shall render this Contract null and void and Contractor shall be subject to restitution of all fees or money paid or earned under this Contract. 03/12/2024 C3 38 of 329

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25.0 INSURANCE AND BONDS
Contractor shall comply with the insurance provisions set forth in Exhibit C.

26.0 SERVICE OF NOTICE

26.2 A Party may change its address by giving notice as provided above, and the changed address shall thereafter be deemed to be the address set forth in Section 1.0.

28.0 SPECIAL PROVISIONS
This Contract is subject to, and Contractor shall comply with, the special provisions referenced in Exhibit E, if any.

29.0 EXHIBITS
All documents referenced as exhibits in this Contract, or referenced in an exhibit to this Contract, are incorporated herein.
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00069720 2 10 of 11 NAMEX

[Continued on page 11.]
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33.0 EXECUTION
IN WITNESS WHEREOF; the Parties hereto have executed this Contract as of the Contract Date.

“City”

CITY OF VISTA, a chartered municipal
corporation

By:

JOHN CONLEY, CITY MANAGER
JOHN B. FRANKLIN, MAYOR

ATTEST:

KATHY VALDEZ, CITY CLERK

By:

APPROVED AS TO FORM:

WALTER CHUNG, CITY ATTORNEY

By:

RISK MANAGEMENT REVIEW:

DOLORES GASCON, RISK MANAGER

By:

“Contractor”

NAMEX, statusx

By:

Name/Title

By:

Name/Title

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00069720 2 Exhibit A

EXHIBIT A

REQUEST FOR PROPOSALS

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00069720 2 Exhibit B

EXHIBIT B
CONTRACTOR’S PROPOSAL

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00069720 2 Exhibit C, Page 1 of 3

EXHIBIT C

INSURANCE REQUIREMENTS
Contractor shall procure and maintain for the duration of the contract, insurance against claims for injuries to persons or damages to property which may arise from or in connection with the performance of the work hereunder by the Contractor, his agents, representatives, employees, or subcontractors. Nothing in these provisions shall limit Contractor’s Duty of Indemnification.

MINIMUM SCOPE AND LIMIT OF INSURANCE
Coverage shall be at least as broad as:

1. Commercial General Liability (“CGL”): Insurance Services Office Form CG 00 01 covering CGL on an “occurrence” basis, including products, completed operations, property damage, bodily injury, and personal & advertising injury with limits no less than $2,000,000 per occurrence. If a general aggregate limit applies, either the general aggregate limit shall apply separately to this Project/location or the general aggregate limit shall be twice the required occurrence limit.

2. Automobile Liability: Insurance Services Office Form Number CA 0001 covering Code 1 (any auto), with limits no less than $2,000,000 per accident for bodily injury and property damage.

3. Workers’ Compensation insurance as required by the State of California, with Statutory Limits, and Employers’ Liability insurance with a limit of no less than $1,000,000 per accident for bodily injury or disease.

Contractor shall also provide the additional coverages checked below and at least as broad as:

4. Professional Liability, with limits no less than $1,000,000 per occurrence or claim, and $2,000,000 policy aggregate.

If the Contractor maintains higher limits than the minimums shown above, City requires and shall be entitled to coverage for the higher limits maintained by the Contractor. Any available insurance proceeds in excess of the specified minimum limits of insurance and coverage shall be available to City.

Deductibles and Self-Insured Retentions
Any deductibles or self-insured retentions must be declared to and approved by City. At the option of City, either: the Contractor shall cause the insurer shall reduce or eliminate such deductibles or self-insured retentions as respects City, its officers, officials, employees, and volunteers; or the Contractor shall provide a financial guarantee satisfactory to City guaranteeing payment of losses and related investigations, claim administration, and defense expenses.

Other Insurance Provisions
The insurance policies are to contain, or be endorsed to contain, the following provisions:

1. The City, its officers, officials, employees, and volunteers are to be covered as additional insureds on the CGL policy with respect to liability arising out of with respect 03/12/2024 C3 44 of 329

00069720 2 Exhibit C, Page 2 of 3
to liability arising out of work or operations performed by or on behalf of the Contractor including materials, parts, or equipment furnished in connection with such work or operations and automobiles owned, leased, hired, or borrowed by or on behalf of the Contractor. General liability coverage can be provided in the form of an endorsement to the Contractor’s insurance (at least as broad as ISO Form CG 20 10, CG 11 85 or both CG 20 10 and CG 20 37 forms if later revisions used), unless otherwise approved in advance by City.

2. For any claims related to this Project, the Contractor’s insurance coverage shall be primary insurance as respects City, its officers, officials, employees, and volunteers.

Any insurance or self-insurance maintained by City, its officers, officials, employees, and volunteers shall be excess of the Contractor’s insurance and shall not contribute with it.

3. Each insurance policy required by this clause shall provide that coverage shall not be canceled, except with notice to City.

Claims Made Policies
If any coverage required is written on a claims-made coverage form:

1. The retroactive date must be shown, and this date must be before the execution date of the contract or the beginning of contract work.

2. Insurance must be maintained and evidence of insurance must be provided for at least five (5) years after completion of contract work.

3. If coverage is canceled or non-renewed, and not replaced with another claims-made policy form with a retroactive date prior to the contract effective, or start of work date, the Contractor must purchase extended reporting period coverage for a minimum of five (5) years after completion of contract work.

4. A copy of the claims reporting requirements must be submitted to City for review.

Acceptability of Insurers
Insurance is to be placed with insurers with a current A.M. Best rating of no less than A: VII, unless otherwise acceptable to City.

Waiver of Subrogation
Contractor hereby agrees to waive rights of subrogation which any insurer of Contractor may acquire from Contractor by virtue of the payment of any loss. Contractor agrees to obtain any endorsement that may be necessary to affect this waiver of subrogation. The Workers’ Compensation policy shall be endorsed with a waiver of subrogation in favor of City for all work performed by the Contractor, its employees, agents and subcontractors.

Verification of Coverage
Contractor shall furnish City with original certificates and amendatory endorsements, or copies of the applicable insurance language, effecting coverage required by this contract. All certificates and endorsements are to be received and approved by City before work commences. However, failure to obtain the required documents prior to the work beginning shall not waive the Contractor’s obligation to provide them. City reserves the right to require 03/12/2024 C3 45 of 329

00069720 2 Exhibit C, Page 3 of 3
complete, certified copies of all required insurance policies, including endorsements, required by these specifications, at any time.

Subcontractors
Contractor shall require and verify that all subcontractors maintain insurance meeting all the requirements stated herein, and Contractor shall ensure that City is an additional insured on insurance required from subcontractors. For CGL coverage, subcontractors shall provide coverage with a format least as broad as CG 20 38 04 13.

Special Risks or Circumstances
City reserves the right to modify these requirements, including limits, based on the nature of the risk, prior experience, insurer, coverage, or other circumstances.

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00069720 2 Exhibit D

AGREEMENT TO COMPLY WITH CALIFORNIA LABOR LAW REQUIREMENTS [Labor Code §§ 1720, 1771.1, 1773.8, 1775, 1776, 1777.5, 1813, 1860, 1861, 3700] The undersigned Contractor certifies that it is aware of and hereby agrees to fully comply with the following provisions of California law:

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 pursuant to Labor Code section 1725.5 [with limited exceptions from this requirement for bid purposes only under Labor Code section 1771.1(a)]. No contractor or subcontractor may be awarded a contract for public work on a public works project (awarded on or after April 1, 2015) unless registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5. This project is subject to compliance monitoring and enforcement by the Department of Industrial Relations.

2. Contractor acknowledges that this contract is subject to the provisions of Division 2, Part 7, Chapter 1 (commencing with Section 1720) of the California Labor Code relating to public works and the awarding public agency (“Agency”) and agrees to be bound by all the provisions thereof as though set forth in full herein.

3. Contractor agrees to comply with the provisions of California Labor Code Section 1773.8 which requires the payment of travel and subsistence payments to each worker needed to execute the work to the extent required by law.

4. Contractor agrees to comply with the provisions of California Labor Code Sections 1774 and 1775 concerning the payment of prevailing rates of wages to workers and the penalties for failure to pay prevailing wages. The Contractor shall, as a penalty to the Agency, forfeit not more than fifty dollars ($50) for each calendar day, or portion thereof, for each worker paid less than the prevailing rates as determined by the Director of Industrial Relations for the work or craft in which the worker is employed for any public work done under the contract by Contractor or by any subcontractor.

5. Contractor agrees to comply with the provisions of California Labor Code Section 1776 which require Contractor and each subcontractor to (1) keep accurate payroll records, (2) certify and make such payroll records available for inspection as provided by Section 1776, and (3) inform the Agency of the location of the records. The Contractor is responsible for compliance with Section 1776 by itself and all of its subcontractors.

6. Contractor agrees to comply with the provisions of California Labor Code Section 1777.5 concerning the employment of apprentices on public works projects, and further agrees that Contractor is responsible for compliance with Section 1777.5 by itself and all of its subcontractors.

7. Contractor agrees to comply with the provisions of California Labor Code Section 1813 concerning penalties for workers who work excess hours. The Contractor shall, as a penalty to the Agency, forfeit twenty-five dollars ($25) for each worker employed in the execution of the contract by the Contractor or by any subcontractor for each calendar day during which such worker is required or permitted to work more than 8 hours in any one calendar day and 40 hours in any one calendar week in violation of the provisions of Division 2, Part 7, Chapter 1, Article 3 of the California Labor Code.

8. California Labor Code Sections 1860 and 3700 provide that every contractor will be required to secure the payment of compensation to its employees. In accordance with the provisions of California Labor Code Section 1861, Contractor hereby certifies as follows:
“I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for worker’s 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 Date
Name/Title Company:
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00069720 2 Exhibit E

EXHIBIT E

SPECIAL PROVISIONS
This Contract is subject to the following provisions, if checked:

1. State of California grant conditions, as attached.

2. Federal grant conditions, as attached.

3. Other conditions, as attached.

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00069720 2 Exhibit B
4855-3308-5857, v. 2

EXHIBIT B
CONTRACTOR’S PROPOSAL

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Qualifications to Provide:

AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS TESTING,

AND CONSTRUCTION INSPECTION SERVICES

CITY OF VISTA
Engineering Department
200 Civic Center Drive
Vista, CA 92084

December 7, 2023

15092 Avenue of Science, Suite 200
San Diego, CA 92128
Carl Henderson, PhD, PE, GE
P: 858.927.3654 | F: 858.385.0400 | Email: [email protected] P13823-0007282.00
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15092 Avenue of Science, Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.385.0400

3.1 Cover Letter
December 7, 2023

CITY OF VISTA VIA UPLOAD TO OPENGOV PROCUREMENT
Engineering Department
200 Civic Center Drive
Vista, CA 92084

SUBJECT: As-Needed Professional Geotechnical Engineering, Materials Testing, and Construction Inspection Services

NV5 West, Inc (NV5) is pleased to submit our qualifications to provide As-Needed Professional Geotechnical Engineering, Materials Testing, and Construction Inspection Services.

Within this submittal, we will outline the traits that have made us a successful preferred provider of these same services with municipalities, including several Counties, Cities, and other public agencies. We can be relied on to provide outstanding service to The City of Vista (City) because we offer:
 Experience working the City of Vista in collaboration with Buena Sanitation Department (summary of services included in Project Experience Section)
 Extensive experience successfully working with municipalities and government agencies.  Ability to provide cost effective services for multiple assignments simultaneously.  Highly qualified laboratory.
 Quick response to the City’s needs and
 Depth of personnel and resources

Past experience is the key indicator of future success. We are committed to quality and believe that commitment is one reason why over 85% of our work comes from repeat clients-—an obvious indicator of client satisfaction. Experience makes the difference between a successful and unsuccessful project. Following is a partial clientele list of our team’s similar relevant experience.
 City Of Oceanside
 Vallecitos Water District
 City of San Diego
 City of Escondido
 City of Imperial Beach
 City of Fallbrook
 San Diego County Water Authority
 City of Beaumont
 City of Corona
 City of El Centro
 City of La Canada Flintridge
 City of Lawndale
 City of Menifee
 Imperial County

Per the RFQ we understand the scope of work will include geotechnical engineering, material testing and inspection. The services to be performed include 3rd party reviews for private development projects and geotechnical and geologic related work for Capital Improvement Projects, as outlined in Section 4. “SCOPE OF SERVICES” in the RFQ.

Our Vice President of Geotechnical Services, Western USA, and Chief Diversity Officer (CDO) Carl Henderson, PhD, PE, GE, will be our Project Manager. With coordination from The City’s Project Manager, NV5 will develop a detailed plan tailored to meet the specific project criteria. The approach will consider the project documents and include items such as methodology, equipment, completion date with milestones, budget, safety and security concerns, environmental issues, permits and right of entry. We have earned a reputation for anticipating and resolving problems prior to mobilization, saving clients time and money. All correspondences will go through Dr. Henderson , NV5’s primary point of contact.

NV5’s alternate point of contact will be Paul Cunningham, PE, GE, Senior Engineer, who will be the involved in the day-to- day operations of your projects.
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As-Needed Professional Geotechnical Engineering, Materials Testing, And Construction Inspection Services 3 City of Vista

Their contact information follows:

Project Manager and Primary Contact
Carl Henderson, PhD, PE, GE, VP – Geotechnical Services West / Chief Diversity Officer,
15092 Avenue of Science Suite 200, San Diego, CA 92128
D: 858.927.3654 | C: 412.498.0670 | F: 858.385.0400
[email protected]

Assistant Project Manager / Contact
Paul Cunningham, PE, GE, Senior Engineer
15092 Avenue of Science, Suite 200, San Diego, CA 92128 D: 858.927.3632 | C: 805.458.2207 | F: 858.385.0400
[email protected]

Our San Diego office will be servicing this contract. Our San Diego laboratory is certified and approved by Caltrans, CCRL, AMRL, AASHTO and all appropriate agencies; to provide you with the best value and expedited and accurate test results.

A cornerstone of NV5’s expertise is the provision of engineering for on-call, task-order -related contracts. We understand that flexibility and responsiveness are critical in order to ramp up or down based upon conditions (project size, economic, emergency, funding, organizational, etc.). In order to respond to rapidly changing priorities and meet the needs of our clients, our firm is structured to provide staff on very short turnaround times. NV5 has demonstrated through our on-call contracts that we are quick to respond with the correct team to solve any issue.

We reviewed the RFQ and understand the requirements. NV5 has reviewed the insurance requirements and is prepared to execute the Professional Services Agreement as written and will not make any changes to the project team without authorization of the City. We are fully capable to successfully provide the services and look forward to the opportunity to work with the City of Vista on your upcoming projects.

NV5 West, Inc.

Carl Henderson, PhD, PE, GE Paul Cunningham, PE, GE
VP – Geotechnical Services West / Chief Diversity Officer, Senior Engineer Project Manager Assistant Project Manager
Authorized to Contractually Bind the Company

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3.2. Company Information

3.2.1 Identification of Proposer; Carl Henderson, PhD, PE, GE (NV5) and Paul Cunningham, PE, GE (NV5)

3.2.2 Legal name and address of the company.

NV5 West, Inc.
15092 Avenue of Science, Suite 200, San Diego, CA 92128

3.2.3 Identification of the parent company (if applicable); NV5 West, Inc. is a wholly owned subsidiary of NV5 Global, Inc., which is a publicly traded company on the NASDAQ, under the symbol NVEE.

3.2.4 Address of offices located in San Diego County
15092 Avenue of Science, Suite 200, San Diego, CA 92128

3.2.5 Number of employees in San Diego County
In our San Diego office, we employ over 350 people. Our southern California area Geotechnical / Materials Testing division has over 65 certified staff available for this contract, including three Registered Geotechnical Engineers (GE), four Certified Engineering Geologists (CEG), three Professional Engineers / Geologists (PE/PG), five Staff Engineers / Geologists, over 40 field special inspectors, over 20 field technicians and a fully equipped and certified laboratory from which to draw. Our local and regional resources, allow us flexibility in assigning the right team members with the experience and availability to follow through and complete the assigned tasks. We can effectively administer multiple projects and accommodate unanticipated service requests.

3.2.6 Name, title, address, and telephone number of person to contact concerning the SOQ.

Carl Henderson, PhD, PE, GE, VP – Geotechnical Services West, CDO 15092 Avenue of Science, Suite 200, San Diego, CA 92128 P: 858.927.3654 | F: 858.385.0400 | Email: [email protected]

3.2.7 California Department of Industrial Relations (DIR) Number.

Registration Number: 1000008663
Status: Active
CSLB Number: N100394
Legal Entity Type: Corporation
Mailing Address: 15092 AVENUE OF SCIENCE, SUITE 200, SAN DIEGO. CA 92128 County: San Diego

3.2.8 Secretary of State Entity Number.

C1015797

CSLB Number: N100394
Professional Engineers : Carl Henderson, PhD, PE, GE
Paul Cunningham, PE, GE
Shafiq Popalzai, PE

Registered Engineering Geologists: Gene Custenborder, PG, CEG Sean Roy, PG, CEG. QSD/QSP
Scott Moors, PG, CEG, CHg

3.3 Proposed Task Order Approach
NV5’S APPROACH TO PROVIDING SERVICES
The NV5 Team is very familiar with the City’s protocol and procedures, having worked with the City of Vista in collaboration with Buena Sanitation Department. We know the staff and currently comply with all security and safety requirements, administrative issues such as insurance and payroll and survey/engineering standards and procedures.

Based on our current work with the City the plan by which services are provided is as follows.  Safety - The present NV5 Team is well trained in current safety procedures. We carry amber safety lights on the vehicles, use safety cones when working in and around any traffic or aircraft, wear long pants, boots, hard hats, and reflecting safety vests at all times. We are aware of Caltrans and City safety. Personnel that are anticipated to be assigned to Task Authorizations on this contract will undergo the appropriate Safety training as soon as we are awarded the contract to be prepared for our first Task request.  Design Standards - We currently have and are familiar with the design requirements. We understand current CADD Standards and guidelines and understand the deliverable contents and procedures for project work. We also understand that all geotechnical studies, field and lab testing, and special inspections need to be in full compliance 03/12/2024 C3 53 of 329

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with applicable codes, regulations and conditions set forth by the governing regulatory agencies.  Project Requests - In keeping with our previous and on-going experience with project requests, the City Project Manager will issue a Request for On-Call Services Form. We then begin a dialog to understand the specific requirements and conduct a worksite visit to get a better understanding of the specific requirements and unique challenges given the environment. We will then fill out the balance of the form by filling in a not to exceed price. Additionally, we will fill out a Fee Schedule as an attachment. The paperwork is returned to the City’s Project Manager and if agreeable, the original Request is approved and sent to NV5 to immediately begin work.  Task Authorizations - NV5 knows that work performed for the City has to be completed correctly and quickly. A fast turnaround of deliverables is expected, and the consultant may be asked to begin work immediately after submitting a written proposal. We would propose to hold a Project Start up Meeting just after the Task Authorization to facilitate a smooth project start. The City has guidelines for preparing a scope of work, executing a Task Authorization and ultimately billing for the work performed. Typically, the Task Authorization lists specific dates for beginning and completing the work that has been authorized. If the consultant begins work before the beginning date listed on the Task Authorization, they may not be able to correctly bill for their time – creating problems for themselves, Accounts Payable and the Project Manager. It is important that the consultant be aware of potential billing issues and to make sure that they communicate very carefully with the Project Manager in order to make sure that the proper beginning and ending dates are incorporated into the Task Authorization.

INTEGRATED PLAN REVIEW PROCESS
The step -by-step review process that we follow for every plan check allows for review standards to be consistently implemented on each and every project. We will implement a comprehensive program based on best practices to validate that each and every review is thorough, accurate, consistent, and timely. This system’s success is based on thousands of hours of practical, real-world experience by our dedicated personnel and their unique ability to interact quickly and efficiently with your staff. The specific action items in our process include:
 Efficiently Meet Deadlines and Maintain Development Momentum: The project team’s extensive experience with other local agencies and requirements will proactively facilitate communication and processing. We will work to make sure proven quality assurance and schedule control measures are implemented.  Maintain Accuracy and Cost Savings through Proven Processes and Continuity: We can implement integrated, standardized processes and innovative digital, web-based solutions, such as electronic plan reviewing. These tools will be utilized by seasoned staff members who have successfully delivered many other plan reviews that are consistent, thorough, accurate and done right, the first time.
 Coordination and Communication: Our staff will handle the necessary administrative functions, such as project tracking, managing project controls, maintaining, and distributing communications, reviewing agendas and ordinance issues, and fielding calls on project status.
 Analyzing Submittals: Our staff will review and assess initial submittals for completeness and non-technical issues; maintain files; monitor due dates; monitor contract budget and status tracking reports; and coordinate invoicing.

Consistency will be maintained by assigning the project to the same reviewer that performed the previous reviews unless circumstances dictate otherwise.
 Facilitating Quality Reviews: Our experienced reviewers will routinely review agency standards, ordinances, guidelines, and update checklists; write comment letters; coordinate project returns; attend review meetings; and communicate comments to the applicant and designers. Because of our depth of resources and project tools (checklists, comment letters), reassigned projects can be reviewed without missing deadlines or causing unnecessary rechecks.  Providing Expertise: Our experts will provide a quality, comprehensive review of plans, studies, maps, and reports in accordance with all accepted engineering practices, applicable regulations, City development standards, City Guidelines and State of California requirements. Our experts are also available to meet with the project’s designer to clarify comments and discuss solutions, as well as provide full and complete reviews for each project that will minimize the number of resubmittals by the customer.
 Plan and Report Review Checklists: One of the key elements to providing quality, consistent plan checks, map checks and report reviews is the development of a review checklist based on the standards of the agency. We have developed checklists for review of project geotechnical reports and grading and improvement plans.  Electronic Plan Reviews: We have the ability to assist staff to work towards a paperless review process by providing PDF versions of plan check reviews for the City’s records. NV5 has experience with a variety of electronic plan check methods. The benefits include reducing turnaround times, streamlining record keeping, and reducing paper waste by using common PDF software packages. Another benefit is that this would allow for online meetings, where City staff, developers’ engineers, and plan reviewers could coordinate, review details, and discuss review comments in real time.

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or specialized software on their computers. If required, we could also set up an electronic drop box or FTP site to make the large files available to both the applicant and City staff.  Project Deliverables: Deliverables for a typical plan review - geotechnical review project include:
o Task-order proposal
o Upon completion of a Geotechnical Review, we will issue a letter indicating approval of the report or request additional information or clarification from the project geotechnical consultant.  Plan Check Review Submittals Sequence - Each submittal will generally follow the following sequence.  First Plan Check - The initial geotechnical review will be comprehensive and identify all significant issues. It is important to present all significant issues to the City and the applicant as early in the review process as possible so that the developer can respond in a timely manner.
 Subsequent Submittals - Geotechnical responses to the first review are reviewed for completeness and to determine if all previous comments have been fully addressed. If the developer has made significant changes to the submittal, new review comments may be necessary. The NV5 reviewer will identify remaining deficiencies in the documents for subsequent reiterations of the geotechnical submittals.  Final Review - In our experience, geotechnical report reviews are typically completed with one review- comment- final review cycle.
 Meetings - If the City feels that a meeting is necessary, depending on the size and complexity of the project, the NV5 project manager will participate in a meeting with the City’s staff and developer. Typically, meetings with City staff and the engineer of work are only necessary for large or complex projects after completion of the first review.  Return Completed Comments - NV5 will deliver the completed review documents directly to the City’s project manager and/or the applicant’s representative as directed by the City. When necessary, the NV5 plan check team will review its comments and findings with City. City staff may also suggest changes or revisions to NV5’ review comments through the established QA/QC process.
 Final Completed Documents - As a final step, NV5 will deliver the final approval document to the City. In addition, NV5 will maintain a set of review documents in the firm’s files for future reference. Every project requires oversight and management to stay on task and on schedule. NV5 will work closely with the City staff in the most complete, cost- effective, and efficient manner to keep the Task Orders focused. Having worked on many development review projects, our understanding of the procedures, staff, and public concerns will provide results that stay within budget and schedule.

GEOTECHNICAL ENGINEERING
 Background Survey and Site Reconnaissance: NV5 will review readily available background data, including available previous geotechnical work performed in the project area and associated geotechnical data, geotechnical literature, geologic maps, topographic maps, seismic hazard maps, and literature relevant to the subject site. Site reconnaissance visits by an engineer or geologist to visually identify and record any particular surficial conditions and their possible impact on the proposed development — along with selecting possible locations for the subsurface exploration program.
 Subsurface Exploration Program: The subsurface exploration program includes excavation, logging, and sampling. The excavation methods include test pits, soil borings, rock corings, and Cone Penetration Tests (CPT’s) advanced with various drilling equipment and drilling technologies (i.e., hollow stem augers, mud rotary wash techniques, pneumatically driven hammers, etc.). For areas of difficult access, our firm has the capability of using hand operated equipment such as hand augers and dynamic cone penetrometer (DCP) apparatus. We have the capability to perform seismic refraction surveys with the use of our seismograph equipment. Sampling for geotechnical and environmental analyses is performed at specific predetermined intervals or continuously, based on the specific project requirements, for subsequent laboratory testing.
 Laboratory Testing Program: Laboratory testing of selected soil and rock samples to evaluate their pertinent geotechnical engineering properties. Laboratory tests typically include particle size gradations including hydrometer analysis, Atterberg limits, in-situ moisture and dry density, maximum dry density and optimum moisture content determination, shear tests, consolidation tests, sand equivalent, specific gravity, expansion index tests, R-value testing, and corrosivity tests, in accordance with the applicable ASTM and California Test Methods.  Engineering Analyses, Design and Report The soil profile is characterized based on its strength and other engineering characteristics, as obtained from the laboratory test results and field tests (pocket penetrometer, torvane, SPT blow counts, etc.). Engineering analyses and design is performed to address issues including geologic and earthquake engineering assessment, identifying any geo-seismic hazards associated with the proposed site, site preparation and grading, anticipated shrinkage and bulking factors for on-site soils, expansive potential of on- site soils, liquefaction and lateral spread evaluations, slope stability design, retaining wall design parameters, foundation design 03/12/2024 C3 55 of 329

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parameters, lateral pressure distributions for temporary excavations, seismic design factors, soil corrosivity potential, site drainage, as well as asphaltic concrete/PCC pavement structural section design. Recommendations to address the above geotechnical parameters will be included in an appropriately illustrated project specific geotechnical investigation report.

NV5 is aware of the significant costs that design for seismic conditions and associated liquefaction potential and lateral spreading may cause. As evidenced by the project write-ups presented in the resume provided for this submittal, we have been able to provide our clients effective but cost-effective mitigation solutions on many of our project.

Typical services that the City may require during the design phase of CIP projects may involve sampling of existing pavement, base, and subgrade materials, as well as borings for deep trenches, excavations, and embankment conditions.

Appropriate testing of these materials would include analyses to determine their engineering properties and their suitability for use as construction materials for public works construction. NV5 has significant experience in providing these services and associated analysis, as noted in the projects presented on our staff resumes. NV5 has availability of the following in -house equipment that significantly enhances our field-testing and analysis capabilities:
• Hand augers and “Wildcat” 35-lb hammer Dynamic Cone Penetrometer (DCP) Equipment – Used for sampling, assessment of soil type and estimate of apparent consistency/density of materials in areas of difficult access :
• Geometrics Geode Exploration Seismograph – This equipment allows for the completion of seismic refraction surveys for assessment of soil/rock rippability.

FIELD GEOTECHNICAL OBSERVATION AND TESTING SERVICES
The following is a detailed approach to accomplishing geotechnical observation and testing services:

Quality Control During Construction
 Review plans, specifications, and geotechnical reports for construction.  When observation of earthwork activities is required, we will perform/provide:
o Verification that materials suitable to project specifications are used. o Required compaction tests.
o Field sampling, and the submittal of the samples to the on-site laboratory o Determination of maximum density and optimum moisture content o Engineering review and approval of laboratory test results  When Materials Testing Is Required, We Will Perform/Provide:
o Sample and return samples to the laboratory.
o Preparation and storage of test specimens
o Engineering review of test results
o Reporting
o Immediately notify Owner of test failures.
o Provide daily field reports signed by owner’s representative. o Distribution of reports to appropriate parties
 Shoring installation observation
o Observe and document earthwork activities.
o Observe and document installation of soldier piles.
o Observe the installation of tie -back anchors.
o Observe and document testing of tie-back anchors.

With respect to work assignments, our procedure is to have an email or verbal communication directly from our clients to our dispatcher, including project information (name, parcel, address, client project number, project fund number, date of test, location of test and required testing). This level of detail allows for accurate tracking of assignments and associated reports/costs.

All requests for engineering services will be forwarded by our dispatch department using our scheduling software to our Project Contact / Coordinator, for either performance of service or assignment to other professional/technical in-house staff.

The project manager coordinates the team responding to the assignment. Under his direction are laboratory services, and field and laboratory technician staff. He also has direct access to our professional staff of engineers and geologists. In addition, he will provide assistance in construction quality control and contract administration.

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these technicians are available for work.

All field assignments are made directly by our full time dispatcher, who will provide continuous communication with field representatives to ensure that all field assignments are met on a timely and professional basis.

In performance of all field operations, field reports are left on site (where designated) identifying services and tests performed also indicated are a listing of any non-conformance test reports. In regard to compaction testing the percent relative compaction will be indicated for each test.

All field reports are processed, and a final daily report will be issued for distribution as identified. Each report is given a report number for accountability and tracking. All testing documents and certifications will be prepared under the direction of a California Registered Civil Engineer.

LABORATORY TESTING SERVICES
Our laboratories are some of the most qualified, largest, and best-equipped independent laboratories, which specialize in construction materials testing and engineering, in Southern California. We operate a full-service construction material testing laboratories to support every aspect of the construction industry. Materials tested in our laboratory include:
 Concrete
 Soils- Complete field & lab testing
 Steel
 Aggregates
 Masonry – block, brick, and mortar
 Asphalt concrete
 Thermal resistivity of Concrete, Fluidized Thermal Backfill (FTB) and soil.

The following is a partial list of our laboratory equipment:
 120,000 lb. and 400,000 lb. Baldwin Universal Machines for Tensile and Compression Tests  300,000 lab Forney Compression Machine
 200,000 lb. Tinius/Olsen Tensile Machine
 Cox and Sons Kneeding compactor for R-Value of soil and Hveem unit weight of Asphalt  Concrete Curing Room
 Constant Humidity/Temperature Room for Concrete Shrinkage Testing  Complete Asphalt Concrete Testing Laboratory
 Complete Soils Testing Laboratory
NV5’s laboratory is approved by all applicable jurisdictions including the State of California and Caltrans, certified by AASHTO, and inspected by CCRL. Our traceable in-house Quality Assurance standards will be a valuable asset to any construction project.

We would welcome your staff to visit to our facility for a demonstration of our capabilities.

QUALITY ASSURANCE PROGRAM
NV5’s detailed approach and delivery method is also supported through our In-House Quality Assurance Plan (QAP), which will be managed and overseen by our Project Manager, Carl Henderson, PhD, PE, GE. Carl has extensive experience in implementing this plan, which is constantly being updated to adhere to applicable test methods, standards, contract documents, codes guidelines and Building Code requirements.

Within our QAP is the following matrix (Figure 1) that shows how our work product flows within our company. Please take note of the boxes highlighted. These are our hold points that provide us with the opportunity to assess our services at that particular stage of progress. It is at that time we can review our work product for quality, accuracy, track construction changes and deviations and to check how we are standing in our budget and schedule before it progresses to the next stage. Our QAP is a very large document that would not easily be submitted into this response. We would welcome your staff to visit our facility and inspect our laboratory and review our QAP.

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Figure 1 – Project Approach Flow Chart

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3.4 Project Team and Organization Chart

3.4.1 Describe project organization, including identification and responsibilities of key personnel.

The following is our Org Chart, followed by a description of the roles of our team members, our sub -consultants and our key team members resumes.

Organization Chart

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3.4.2 Indicate roles of prime and all sub-consultants AND 3.4.3. The experience of the Project Manager and other key staff members
Project Team
Our team includes seasoned professionals to manage all assignments and each team member will be available to the extent proposed for the duration of the project with no person designated as “key” to the project removed or replaced without prior written concurrence of the City.

PRINCIPAL-IN-CHARGE - Carl Henderson, PhD, PE, GE, CDO / VP – Geotechnical Services West will be our Principal in Charge Carl Henderson, PhD, PE, GE
CDO / VP – Geotechnical Services West / Principal-in-Charge / Project Manager Dr. Carl Henderson will be our Principal-in-Charge, Project Manager and is authorized to contractually bind the Company with the City. He serves as the Geotechnical Principal Engineer for our west coast operations, providing support and supervisions on our on-call contracts in the region. Carl has over 24 years of professional experience and successfully manages multiple public agencies on-call geotechnical and materials testing and inspection services contracts. He is also NV5’s Chief Diversity Officer and is spearheading the firm’s Diversity, Equity, and Inclusion efforts. He will be available as needed.

Registrations/Certifications
• Geotechnical Engineer, California GE # 2886
• Civil Engineer, California, R.C.E. #71115

Paul Cunningham, PE, GE
Senior Engineer / Geotechnical Engineering Manager
Mr. Paul Cunningham will be our Geotechnical Engineering Manager and will provide geotechnical engineering support and analysis as well as construction oversight. Paul has extensive experience working with Public Works Agencies in supporting Geotechnical Engineering services for CIP projects. In addition to his role as a Geotechnical Engineer, Paul as served as a Project Manager overseeing both Geotechnical Engineering and Lab of Record services for Vista Unified, San Diego Unified, Southwestern College, and Palomar Community College. Paul has over 10 years of experience in engineering, planning, managing and the supervision of field investigations and laboratory testing program. This experience includes geotechnical engineering analyses of various geological conditions and in-construction geotechnical support. His experience includes staff management, project management, on-call contract management, and plan reviews. He will be available as needed to manage our projects.

Registrations/Certifications:
• Geotechnical Engineer (GE), California, # 3186
• Civil Engineer (PE), California, #78292

Shafiq Popalzai, PE
Vice President/Senior Principal / Quality Control for NV5 Mr. Popalzai has over 20 years of experience being closely involved with clients and projects in order to form strong alliances and long-lasting working relationships. in geotechnical-related experience includes a wide variety of projects throughout California. During his career, Mr. Popalzai has worked on roadways, electric and gas lines, water pipelines, residential, commercial, schools, transportation, rail, landslide remediation and with federal, state, K-14 and local regulatory agencies and forensics projects.

Mr. Popalzai will provide the following:
 Provide technical support to laboratory and field testing and inspection staff.  Prepare, review and control written quality-related program documents.  Review all laboratory test reports, field special inspection, and testing daily reports.  Conduct project kick-off, pre-task planning and safety meetings  Maintain communication with project staff.
 Attend meetings as needed.
 Maintain NV5 safety standards at all times.

Registrations/Certifications:
• Registered Civil Engineer, California R.C.E. 77336

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Sean Roy, PG, CEG
Senior Engineering Geologist / Engineering Geologist
Sean will manage our geological engineering services on this contract and assist on our geological services leading the efforts for any hazardous material studies and remediation effort. He has over 19 years of experience providing engineering geology.

Registrations/Certifications:
• Certified Engineering Geologist (CEG), CA, #2760
• Registered Professional Geologist (PG), CA, #8765
• Qualified SWPP (QSD/QSP), California, #25794
• OSHA 40-Hour Certified
• OSHA 8-Hour Certified
• OSHA HAZWOPER Supervisor

Gene Custenborder, P.G., C.E.G.

Senior Engineering Geologist / Engineering Reports Review Manager Gene will provide our review geotechnical reports, grading plans, public improvement plans, and specifications for individual projects. He will provide geotechnical and geological support to the Community Development and Engineering Department staff by telephone, email, or in person as requested. He is a Certified Engineering Geologist and has over 40 years of experience, on a wide variety of engineering geology projects. He has successfully managed multiple on-call geotechnical engineering services contracts including Oceanside Water Utilities Department, Vallecitos Water District, Palomar Community College District, San Diego Unified School District and San Diego State University. He will be available as needed to manage our geological engineering tasks.

Registrations/Certifications:
• Certified Engineering Geologist, CA, #1319
• Registered Geologist, CA #3992

Chuck Kull, PE, GE, PG, CEG
Senior Engineer / Shoring Design Engineering Manager
Mr. Kull, PE, GE, PG, CEG, has designed and overseen geotechnical engineering projects throughout California since 1984 and is also licensed in Nevada, Oregon, Washington, Arizona, Hawaii, and Colorado. His professional engineering background includes shoring design, transportation, and infrastructure design for the public and private sector; forensic engineering and disaster mitigation; mining and reclamation; shoring and tie-back design; geo-structural design and rock bolting for large penstock thrust blocks, bridge abutments, tunnels, and towers; and earthwork grading projects in challenging soil conditions.

Registrations/Certifications:
• Professional Engineer, CA No. 46701
• Geotechnical Engineer, CA No. 2359
• Professional Geologist, CA No. 5159
• Certified Engineering Geologist, CA No. 1622
• Professional Engineer, Oregon, Washington, Nevada, Colorado, Arizona, and Hawaii

Subconsultants.

NV5 is fully capable of providing the entire scope of services in-house and with our own employees on this contract, apart from Drilling Services for which we will utilize Baja Exploration, Utility Locating for which we will be utilize AirX Utility Surveyors, Inc. and Traffic Control for which we will utilize California Traffic Control (CTC).

NV5’s working relationship with AirX has been very successful on past ventures. AirX has a long history of working with NV5 at various projects, including but not limited to the following:
• AirX worked with NV5 to perform utility locating and potholing services at McCain Road and Airport Terminal Road at San Diego’s Lindbergh Airport.
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to determine the position of a 12kV duct bank in the area. • AirX was contracted to locate electrical conduits and fiber optic lines in the San Diego Airport taxiway. This job was performed at night.
https://airxutility.com/

We have worked with Baja Exploration on dozens of projects including but not limited to the following:
• Bailey Park Blvd. - Sewer Improvements
• Sewer Line Replacement
• Solar-Shade Structure
• Madison High School - Whole Site Modernization
• Standley Middle School Joint Use Field Improvements and Aquatics Center • Clark Road Bridge Replacement Project
• Lack Road Bridge Replacement
• Proposed Softball & Football Fields and Fieldhouse
http://www.bajaexploration.com/

We have worked with California Traffic Control (CTC) on various projects including but limited to the following:
• City of Glendale, Fiscal Year 2022-23 Pavement Management Program Implementation Project • City of Desert Hot Springs, Hacienda Avenue Spa Zone Street Improvements • City of Murietta, Murietta Road Bridge
• City of Twentynine Palms, Phase 1 Wastewater Collection System https://californiatrafficcontrol.com/
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3.4.4 Resumes of Project Manager and other key staff members.

CARL HENDERSON, PhD, PE, GE
CDO / VP Geotechnical Services West / PROJECTS MANAGER

Dr. Henderson has experience in leading and managing multi-disciplinary office of between 20 to 40 staff. More than 25 years of experience in geotechnical engineering project roles to include project management, subsurface evaluation, and execution of various geotechnical engineering, soils and materials testing, field instrumentation, and construction oversight projects for a diverse array of clients. Results-oriented, practical professional with strong leadership skills honed in both civilian and military careers.

Proven successful record of accomplishment working with teams consisting of multiple stakeholders, agencies, and design teams in the completion of high -quality products and deliverables within schedule and budget. Excellent team building skills with ability to motivate, train and mentor peers and subordinates. Recognized for the ability to develop employees’ professional growth and increase their productivity. Analytical decision maker with excellent problem solving skills

Project Experience

CITY OF VISTA / BUENA SANTITATION DEPARTMENT, ON-CALL
GEOTECHNICAL, MATERIALS TESTING AND INSPECTION SERVICES –

ONGOING
Sycamore Creek Detention Basin
Geotechnical Engineer for the decommissioning and backfilling of the detention basin that is no longer feasible. Property is being restored for future development.

DOGWOOD ROAD BRIDGE, BRIDGE NO. 58C-0026
Imperial County, California
Geotechnical Engineering Project Manager for the existing three (3) span bridge was constructed in the 1967, is approximately 82 feet in length and 32 feet 7 inches in width. Recent surveys indicate the existing bridge is lowering due to subsidence (over 23 inches since 1981) of the general area causing a loss of freeboard under the bridge and accumulation of debris at the upstream end of the bridge, causing a waterway restriction and potential for future immersion. The current bridge design concept accommodates construction of an approximate 92 foot long, single span steel bridge to be placed over the existing crossing. New foundation piles (30-inch diameter, ½ inch thick CISS piles) are recommended to be installed within the top 30 feet by vibratory methods and then use traditional impact driving once pile reach 30 feet below the pile cut off elevation. Design of bridge accommodates subsidence.

LACK ROAD BRIDGE OVER NEW RIVER, BRIDGE NO. 58C-1001
Imperial County, California
Geotechnical Engineering Project Manager for the proposed construction includes the replacement and widening of the existing bridge at Lack Road over the New River. The bridge was closed to all traffic by the County when they discovered a failed pile/column in August 2016. The existing bridge was constructed in 1940, is approximately 106 feet in length, 27 feet wide and is currently supported by treated timber pile bents and pile abutments with timber lagging walls. Due to environmental concerns with respect to soil and water disposal, Standard 16-inch, Class 200 Alternate W pipe piles are recommended for foundation support of the proposed Lack Road Bridge replacement. Pipe piles have been designed to be 0.625 inches thick to accommodate the extreme corrosion potential of subsurface soils. Pile

REGISTRATIONS/CERTIFICATIONS
Geotechnical Engineer, California
GE # 2886
Civil Engineer, California, RCE
#71115

AFFILIATIONS
American Public Work Association
(APWA) - Member
American Indian Science and
Engineering Society (AISES) -
Member
National Society of Black Engineers
(NSBE) – Lifetime Member

Society of American Military
Engineer (SAME) - Member

PUBLICATIONS

Proceedings for the International Bridge
Conference 2004, Pittsburgh, PA,
“Innovative Design for the Nova Scotia
Bridge Foundation”, by Catherine Chia-
Calabria and Carl Henderson

Proceeding of the FMGM (Field
Measurement in GeoMechanics) 2003
Symposium, Oslo Norway, Sept 15 to 18th
2003, “Geotechnical Investigation of the
New Baltimore Slide”, by Ken Heirendt, A.

Neil Styler, and Carl Henderson

Geo-Engineering for Underground
Facilities, ASCE, 1999, “An Arch-Shaped
Culvert Built By the Inflatable Form “, by
Karl H. Lewis, Carl Henderson, and Cathy
Bazan-Arias

EXPERIENCE
25 years

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design also accommodates the potential for liquefaction induced settlement and associated downdrag loading.

RETROFIT OF DREW ROAD BRIDGE OVER NEW RIVER, BRIDGE NO. 58C-0026 Imperial County, California
Project Manager (Geotechnical) for the existing six (6) span bridge was constructed in the 1940’s, is approximately 135 feet in length, and 31 feet wide. Due to significant channel degradation and lower current flows within the river, practically all bent piles have been exposed, and evidence of severe corrosion, and in some cases complete loss of the shell sections, was recently observed. This condition prompted the County to shut down the bridge to all traffic due to the absence of vertical reinforcement in the piles. Previously proposed repair/retrofit of the bridge included the proposed construction of new 54-inch diameter CISS piles to support the existing bridge. However, the bridge design/retrofit concept has changed to accommodate construction of an approximate 165 foot long. Construction of the “Acrow” bridge requires new HP 14 x 89 piles for new abutment located outside of the existing bridge limits. Potential seismic settlement (dry and liquefaction induced) is estimated to be on the order of 5 ½ to 10 inches. Therefore, in an effort to reduce the potential for seismic induced settlement around proposed pile foundations, it is proposed that compaction grouting be utilized within foundation footprint. This would allow for the reduction of potential downdrag loads on proposed piles resulting in reduced/more economical pile lengths.

PRELIMINARY DESIGN - PICACHO ROAD BRIDGE OVER YUMA MAIN CANAL, BRIDGE NO. 58C-0028 Imperial County, California
Available as-built bridge plans show the bridge construction was completed in 1961 with all three supports supported on shallow concrete spread footings with allowable bearing capacity of 2.5 ton/square feet (i.e., 5.0 kips/square feet).

Preliminary assessment indicates liquefaction potential will need to be accommodated in design for at least one abutment location. Foundation installation design will also need to avoid distress to the structural integrity of existing canal construction.

HEBER AVENUE SIDEWALK IMPROVEMENT
Imperial County, California
Project Manager for completed geotechnical study was to evaluate the subsurface soils conditions along Heber Avenue between 10th and Fawcett road for the proposed new sidewalks. Mitigation of expansive and corrosive soils were the main design issues.

SAN JOAQUIN RIVER BRIDGE (CROWS LANDING) BRIDGE REPLACEMENT, BRIDGE NO. 38C-0339 Stanislaus County, California
Principal in Charge/Project Manager (Geotechnical) for the bridge was included in the Caltrans Local Agency statewide seismic retrofit program conducted in 1997/1998. The proposed bridge will be approximately 686 feet long, 55 feet wide, and will consist of three travel lanes and 8-foot -wide shoulders. The bridge will be a 5-span structure with three columns at each interior (bent) support. The new bridge will be located down-stream (northwesterly) of the existing bridge. In order to accommodate the bridge realignment, embankment fills will be required for both approaches. Initial geotechnical design from others recommended the use of stone columns to accommodate potential liquefaction settlement at southern abutment and approach embankment. Through further evaluation of risk for the project, and consultation between the NV5, the Contractor, and the Owner’s representative, the project was able to be value engineered to eliminate need for stone columns with the use of geogrid reinforced aggregate layers for embankment. Foundation design accommodated downdrag loads through conventional pile installation. The collaborative approach noted above was able to save the project Owner significant costs and time for the project.

CITY OF POWAY
Espola Road Bike Lane Improvement Project, Preliminary Design Investigation Geotechnical Engineer for Preliminary Geotechnical investigation included review of existing project sketches, geotechnical maps and literature, field reconnaissance, lab testing program to evaluate geotechnical of engineering properties of near surface materials. Preparation of report including presenting our preliminary findings, conclusions, and geotechnical design recommendations.

CITY OF NATIONAL CITY
Paradise Creek Park and Improvement to Harding Ave and 21st Responsible Engineer for the Geotechnical Investigation, Materials Testing and Special Inspection. Project consisted of Paradise Creek Park and adjacent roadway improvements to 21st Street and Harding Avenue in National City, California. 03/12/2024 C3 64 of 329

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Conventional cut-fill mass grading of approximately 11,500 cubic yards, of which approximately 11,000 cubic yards will be imported was required. Fill embankments attaining a maximum height of approximately 16 feet at a gradient of 2 to 1 The project also includes street improvements (curb, gutters, sidewalks, streetlights, and pavement), storm drainage improvements, a water quality basin, and relocation and construction of overhead and underground utilities.

CITY OF TEMECULA
Margarita Recreation Center, Temecula, California
Demolition and Rebuild project (Design Build) at the Margarita Park Recreation Center in Temecula, California. Geotechnical investigation included nine (9) exploratory borings located within the project area to a maximum depth of approximately 20 to 51 ½ feet below ground surface. Lab testing program to evaluate geotechnical of engineering properties of subsurface materials. Preparation of report including presenting our findings, conclusions, and geotechnical design recommendations.

The new recreational center would be approximately 8,600 square feet of indoor space, including a classroom, multipurpose room with operable partition, dance/fitness room, kitchen, administrative/reception offices, lifeguard/aquatic and first aid rooms, locker rooms and restrooms.

COACHELLA VALLEY WATER DISTRICT - BIENNIAL SOIL AND CONCRETE TESTING NV5 is providing soil and concrete materials testing services in accordance with the District’s specifications. Over the last 36 months, we have completed or are under contract for soil and concrete services for the following projects.

Biennial Soil and Concrete Testing (2019-2020 Contract) • NV5 Task Order 01: Manhole Rehab & Replacement
• NV5 Task Order 02: WRP & PLC Upgrade
• NV5 Task Order 03: L4 Pump Station & Check Structure • NV5 Task Order 04: Oasis In-Lieu Recharge, Phase 1
• NV5 Task Order 05: L-4 Pump Station
• NV5 Task Order 06 : Thermal Mutual, Oasis MHP, and Westside Elementary School Consolidation • NV5 Task Order 07: First Tee Junction Box and Sewer Manhole Rehabilitation • NV5 Task Order 08: Hazmat North Indio Demolition Project • NV5 Task Order 09: Check Structure at MP 88.6 Replacement Project • NV5 Task Order 10: Well Pumping Plant for Well 4529-1 Biennial Soil and Concrete Testing (2021-2022 Contract) • NV5 Task Order 01: Water Reclamation Plant No. 4 Process Optimization Project • NV5 Task Order 02: 2017-2018 NPW Pipeline Connection Project • NV5 Task Order 03: East Side Dike Improvement Project – Phase 1, Spec No. 2018-63 • NV5 Task Order 04: North Indio Regional Flood Control Project-Phase 2, Spec No. 2020-56 • NV5 Task Order 05: Madison Club – Avenue 54 Meter Connection Project • NV5 Task Order 06: Blue Tower Tank Reservoir No. 6858 • NV5 Task Order 07: Calle Tampico Soil Environmental Testing • NV5 Task Order 08 Irrigation Lateral 119.64-7.5 Replacement Project

LOS ANGELES COUNTY, COMPTON, CA - CITY OF COMPTON ANNUAL RESIDENTIAL STREET REHABILITATION, PHASE 1 AND PHASE 2 STREETS PROJECT
NV5 provided an investigation to evaluate the existing condition of pavement structure along various residential streets within the City of Compton, California, and to provide conclusions and geotechnical engineering recommendations pertinent to the proposed rehabilitation. NV5’s geotechnical and engineering geology services included the review of available 03/12/2024 C3 65 of 329

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literature on subsurface conditions, excavation, and associated documentation of thirty-three (33) pavement cores, appropriate laboratory testing for pavement design, and engineering evaluation of the data collected to develop geotechnical recommendations for the design and construction of the project. Recommended street rehabilitation alternatives included grind and overlay, remove, and replace, and full depth reclamation using cement (FDR-C).

ORANGE COUNTY, PLACENTIA, CA - CITY OF PLACENTIA, ARTERIAL ROADWAY REHABILITATION NV5 provided an investigation to evaluate the existing condition of pavement structure along various residential streets within the City of Placentia, California, and to provide conclusions and geotechnical engineering recommendations pertinent to the proposed rehabilitation. NV5’s geotechnical and engineering geology services included the review of available literature on subsurface conditions, excavation, and associated documentation of twenty (28) pavement cores, appropriate laboratory testing for pavement design, and engineering evaluation of the data collected to develop geotechnical recommendations for the design and construction of the project. Recommended street rehabilitation alternatives included grind, overlay, remove, and replace.

ORANGE COUNTY, LAGUNA NIGUEL, CA, MITIGATION OF PASEO DE LA COLINAS SEEPAGE NV5 provided services in support of the proposed mitigation of seepage encountered along Paseo de la Colinas, located between about 200 to 400 feet west of the Chabot Road intersection in Laguna Niguel, California, and to provide conclusions and geotechnical engineering recommendations pertinent to the project. NV5’s geotechnical and engineering geology services included the review of available literature on subsurface conditions, drilling, and associated documentation of seven (7) borings, appropriate laboratory testing for assessment of subsurface characteristics, and engineering evaluation of the data collected to develop geotechnical recommendations for the proposed mitigation of seepage conditions. Recommendations for seepage mitigation include placement of a French drain system developed based on the conclusions of our geotechnical investigation.

SMITH CANAL GATE STRUCTURE/FLOODWALL AND DAD’S POINT LEVEE EVALUATION, STOCKTON, CA, Geotechnical project manager for evaluation of “Dad’s Point” peninsula as part of the Smith Canal Gate Structure and floodwall design project. Evaluation performed to see if the peninsula meets levee requirements for the Urban Level of Protection (ULOP) in accordance with the state of California Department of Water Resources (DWR) Urban Levee Design criteria (ULDC).

STOCKTON MUD REGIONAL WASTEWATER CONTROL FACILITY PHASE 1 DESIGN BUILD PROJECT, STOCKTON, CA, Principal Geotechnical engineer / Geotechnical Project Manager for the RWCF progressive design-build project wastewater treatment plant (WWTP) facilities that are able to meet current regulatory treatment objectives and balance future potential regulatory requirements for most conditions in a cost-effective manner.

DELTA WATER SUPPLY PROJECT, STOCKTON, CALIFORNIA,
Principal Geotechnical Engineer / Geotechnical Project Manager

CITY OF OCEANSIDE WATER UTILITY DEPARTMENT - ON-CALL GEOTECHNICAL AND MATERIAL TESTING - ONGOING

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PAUL CUNNINGHAM, PE, GE
Senior Engineer / GEOTECHNICAL ENGINEERING MANAGER

Mr. Cunningham has more than 10 years of experience performing geotechnical evaluations in many different projects including schools, buildings, bridges, roadways, land development, and commercial facilities. He has performed analysis for shallow foundations, drilled and driven piles, Site specific Seismic Hazard calculations, liquefaction, slope stability and pavement sections, including new and rehabilitated roadways. He also has experience in oversight and management of field testing and inspections operations.

Recent Relevant Experience

IMPERIAL AVENUE SEWER IMPROVEMENTS
City of El Centro, California
Project Engineer overseeing field observations and inspections, provided onsite consultations during night work for trench instability due to groundwater. Project consisted of installation of approximately 2,465 lineal feet of new sanitary sewer pipeline. Trench excavation depths extended to depths up to approximately 14 feet below existing grade with groundwater at 13 feet. Soil (field and laboratory) and asphalt (field and laboratory) testing during backfill. Geotechnical consultation to address significant groundwater/dewatering issues and associated instability during construction.

COACHELLA VALLEY WATER DISTRICT, Task Order 01
Coachella Valley, California
Project Engineer providing project oversight and review of trench backfill testing and observations. Project consisted of reconstruction and replacement of utility access holes located along Devalle drive.

MITIGATION OF PASEO DE LA COLINAS SEEPAGE
City of Laguna Niguel, California
Project Engineer providing geotechnical investigation to evaluate the existing conditions of pavement structure in support of the proposed mitigation of seepage encountered along Paseo de la Colinas in Laguna Niguel, Orange County, California.

ROSEMEAD BOULEVARD PAVEMENT REHABILITATION
City of Pico Rivera, California
Project Engineer providing geotechnical investigation to evaluate the existing conditions of pavement structure along Rosemead Boulevard, between Whittier Blvd and Gallatin Road, in the City of Pico Rivera, California for rehabilitation.

ARTERIAL ROADWAY REHABILITATION PROJECT
City of Placentia, California
Project Engineer providing geotechnical investigation to evaluate the existing condition of pavement structure along various arterial roadways in the City of Placentia, Orange County, California.

RETROFIT OF DREW ROAD BRIDGE OVER NEW RIVER, BRIDGE NO. 58C-0026 Imperial County, California
Project Engineer. The existing six (6) span bridge was constructed in the 1940’s, is approximately 135 feet in length, and 31 feet wide. Due to significant channel degradation and lower current flows within the river, practically all bent piles have been exposed, and evidence of severe corrosion, and in some cases complete loss of the shell sections, was recently observed. This condition prompted the County to shut down the bridge to all traffic due to the absence of vertical reinforcement in the piles. Previously proposed repair/retrofit of the bridge included the proposed construction of new 54- inch diameter CISS piles to support the existing bridge. However, the bridge design/retrofit concept has changed to

EDUCATION
BS Civil Engineering,
California Polytechnic State
University, San Luis Obispo

REGISTRATIONS/CERTIFICATIONS
Geotechnical Engineer (GE),
California, # 3186

Civil Engineer (PE), California,
#78292

AFFILIATIONS
American Society for Civil
Engineers (ASCE)

EXPERIENCE
10+ years
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accommodate construction of an approximate 165 foot long. Construction of the “ACROW” bridge requires new HP 14 x 89 piles for new abutment located outside of the existing bridge limits. Potential seismic settlement (dry and liquefaction induced) is estimated to be approximately 5 ½ to 10 inches. Therefore, in an effort to reduce the potential for seismic induced settlement around proposed pile foundations, it is proposed that compaction grouting be utilized within foundation footprint. This would allow for the reduction of potential down drag loads on proposed piles resulting in reduced/more economical pile lengths.

MIRACOSTA COMMUNITY COLLEGE DISTRICT (MCCCD)
GEOTECHNICAL AND GEO-HAZARD ENGINEERING (CGS NOTE 48)
MiraCosta College, Allied Health Building, MiraCosta College, Oceanside, Ca:

Project Engineer providing geotechnical engineering services for the new $37.9M project that is incorporated in the Health & Wellness Hub. The new 24,628 gsf building will house all Allied Health Programs and incorporates state-of-the- art features with simulation spaces, operating rooms, labs, and patient rooms.

MiraCosta Community College, New Gymnasium and Khan Buildings, MiraCosta College, Oceanside, CA:

Project Engineer providing geotechnical engineering services for the new 40,415 gsf new gymnasium replaces the existing gym buildings and incorporates a Wellness Center, athletic instructional space and Kinesiology and is part of the ongoing construction of the Health and Wellness HUB. $37.1 million / Estimated completion 2023.

NEW ARTS & MEDIA BUILDING, MiraCosta College, Oceanside, CA:

Project Engineer providing geotechnical engineering services for the project. The proposed project will include the construction of a complex of single-story to two-story structures, with associated flatwork, fire lane, new pavement, and utility improvements. In addition, the eastern portion of the parking lot and slope will be repaired. Subsurface investigation was performed at the project site, which included the drilling, logging, and sampling of fifteen (15) exploratory borings.

MONTEREY REGIONAL AIRPORT RSA EXTENSION
Monterey County, California
Staff Engineer performing field work and analysis for the site. The project consisted of expanding the Runway Safety Area (RSA) on the west and east end of the main runway as well as a new access road at the east end. Due to FAA grading criteria on the eastern end a tiered MSE wall was constructed with a maximum height of 85 feet. Cuts for the new access road ranged up to 60 feet. Additionally, cores were performed at night through the existing runway section to design a new section allowing larger 727 and 757 aircraft at the airport to support the airport continued growth.

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SEAN ROY, PG, CEG
Senior Engineering Geologist / ENGINEERING GEOLOGIST

Mr. Roy has more than 19 years of technical experience in geotechnical engineering, engineering geology, geophysics, environmental, hydrogeological, and storm water project roles including project management, subsurface evaluation, and execution of various geotechnical engineering, soils and materials testing, field instrumentation, and construction oversight projects for a diverse array of clients. His geotechnical-related experience includes completing evaluations for a wide variety of projects including educational institutions, power generation and transmission, bridges, land development, commercial and industrial facilities. Mr. Roy has extensive experience with field exploration, geology, geophysics, earthwork, seismic and geotechnical hazards, environmental assessment and remediation, and groundwater for many large construction projects in California, Oregon and Arizona.

Recent Relevant Experience

DOGWOOD ROAD BRIDGE, BRIDGE NO. 58C-0026
Imperial County, California
Project Geologist. The existing three (3) span bridge was constructed in the 1967, is approximately 82 feet in length and 32 feet 7 inches in width.

Recent surveys indicate the existing bridge is lowering due to subsidence (over 23 inches since 1981) of the general area causing a loss of freeboard under the bridge and accumulation of debris at the upstream end of the bridge, causing a waterway restriction and potential for future immersion.

Current bridge design accommodates construction of an approximate 92 foot long, single span steel bridge to be placed over the existing crossing. New foundation piles (30-inch diameter, ½ inch thick CISS piles) are to be installed within the top 30 feet by vibratory methods then use traditional impact driving once piles reach 30 feet below the pile cut off elevation. The bridge design also accommodates ongoing subsidence.

LACK ROAD BRIDGE OVER NEW RIVER, BRIDGE NO. 58C-0101.

Imperial County, California
Project Geologist. Construction includes the replacement and widening of the existing bridge at Lack Road over the New River. The bridge was closed to all traffic when a failed pile/column was discovered in August 2016. The bridge was constructed in 1940, is approximately 106 feet in length, 27 feet wide and is currently supported by treated timber pile bents and pile abutments with timber lagging walls. Due to environmental concerns with respect to soil and water disposal, Standard 16-inch, Class 200 Alternate W pipe piles are recommended for foundation support of the proposed Lack Road Bridge replacement. Pipe piles have been designed to be 0.625 inches thick to accommodate the extreme corrosion potential of subsurface soils. Pile design also accommodates the potential for liquefaction induced settlement and associated down drag loading.

STANTON ENERGY RELIABILITY CENTER (SERC), LLC
Stanton, California
Project Geologist – NV5 performed the geotechnical investigation for the Stanton Energy Reliability Center (SERC), which consists of two General Electric (GE) LM6000-based EGTs, and related facilities including a vehicular bridge. NV5 was also retained to oversee the earthwork operations with a technician performing full-time observation and testing during construction. To accommodate the potential for liquefaction induced settlements, many of the structure on-site were underlain by at least 3 feet crushed aggregate base with 3 layers of reinforcing geogrids. Mr. Roy also oversaw environmental testing in the vicinity of two (2) polyethylene tanks which were encountered during construction excavations. To accommodate liquefaction potential.

EDUCATION
BS Engineering Geology,
San Diego State University

REGISTRATIONS/CERTIFICATIONS
Certified Engineering Geologist
(CEG),
California, #2760
Registered Professional Geologist
(PG),
California, #8765
Qualified SWPP Developer and
Practitioner (QSD/QSP),
California, #25794
OSHA 40-Hour Certified
OSHA 8-Hour Certified
OSHA HAZWOPER Supervisor

AFFILIATIONS
San Diego Associated Geologists

San Diego Environmental
Professionals

EXPERIENCE
19 years
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PORTLAND GENERAL ELECTRIC (PGE)
Blue Lake Substation & Transmission Project, Troutdale, Oregon Project Geologist - Project involved structural additions and improvements to the existing substation site. Soil conditions indicate a potential for significant foundation settlement due to high ground water, soft compressible soils, and the potential for liquefaction induced ground disturbance. Previous geotechnical recommendation for the site called for the exclusive use of drilled piers for foundation design. NV5 was able to value engineer the foundation design for the project site by the use of crushed aggregate base (3 feet thick)/Geogrid (3 layers) subgrade foundation platforms and torque down piles. Use of these alternative foundation systems resulted in significant cost savings and environmentally favorable construction.

SAN DIEGO UNIFIED SCHOOL DISTRICT (SDUSD), GEOTECHNICAL SERVICES AND MATERIALS TESTING AND INSPECTION SERVICES ON-CALL, San Diego, CA:

James Madison High School Modernization Phase II, San Diego, CA (CGS Note 48), San Diego, CA:

NV5 was selected to provide geotechnical investigation services which included the advancement of eighteen (18) test borings, completion of laboratory testing on select soil samples, and completion of infiltration testing. Sean is the senior project geologist for geotechnical engineer services on the project.

MIRACOSTA COMMUNITY COLLEGE DISTRICT (MCCCD)
Geotechnical and Geo-Hazard Engineering (CGS Note 48)
MiraCosta College, Allied Health Building, MiraCosta College, Oceanside, Ca:

Senior Project Geologist providing geotechnical engineering services for the new $37.9M project that is incorporated in the Health & Wellness Hub. The new 24,628 gsf building will house all Allied Health Programs and incorporates state-of- the-art features with simulation spaces, operating rooms, labs, and patient rooms.

New Gymnasium and Khan Buildings, MiraCosta College, Oceanside, CA:

Senior Project Geologist providing geotechnical engineering services for the new 40,415 gsf new gymnasium replaces the existing gym buildings and incorporates a Wellness Center, athletic instructional space and Kinesiology and is part of the ongoing construction of the Health and Wellness HUB.

SOUTHWESTERN COMMUNITY COLLEGE DISTRICT (SWCCD)
Geotechnical and Geo-Hazard Engineering (CGS Note 48)
Student Union Building, Southwestern College, Chula Vista, CA Senior Project Geologist providing geotechnical engineering services for the proposed construction of a new 84,000 square foot Student Union building. To accommodate undocumented fill located beneath the footprint of the building, NV5 has proposed supporting shallow foundations by underlying the foundations with vibratory aggregate piers which will improve surroundings soils and bypass settlement sensitive fill. This design alternative should result in significant cost savings to the District.

Biennial Soil and Concrete Testing (2021-2022 Contract) • NV5 Task Order 04: North Indio Regional Flood Control Project-Phase 2, Spec No. 2020-56 • NV5 Task Order 02: Monroe Street Trunk Sewer
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A. SHAFIQ POPALZAI
Vice President/Senior Principal / CORPORATE LIAISON / QUALTIY CONTROL FOR NV5

Mr. Popalzai has over 21 years of experience being closely involved with clients and projects in order to form strong alliances and long-lasting working relationships. in geotechnical - related experience includes a wide variety of projects throughout California. During his career, Mr. Popalzai has worked on roadways, electric and gas lines, water pipelines, residential, commercial, schools, transportation, rail, landslide remediation and with federal, state, K-14 and local regulatory agencies and forensics projects.

CITY OF YUCAIPA
Yucaipa Boulevard Street Improvements – Yucaipa, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

CITY OF YUCAIPA
Phase 2 Uptown Improvements – Yucaipa, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

CITY OF YUCAIPA
7th Street Trench & Street Repairs – Yucaipa, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

COUNTY OF SAN BERNARDINO
Crestline Branch Library Pathway Improvement – Crestline, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

YUCAIPA VALLEY WATER DISTRICT
2018 Replacement Pipeline Project – Yucaipa, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

COUNTY OF SAN BERNARDINO
Cherry Avenue Street Improvements – Fontana, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

COUNTY OF SAN BERNARDINO
ARMC Parking Lot Pavement Assessment – Colton, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

EDUCATION
Kabul University, November
1998, B.S., Civil Engineering,
Kabul, Afghanistan
Cal Poly Pomona, April 2017,
M.Sc., Geotechnical Engineering,
Pomona, California

REGISTRATIONS/CERTIFICATIONS
Registered Civil Engineer,
California R.C.E. 77336

EXPERIENCE
21 years

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CITY OF HOPE NATIONAL MEDICAL CENTER
City of Hope hotel – City of Hope, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepares and reviews quality related program documents. This project consists of the construction of a 5 Story slab-on-grade hotel building of cast-in-place concrete and post-tension construction with footprint of about 43,500 square feet. Support for the building will be provided by a shallow foundation system consisting of continuous and spread footings. Offsite improvements will consist of construction of curb, gutter and sidewalks as well as match up pavement. Onsite parking is to be of asphalt concrete over compacted subgrade and aggregate base material.

ST. JUDE MEDICAL CENTER
Central Utility Plant, Fullerton, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

ST. JUDE MEDICAL CENTER
PPR Northwest Tower, Fullerton, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

CONFIDENTIAL CLIENT
South Bay Medical Center Parking Structure, Harbor City, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

CONFIDENTIAL CLIENT
Annex Building, Harbor City, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

CONFIDENTIAL CLIENT
Los Angeles Medical Center Ph. 2 Hospital Rebuild, Los Angeles, California Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

LOS ANGELES UNIFIED SCHOOL DISTRICT
High School No. 8, Maywood, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

LOMA LINDA PARKING STRUCTURE
Loma Linda, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents.

THE BROAD MUSEUM
Los Angeles, California
Mr. Popalzai provided technical support to laboratory and field testing and inspection staff for this project. He prepared and reviewed quality related program documents. The Broad is a contemporary art museum on Grand Avenue in Downtown Los Angeles.

VARIOUS SCHOOL DISTRICTS
Beverly Hills Unified School District, Glendale and Santa Ana, California Mr. Popalzai managed materials testing, geotechnical site investigation, liquefaction analysis, settlement analysis, foundation design, pavement design, and geotechnical reports for these various school districts.

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Biennial Soil and Concrete Testing (2021-2022 Contract) • NV5 Task Order 02: 2017-2018 NPW Pipeline Connection Project • NV5 Task Order 04: North Indio Regional Flood Control Project-Phase 2, Spec No. 2020-56 • NV5 Task Order 02: Monroe Street Trunk Sewer
• NV5 Task Order 04: Replacement of Ion Exchange Treatment Plant No. 7991

OTHER PROJECT INCLUDE:

Material Testing And Inspection Projects:
 Amazon Distribution Center, Oxnard, CA
 Wild Rivers Waterpark, Irvine, CA
 Los Alamitos High School Multi -Story STEM Building, Los Alamitos, CA  City of Hope – Northeast Parking Structure, Duarte, CA  City of Hope Hotel, Duarte, CA
 City of Hope – Outpatient Clinic, Earthwork, Duarte, CA  College of the Desert – Indio Campus Expansion, Indio, CA  Indian Canyon Stormwater & Road Improvements, Palm Springs, CA  LATC Intermodal Yard Modernization, Los Angeles, CA
 Springhill Suites by Marriott, Ontario, CA
 Thermo Fisher Scientific Warehouse Addition, Los Angeles, CA  FedEx Ground Distribution Facility, Auto Parking and Trailer Parking Lots, San Diego, CA  LAUSD – High School No. 8, Maywood, CA
 Wilshire-Hobart Mixed Use Development, Los Angeles, CA  DGS – School For The Deaf, Riverside, CA
 Kaiser – South Bay Medical Center Parking Structure, Harbor City, CA  Kaiser – Annex Building, Harbor City, CA
 Kaiser – Los Angeles Medical Center Ph. 2 Hospital Rebuild, Los Angeles, CA  St. Jude Medical Center – Central Utility Plant, Fullerton, CA  St. Jude Medical Center – PPR Northwest Tower, Fullerton, CA  Los Angeles Co Harbor - UCLA Medical Center, SB 1953 Seismic Retrofit Program, Torrance, CA  The Broad Museum, Los Angeles, CA
 Temple Avenue Train Diversion-ACE Project
 YWCA Greater Los Angeles Urban Campus in Los Angeles, CA  Several DSA projects with Beverly Hills Unified School District, El Monte Unified School District, Los Angeles Unified School District, Santa Ana Unified School District, and several projects with UCLA and inspection needs through the course of construction.

Geotechnical Projects:
 Warehouse Expansion at 7809 Lincoln Avenue, Riverside, CA  Oak Christian School Extension at 31479 La Tienda Road, Westlake Village, CA  Multiplex Movie Theater Complex-Century Theater on Oxnard Blvd and Freeway 101, Oxnard, CA  Inland Medical Center New Parking Lot, Wildomar, CA
 Community Hospital of San Bernardino – Addition to Existing Building at 1805 Medical Center Drive, San Bernardino, CA

Forensic Projects:
 Kaiser: T0211 & T0212 SERG Sherman Way Lab, North Hollywood, CA  DGS – School For The Deaf, Riverside, CA
 Carmenita Road Overcrossing, Santa Fe Spring, CA
 Rancho Road Overcrossing, Hesperia, CA
 Lenwood Road and Main Street Intersection, Barstow, CA  City of Santa Monica – City Hall Retrofit
 Pierce College – NOM Structural Investigation, Woodland Hills, CA  Santa Rosa Parish at 668 S. Workman Street, San Fernando, CA  Standby Generator for BEBE, Los Angeles, CA
 Disney Toon Studios Relocation –Tenancy, Glendale, CA

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GENE CUSTENBORDER, PG, CEG
Senior Engineering Geologist / THIRD PARTY REVIEW OF GEOTECHNCIAL REPORTS

Mr. Custenborder’s experience in the field of engineering geology includes a wide variety of work throughout Southern California. This experience includes geotechnical feasibility studies and geotechnical investigations for commercial, residential and public works projects in many types of terrain. He has performed geotechnical studies for roadways, electrical transmission lines, pipelines, water tanks and two rockfill dams. Gene has evaluated potential geologic hazards due to landslides, slope instability, coastal processes, surface fault rupture, liquefaction and seismic shaking. Geologic investigative techniques include field mapping, in- hole and up-hole geologic logging and sampling of borings and trenches, seismic refraction surveys, various technical computer applications and aerial photographic analyses of landforms. has worked as a geotechnical reviewer for many municipal agencies. In that capacity provided geotechnical reviews of other geotechnical consultant’s work products.
_______________________________________________________________ Recent Relevant Experience

CITY OF POWAY

ESPOLA ROAD BIKE LANE IMPROVEMENT PROJECT, PRELIMINARY DESIGN

INVESTIGATION
Engineering Geologist for Preliminary Geotechnical investigation included review of existing project sketches, geotechnical maps and literature, field reconnaissance, lab testing program to evaluate geotechnical of engineering properties of near surface materials. Preparation of report including presenting our preliminary findings, conclusions, and geotechnical design recommendations.

CITY OF CARLSBAD

BOBCAT BOULEVARD AT SAGE CREEK REHABILITATION, CARLSBAD, CALIFORNIA The purpose of this investigation was to evaluate the subsurface conditions at the roadway site and to provide geotechnical conclusions and recommendations pertaining to the observed distress. Geotechnical investigation included four (4) exploratory borings and five (5) pavement cores within the project area. Lab testing program to evaluate geotechnical of engineering properties of subsurface materials. Preparation of report including presenting our findings, conclusions, and geotechnical design recommendations.

CITY OF TEMECULA

MARGARITA RECREATION CENTER, TEMECULA, CALIFORNIA
Demolition and Rebuild project (Design Build) at the Margarita Park Recreation Center in Temecula, California.

Geotechnical investigation included nine (9) exploratory borings located within the project area to a maximum depth of approximately 20 to 51 ½ feet below ground surface. Lab testing program to evaluate geotechnical of engineering properties of subsurface materials. Preparation of report including presenting our findings, conclusions, and geotechnical design recommendations. The new recreational center would be approximately 8,600 square feet of indoor space, including a classroom, multipurpose room with operable partition, dance/fitness room, kitchen, administrative/reception offices, lifeguard/aquatic and first aid rooms, locker rooms and restrooms.

REGISTRATIONS/CERTIFICATIONS
BS Geology
Certified Engineering Geologist, CA,
#1319
Registered Geologist, CA #3992

EXPERIENCE
40 years

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CITY OF NATIONAL CITY
PARADISE CREEK PARK AND IMPROVEMENT TO HARDING AVENUE AND 21ST STREET Engineering Geologist for the Geotechnical Investigation, Materials Testing and Special Inspection. Project consisted of Paradise Creek Park and adjacent roadway improvements to 21st Street and Harding Avenue in National City, California.

CITY OF OCEANSIDE WATER UTILITY DEPARTMENT - ON-CALL GEOTECHNICAL AND MATERIAL TESTING - ONGOING

SAN LUIS REY WATER RECYCLING FACILITIES
NV5 performed a preliminary geotechnical investigation for a proposed 2 million gallons, pre- stressed concrete, recycled water storage reservoir at the San Luis Rey Water Reclamation Facility (SLRWRF) in Oceanside. Our investigation included site reconnaissance, subsurface investigation, laboratory testing, seismic evaluation, liquefaction analysis, geotechnical analysis and recommendations for the design and construction of the proposed tank and its appurtenances. NV5 provided materials testing and special inspection services for the project which also included inspection of stone column installation (for remediation of liquefaction potential)

CITY OF OCEANSIDE WATER UTILITIES DEPARTMENT

JONES ROAD SEWER PROJECT, OCEANSIDE, CALIFORNIA
Installation of approximately 1,165 lineal feet of pipeline. Trench excavation depths extended to depths ranging between approximately 9 to 29 feet below existing grade. Soil (field and laboratory) and asphalt (field and laboratory) testing during backfill. Geotechnical consultation to address groundwater/dewatering issues.

CITY OF VISTA / BUENA SANTITATION DEPARTMENT, ON-CALL GEOTECHNICAL, MATERIALS TESTING AND INSPECTION SERVICES – ONGOING

SYCAMORE CREEK DETENTION BASIN
Geotechnical Engineer for the decommissioning and backfilling of the detention basin that is no longer feasible. Property is being restored for future development.

VARIOUS GEOTECHNICAL PROJECTS
SAN DIEGO GAS AND ELECTRIC | SAN DIEGO, CA
Engineering geologist for multiple SDG&E projects throughout San Diego County. Projects includes Underground transmission lines, Gas line relocation and substation design. Key geological/geotechnical issues included deep foundations, rippability studies, seismic refraction surveys, horizontal directional drilling, jack and bore, retaining walls and shoring .

EMERGENCY BRIDGE REPAIR
COUNTY OF IMPERIAL | IMPERIAL COUNTY, CA
Project managing the geotechnical investigation and analysis for the replacement of the foundation system of two existing bridges (Lake Road and Van Der). Currently providing similar services for the Ross Road Bridge

FIELD AND LABORATORY TESTING
Metropolitan Water District | Riverside County, CA
Provided field and laboratory soils testing for the Diamond Valley Reservoir project in Hemet.

GEOTECHNICAL INPUT FOR VALUE ENGINEERING
City of San Diego Metropolitan Wastewater Department | San Diego, CA Provided geotechnical input for value engineering on the following projects:
• Point Loma Wastewater Treatment Plant Digesters 7 and 8 and Associated Facilities projects • PLWTP Water Tank and Pipeline Project
• Rancho Bernardo Pipeline No. 2
• Environmental Monitoring and Technical Services
• Laboratory Building
• Miramar Road Reclaimed Water Distribution Subsystem (approximately 17,000 ft. of 48-inch pipeline)
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CHUCK KULL, PE, GE, PG, CEG
Senior Engineer / Shoring Design Engineering Manager

Mr. Kull, PE, GE, PG, CEG, has designed and overseen geotechnical engineering projects throughout California since 1984 and is also licensed in Nevada, Oregon, Washington, Arizona, Hawaii and Colorado. His professional engineering background includes trans portation and infrastructure design for the public and private sector; forensic engineering and disaster mitigation; mining and reclamation; shoring and tie-back design; geo-structural design and rock bolting for large penstock thrust blocks, bridge abutments, tunnels and towers; and earthwork grading projects in challenging soil conditions.

Mr. Kull excels at alternative design approaches to mitigate challenging site conditions. He has designed and overseen the construction of California Department of Water Resources Division of Safety of Dams (DSOD) earth dams including seepage and slope stability analysis, engineering design, borrow material selection and construction quality assurance.

Mr. Kull has assisted the California Board for Professional Engineers, Land Surveyors and Geologists throughout much of his career. He is currently involved with test development, grading, and enforcement of the California Certified Engineering Geologist certification. He also serves as an expert witness on California Department of Transportation (Caltrans) construction disputes. His expertise lies in:
 Shoring design
 Deep foundation design
 Tie-back retaining wall design
 Rock bolt design
 Construction-phase project management
 Reinforced earth retaining walls with Geogrid Geosynthetics  Earth dam and spillway design
 Pavement Design
 Bridge Foundations
_______________________________________________________________ Recent Relevant Experience
TEMPORARY SHORING – STATE ROUTE 12 – HEADWALL NO. 3
Solano County, California
Principal Geotechnical Engineer : Provided sheet pile and slope stability analysis for proposed temporary shoring system associated with the construction of the proposed Headwall and Wingwall at “Location No. 3 (Sta 172+40)”, which is a part of the State Route (SR) 12 Expressway project in Solano County, California. Headwall No. 3 will be approximately 14 feet tall and cast in-place to provide the discharge for a 48-inch culvert to replace the original culvert. The footings and cutoff walls will require excavations to approximately 14 feet in elevation below ground surface (bgs). NV5 proposed temporary shoring having maximum 30-foot vertical sheet piles driven to a provide a minimum 10-foot embedment and 16’ retained height.

The sheet piles must be a minimum of AZ14-700.

TEMPORARY SHORING – STATE ROUTE 680 – RETAINING WALL NO. 8 Alameda County, California
Principal Geotechnical Engineer : Provided slope stability analysis for the proposed temporary shoring system associated with the construction of the proposed Retaining Wall No. 8, which is a part of the State Route (SR) 680 Expressway project in Alameda County, California. Retaining Wall No. 8 will be approximately 1,750 feet and will be cast in-place with an architectural finish on the exterior of the wall. The footings will require excavations down to approximately 23

EDUCATION
M.S. Civil Engineering, San Jose
State University
B.S. Engineering Geology, San
Jose State University

REGISTRATIONS/CERTIFICATIONS
Professional Engineer, CA No.
46701
Geotechnical Engineer, CA No.
2359
Professional Geologist, CA No.
5159
Certified Engineering Geologist,
CA No. 1622
Professional Engineer, Oregon,
Washington, Nevada, Colorado,
Arizona, and Hawaii

AFFILIATIONS
Geoprofessional Business
Association
California Geotechnical Engineers
Association
Association of Engineering
Geologists

EXPERIENCE
40 years

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feet in elevation below ground surface (bgs). NV5 proposed the temporary shoring have a maximum 23-foot vertical cut mechanical anchors attached to No. 6, 3/4-inch, 75 ksi threaded bars loaded to 10 kips. The mechanical anchors will retain a double-twist hexagonal mesh (DTHM) backed by a woven fabric.

SLOPE STABILITY ANALYSIS – MANTA RAY SHORING, MARSH DRIVE BRIDGE REPLACEMENT Concord, CA
Principal Geotechnical Engineer : Provided slope stability analysis for proposed manta ray shoring system for the Marsh Drive Bridge Replacement Project in Concord, California. NV5 stability analysis was based our experience in the area and our correspondence with the project team. A maximum of 10 feet of aggregate baserock (AB) will be retained and the AB is engineered backfill compacted to 95%. The shoring is temporary and will support one lane of traffic. The shoring system will utilize 4’x8’x3/8” traffic plates and manta ray anchors as tiebacks.

TEMPORARY SHORING DESIGN
Markleeville Bridge, Markleeville, California
Principal Geotechnical Engineer : Provided temporary shoring re-design for excavations necessary to construct the new abutments for the Markleeville Creek Bridge on State Route 89 in Markleeville, CA. NV5 performed an analysis of a soldier pile wall using Geo5 Software based on a model of the anticipated loading conditions from the subsurface conditions at the site. NV5 assumed a minimum W14x89 pile spaced at a maximum of

8.5 feet on center and installed into a 24-inch diameter drilled hole backfilled with gravel. The soldier piles will retain a maximum of 17 feet of soil with 1-inch-thick traffic plates. Wood lagging (4x4 or greater) may be used in leu of the traffic plate where spacing of piles does not exceed 4.5 feet. Based on NV5 analysis, the soldier piles should be embedded a minimum of 12 feet where there is no surcharge load above the shoring and 15 feet with a traffic surcharge above the shoring.

ROCKFALL MITIGATION AT R8 STARTING SEGMENT OF LINE 4000 PIPELINE REPAIR Southern California Gas Company, Newberry Springs, San Bernardino County.

Principal Geotechnical Engineer (Chuck Kull), Senior Geologist (Sean Roy) : Provided rockfall mitigation plan for the R8 starting segment of Line 4000 pipeline repair project located near Newberry Springs, California.

The purpose of the rockfall mitigation is to contain the rock so that the pipeline assessment and the corrosion related repairs to Line 4000 can be completed safely. The R8 starting segment is approximately 350 feet in length and has steep slopes with loose rock and boulders. Rockfall hazards and mitigation is a combination of art and science. Toppling, slides, wedge failures, and falls are all rock hazards, which each have their own unique challenges and mitigation approach. The key to providing the protection is to understand the type of failure and the energy that is released when the rockfall occurs. The energy and “run out” of a rockfall is governed by the angularity and size of the rock, and the height, angle, and surface of the rock slope that the rock will descend. A deep understanding of these physical features is crucial to ensuring a high level of confidence in rockfall protection.

LAKE ANGELA DAM
Nevada County, CA
Project manager in charge of the stability analyzation of a concrete gravity dam located in Nevada County, California. NV5 was responsible for analyzing the dam in its current state with the removal of the four failed anchors. NV5 concluded that the concrete addition was still stable without the replaced anchors. DSOD allowed the reservoir to be filled to the 1972 capacity. NV5 then analyzed the dam by evaluating it with the use of passive (non-tensioned) dowels as an alternative. NV5 provided stability analyses for both the 1972 extension of the dam as well as the full dam height, considering both static and seismic loading conditions.

NV5 concluded that passive grouted dowels would be sufficient to replace the post-tensioned tendons along the damaged portions of the dam extension. This design alternative allowed for the use of smaller dowels, smaller drilled holes, and shallower embedment, greatly reducing construction costs. This change also eliminated the need for costly post-tensioning procedures and proof/performance testing.

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LAKE DON PEDRO ROCKFALL PROTECTION
Tuolumne County, CA
Project manager responsible for geotechnical engineering design for rockfall protection over the tunnel at Lake Don Pedro. NV5 performed a site investigation to characterize rock quality and identify geohazards and used the Colorado Rock Slope Simulation Program (CRSP) and Rocfall™ software to verify that the proposed rockfall barrier system would be protective. Based on the site investigation and engineering analysis, Mr. Kull determined the location and extent of the rockfall barrier and provided a barrier design including rockfall barrier foundations and anchor bolts. The selected design included a Maccaferri RB100/UAF 100 kilojoule rock fall barrier. The project was requested by the Federal Energy Regulatory Commission (FERC) and was designated as high priority to allow for safe access to critical facilities after seismic events. Work was performed in 2018 to 2019.

BOWMAN RESERVOIR, ROLLINS RESERVOIR, SCOTTS FLAT RESERVOIR, COMBIE RESERVOIR Nevada Irrigation District, Nevada County, CA
Project manager in charge of an ultrasound analysis of the existing penstocks under and adjacent to the dams.

Analysis included measuring the penstock thicknesses of the steel pipe, recording pipe thickness, and providing patches over the ultrasound locations. Mr. Kull also provided consultation on a thrust block within the Rollins Lake Powerhouse that was bleeding efflorescence. The Federal Energy Regulatory Commission (FERC) was concerned that the integrity of the concrete was compromised. Mr. Kull provided non-destructive testing and provided a report on the adequate concrete strength.

BIG CREEK HYDROELECTRIC PENSTOCK PIPELINE
Big Creek, CA
Project manager responsible for overseeing the observation of the penstock for the Big Creek Hydroelectric plant located in Fresno County, California. The penstock sat on an ancient landslide which was creeping down slope into the power plant. NV5 analyzed the frictional forces between the penstock and supporting soil and provided strand anchors to resist the creep forces on the penstock.

ROBB’S PEAK POWERHOUSE
El Dorado County, CA
Project manager responsible for the slope stability analysis and recommendations for the temporary 50-foot- deep tie back anchors associated with the Robb’s Peak Powerhouse located in El Dorado County, California.

To prepare the stability analysis, Mr. Kull visited the site to observe existing conditions and reviewed boring logs and photographs of the powerhouse during its construction from 1963 – 1964. It was determined that the backfill around the powerhouse was to be removed to allow for repairs and resealing the concrete walls.

NV5 provided excavations as deep as 50 feet. Since it was estimated that granular soil was present between the proposed temporary cut face and competent granitic rock. NV5 proposed to use rock bolts that would extend through the granular backfill and bond into the granitic rock. NV5 provided recommendations for an approximately 51-foot vertical cut, which included 1-inch 75 KSI threadbars loaded to 42 kips. The anchors retained a double twist hexagonal netting face.

BEAR RIVER CANAL EMERGENCY SLOPE REPAIR
Colfax, CA
Project manager for the design of bolts and a safety platform for this emergency repair project. A portion of the Bear River Canal owned by PG&E failed during the winter of 2010-2011. Part of the repair involved installing a series of high-capacity bolts on a reinforced concrete waler. Mr. Kull designed the rock bolts and oversaw the proof and performance testing of the bolts. He was retained on a Thursday afternoon to design the bolts and a temporary drilling platform that would support the workers and drill rig. The platform had to be designed for various slope angles up to 75 percent. Mr. Kull provided the design and working drawings to a local steel fabricator, and the platform was delivered to the site on Saturday afternoon, approximately 40 hours after his initial site visit. Work was performed in 2011.

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3.4.5 Describe proposed line-of-communication between the City, prime team members, and sub-consultant.

The key elements of our effectiveness consist of procedures that start with establishing primary lines of communication, dispatching qualified personnel, preparation of clear and concise field reports, quality assurance review by senior technical staff as well as, final review of all reports, other communications, and invoices by the project manager. We understand that communication is the key to the startup and completion of a successful project. For each project, our Project Manager, with coordination from the City’s Project Manager, will develop a detailed plan tailored to meet the specific project criteria.

The approach will consider, plan, document and include items such as methodology, equipment, completion date with milestones, budget, safety and security concerns, environmental issues, permits, right of entry, methods of access and travel, and final product. We have earned a reputation for anticipating and resolving problems prior to mobilization, saving clients time and money.

Our team has a successful track record in providing services to local agencies through the utilization of our Quality Assurance and Quality Control (QA/QC) Plan. NV5 has achieved a reputation for a high level of quality, integrity, and responsiveness to our clients. Our employees bring a vast amount of experience, commitment, and enthusiasm to each new project. Further, each of our employees has a personal commitment to quality — just one reason why over 85 percent of our work comes from repeat clients.
 Assemble the Right Project Team - NV5 will provide a team that has worked on similar projects before. The team identified in this RFQ will be used for this work.
 Clearly Define the Project Scope of Geotechnical, Material Testing and Inspections - Identify project needs in accordance with the project plans, applicable code, and requirements  Communicate - Provide immediate communication of test results to the stakeholders (Project Manager, Contractors, and Engineers).
 Schedule - Create an in-house comprehensive project-testing schedule and identify specific milestones.  Budget - Prepare a budget, update it, and adjust to accommodate your budget. Contact the PM when we reach 75% of the budget.
 Collaborate - In the case of deficient materials, provide measures and assist the project team to determine an alternative solution.
 Prepare - Organize clear, concise construction documents.  Support - Assist the Project Team with all phases of the certification process.  Manage Supplier Relationships - NV5 understands the importance of a well-established team. We are fully staffed, qualified, equipped, and certified to perform virtually all plan review, geotechnical engineering, and materials sampling / testing under this contract. We anticipate subcontracting drilling services and hazardous soils testing services to California licensed contractors with whom we have had excellent working relationships on prior projects.  Communicating the Right Message - NV5 is very experienced and committed to working closely with the local community members. Our experience includes engaging the public for opinions about the project, politely addressing their concerns, and understanding their needs. We have coordinated community meetings, made council presentations, and prepared information materials to convey critical project information. Our public outreach staff regularly interface with residents, council members, and the media to make certain that projects proceeded smoothly.

As representative of the City, NV5 will present a positive, helpful image, which is vital for the success of these projects.  Accounting and Billing System Used By NV5 - NV5 utilizes Deltek Vision for our accounting and billing system, the module we use was specifically developed for architecture and engineering firms. Deltek is used by over 14,500 organizations and 1.8 million users in approximately 80 countries around the world. It has the capability to easily create custom-made invoice templates to meet your requirements. With this program, we can manage each of your projects with up-to-date billings and provide notifications when key budget thresholds are reached to help avoid budget overruns. The software provides real-time hours and expenses and eliminates redundant data entry that leads to errors and omissions.

3.5 List of officers authorized to sign on firm’s behalf.

Carl Henderson, PhD, PE, GE, CDO / VP Geotechnical Services West Shafiq Popalzai, PE, Vice President / Senior Principal

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3.6 References

CITY OF OCEANSIDE, WATER UTILITIES DEPARTMENT
300 N Coast Hwy, Oceanside, CA 92054
Adam Hoch, PE, QSD, Project Manager, T: 858.431.9767, [email protected] Adam Hoch is the Project Manager for the City overseeing the projects we performed for the City where we performed Material Inspection/Testing and Geotechnical Engineering Consulting Services on an As-Needed Basis

IMPERIAL COUNTY
155 South 11th Street, El Centro, Ca 92243
John Gay, Director of Public Works/Road Commissioner
Phone: 442-265 -1818
Email: [email protected]
John Gay is the Public Works Director for Imperial County overseeing the projects we performed for the County providing Material Inspection/Testing and Geotechnical Engineering Consulting Services.

COACHELLA VALLEY WATER DISTRICT
75525 Hovley Lane East, Palm Desert, CA 92236
Jignesh Ladhawala, PE, Senior Engineer, T: 760.398.2661, x 2789, [email protected] Brian Korcok, Senior Irrigation Engineer, T: 760.398.2661, x 2510, [email protected] Jim Kreizinger, Construction Inspector II, T: 760.398.2661, x 3705, [email protected] The above list is the Project Managers overseeing the projects we perform for the District where we performed Material Inspection/Testing Services on an As-Needed Basis.

SAN DIEGO UNIFIED SCHOOL DISTRICT
4860 Ruffner St, San Diego, CA 92111
Don Webb, Director of Construction Management, T: 858-573-5881, [email protected] Ronald Lintz, Construction Management Supervisor, 858-573-5725, [email protected] Mark Stapledon, Construction Management Supervisor, 858-637-6266 [email protected] Greg Schwartz, Project Inspector 619-266 -0261, [email protected] George Lentulo, Project Inspector 760-443-1057, [email protected] Paul Carlton, Project Inspector 619-922-6778, [email protected] Misael Arellano, Project Architect 760-743-4109 x216 [email protected] David Suydam, Project Inspector 619-988-7360, [email protected] Craig Holmblad, Project Inspector, 714-686-2991, [email protected] Jason Maletic, Blue Coast Consulting, 858-717 -5015, [email protected] The above list is the Project Managers or Project Inspectors overseeing the projects we perform for the District where we performed Material Inspection/Testing and Geotechnical Engineering Consulting Services on an As-Needed Basis.

Contract value $3 Million

SAN DIEGO GAS AND ELECTRIC
8306 Century Park Court, CP442C, San Diego CA
Richard Miller, Lead Civil/Structural
Telephone: 858.636.6815
Email: [email protected]
Richard Miller is the Lead Civil /Structural Engineer overseeing the projects we performed for SDG&E providing Material Inspection/Testing and Geotechnical Engineering Consulting Services

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3.7 Experience
Vallecitos Water District | Vista, CA (Geotechnical Engineering, Testing, and Inspection) 2016 – Present / Fees: $120K
Dennis Lamb, General Manager, T: 760.744.0460, Email: [email protected] Vallecitos Water District, 201 Vallecitos de Oro, San Marcos, CA 92069 Staffing:
 Carl Henderson, PhD, PE, GE,
 Paul Cunningham, PE, GE
 Sean Roy, PG, CEG,
 Several field technicians and inspectors
Meadowlark Water Reclamation Facility (MRF) Solids Force Main Replacement NV5’s services included geotechnical investigation. We recently completed the Materials Testing and Special Inspection services during construction of appurtenant structures, including soils observation, reinforced concrete, structural masonry and structural steel inspection and testing.

Meadowlark Water Reclamation Facility Expansion
NV5 performed the testing and inspection services on the expansion as part of a $25 million upgrade for operational efficiency and to increase capacity to 5 mgd, including soils observation, reinforced concrete, structural masonry and structural steel inspection and testing.

Imperial County, CA (Geotechnical Engineering, Testing, and Inspection) 2018 – Present / Fees: $104K
John Gay, PE, Public Works Director, T: 442.265.1818, [email protected] Imperial County, 155 S. 11 Street, El Centro, CA 92243
Staffing:
 Carl Henderson, PhD, PE, GE,
 Paul Cunningham, PE, GE
 Sean Roy, PG, CEG,
 Several field technicians and inspectors
Dogwood Road Bridge Replacement Project
NV5 provided geotechnical investigation services for the Dogwood Road Bridge Replacement Project (Bridge No. 58C0042) over the Central Main Canal in Imperial County, California. We completed the Materials Testing and Special Inspection services during construction of appurtenant structures, including soils observation, reinforced concrete, structural masonry and structural steel inspection and testing.

Lack Road Bridge Replacement over New River
The proposed replacement of the Lack Road Bridge over New River is located near Westmorland in Imperial County, California.

Drew Road Bridge Retrofit Over New River (Bridge No. 58c-0026) The existing six (6) span bridge was constructed in the 1940’s, is approximately 135 feet in length, and 31 feet wide.

City Of Oceanside, Water Utilities Department (Geotechnical Engineering, Testing, and Inspection) 2016 – Present / Fees: $420K
Adam Hoch, PE, QSD, Project Manager, T: 858.431.9767, [email protected] City of Oceanside, Water Utilities Department, 300 N Coast Hwy, Oceanside, CA 92054 Staffing:
 Carl Henderson, PhD, PE, GE,
 Paul Cunningham, PE, GE
 Sean Roy, PG, CEG,
 Several field technicians and inspectors
San Luis Rey Water Recycling Facilities
NV5 performed a preliminary geotechnical investigation for a proposed 2 million gallons, pre- stressed concrete, recycled water storage reservoir at the San Luis Rey Water Reclamation Facility (SLRWRF) in Oceanside. We recently completed the Materials Testing and Special Inspection services during construction of appurtenant structures, including soils observation, reinforced concrete, structural masonry and structural steel inspection and testing.

Robert A. Weese Water Filtration Plant
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appurtenant structures, including soils observation, reinforced concrete, structural masonry and structural steel inspection and testing.

Coachella Valley Water District - Biennial Soil and Concrete Testing (2019-2020, 2021-2022 and 2023-2024) 2019 – Present / Contract Fees: $950,000K
NV5 is providing soil and concrete materials testing services in accordance with the District’s specifications.

Jignesh Ladhawala, PE, Senior Engineer, T: 760.398.2661, x 2789, [email protected] Brian Korcok, Senior Irrigation Engineer, T: 760.398.2661, x 2510, [email protected] Jim Kreizinger, Construction Inspector II, T: 760.398.2661, x 3705, [email protected] Coachella Valley Water District, 75525 Hovley Lane East, Palm Desert, CA 92236 Staffing:
 Carl Henderson, PhD, PE, GE,
 Shafiq Popalzai, PE
 Paul Cunningham, PE, GE
 Sean Roy, PG, CEG,
 Several field technicians and inspectors
2019-2020 Contract
 NV5 Task Order 01: Manhole Rehab & Replacement
 NV5 Task Order 02: WRP & PLC Upgrade
 NV5 Task Order 03: L4 Pump Station & Check Structure  NV5 Task Order 04: Oasis In-Lieu Recharge, Phase 1
 NV5 Task Order 05: L-4 Pump Station
 NV5 Task Order 06: Thermal Mutual, Oasis MHP and Westside Elem School  NV5 Task Order 07: First Tee Junction Box and Sewer Manhole Rehabilitation  NV5 Task Order 08: Hazmat North Indio Demolition Project  NV5 Task Order 09: Check Structure at MP 88.6 Replacement Project  NV5 Task Order 10: Well Pumping Plant for Well 4529-1 2021-2022 Contract
 NV5 Task Order 01: WRP 4 Process Optimization
 NV5 Task Order 02: NPW Pipeline Connection
 NV5 Task Order 03: East Side Dike Improvement Project – Phase 1  NV5 Task Order 04: North Indio Regional Flood Control Project – Phase 2  NV5 Task Order 05: Madison Club – Avenue 54 Meter Connection Project  NV5 Task Order 08: Irrigation Lateral 119.64-7.5 Replacement Project-Phase 1 2023-2024 Contract
 NV5 Task Order 01: Monroe Street Trunk Sewer
 NV5 Task Order 02: Replacement of Ion Exchange Treatment Plant No. 7991

San Diego Unified School District (Geotechnical Engineering, Testing, and Inspection) 1962 – Present / Fees: $6 Million+
Maintenance and Operations Center
4860 Ruffner St, San Diego, CA 92111
Don Webb, Director of Construction Management, 858-573-5881, [email protected] Greg Schwartz, Project Inspector, 619-266 -0261, [email protected] George Lentulo, Project Inspector, 760.443.1057, [email protected] Paul Carlton, Project Inspector, 619.922.6778, [email protected] Ronald Lintz, Construction Management Supervisor, 858-573-5725, [email protected] Mark Stapledon, Construction Management Supervisor, 858-637-6266, [email protected] Misael Arellano, Project Architect, 760.743.4109 x216, [email protected] David Suydam, Project Inspector, 619.988.7360, [email protected] Staffing:
 Carl Henderson, PhD, PE, GE,
 Paul Cunningham, PE, GE
 Sean Roy, PG, CEG,
 Shafiq Popalzai, PE
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 Several field technicians and inspectors
On-Call Material Testing and Geotechnical Engineering Services We have been an approved vendor with the San Diego Unified School District since 1962 on well over a thousand projects. At present, we have one of the largest contracts with the City Schools to provide On-Call testing and inspection services. In the past 2 years we have work on over 50 SDUSD projects. Some of the projects included some of the largest in their CIP:
 Patrick Henry High School: Theater and Production Studio/Interim Housing  Miller Elementary School: Whole Site Modernization / New Building  Will C. Crawford High School Stadium Improvements
 University City High School Sports Facility Upgrade
 University City High School Modernization
 Hancock Elementary School Whole Site Modernization/ New Building  Hancock Elementary School Sports Field
 San Diego French American School – Modular Building

As-Needed Geotechnical Engineering, Materials Testing And Construction Inspection Services City Of Vista/Buena Sanitation District | Vista, CA
Staffing:
 Carl Henderson, PhD, PE, GE,
 Paul Cunningham, PE, GE
 Sean Roy, PG, CEG,
 Several field technicians and inspectors
Sycamore Creek Detention Basin - CIP 8285, Vista, California Local Street Rehabilitation Projects
West Vista Way Turn Pockets
Pala Vista / Civic Center Park
Dollar value of the services / fees: $ 147,494.00
Duration: 2020 - present
Client PM Name: Vincent Gaby, Project Manager, (760) 802-7218, [email protected] Role of Firm / Description of Services: NV5 performed a preliminary geotechnical investigation which included site reconnaissance, subsurface investigation, laboratory testing, seismic evaluation, liquefaction analysis, geotechnical analysis and recommendations for the design and construction of the proposed projects and its appurtenances.

As a representative of the City of Vista, NV5 worked in collaboration with the City’s PM, and oversaw the geotechnical observation during the proposed ground improvements. NV5 was also responsible for all special inspection and materials testing for the construction of the projects including:
 Compaction/geotechnical
 Electrical
 Supervisory control and data acquisition
 Concrete

3.7.6 Exceptions to RFQ – We take no exceptions to the RFQ, and the service contract contained therein.

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3.8 The consultant shall submit as an attachment (not a part of the 15 pages), examples of the firm’s work product.

These examples of work product shall consist of:

3.8.1 Geotechnical report including boring plats.

3.8.2 Geotechnical inspection/Compaction report.

3.8.3 Shoring design.
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City of xxxxxxxxx
xxxxx Project
xxxxxxxx, California

NV5 PROJECT NUMBER 227022-000xxxx.00
SWRCB Funding Agreement No. SWRCB0000000000xxxxxxxx
NV5 West, Inc.
15092 Avenue of Science, Suite 200
San Diego, CA 92128

GEOTECHNICAL INVESTIGATION REPORT
August 8, 2023

Prepared For:

City of XXXXXXX
Ms. xxxxx
Public Works Director
xxxxxx, California

4.5” h × 8.5” w

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Ms. xxxxxxxxxxxx
Public Works Director
August 8, 2023
NV5 Project Number: XXXXXXXXXX
City of X
Subject: Geotechnical Investigation Report
Project: xxxxxx Project
XXXXXX, YYYYY County, California
Dear Ms. xxxxx,
This report presents the results of NV5 West, Inc.’s (NV5) geotechnical investigation for the subject project. The purpose of this investigation was to evaluate the subsurface conditions for the proposed water supply project which is to include approximately 1,185 feet of new 8-inch PVC water pipeline along xxxxxx Avenue, approximately 450 feet of new 4-inch PVC water pipeline servicing residential units at xxxxxxxxxxxxxxxxxxx, and approximately 680 feet of new 12 -inch PVC pipeline along XXth Street.

The results of the geotechnical field exploration, laboratory tests, and geotechnical engineering recommendations and conclusions are presented herewith.

Based on the subsurface exploration, subsequent testing of the subsurface soils, and engineering analyses, it was concluded that the construction of the proposed project is geotechnically feasible. The geotechnical information presented herein is intended to assist the project design team and construction contractor(s) in their understanding of the geotechnical factors affecting the proposed project. The geotechnical recommendations should be incorporated into the project design and implemented during construction.

NV5 appreciates the opportunity to provide this geotechnical engineering service for this project and looks forward to continuing its role as your geotechnical engineering consultant.

Respectfully submitted,
NV5 West, Inc.

Sean Roy, PG, CEG Carl Henderson, PHD, PE, GE
Senior Geologist CDO / VP, Geotechnical Services West

JR/SR/PC/CH
Distribution: (1) Addressee, via email
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TABLE OF CONTENTS
PAGE

1.0 INTRODUCTION ........................................................................................................................ 1

2.0 SCOPE OF SERVICES .............................................................................................................. 1

3.0 SITE AND PROJECT DESCRIPTION ........................................................................................ 2

4.0 FIELD EXPLORATION PROGRAM .......................................................................................... 6

4.1 Exploratory Drilling ........................................................................................................................... 6

5.0 LABORATORY TESTING .......................................................................................................... 7

6.0 GEOLOGIC AND SOIL INFORMATION.................................................................................... 7

6.1 Regional Geologic Setting ............................................................................................................... 7

6.2 Subsurface Conditions ..................................................................................................................... 7

6.3 Groundwater ..................................................................................................................................... 8

6.4 Faults .................................................................................................................................................. 8

7.0 SEISMIC AND GEOTECHNICAL HAZARDS ............................................................................ 9

7.1 Fault Rupture .................................................................................................................................. 10

7.2 Seismic Shaking ............................................................................................................................. 10

7.3 Liquefaction and Seismically-Induced Settlement ................................................................... 11

7.4 Landslides and Slope Instability .................................................................................................. 11

7.5 Subsidence ...................................................................................................................................... 12

7.6 Tsunamis, Inundation Seiches, and Flooding ............................................................................ 12

7.7 Expansive Soils ............................................................................................................................... 12

8.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS ........................................................ 12

8.1 General ............................................................................................................................................. 12

8.2 Rippability/Excavatibility .............................................................................................................. 12

8.3 Grading and Earthwork .................................................................................................................. 13

8.4 Temporary Excavations and Shoring ........................................................................................... 13

8.5 Dewatering ...................................................................................................................................... 14

8.6 Trench Bottom Stability ................................................................................................................. 15

8.7 Pipe Bedding and Pipe Zone Backfill .......................................................................................... 15

8.8 Trench Backfill Placement and Compaction ............................................................................. 17

8.9 Corrosion Potential ........................................................................................................................ 17

9.0 DESIGN REVIEW AND CONSTRUCTION MONITORING ..................................................... 19

9.1 Plans and Specifications ............................................................................................................... 19

9.2 Construction Monitoring ................................................................................................................ 20

10.0 LIMITATIONS .......................................................................................................................... 20

11.0 SELECTED REFERENCES ...................................................................................................... 21

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FIGURES
FIGURE 1 – SITE LOCATION MAP
FIGURE 2 – VICINITY MAP
FIGURE 3 – EXPLORATION LOCATION MAP
FIGURE 4 – REGIONAL GEOLOGIC MAP
FIGURE 5 – REGIONAL FAULT MAP
FIGURE 6 – LATERAL SURCHARGE LOADS
FIGURE 7 – THRUST BLOCK DETAIL

APPENDICES
APPENDIX A – FIELD EXPLORATION LOGS
APPENDIX B – LABORATORY TEST RESULTS
APPENDIX C – TYPICAL EARTHWORK GUIDELINES

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1.0 INTRODUCTION
This report presents the results of NV5’s geotechnical investigation for the proposed Project located in xxxxxxxxx, California. The approximate location of the project alignment is presented on Figure 1, Site Location Map and Figure 2, Vicinity Map.

The purpose of this study was to evaluate the subsurface conditions and to provide geotechnical recommendations for the design and construction of the improvements. This report summarizes the data collected and presents NV5’s findings, conclusions, and geotechnical recommendations.

This report has been prepared for the exclusive use of the client and its consultants/contractors to describe the geotechnical factors at the project sites which should be considered in the design and construction of the proposed project. In particular, it should be noted that this report has not been prepared from the perspective of a construction bid preparation instrument and should be considered by prospective bidders only as a source of general information subject to interpretation and refinement by their own expertise and experience, particularly with regard to construction feasibility. Contract requirements as set forth by the project plans and specifications will supersede any general observations and specific recommendations presented in this report.

2.0 SCOPE OF SERVICES
NV5’s scope of services for this project included the following tasks:
• Review of readily available background data, including published geologic maps, topographic maps, seismic hazard maps and literature relevant to the subject site. • Review of preliminary project plans.
• Review of geotechnical maps and literature pertaining to the site and vicinity. • Preparation and submittal of an encroachment permit application to the City of xxxxxxxxxx for borings located in the right-of-way.
• Preparation and submittal of an encroachment permit application to the County of yyyyyyyyyyy, Housing & Community Development – Engineering Services. • Field reconnaissance of the site to observe the general surficial site conditions and to select and mark out the proposed exploratory boring locations. Underground Service Alert (USA) notification for subsurface utility clearance prior to excavation. • Investigation of the underlying geotechnical conditions within the project area by sampling and logging a total of six (6) exploratory borings at selected locations to maximum depths ranging between approximately 7.0 to 11.5 feet below ground surface (bgs). Soil samples obtained from the borings were transported to NV5’s in-house laboratory for observation and testing. • Performing laboratory testing on selected representative bulk and relatively undisturbed soil samples obtained during the field exploration program to evaluate their pertinent geotechnical engineering properties.
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• Engineering assessment of general seismic conditions and geologic hazards affecting the site area and their possible impact on the subject project.
• Engineering evaluation of the geotechnical data collected to develop geotechnical recommendations for the design and construction of the proposed project. • Preparation of this report including reference maps and graphics, presenting NV5’s findings, conclusions and geotechnical design recommendations specifically addressing the following items:
 Evaluation of general subsurface conditions and description of types, distribution, and engineering characteristics of subsurface materials.
 Evaluation of project feasibility including excavatability, excavation stability, and suitability of on-site soils for backfill.
 Recommendations and geotechnical parameters to be used for the design of the project, including earthwork and pipeline backfill.

3.0 SITE AND PROJECT DESCRIPTION
The project site is located along xxx Avenue and YYth Street in the City of xxxxxxxxxxxxx, California. The site location, with respect to the surrounding roadways, development and other features is shown on Figure 2, Vicinity Map. Based on review of the Bid Form, Contract Documents, and Technical Specifications prepared by XXXXXXXXXXXXXXXX., dated October 20XX, NV5 understands that the City of YYYYYYYY (City) is installing approximately 1,185 linear feet (LF) of 8-inch PVC water pipeline along xxxx Avenue, approximately 450 LF of new 4-inch PVC pipeline servicing residential units at 1234 xxxx Avenue , and approximately 680 LF of new 12-inch PVC pipeline along YYth street. NV5 understands that the pipelines will be installed approximately 4 to 6 feet below ground surface (bgs).

Topography at the site is generally flat with a gentle slope down to the northeast, with site elevations ranging from a high of approximately 318 feet above mean sea level (MSL), near the western end, and a low of approximately 312 feet above MSL near the east end of the alignment.

Per our review of the project design drawings, pipeline installation will be completed in accordance with the City of XXXXXXXXX Standard Drawing X-1, the City of Yyyyyyy Standard Drawing STD 16, and the County of Yyyyyyyy Standard Drawing Y-3. These Standard Drawings were selected due to the age of the existing Standards of Yyyyyyyyy County and the limited scope of the City of Xxxxxxxxx Standard Drawings. Excerpts from these drawings are provided below. 03/12/2024 C3 90 of 329

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Standard Drawing X-1 (City of Xxxxxxxx, CA)
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Standard Drawing #XX (City of Yyyyyyyy, CA)
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Standard Drawing X-3 (County of YYYYY)
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4.0 FIELD EXPLORATION PROGRAM
Prior to conducting field activities, NV5 obtained an Encroachment Permit from the City of Xxxxxxxx Public Works - Engineering (Permit No. XXXXXX) and from the County of XXXXXXX Housing & Community Development – Engineering Services (Permit No. Yyyyyyyy). On March 23, 2023, field reconnaissance was conducted to observe site conditions and mark out the proposed boring locations for the planned subsurface explorations. As required by law, Dig Alert was notified of the locations of the exploratory borings prior to drilling.

4.1 EXPLORATORY DRILLING
The subsurface conditions at the project site were explored on March 30th, 2023, by drilling, logging and sampling a total of six (6) exploratory borings (B-1 through B-6) with maximum depths ranging from 7.0 to 11.5 feet below ground surface (bgs). Borings were drilled by Xxxxxxxxxxxxxxxx with a CME- 75 drill rig using 8-inch diameter hollow-stem augers. The approximate locations of the exploratory borings are shown on Figure 3, Exploration Location Map. A summary of approximate boring locations with respect to proposed site improvements is provided in the table below.

Table 1 –Field Explorations and Improvement Locations
Field
Exploration
Identification
Approximate Final
Drilling Depth Below
Existing Grade, feet
Approximate Field
Exploration Surface
Elevation
Approximate
Roadway Alignment
Station Per Design
Drawings
B-1 11.5 312 STA 12+19
B-2 7.0
(Practical Refusal) 313 STA 14+78
B-3 11.5 315 STA 16+82
B-4 11.5 314 STA 32+90
B-5 11.5 313 STA 36+00
B-6 11.0 317 STA 21+53
The materials encountered in the exploratory borings were continually observed, classified, and logged by an NV5 Geologist in general accordance with the Unified Soil Classification System. The logs of the exploratory borings are presented in Appendix A, Field Exploration Logs. Subsequent to logging and sampling, the exploratory borings were backfilled in accordance with the XXXXXXXXXXXXXX – Engineering Services encroachment permit requirements. All six (6) exploratory borings were located in the shoulder of the referenced streets.

Representative bulk-disturbed and relatively undisturbed drive samples were retrieved during exploratory drilling at selected depths appropriate to our investigation. The samples were labeled in the field and transported to our laboratory for observation, evaluation, and testing. The drive samples were obtained using the California Modified Split Spoon (CAL) and Standard Penetration Test (SPT) samplers, as described in Appendix A.
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5.0 LABORATORY TESTING
Laboratory testing was performed on selected representative bulk soil samples, obtained from the exploratory excavations, to aid in the material classifications and to evaluate engineering properties of the materials encountered (see Appendix B, Laboratory Test Results). The following tests were performed:
• In-situ Moisture content and dry density (ASTM D2216 and ASTM D2937); • Maximum Dry Density and Optimum Moisture Content (ASTM D1557); • Particle size analyses (ASTM D6913);
• Sand Equivalence (ASTM D2419), and
• Corrosivity test series, including sulfate content, chloride content, pH-value, and electrical resistivity (CTM 417, 422, and 532/643).

Testing was performed in general accordance with applicable ASTM standards and California Test Methods. A summary of the laboratory testing program and the laboratory test results are presented in Appendix B.

6.0 GEOLOGIC AND SOIL INFORMATION

6.1 REGIONAL GEOLOGIC SETTING
Xxxxxxxx is a city in Yyyyyyyyyy County, California that lies within the central portion of the Coast Ranges geomorphic province. This province is characterized by northwest-trending mountain ranges and valleys. The ranges and valleys trend northwest, subparallel to the San Andreas Fault. Strata dip beneath alluvium of the Great Valley. The Pacific coastline is uplifted, terraced and wave-cut. The Coast Ranges are composed of thick Mesozoic and Cenozoic sedimentary strata.

The proposed project alignment is situated between the XXXXXXX River to the east and Yyyyyyy to the west of the site in the central portion of the Xxxxxxx Valley. The San Andreas fault zone lies approximately xx miles to the east of the site.

6.2 SUBSURFACE CONDITIONS
Earth materials encountered during the subsurface exploration included fill material and Quaternary- aged alluvial deposits (Qa). Figure 4, Regional Geologic Map, presents the distribution of geologic units in the site area. Detailed descriptions of the earth materials encountered are presented on the exploratory boring logs in Appendix A, Field Exploration Logs. Generalized descriptions of the units encountered in the field exploration are provided below:
• Fill Material - Fill material was present in all of the borings to depths ranging from approximately 2 to 3 feet bgs. The fill materials were generally characterized as consisting of moist, fine-to-coarse grained Silty SAND (SM) with fine-to-coarse subrounded gravel to Well Graded SAND with Gravel (SW).

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• Quaternary Alluvial Deposits (Qa)– Quaternary-aged alluvial deposits were encountered beneath the fill at all of the exploration locations. These materials were generally characterized as follows:
o Dry to moist, medium dense to dense, Silty SAND (SM) and Silty SAND with Gravel (SM) was encountered at boring locations B-2 (to an approximate depth of 7 feet before practical refusal), B-3 (from approximate depths between 2.0 to 5.0 and from 8.5 to

11.5 feet), B-5 (to an approximate depth of 7 feet), and B-6 (from 5 feet to an approximate depth of 11 feet).

o Dry, dense, Well Graded SAND (SW) and Well Graded SAND with Gravel (SW) was encountered at boring locations B-3 (from 5 feet to an approximate depth of 8.5 feet), B-5 (from 7 feet to an approximate depth of 11.5 feet), and B-6 (to an approximate depth of 5 feet)

o Dry, dense, Poorly Graded SAND with Silt and Gravel (SP-SM) was encountered at boring location B-1 (to an approximate depth of 11.5 feet).

o Moist, very dense, Poorly Graded Gravel with Silt and Sand (GP-GM) was encountered at boring location B-4 (to an approximate depth of 11.5 feet).

6.3 GROUNDWATER
Indications of a static, near-surface groundwater table were not observed during the subsurface exploration to the maximum depth explored of 11.5 feet bgs. NV5 reviewed the California Department of Water Resources Water Data Library https://wdl.water.ca.gov/waterdatalibrary/ for groundwater data from wells in the vicinity of the site. The depth to groundwater for a well located approximately

0.5-mile southeast of the site was reported to be 130 feet bgs on December 2, 2022. However, experience indicates that near-surface groundwater conditions or localized seepage zones can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation, agricultural activity and canals, utility leaks or unusually heavy precipitation. Seasonal variations in the groundwater levels should be anticipated.

6.4 FAULTS
As used in this report, the definitions of fault terms are based on those developed for the Alquist-Priolo Special Studies Zones Act of 1972 (A-P Act) and Special Publication 42 – Earthquake Fault Zones, A Guide for Government Agencies, Property Owner/ Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Revised 2018, published by the California Department of Conservation, California Geological Survey (CGS).

For the purposes of the A-P Act, an “active” fault is defined as one which has “had surface displacement within Holocene time (the last 11,700 years). This definition does not mean that faults lacking evidence for surface displacement within Holocene time are necessarily inactive. A fault may only be presumed to be inactive based on satisfactory geologic evidence; however, the evidence necessary to prove inactivity sometimes is difficult to obtain and locally may not exist.” 03/12/2024 C3 96 of 329

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Faults in California that are regulated by the A-P Act are classified into three categories on the basis of the absolute age of their most recent movement and include the following:

1. Holocene-active faults: Faults that have moved during the past 11,700 years.

2. Pre-Holocene faults: Faults that have not moved in the past 11,700 years, thus do not meet the criteria of “Holocene-active fault” as defined in the A-P Act and State Mining and Geology Board (SMGB) regulations. This class of fault may be still capable of surface rupture but is not regulated under the A-P Act.

3. Age-undetermined faults: Faults where the recency of fault movement has not been determined. Within the framework of the A-P Act, age-undetermined faults within regulatory Earthquake Fault Zones are considered Holocene-active until proved otherwise.

There are no known major or active faults mapped on the project site. Evidence for active faulting at the site was not observed during the subsurface investigation. The distance from the site to the projection of traces of surface rupture along active faults, that could affect the site are listed in the following Table 1. In addition, Figure 5, Regional Fault Map depicts the site location in relation to known active faults in the region.

Table 1 - Distance from the Site to Major Active Faults Fault Name Distance From the Site
Rinconada 3.5 miles
Monterey Bay – Tularcitos 15 miles
San Andreas fault – creeping segment 15 miles
Hosgri 28 miles
San Gregorio Connected 33 miles
Zayante – Vergeles 35 miles
Ortigalita 35 miles
Calaveras 36 miles
North San Andreas 36 miles
Great Valley 10 40 miles
Monte Vista – Shannon 70 miles
San Juan 70 miles
Los Osos 73 miles
San Luis Range 82 miles
Greenville Connected 83 miles
Hayward – Rodgers Creek 85 miles
Source: https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/

7.0 SEISMIC AND GEOTECHNICAL HAZARDS
The principal seismic considerations for most pipelines and water systems in California are damage caused by surface rupturing of fault traces, ground shaking, seismically induced ground settlement and liquefaction. Potential impacts to the project due to faulting, seismicity and other geologic hazards are discussed in the following sections.
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7.1 FAULT RUPTURE
The site is not located within an Earthquake Fault Zone delineated by the State of California for the hazard of fault surface rupture. The surface traces of any active or potentially active faults are not known to pass directly through, or to project toward the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed structure is considered low.

7.2 SEISMIC SHAKING
The project site is located in an area of California considered a seismically active area, and as such, the seismic hazard that most likely to impact the site is ground shaking resulting from an earthquake along one of the known active faults in the region.

Preliminary seismic parameters were developed for the project site based on the 2022 California Building Code (CBC) and ASCE 7-16 guidance document. Using the Structural Engineers Association of California’s U.S. Seismic Design Maps Online Calculator ( https://seismicmaps.org/) , based on site latitude = 36. degrees North and longitude = -121. degrees West.

The earthquake hazard level of the Maximum Considered Earthquake (MCE) is defined in ASCE 7 -16 as the ground motion having a probability of exceedance of 2 percent in 50 years. The preliminary seismic design parameters for the project area are presented in the following table.

Table 2 - Summary of Seismic Design Parameters
(Based on 2022 CBC and ASCE 7-16 Standard)
Design Parameter Recommended
Value Reference
Site Class D CBC Section 1613.2.2
Mapped Spectral Accelerations for short
periods, SS 1.483g CBC Section 1613.2.1
Mapped Spectral Accelerations for 1-sec
period, S1 0.52g CBC Section 1613.2.1
Short-Period Site Coefficient, Fa 1.0 CBC Table 1613.2.3(1) Long-Period Site Coefficient, Fv 1.78 CBC Table 1613.2.3(2) (1) MCER (5% damped) spectral response
acceleration for short periods adjusted for
site class, SMS

1.483g CBC Section 1613.2.3
(1) MCER (5% damped) spectral response
acceleration at 1-second period adjusted
for site class, SM1

0.926g CBC Section 1613.2.3
Design spectral response acceleration
(5% damped) at short periods, SDS 0.989g CBC Section 1613.2.4 Design spectral response acceleration
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Design Parameter Recommended
Value Reference
Seismic Design Category D CBC Section 1613.2.5
(2) MCEG Peak Ground Acceleration
adjusted for site class effects, PGAM 0.651g ASCE 7-16 Section 11.8.3 (1) MCER = Risk-adjusted Maximum Considered Earthquake
(2) MCEG = Geometric-mean Maximum Considered Earthquake

7.3 LIQUEFACTION AND SEISMICALLY-INDUCED SETTLEMENT
Liquefaction of soils can be caused by ground shaking during earthquakes. Research and historical data indicate that loose, relatively clean granular soils are susceptible to liquefaction and dynamic settlement, whereas the stability of the majority of clayey silts, silty clays and clays is not adversely affected by ground shaking. Liquefaction is generally known to occur in saturated cohesionless soils at depths shallower than approximately 50 feet. The potential for liquefaction under the same conditions of ground shaking intensity and duration will decrease for sands that are more well-graded, more irregular and gritty, coarser and denser. Also, a pronounced decrease in liquefaction potential will occur with the increase in fine-grained (i.e., silt and clay) content. Seed and others have suggested that a non-liquefiable classification be assigned if the clay fraction is 15 percent or greater (Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, CDMG, Ch. 6, 1997). Dynamic settlement due to earthquake shaking can occur in both dry and saturated sands.

The potential consequences of liquefaction to engineered structures include loss of bearing capacity, buoyancy forces on underground structures (including pipelines), increased lateral earth pressures on retaining walls, and lateral spreading. Pipes constructed in soils that become liquefied may become buoyant.

The site is underlain at depth predominantly by medium dense to dense Quaternary Alluvium (Qa) deposits which are not considered to be susceptible to liquefaction. The alluvial soils are medium dense to very dense granular material. Therefore, the potential for liquefaction and associated ground deformation occurring beneath the structural site areas during a seismic event is considered low.

The potential for seismically (dry) induced settlement in the limited areas of this study underlain by alluvial deposits is considered low due to the presence of medium dense to very dense granular materials.

7.4 LANDSLIDES AND SLOPE INSTABILITY
There are no high or steep natural slopes on or in close proximity to the project site. Based on the investigation, there appears to be no indications of landslides or deep-seated instability at the site. It is NV5’s opinion that the potential damage to the planned improvements due to landsliding or slope instability is considered low.
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7.5 SUBSIDENCE
Typically, soil subsidence occurs when groundwater (near the surface or in a deep aquifer) is lowered past its historical level. This occurrence results in an increase of effective stress within a soil layer which typically translates into additional soil consolidation. The project pipelines and other improvements are not located in an area of known ground subsidence due to the withdrawal of subsurface fluids. Accordingly, the potential damage to proposed project improvements from subsidence occurring due to the withdrawal of oil, gas, or water is considered low.

7.6 TSUNAMIS, INUNDATION SEICHES, AND FLOODING
The site is located at an elevation over approximately 310 feet above MSL. Its lowest point is located approximately xxxx miles from the Pacific Ocean. The site is not located downslope of any large body of water that could affect the site in the event of an earthquake-induced failure or seiche (oscillation in a body of water due to earthquake shaking). Therefore, the potential for damaging tsunamis (seismic sea waves) or seiche is considered low.

7.7 EXPANSIVE SOILS
Soils consisting of clay minerals have the potential to expand when provided a source of water, and can contract upon drying. If not properly accounted for, these swell/shrink mechanisms of clayey soils can cause significant distress to pavements, flatwork, and structures.

NV5’s investigation revealed that fill and alluvial soils within the proposed project area consists of soils generally characterized in our field explorations as Silty Sand (SM), Silty SAND with Gravel (SM), Well Graded Sand with Gravel (SW), Poorly Graded SAND with Silt and Gravel (SP-SM), Poorly Graded Gravel with Silt and Sand (GP-GM). There is generally a very low to low expansion potential for this material.

8.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS

8.1 GENERAL
Based on the data obtained from the subsurface exploration, the associated laboratory test results, engineering analyses, and experience with similar site conditions, it is NV5’s opinion that the proposed water system improvements project is feasible from a geotechnical standpoint, provided that the recommendations in this report are incorporated into the design plans and implemented during construction.

Depending on depth and location, excavations may encounter soft, saturated conditions and require remediation. Options for remediation are outlined in Section 8.6. The following sections present recommendations pertaining to the geotechnical engineering design and construction for this project.

8.2 RIPPABILITY/EXCAVATIBILITY
Based on NV5’s subsurface exploration, the soils underlying the site area are predominately Silty Sand (SM), Silty SAND with Gravel (SM), Well Graded Sand with Gravel (SW), Poorly Graded SAND with Silt and Gravel (SP-SM), Poorly Graded Gravel with Silt and Sand (GP-GM). It is anticipated that the on-site 03/12/2024 C3 100 of 329

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soils can be generally excavated by modern heavy-duty excavating equipment in good operating conditions.

8.3 GRADING AND EARTHWORK
Although major earthwork is not planned for this project, site earthwork should be performed in accordance with the recommendations in the following sections and the Typical Earthwork Guidelines provided in Appendix C. In the event of conflict, the recommendations presented herein supersede those of Appendix C.

8.4 TEMPORARY EXCAVATIONS AND SHORING
Temporary, shallow excavations with vertical side slopes less than 4 feet high will generally be stable, although there is a potential for sloughing. Trench excavations should be performed in accordance with Cal-OSHA regulations. For temporary excavations greater than 4 feet in height, and where working space permits, excavations should be sloped at an inclination ratio flatter than 1.5:1 (horizontal distance: vertical distance) in fill and alluvium and 1:1 in Santiago Formation.

Stockpiled (excavated) materials should be placed no closer to the edge of a trench excavation than a distance degined by a line drawn upward from the bottom of the trench at an inclination of 1:1 (H:V), but no closer than 4 feet. All trench excavations should be made in accordance with Cal-OSHA requirements.

Temporary, shallow excavations with vertical side slopes less than 4 feet high will generally be stable, although due to the characteristics of the soil materials, there is a potential for sloughing. In these soil types, vertical excavations greater than 4 feet high should not be attempted without proper shoring to prevent local instabilities. Temporary shoring, if required, may be accomplished by several methods including: hydraulic shores and trench plates; trench boxes; and soldier piles and lagging. For vertical excavations less than about 12 feet in height, cantilevered shoring may be used. Cantilevered shoring may also be used for deeper excavations; however, the total deflection at the top of the wall should not exceed half-inch. Therefore, shoring of excavations deeper than about 12 feet may need to be accomplished with the aid of tied back earth anchors. The excavation support system should be designed to resist lateral earth pressures of the soil, surcharge loads, and hydrostatic pressures as applicable. Preliminary design of cantilevered temporary shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the subgrade soils, with a level surface behind the cantilevered shoring, will exert an equivalent fluid pressure of 38 pounds per cubic foot (pcf).

Tied-back or braced shoring should be designed to resist a trapezoidal distribution of lateral earth pressure. The recommended pressure distribution, for the case where the grade is level behind the shoring, is illustrated in the following diagram with the pressure equal to 30H in psf, where H is the height of the shored wall in feet.
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Any surcharge (live, including traffic, or dead load) located within a 1:1 (H:V) plane drawn upward from the base of the shored excavation should be added to the lateral earth pressures. The vertical loads imposed by existing structures, if any, should be determined by the structural engineer. The lateral load contribution of a uniform surcharge load located across the 1:1 (H:V) zone behind the excavation may be calculated in accordance with Figure 6, Lateral Surcharge Loads. Lateral load contributions of surcharges located at a distance behind the shored wall should be provided by NV5 once the load configurations and layouts are known. As a minimum, a 2-ft equivalent soil surcharge is recommended to account for nominal construction traffic loads.

The actual shoring design should be provided by a registered civil engineer in the State of California experienced in the design and construction of shoring under similar conditions. Once the final excavation and shoring plans are complete, the plans and the design should be reviewed by NV5 for conformance with the design intent and geotechnical recommendations. The shoring system should further satisfy requirements of Cal-OSHA.

8.5 DEWATERING
Groundwater was not encountered in the six (6) borings to the maximum depths explored of approximately 7 to 11.5 feet below the existing ground surface along the proposed alignment. Any cases of seepage or heavy precipitation should be monitored during construction . The groundwater table is subject to fluctuations in response to several factors. If dewatering is necessary, the actual means and methods of any dewatering scheme should be established by a contractor with local experience. It is important to note that temporary dewatering, if necessary, will require a permit and plan that complies with Regional Water Quality Control Board (RWQCB) regulations.

O.25H

0.25H

0.50H H = Height of Shored
Wall (feet)
30H
(psf)
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8.6 TRENCH BOTTOM STABILITY
The bottom of onsite excavations is anticipated to expose fill and alluvial materials. The fill and alluvium is composed primarily of medium dense to very dense granular soils which should provide a suitable base for construction of the pipelines. Oversize cobble to boulder size clasts should be over- excavated to allow for appropriate bedding placement for pipe support. For the design of flexible conduits, a modulus of soil reaction (E’) of 600 pounds per square inch (psi) is recommended.

If water is encountered during excavations or if the soils become wet or saturated, they may be prone to settlement due to construction activities such as placement and compaction of backfill soils. Buried improvements underlain by these soils could also be damaged or subjected to unacceptable settlement due to subsidence of these soils. If wet or unusually soft conditions are encountered in the trench bottom, the bottom of the excavations will need to be stabilized. A typical stabilization method includes overexcavation of the soft or saturated soil and replacement with properly compacted fill, gravel or lean concrete to form a "mat" or stable working surface in the bottom of the excavation. There are other acceptable methods that can be implemented to mitigate the presence of compressible soils or unstable trench bottom conditions, and specific recommendations for a particular alternative can be discussed based on the actual construction techniques and conditions encountered.

8.7 PIPE BEDDING AND PIPE ZONE BACKFILL
It is recommended that pipe bedding and pipe zone backfill materials be placed in the trench to provide uniform support and protection for the pipe. Bedding or pipe zone is defined as that material supporting, surrounding and extending to one foot above the top of the pipe. A cement slurry may not be used as bedding. The bedding materials should be approved by the geotechnical consultant prior to hauling on site. A noted previously, pipeline installation will be completed in accordance with City of Xxxxxxxxx, City of Yyyyyyy, and County of Zzzzzzzzzzz Standard Plans X-1, STD Yy, and Z-3 respectively.

A 6-inch layer of pipe bedding consisting of clean sand having a minimum sand equivalent (SE) of 30 should be placed beneath the pipe, per the referenced Standards. The pipe bedding zone shall be compacted to a minimum of 90 percent relative compaction. If crushed rock is used as bedding, we recommend the crushed rock be wrapped in filter fabric to mitigate the potential for migration of fines into the voids that could result in settlement. Care should be taken by the contractor during placement of the pipe bedding so that uniform contact between the bedding and pipe is attained. The pipe bedding shall be compacted under the haunches and alongside the pipe and care should be taken by the contractor to not damage the pipe. Pipe zone backfill should be placed in loose lift thicknesses not exceeding 8 inches and compacted by mechanical means to attain a relative compaction of 90 percent based on ASTM D1557. Flooding or jetting should not be allowed. Mechanical compaction and hand tamping should be performed carefully as to not damage the pipe.

An excerpt of the standard trench detail from the project design drawings XXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXX Project, Civil Details, Civil and Piping Details – 01, Sheet Number yyyyy, dated June 20xx, is provided below.

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8.8 TRENCH BACKFILL PLACEMENT AND COMPACTION
The trench backfill material should be free of debris, organic matter, or other deleterious materials.

The majority of the on-site soils appear to be suitable for use as backfill material above the pipe zone per standard specifications when properly mixed, moisture conditioned and placed in suitable lifts.

The backfill materials should not contain rocks or lumps larger than 3 inches, and not more th an approximately 30 percent of particles larger than ¾-inch. Large size materials should be screened and removed from the site or broken to acceptable sized pieces. Backfill should be placed in loose lifts not exceeding 8 inches in thickness and compacted to at least 90 percent of the maximum dry density as evaluated by the latest version of ASTM D1557. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM D1557).

Water jetting should not be used for compaction. Imported backfill, if needed, should consist of granular, non-expansive soil and should not contain any contaminated soil, debris, organic matter, or other deleterious materials. The organic content of all import fills should be less than 3.5%. The fill material should have a plasticity index less than 8 and a liquid limit less than 30. At least 70% passing by weight of its particles shall pass a U.S. Standard ¾ - inch sieve. The sand equivalent (SE) of the imported material to be used for trench backfill shall be 30 or greater. Import material should be evaluated for suitability by the geotechnical consultant prior to transporting to the site. For the design of thrust blocks, please refer to Figure 7, Thrust Block Detail.

The upper 24 inches of subgrade soil and all rock base should be compacted to at least 95 percent.

The moisture content of the backfill should be maintained within 2 percent of optimum moisture content during compaction. All backfill should be mechanically compacted. Flooding or jetting is not recommended and should not be allowed.

8.9 CORROSION POTENTIAL
General recommendations to address the corrosion potential of the on-site soils are provided below.

Any imported soils should be evaluated for corrosion characteristics if they will be in contact with buried or at-grade structures and appropriate mitigation measures should be included in the structure design. It is recommended that a corrosion specialist be contacted to determine if mitigation measures are necessary.

8.9.1 Caltrans Criteria
The California Department of Transportation (Caltrans) Corrosion Guidelines (Version 3.2, dated March 2021) considers a site to be corrosive to structural elements “if one or more of the following conditions exist for the representative soil and/or water samples taken at the site: Chloride concentration is 500 ppm or greater, sulfate concentration of 1,500 ppm or greater, or the pH of 5.5 or less”. Minimum resistivity in soil or water is considered an indicator parameter and is not used to define a corrosive soil environment. Caltrans’ Guidelines state that a “minimum resistivity value for soil and/or water less than 1,100 Ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion”.

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sulfate concentrations. Results of the corrosivity tests performed are summarized in the table below and presented in Appendix B, Laboratory Test Results.

Table 4 - Corrosivity Test Results
Boring Location
and Sample Depth Soil Type pH
Minimum
Resistivity
(Ohm-cm)
Water
Soluble
Sulfate
Content
(ppm)
Water
Soluble
Chloride
Content
(ppm)
B-1 @ 6 – 10 ft
Poorly Graded
SAND w/ Silt and
Gravel (SP-SM)

7.6 2,300 100 75
B-4 @ 2 – 4 ft
Poorly Graded
GRAVEL w/ Silt
and SAND
(GP-GM)

7.5 3,700 57 32
Based on limited laboratory testing, and the Caltrans Corrosion Guidelines, the site soils are not considered to be corrosive to steel based on the water-soluble chloride concentrations. The sulfate test results do not suggest the potential for site soils to be corrosive to steel and concrete foundation elements.

8.9.2 ACI Criteria
Based on a review of the American Concrete Institute (ACI) 318, Section 19.3, the following is noted:

• Per Table 19.3.1.1 and Table 19.3.2.1 – Sulfate Content Test Results

o The tested site soils are in a “Class S0” Exposure Category which indicates the potential for a deleterious sulfate attack is not a concern. A minimum concrete compressive strength of 2,500 psi would be required. However, due to variability of on- site soils, we recommend that Type II/V cement should be used for concrete in contact with soil with a water cement ratio no higher than 0.45 by weight for the project. • Per Table 19.3.2.1 – Chloride Content Test Results

o The tested site soils are in a “Class C1” Exposure Category (assuming a potential for encountering water). A minimum concrete compressive strength of 2,500 psi would be required with no specific requirement for cement ratio. The maximum water-soluble chloride ion content in non-prestressed concrete is 0.30 percent by weight of cement.

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8.9.3 Ferrous Pipes Criteria
As indicated in the 2006 edition (second edition) of “Corrosion Basics - An Introduction”, a general guideline for soil resistivity and corrosion-severity ratings is presented in the following table:

Table 5 - Soil Resistivity Versus Corrosion Severity
Soil Resistivity Corrosivity
20,000 ohm-cm Essentially Noncorrosive

Soil resistivity is not the only parameter affecting the risk of corrosion damage; and a high soil resistivity will not guarantee the absence of serious corrosion. For example, the American Water Works Association (AWWA) has developed a numerical soil-corrosivity scale, applicable to cast-iron alloys. The test results do suggest the potential for soils to be corrosive to highly corrosive to corrosive for ferrous metal pipes.

9.0 DESIGN REVIEW AND CONSTRUCTION MONITORING
Geotechnical review of plans and specifications is of paramount importance in engineering practice.

Additionally, observation and testing of the backfill, subgrade, and base will be important to the performance of the proposed improvements. The following sections present NV5’s recommendations relative to the review of construction documents and the monitoring of construction activities.

9.1 PLANS AND SPECIFICATIONS
The design plans and specifications should be reviewed by us prior to bidding and construction, as the geotechnical recommendations may need to be re-evaluated in consideration of the actual design configuration. This review is necessary to evaluate whether the recommendations contained in this report and future reports have been properly incorporated into the project plans and specifications. 03/12/2024 C3 107 of 329

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9.2 CONSTRUCTION MONITORING
Site preparation, removal of unsuitable soils, assessment of imported fill materials, backfill placement, and other earthwork operations should be observed and tested . The substrata exposed during the construction may differ from that encountered in the test excavations. Continuous observation by a representative of NV5 during construction allows for evaluation of the soil/rock conditions as they are encountered and allows the opportunity to recommend appropriate revisions where necessary.

10.0 LIMITATIONS
The recommendations and opinions expressed in this report are based on NV5’s review of background documents and on information developed during this study. It should be noted that this study did not evaluate the possible presence of hazardous materials on any portion of the site.

Due to the limited nature of NV5’s field explorations, conditions not observed and described in this report may be present on the site. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation and laboratory testing can be performed upon request. It should be understood that conditions different from those anticipated in this report may be encountered during the proposed structure construction operations.

Site conditions, including ground-water level, can change with time as a result of natural processes or the activities of man at the subject site or at nearby sites. Changes to the applicable laws, regulations, codes, and standards of practice may occur as a result of government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which NV5 has no control.

NV5’s recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill/backfill placement, etc. Accordingly, the recommendations are made contingent upon the opportunity for NV5 to observe grading operations and foundation excavations for the proposed construction. If parties other than NV5 are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.

This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. NV5 should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document.

NV5 has endeavored to perform this study using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with experience in this area in similar soil/rock conditions. No other warranty, either expressed or implied, is made as to the conclusions and recommendations contained in this study.
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11.0 SELECTED REFERENCES
American Society of Civil Engineers / Structural Engineering Institute (ASCE/SEI), 2016; Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16.

ASTM, 2001, Soil and Rock: American Society for Testing and Materials: vol. 4.08 for ASTM test methods D-420 to D-4914; and vol. 4.09 for ASTM test methods D-4943 to highest number.

Boulanger, R.W. and Idriss, I.M., 2014; "CPT and SPT Based Liquefaction Triggering Procedures," University of California Davis, Center for Geotechnical Modeling Report No. UCD/CGM -14/01, pp. 1-134
CBC, 2022, California Building Code.

California Department of Conservation, Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada: International Conference of Building Officials, dated February, Scale 1 inch = 4 kilometers.

California Department of Transportation, 2021, Corrosion Guidelines. Version 3.2, dated May California Geological Survey, 2008a; Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic Hazards in California
California Geological Survey, 2008ba, “Appendix A: California Fault Parameters for the National Seismic Hazard Maps and Working Group on California Earthquake Probabilities 2007,” Special Report 203A.

California Geological Survey, 2010; Fault Activity Map of California.

County of Yyyyyyyy Open Data, Yyyyyyyy County Open Data - Copy2 (arcgis.com) Dibblee, T.W., and Minch, J.A.; 2006, Geologic map of the XXXXXXXX quadrangle, Yyyyyyy County, California, Dibblee Foundation Map Df-XXX, scale 1:24,000.

Hart, E.W., and Bryant, W.A., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California Department of Conservation, Division of Mines and Geology Special Publication 42, 38 pp., Ishihara, K., 1985, Stability of Natural Deposits during Earthquakes: Proceedings, 11th International Conference on Soil Mechanics and Foundation Engineering, Volume 1, pp. 321-376.

Jennings, C.W., and Saucedo, G. J. 1999, Simplified Fault Activity Map of California, Map Sheet 54, (Revised 2003 by Toppozada, T., and Branum, D.).

USGS California Land Subsidence Areas, https://ca.water.usgs.gov/land_subsidence/california- subsidence-areas.html
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FIGURES

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APPENDIX A

Field Exploration Logs

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227022-000XXXX.00 NV5.COM |
Sampling Methods
Representative bulk-disturbed and relatively undisturbed drive samples were retrieved during exploratory drilling at selected depths appropriate to the investigation. The samples were labeled in the field and transported to NV5’s laboratory for observation, evaluation, and testing. The drive samples were obtained using the California Modified Split Spoon (CAL) and Standard Penetration Test (SPT) samplers, as described below.

California Modified Split Spoon (CAL) Sampler

A split-barrel drive sampler was driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1587. The sampler has external and internal diameters of approximately 3.0 and 2.4 inches, respectively, and the inside of the sampler is lined with 1-inch-long brass rings. The drive sampler was driven a maximum of 18 inches (or to refusal) and the number of blows per 6-inch interval, or any portion thereof, were recorded during sampling and are presented on the logs of the borings. The relatively undisturbed soil samples within the rings were removed, sealed, and transported to the laboratory for observation and testing.

Standard Penetration Test (SPT) Sampler

A split-barrel drive sampler was driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1586. The sampler has external and internal diameters of 2.0 and 1.4 inches, respectively. The drive sampler was driven a maximum of 18 inches (or to refusal) and the number of blows per 6-inch interval were recorded during sampling and are presented on the logs of the borings. The numbers of blows for the last two of three 6-inch intervals, or any portion thereof, were recorded during sampling and are presented in the logs of borings (i.e., uncorrected N-value). The soil samples obtained in the interior of the barrel were measured, removed, sealed and transported to the laboratory for observation and testing.

Note:

The penetration resistance (blows/foot) shown on the logs of the exploratory borings represents field penetration that has not been corrected for overburden pressure, sampler size, hammer type, borehole diameter, rod length, sampling method or any other correction factor.

Logging Methods

Earth materials encountered during the field investigation were classified in accordance with the Unified Soil Classification System (USCS/ASTM D2487) and augmented with ASTM Standard Testing for Soil (see Appendix C). The number of blows recorded for the last twelve inches of the drive sampler was used to determine the uncorrected “N-value” in accordance with ASTM D1586. The “N-value” corrected for hammer efficiency was used to determine consistency of cohesive soils (clays and silts) and apparent density of granular soils (sands and gravels) using the following charts (Chart 1 and Chart 2).

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CHART
1 15092 Avenue of Science, Suite 200
San Diego, CA 92128
Tel: (858) 385-0500, Fax: (858) 385-0400

BORING LOG LEGEND

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CHART
2 15092 Avenue of Science, Suite 200
San Diego, CA 92128
Tel: (858) 385-0500, Fax: (858) 385-0400

SOIL CLASSIFICATION

03/12/2024 C3 114 of 329

SM
SP-SM

95.4 El. 309.0'
El. 300.5'
Maximum Density
Corrosion
Sieve
Sand Equivalent

5.1 11.4

3.0'

11.5'
Fill: Silty SAND (SM); dark brown, moist, fine to coarse grained, fine subrounded gravel
Quaternary Alluvium (Qa): Poorly Graded SAND (SP-SM)
w/Silt & Gravel; light brown, dry, fine to coarse grained Dense
Fine angular to subangular gravel
Dense
Brown to tan, dry, dense, medium to coarse grain
G- 1
CAL- 1
G- 2
SPT- 1
CAL- 2
Notes: Drilled using 8-inch O.D. Hollow-Stem Auger. Boring terminated at approximately 11.5' bgs. Groundwater not encountered. Backfilled with soil cuttings and compacted to grade. No patch necessary 13 16
23 9
13 17
12 21
29 Project
Boring No.

De
p
t
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(
f
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)
Project Number
227022-000XXXX.00Completed: 3/30/23
US
C
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C
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Dr
y

W
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h
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(
p
c
f
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Sa
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I
D
Location:

Logged By: JMRRig Type: CME-75Da
t
e
Pe
n
e
t
r
a
t
i
o
n
Re
s
is
t
a
n
c
e
(B
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o
w
s

p
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r

6 i
n
.
)
0 5
10 Sa
m
p
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T
a
k
e
n
Gr
o
u
n
d
w
a
t
e
r
De
p
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(
f
t
.
)
Visual Classification
Other Tests
and Remarks
Hammer Efficiency: 79.3
Latitude: 36.

Sheet 1 of 1
Started: 3/30/23
Gr
a
p
h
i
c
a
l

L
o
g
Longitude: -121.

Mo
i
s
t
u
r
e

C
o
n
t
e
n
t

(
%
)
312'
Boring Log
B-1
Groundwater
Depth (ft) Hour Date
Sample Type
G - Bulk / Grab Sample
SPT - 2" O.D. 1.4" I.D. Tube Sample
CAL - 3 " O.D. 2.4" I.D. Ring Sample
NR - No Recovery
* - Uncorrected Blow Counts
Surface Elevation:

Project
Reviewed By: S. Roy
NV
5 G
E
O
T
E
C
H

(
S
D

C
Q
A
)

N
V
5 L
I
B
R
A
R
Y
_
S
A
N

D
I
E
G
O

B
A
C
K
U
P
.

G
L
B

\
03/12/2024 C3 115 of 329

SM
SM
El. 310.0'
El. 306.0'

3.3 3.0'

7.0'
Fill: Silty SAND (SM); dark brown, moist, fine to coarse grained, fine subrounded rocks
Quaternary Alluvium (Qa): Silty SAND (SM); brown,
moist, dense, fine to coarse grained, fine subrounded to subangular gravel
Dense
Rocks
SPT- 1
Notes: Drilled using 8-inch O.D. Hollow-Stem Auger. Boring terminated at approximately 7.0' bgs. Rock refusal encountered.

Groundwater not encountered. Backfilled with soil cuttings and compacted to grade. No patch necessary 10 17
21 Project
Boring No.

De
p
t
h

(
f
t
.
)
Project Number
227022-000xxxx.00Completed: 3/30/23
US
C
S

C
l
a
s
s
.

Dr
y

W
e
i
g
h
t

(
p
c
f
)
Sa
m
p
l
e

I
D
Location:

Logged By: JMRRig Type: CME-75Da
t
e
Pe
n
e
t
r
a
t
i
o
n
Re
s
is
t
a
n
c
e
(B
l
o
w
s

p
e
r

6 i
n
.
)
0 5
Sa
m
p
l
e

T
a
k
e
n
Gr
o
u
n
d
w
a
t
e
r
De
p
th

(
f
t
.
)
Visual Classification
Other Tests
and Remarks
Hammer Efficiency: 79.3
Latitude: 36.

Sheet 1 of 1
Started: 3/30/23
Gr
a
p
h
i
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a
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L
o
g
Longitude: -121.2
Mo
i
s
t
u
r
e

C
o
n
t
e
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(
%
)
313'
Boring Log
B-2
Groundwater
Depth (ft) Hour Date
Sample Type
G - Bulk / Grab Sample
SPT - 2" O.D. 1.4" I.D. Tube Sample
CAL - 3 " O.D. 2.4" I.D. Ring Sample
NR - No Recovery
* - Uncorrected Blow Counts
Surface Elevation:

Project
Reviewed By: S. Roy
NV
5 G
E
O
T
E
C
H

(
S
D

C
Q
A
)

N
V
5 L
I
B
R
A
R
Y
_
S
A
N

D
I
E
G
O

B
A
C
K
U
P
.

G
L
B

03/12/2024 C3 116 of 329

SM
SM
SW
SM
El. 313.0'
El. 310.0'
El. 306.5'
El. 303.5'
Sieve
Sand Equivalent
Direct Shear

1.2 3.6

3.9 2.0'

5.0'

8.5'

11.5'
Fill: Silty SAND (SM); dark brown, moist, fine to coarse grained, fine subrounded gravel
Quaternary Alluvium (Qa): Silty SAND (SM) w/Gravel;
dark brown to brown, fine grained sand, with some
medum to coarse sand and fine subrounded gravel
Well Graded SAND (SW); light brown, dry, dense, fine to coarse grained, trace clay
Silty SAND (SM); gray to gray brown, dry, fine grained with some medium to coarse grained sand and fine
subrounded gravel
Dense
Very dense
G- 3
SPT- 1
CAL- 1
SPT- 2
Notes: Drilled using 8-inch O.D. Hollow-Stem Auger. Boring terminated at approximately 11.5' bgs. Groundwater not encountered. Backfilled with soil cuttings and compacted to grade. No patch necessary 15 23
25 21
27 29
19 26
42 Project
Boring No.

De
p
t
h

(
f
t
.
)
Project Number
227022-000XXXX.00Completed: 3/30/23
US
C
S

C
l
a
s
s
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Dr
y

W
e
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g
h
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(
p
c
f
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Sa
m
p
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I
D
Location:

Logged By: JMRRig Type: CME-75Da
t
e
Pe
n
e
t
r
a
t
i
o
n
Re
s
is
t
a
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(B
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o
w
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p
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r

6 i
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.
)
0 5
10 Sa
m
p
l
e

T
a
k
e
n
Gr
o
u
n
d
w
a
t
e
r
De
p
th

(
f
t
.
)
Visual Classification
Other Tests
and Remarks
Hammer Efficiency: 79.3
Latitude: 36.

Sheet 1 of 1
Started: 3/30/23
Gr
a
p
h
i
c
a
l

L
o
g
Longitude: -121.

Mo
i
s
t
u
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e

C
o
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t
e
n
t

(
%
)
315'
Boring Log
B-3
Groundwater
Depth (ft) Hour Date
Sample Type
G - Bulk / Grab Sample
SPT - 2" O.D. 1.4" I.D. Tube Sample
CAL - 3 " O.D. 2.4" I.D. Ring Sample
NR - No Recovery
* - Uncorrected Blow Counts
Surface Elevation:

Project
Reviewed By: S. Roy
NV
5 G
E
O
T
E
C
H

(
S
D

C
Q
A
)

N
V
5 L
I
B
R
A
R
Y
_
S
A
N

D
I
E
G
O

B
A
C
K
U
P
.

G
L
B

A
P
P
L
E

A
V
E

G
R
E
E
N
F
I
E
L
D
.

G
P
J
03/12/2024 C3 117 of 329

SW
GP-GM
El. 312.0'
El. 302.5'
Maximum Density
Corrosion
Sieve
Sand Equivalent
No recovery

8.0 8.9

2.0'

11.5'
Fill: Well Graded SAND w/ Gravel (SW); brown to dark
brown, moist, fine to coarse grained, well rounded
coarse gravel, min to max of 0.5" to 3"
Quaternary Alluvium (Qa): Poorly Graded Gravel (GP-GM)
w/Silt and Sand; brown, moist, fine to coarse grained
Gray to dark gray, very dense
Subrounded to subangular gravel with some silt
Very dense
Gray, fine to coarse grained, dense
G- 4
CAL- 1
SPT- 1
CAL- 2
Notes: Drilled using 8-inch O.D. Hollow-Stem Auger. Boring terminated at approximately 11.5' bgs. Groundwater not encountered. Backfilled with soil cuttings and compacted to grade. No patch necessary 50/4"
44 35
24 21
31 23
Project
Boring No.

De
p
t
h

(
f
t
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)
Project Number
227022-000xxxx.00Completed: 3/30/23
US
C
S

C
l
a
s
s
.

Dr
y

W
e
i
g
h
t

(
p
c
f
)
Sa
m
p
l
e

I
D
Location:

Logged By: JMRRig Type: CME-75Da
t
e
Pe
n
e
t
r
a
t
i
o
n
Re
s
is
t
a
n
c
e
(B
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o
w
s

p
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r

6 i
n
.
)
0 5
10 Sa
m
p
l
e

T
a
k
e
n
Gr
o
u
n
d
w
a
t
e
r
De
p
th

(
f
t
.
)
Visual Classification
Other Tests
and Remarks
Hammer Efficiency: 79.3
Latitude: 36.

Sheet 1 of 1
Started: 3/30/23
Gr
a
p
h
i
c
a
l

L
o
g
Longitude: -121.

Mo
i
s
t
u
r
e

C
o
n
t
e
n
t

(
%
)
314'
Boring Log
B-4
Groundwater
Depth (ft) Hour Date
Sample Type
G - Bulk / Grab Sample
SPT - 2" O.D. 1.4" I.D. Tube Sample
CAL - 3 " O.D. 2.4" I.D. Ring Sample
NR - No Recovery
* - Uncorrected Blow Counts
Surface Elevation:

Project
Reviewed By: S. Roy
NV
5 G
E
O
T
E
C
H

(
S
D

C
Q
A
)

N
V
5 L
I
B
R
A
R
Y
_
S
A
N

D
I
E
G
O

B
A
C
K
U
P
.

G
L
B

03/12/2024 C3 118 of 329

SM
SM
SW
129.7
El. 310.0'
El. 306.0'
El. 301.5'

1.4 3.0'

7.0'

11.5'
Fill: Silty SAND (SM); dark brown, moist, fine to coarse grained, subrounded fine to coarse gravel
Quaternary Alluvium (Qa): Silty SAND (SM); light brown, moist, fine to coarse grained, subrounded to rounded
fine gravel, 0.75" to 1.0" diameter
Medium dense
Well Graded SAND w/Gravel (SW); gray, dry, dense
fine to coarse grained, subrounded gravel, 1.0"
diameter
Dense
Subangular gravel
Dense
SPT- 1
CAL- 1
SPT- 2
Notes: Drilled using 8-inch O.D. Hollow-Stem Auger. Boring terminated at approximately 11.5' bgs. Groundwater not encountered. Backfilled with soil cuttings and compacted to grade. No patch necessary 6 7
7 17
21 32
11 17
22 Project
Boring No.

De
p
t
h

(
f
t
.
)
Project Number
227022-000xxxx.00Completed: 3/30/23
US
C
S

C
l
a
s
s
.

Dr
y

W
e
i
g
h
t

(
p
c
f
)
Sa
m
p
l
e

I
D
Location:

Logged By: JMRRig Type: CME-75Da
t
e
Pe
n
e
t
r
a
t
i
o
n
Re
s
is
t
a
n
c
e
(B
l
o
w
s

p
e
r

6 i
n
.
)
0 5
10 Sa
m
p
l
e

T
a
k
e
n
Gr
o
u
n
d
w
a
t
e
r
De
p
th

(
f
t
.
)
Visual Classification
Other Tests
and Remarks
Hammer Efficiency: 79.3
Latitude: 36.

Sheet 1 of 1
Started: 3/30/23
Gr
a
p
h
i
c
a
l

L
o
g
Longitude: -121.

Mo
i
s
t
u
r
e

C
o
n
t
e
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t

(
%
)
313'
Boring Log
B-5
Groundwater
Depth (ft) Hour Date
Sample Type
G - Bulk / Grab Sample
SPT - 2" O.D. 1.4" I.D. Tube Sample
CAL - 3 " O.D. 2.4" I.D. Ring Sample
NR - No Recovery
* - Uncorrected Blow Counts
Surface Elevation:

Project
Reviewed By: S. Roy
NV
5 G
E
O
T
E
C
H

(
S
D

C
Q
A
)

N
V
5 L
I
B
R
A
R
Y
_
S
A
N

D
I
E
G
O

B
A
C
K
U
P
.

G
L
B
03/12/2024 C3 119 of 329

SM
SW
SM
El. 315.0'
El. 312.0'
El. 306.0'

1.1 2.0'

5.0'

11.0'
Fill: Silty SAND (SM); dark brown to black, moist, fine to coarse grained, fine rounded gravel
Quaternary Alluvium (Qa): Well Graded SAND w/gravel
(SW); orangish brown, moist, angular gravel
Silty SAND w/Gravel (SM); white to gray, moist, fine
to medium grained, subrounded to subangular gravel
Very dense
Light brown, very dense, fine to coarse angular gravel
CAL- 1
SPT- 1
CAL- 2
Notes: Drilled using 8-inch O.D. Hollow-Stem Auger. Boring terminated at approximately 11.0' bgs. Groundwater not encountered. Backfilled with soil cuttings and compacted to grade. No patch necessary 19 23
25 19
13 29
29 50/6"
Project
Boring No.

De
p
t
h

(
f
t
.
)
Project Number
227022-000xxxx.00Completed: 3/30/23
US
C
S

C
l
a
s
s
.

Dr
y

W
e
i
g
h
t

(
p
c
f
)
Sa
m
p
l
e

I
D
Location:

Logged By: JMRRig Type: CME-75Da
t
e
Pe
n
e
t
r
a
t
i
o
n
Re
s
is
t
a
n
c
e
(B
l
o
w
s

p
e
r

6 i
n
.
)
0 5
10 Sa
m
p
l
e

T
a
k
e
n
Gr
o
u
n
d
w
a
t
e
r
De
p
th

(
f
t
.
)
Visual Classification
Other Tests
and Remarks
Hammer Efficiency: 79.3
Latitude: 36.

Sheet 1 of 1
Started: 3/30/23
Gr
a
p
h
i
c
a
l

L
o
g
Longitude: -121.
oi
s
t
u
r
e

C
o
n
t
e
n
t

(
%
)
317'
Boring Log
B-6
Groundwater
Depth (ft) Hour Date
Sample Type
G - Bulk / Grab Sample
SPT - 2" O.D. 1.4" I.D. Tube Sample
CAL - 3 " O.D. 2.4" I.D. Ring Sample
NR - No Recovery
* - Uncorrected Blow Counts
Surface Elevation:

Project
Reviewed By: S. Roy
NV
5 G
E
O
T
E
C
H

(
S
D

C
Q
A
)

N
V
5 L
I
B
R
A
R
Y
_
S
A
N

D
I
E
G
O

B
A
C
K
U
P
.

G
L
B

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227022-000XXXX.00 NV5.COM |

APPENDIX B

Laboratory Test Results
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227022-000XXXX.00 NV5.COM |

LABORATORY TEST RESULTS

In-situ Moisture and Density Tests
The in-situ moisture content and dry density of selected samples obtained from the test borings were evaluated in general accordance with the latest versions of ASTM D2216 and D2937 laboratory test methods. The methods involve obtaining the moist weight of the sample and then drying the sample to obtain its dry weight. The moisture content is calculated by taking the difference between the wet and dry weights, dividing it by the dry weight of the sample and expressing the result as a percentage.

The results of the in-situ moisture content and dry density tests are presented in the following table and on the field exploration logs in Appendix B.

RESULTS OF MOISTURE CONTENT AND DENSITY TESTS
(ASTM D2216 and D2937)
Sample Location / Depth (ft.) Moisture Content (percent) Dry Density (pounds per cubic foot)
B-1 @ 6 – 6.5 feet 5.1 -
B-1 @ 11 – 11.5 feet 11.4 95.4
B-2 @ 6 – 6.5 feet 3.3 -
B-3 @ 6 – 6.5 feet 1.2 -
B-3 @ 8.5 – 9 feet 3.6 -
B-3 @ 11 – 11.5 feet 3.9 -
B-4 @ 8.5 – 9.0 feet 8.0 -
B-4 @ 11 – 11.5 feet 8.9 -
B-5 @ 8.5 – 9.0 feet 1.4 129.7
B-6 @ 6 – 6.5 feet 1.1 -

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Maximum Dry Density and Optimum Moisture Content
The laboratory maximum dry densities and optimum moisture contents of the subgrade soil materials were tested in general accordance with ASTM D1557. The results of the laboratory tests are included to provide a reference of the in situ subgrade characteristics at the location tested.

Location Depth (ft.) USCS Classification
Maximum
Dry
Density
(pcf)
Optimum
Moisture
Content
(percent)
B-1 6 – 10
Poorly Graded SAND
(SP-SM) w/Silt &
Gravel
135.3 7.2
*137.3 *6.9
B-4 2 – 4
Poorly Graded SAND
(SP-SM) w/Gravel &
Silt
131.8 8.8
*138.4 *6.8
* Oversize rock correction
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS/ASTM D2487) and ASTM D2488. Soil classifications are indicated on the field exploration logs presented in Appendix B.

Particle-size Distribution Tests
An evaluation of the grain-size distribution of a selected soil sample was performed in general accordance with the latest versions of ASTM D6913. The test result was utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. The results of the sieve analysis is presented below and attached in this appendix.

RESULTS OF SIEVE ANALYSIS TEST
(ASTM D6913)
Sample Location /
Depth (ft) Material Type (USCS)
Particles Passing
the No. 4 Sieve
(%)
Particles
Passing the
No. 40 Sieve
(%)
Particles
Passing the
No. 200
Sieve (%)
B-1 @ 6 – 10 feet Poorly Graded SAND (SP-SM)
w/Silt & Gravel 63 21 11.3
B-3 @ 2 – 5 feet Silty SAND (SM) w/Gravel 76 51 26.7
B-4 @ 2 – 4 feet Poorly Graded Gravel (GP-GM)
w/Silt and SAND 51 16 7.1

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Sand Equivalent Tests
Sand equivalent tests were performed on samples of the on-site soils. The tests were performed in general accordance with ASTM D2419. The results of the tests are presented below and attached in this appendix.

RESULTS OF SAND EQUIVALENT TESTS
(ASTM D2419)
Location Material Type
Sand
Equivalent
Value
Boring 1 @
6 - 10 ft.

Poorly Graded

SAND (SP-SM)
w/Silt & Gravel
21 Boring 3 @
2 - 5 ft.

Silty SAND (SM)
w/Gravel 17
Boring 4 @
2 - 4 ft.

Poorly Graded
Gravel (GP-GM)
w/Silt & Sand
26 Soil Corrosivity Tests
Water soluble sulfate & chloride, resistivity and pH tests were performed by Clarkson Laboratory and Supply Inc., in general accordance with California Test Methods 643, 417 and 422, to provide an indication of the degree of corrosivity of the subgrade soils at locations tested with regard to concrete and normal grade steel.

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RESULTS OF CORROSIVITY TESTS
(CTM 417, CTM 422 and CTM 643)
Sample Location &
Depth (ft) B-1 @ 6 – 10 B-4 @ 2 – 4
Material Type (USCS)
Poorly Graded

SAND (SP-SM)
w/Silt & Gravel
Poorly Graded
Gravel (GP-
GM) w/Silt &
Sand
pH 7.6 7.5
Minimum Resistivity
(Ohm-cm) 2,300 3,700
Water Soluble
Sulfates (ppm) 100 57
Water Soluble
Chlorides (ppm) 75 32

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APPENDIX C

Typical Earthwork Guidelines

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TYPICAL EARTHWORK GUIDELINES

1. GENERAL
These guidelines and the standard details attached hereto are presented as general procedures for earthwork construction for sites having slopes less than 10 feet high. They are to be utilized in conjunction with the project grading plans. These guidelines are considered a part of the geotechnical report, but are superseded by recommendations in the geotechnical report in the case of conflict.

Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications and/or the recommendations of the geotechnical report. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechnical report and project grading plans.

1.1. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's authorized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes.

1.2. The contractor shall perform the grading operations in accordance with these specifications, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geotechnical consultant.

1.3. It is the responsibility of the grading contractor to notify the geotechnical consultant and the jurisdictional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where needed, reviewed by the appropriate jurisdictional agency prior to proceeding with subsequent work.

1.4. If, during the grading operations, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical consultant shall be notified immediately and additional recommendations, if applicable, may be provided.

1.5. An as-graded report shall be prepared by the geotechnical consultant and signed by a registered engineer and registered engineering geologist. The report documents the geotechnical consultants' observations, and field and laboratory test results, and provides conclusions regarding whether or not earthwork construction was performed in accordance with the geotechnical recommendations and the grading plans.

Recommendations for foundation design, pavement design, subgrade treatment, etc., may also be included in the as-graded report.

1.6. For the purpose of evaluating quantities of materials excavated during grading and/or locating the limits of excavations, a licensed land surveyor or civil engineer shall be retained.

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2. SITE PREPARATION
Site preparation shall be performed in accordance with the recommendations presented in the following sections.

2.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geotechnical consultant, and representatives of appropriate governing authorities, as well as any other involved parties. The parties shall be given two working days notice.

2.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials from the areas to be graded. Clearing and grubbing shall extend to the outside of the proposed excavation and fill areas.

2.3. Demolition in the areas to be graded shall include removal of building structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions.

Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition.

2.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed from areas to be graded and disposed of off site at a legal dump site. Clearing, grubbing, and demolition operations shall be performed under the observation of the geotechnical consultant.

2.5. The ground surface beneath proposed fill areas shall be stripped of loose or unsuitable soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotechnical consultant. The resulting surface shall be evaluated by the geotechnical consultant prior to proceeding.

The cleared, natural ground surface shall be scarified to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the specifications presented in Section 4 of these guidelines.

3. REMOVALS AND EXCAVATIONS
Removals and excavations shall be performed as recommended in the following sections.

3.1. Removals

3.1.1. Materials which are considered unsuitable shall be excavated under the observation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic, compressible natural soils, fractured, weathered, soft bedrock, and undocumented or otherwise deleterious fill materials.
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3.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions shall be excavated in accordance with the recommendations of the geotechnical consultant, watered or dried as needed, and mixed to generally uniform moisture content in accordance with the specifications presented in Section 4 of this document.

3.2. Excavations

3.2.1. Temporary excavations no deeper than 4 feet in firm fill or natural materials may be made with vertical side slopes. To satisfy California Occupational Safety and Health Administration (Cal OSHA) requirements, any excavation deeper than 4 feet shall be shored or laid back at a 1:1 inclination or flatter, depending on material type, if construction workers are to enter the excavation.

4. COMPACTED FILL
Fill shall be constructed as specified below or by other methods recommended by the geotechnical consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relative compaction, as evaluated in accordance with ASTM Test Method D 1557.

4.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. Unless otherwise recommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve a generally uniform moisture content at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent relative compaction. The evaluation of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review.

4.2. Excavated on-site materials which are in general compliance with the recommendations of the geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill.

4.3. Where imported materials are to be used on site, the geotechnical consultant shall be notified three working days in advance of importation in order that it may sample and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant.

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4.4. Soils imported for on-site use shall preferably have very low to low expansion potential (based on CBC Standard 1803.5.3). Lots on which expansive soils may be exposed at grade shall be undercut 3 feet or more and capped with very low to low expansion potential fill.

In the event expansive soils are present near the ground surface, special design and construction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant.

4.5. Fill materials shall be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors.

Moisture conditioning of fill soils shall be generally uniform in the soil mass.

4.6. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction.

4.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Successive lifts shall be treated in a like manner until the desired finished grades are achieved.

4.8. Fill shall be tested in the field by the geotechnical consultant for evaluation of general compliance with the recommended relative compaction and moisture conditions. Field density testing shall conform to ASTM D 1556 (Sand Cone method), D 2937 (Drive-Cylinder method), and/or D 2922 and D 3017 (Nuclear Gauge method). Generally, one test shall be provided for approximately every 2 vertical feet of fill placed, or for approximately every 1000 cubic yards of fill placed. In addition, on slope faces one or more tests shall be taken for approximately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dictate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accomplish general compliance with the grading recommendations.

4.9. The contractor shall assist the geotechnical consultant by excavating suitable borings for removal evaluation and/or for testing of compacted fill.

4.10. At the request of the geotechnical consultant, the contractor shall "shut down" or restrict grading equipment from operating in the area being tested to provide adequate testing time and safety for the field technician.

4.11. The geotechnical consultant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locations, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or vertical locations or elevations.

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4.12. Grading operations shall be performed under the observation of the geotechnical consultant. Testing and evaluation by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies.

4.13. Fill materials shall not be placed, spread or compacted during unfavorable weather conditions. When work is interrupted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project specifications. Regrading of the near-surface soil may be needed to achieve the specified moisture content and density.

4.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the involvement of the geotechnical consultant.

4.15. Fill placed in areas not previously viewed and evaluated by the geotechnical consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be decided based upon review of the field conditions by the geotechnical consultant.

4.16. Off-site fill shall be treated in the same manner as recommended in these specifications for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for future locating and connection.

5. OVERSIZED MATERIAL
Oversized material shall be placed in accordance with the following recommendations.

5.1. During the course of grading operations, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general accordance with the recommendations of the geotechnical consultant.

5.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "nonstructural rock disposal areas." Rock designated for disposal areas shall be placed with sufficient sandy soil to generally fill voids. The disposal area shall be capped with a 5-foot thickness of fill which is generally free of oversized material.

5.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of rock is not permitted. Fill shall be placed and compacted over and around the rock. The amount of rock greater than ¾-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constructed as a "rock fill."

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5.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in dimension generated during grading may be placed in windrows and capped with finer materials in accordance with the recommendations of the geotechnical consultant and the approval of the governing agencies. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site.

6. SLOPES
The following sections provide recommendations for cut and fill slopes.

6.1. Cut Slopes

6.1.1. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the contractor prior to beginning slope excavations.

6.1.2. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slope which were not anticipated in the preliminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations.

6.2. Fill Slopes

6.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical), topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be removed. Near- horizontal keys and near-vertical benches shall be excavated into sound bedrock or fine fill material, in accordance with the recommendation of the geotechnical consultant. Keying and benching shall be accomplished. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient of a slope is less than 5:1, benching is generally not recommended. However, fill shall not be placed on compressible or otherwise unsuitable materials left on the slope face.

6.2.2. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner described in Section 6.2.1. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill.

6.2.3. Unless otherwise recommended by the geotechnical consultant and accepted by the Building Official, permanent fill slopes shall not be steeper than 2:1 (horizontal:vertical). The height of a fill slope shall be evaluated by the geotechnical consultant.
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6.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes shall be overexcavated and reconstructed in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased until the desired compacted slope face condition is achieved. Care shall be taken by the contractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical.

6.2.5. If access restrictions, property line location, or other constraints limit overbuilding and cutting back of the slope face, an alternative method for compaction of the slope face may be attempted by conventional construction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheepsfoot-type roller. Care shall be taken to maintain the specified moisture conditions and/or reestablish the same, as needed, prior to backrolling.

6.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Section 5 of these guidelines.

6.2.7. The contractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction of 90 percent as evaluated by ASTM D 1557 and a moisture content in accordance with Section 4. The geotechnical consultant shall perform field moisture and density tests at intervals of one test for approximately every 10,000 square feet of slope.

6.2.8. Backdrains shall be provided in fill as recommended by the geotechnical consultant.

6.3. Top-of-Slope Drainage

6.3.1. For pad areas above slopes, positive drainage shall be established away from the top of slope. This may be accomplished utilizing a berm and pad gradient of 2 percent or steeper at the top-of-slope areas. Site runoff shall not be permitted to flow over the tops of slopes.

6.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface runoff away from the slope face where drainage devices are not otherwise provided.

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6.4. Slope Maintenance

6.4.1. In order to enhance surficial slope stability, slope planting shall be accomplished at the completion of grading. Slope plants shall consist of deep-rooting, variable root depth, drought-tolerant vegetation. Native vegetation is generally desirable.

Plants native to semiarid and mid areas may also be appropriate. Large-leafed ice plant should not be used on slopes. A landscape architect shall be consulted regarding the actual types of plants and planting configuration to be used.

6.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth. Property owners shall be made aware that over watering of slopes is detrimental to slope stability. Slopes shall be monitored regularly and broken sprinkler heads and/or pipes shall be repaired immediately.

6.4.3. Periodic observation of landscaped slope areas shall be planned and appropriate measures taken to enhance growth of landscape plants.

6.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the property owners notified that the drains shall be periodically checked so that they may be kept clear. Damage to drainage improvements shall be repaired immediately. To reduce siltation, terrace drains shall be constructed at a gradient of 3 percent or steeper, in accordance with the recommendations of the project civil engineer.

6.4.5. If slope failures occur, the geotechnical consultant shall be contacted immediately for field review of site conditions and development of recommendations for evaluation and repair.

7. TRENCH BACKFILL
The following sections provide recommendations for backfilling of trenches.

7.1. Trench backfill shall consist of granular soils (bedding) extending from the trench bottom to 1 foot or more above the pipe. On-site or imported fill which has been evaluated by the geotechnical consultant may be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potential, in accordance with CBC section 1803.5.3, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter.

7.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent relative compaction as evaluated by ASTM D 1557. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, moisture conditioned, and compacted in accordance with the recommendations of Section 4 of these guidelines. The backfill shall be tested by the geotechnical consultant at vertical intervals of approximately 2 feet of backfill placed and at spacings along the trench of approximately 100 feet in the same lift.
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7.3. Jetting of trench backfill materials is generally not a recommended method of densification, unless the on-site soils are sufficiently free-draining and provisions have been made for adequate dissipation of the water utilized in the jetting process.

7.4. If it is decided that jetting may be utilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or narrower in width and 4 feet or shallower in depth.

Following jetting operations, trench backfill shall be mechanically compacted to the specified compaction to finish grade.

7.5. Trench backfill which underlies the zone of influence of foundations shall be mechanically compacted to 90 percent or greater relative compaction, as evaluated by ASTM D 1557.

The zone of influence of the foundations is generally defined as the roughly triangular area within the limits of a 1:1 (horizontal:vertical) projection from the inner and outer edges of the foundation, projected down and out from both edges.

7.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative compaction of 90 percent, as evaluated by ASTM D 1557. For minor interior trenches, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consultant.

7.7. When compacting soil in close proximity to utilities, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utilities. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading contractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular material. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 7.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of construction.

7.8. Clean granular backfill and/or bedding materials are not recommended for use in slope areas unless provisions are made for a drainage system to mitigate the potential for buildup of seepage forces or piping of backfill materials.

7.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1:1 or flatter, depending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches.

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8. DRAINAGE
The following sections provide recommendations pertaining to site drainage.

8.1. Roof, pad, and slope drainage shall be such that it is away from slopes and structures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.).

8.2. Positive drainage adjacent to structures shall be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect.

8.3. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage patterns shall be established to remove water from the site to an appropriate outlet.

8.4. Care shall be taken by the contractor during grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent nature on or adjacent to the property. Drainage patterns established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage patterns may be detrimental to slope stability and foundation performance.

9. SITE PROTECTION
The site shall be protected as outlined in the following sections.

9.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concerned parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency.

9.2. The contractor is responsible for the stability of temporary excavations.

Recommendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies.

9.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface runoff. Temporary provisions shall be made during the rainy season so that surface runoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall.
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9.4. During periods of rainfall, plastic sheeting shall be used as needed to reduce the potential for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilting basins, riprap, sandbags or other appropriate devices or methods to reduce erosion and provide recommended conditions during inclement weather.

9.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor of the nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.).

9.6. Following periods of rainfall, the contractor shall contact the geotechnical consultant and arrange a walk-over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavation and testing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage.

9.7. Rain or irrigation related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavation and replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant.

9.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in-place processed materials shall be moisture conditioned and compacted in accordance with the recommendations provided in Section 4. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met.

9.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of I foot or less below proposed finished grade, remedial grading by moisture conditioning in-place and compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant.

9.10. During construction, the contractor shall grade the site to provide positive drainage away from structures and to keep water from ponding adjacent to structures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be maintained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans.

03/12/2024 C3 137 of 329

Delivering Solutions
Improving Lives

03/12/2024 C3 138 of 329

City of Vista January 28, 2021 (Revised March 1, 2021) 200 Civic Center Drive Project No.: 113820-0001261.00 Vista, CA 92084

Attention: Conrad “Skip” Hammann

Subject: Report of Earthwork Observation and Testing Services

Project: Sycamore Creek Detention Basin
Monarch Buena Vista
Vista, California

References: “Update Geotechnical Report, Monarch Buena Vista, Vista, California,” prepared by Geocon Inc., dated January 26, 2018
“Final Report of Testing and Observation Services Performed During Site Grading, Monarch Buena Vista, Buildings 1 through 14 and Recreation Buildings, Vista, California,” prepared by Geocon Inc., dated March 27, 2019
“Rough Grading Plans For: Monarch Buena Vista,” GP17-030 – Sheets 6 & 7, prepared by Hunsaker & Associates, dated March 3, 2019

Dear Mr. Hammann,

Introduction and Scope

In accordance with your request and NV5’s proposal No. 2020.01.0026, dated March 16th, 2020, NV5 has provided earthwork observation and testing services for the subject project. The subject project consisted of backfilling of an existing detention basin, located on the northeast portion of the Monarch Buena Vista development (Figure 1, Site Location Map and Figure 2, Vicinity Map).

Commencing on August 19, 2020, and at the request of the owner, an NV5 representative has been present at the site to observe earthwork activities and to provide field compaction testing services. The site earthwork (“backfill”) activities were performed in general accordance with the recommendations provided in Geocon Inc.’s update geotechnical report for the subject site (reference above).

Prior to placement of fill, the basin bottom was cleared and stripped of deleterious material and saturated soils, exposing the underlying hard igneous bedrock materials.

Subsequent to the bottom-of-basin cleanout and over-excavation, an NV5 field representative was onsite from August 28 to August 31, 2020 to observe the placement and construction of the subdrain system. The drain system consisted of the placement of a 6-inch diameter perforated pipe directly over an appropriate geo-filter fabric, and over ¾ inch crushed aggregate bedding at the planned flow gradient elevations listed on the project plans. Additional ¾ inch crushed aggregate was placed over and around the drainpipe with a radial thickness of about 2 feet. The pipe-gravel combination was then completely encased with the geo-filter fabric. In addition, a 24-inch corrugated drain riser was placed adjacent to the existing southwestern thrust block.

03/12/2024 C3 139 of 329

Report of Earthwork Observation and Testing Services Project No.: 113820-0001261.00 Sycamore Creek Detention Basin Page | 2

Existing moderately sized, angular hard rocks measuring up to approximately 3 feet in greatest dimension, were formerly utilized as “riprap” protection near the base of the existing basin slopes.

These rocks were re-used within the first 5 feet (vertical thickness) of fill placed within the basin. The “oversize” rock was methodically placed as fill, spaced laterally in a non-clustering manner, allowing for proper soil encasement during soil fill compaction. These rock fill windrows were only constructed within the first 5 feet of fill placed within the basin. Per the recommendations of the referenced Geocon report, rocks greater than 1-foot in maximum dimension were generally not used in the upper 7 feet of the assumed finished subgrade (assumed finished subgrade elevations based on the adjacent drive lane elevations).

The results of the laboratory maximum density and field compaction tests performed through the issuance date herein are presented in the attached Tables 1 and 2, respectively. The approximate locations of the field density tests are provided in Figure 3, Geotechnical Plot Plan. All materials/subgrades were tested and verified in the field to be a minimum relative degree of compaction of 90 percent, and at an appropriate moisture content in order to achieve the specified minimum relative compaction.

Conclusions

Unless otherwise noted, our field and laboratory test results indicate that materials placed and compacted during the earthwork operations observed and tested by NV5 at the subject project appear to have been compacted to at least the specified relative compaction as evaluated using test methods ASTM D6938 and ASTM D1557, or within the precision of the applicable test method.

Based on our field observations and test results, it is our opinion that the soil engineering aspects of the construction activities that were observed and tested by NV5 are in general accordance with the project geotechnical report. The backfill placed within the existing detention basin is now considered engineered fill (see limits in Figure 3). The subject site is now suitable to receive additional fill, and/or shallow conventional footing foundations, under the applicable foundation design parameters provided in Geocon Inc.’s update geotechnical report. Figure 4 presents a satellite view of the subject site prior to, and post backfilling.

It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics.

Quantitative values of testing precision have been documented by the American Society of Testing and Materials. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions.

Field monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density tests, are intended as assistance to the owner/client in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of NV5’s field representative during the work progress did not involve any direct supervision of the contractor/subcontractor. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor’s performance is intended or implied.

Limitations

NV5 has endeavored to perform these geotechnical services using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with 03/12/2024 C3 140 of 329

Report of Earthwork Observation and Testing Services Project No.: 113820-0001261.00 Sycamore Creek Detention Basin Page | 3

experience in the southern California area. No other warranty either express or implied will be made as to the conclusions and professional advice issued. Final assessment of the site conditions should be considered a professional opinion based on data obtained.

NV5 appreciates the opportunity to be of service on this project. If you have any questions or require additional information, please do not hesitate to contact this office at (858) 385-0500.

Respectfully submitted,

NV5 Inc.

Gene Custenborder, CEG 1319 Joseph C. Bouknight, PE C 81517 Senior Engineering Geologist CMT Engineering Manager

Adam W. Hespeler, GIT
Senior Staff Geologist

AH/PC/JB

Figure 1 – Site Location Map
Figure 2 – Vicinity Map
Figure 3 – Geotechnical Plot Plan
Figure 4 – Previous Vs. As-Graded Site Conditions
Table 1 – Results of Maximum Density and Optimum Moisture Content Tests Table 2 – Summary of Field Density Tests

Distribution: (1) Addressee, via email
03/12/2024 C3 141 of 329

15092 Avenue of Science, Suite 200
Sa n Diego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
FIGURE
1 SITE LOCATION MAP
Sycamore Creek Detention Basin
Monarch Buena Vista
Vista, CA
N
Reference: Google Maps 2021NOTE: Map Not to Scale.

Approximate
Site Location
Project No:113820-0001261.00
Drafted By:A. Hespeler
Date: March 202103/12/2024 C3 142 of 329

15092 Avenue of Science, Suite 200
Sa n Diego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
FIGURE
2 N
Approximate Scale
1 inch = 300 feet
(When printed on 8.5" by 11'’ paper.)
Approximate
Site Location
Reference: Nearmap.com Imagery 2021

VICINITY MAP
Sycamore Creek Detention Basin
Monarch Buena Vista
Vista, CA
Project No:113820-0001261.00
Drafted By:A. Hespeler
Date: March 202103/12/2024 C3 143 of 329

15092 Avenue of Science, Suite 200
Sa n Diego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
FIGURE
3 Rough Scale:
1" = 30'
(When printed on 11" by 17'’ paper.)
NOTE: This map is intended for geotechnical
information only. All locations and dimensions are
approximate. Actual dimensions and limits of
grading and subdrain should be obtained from the
approved project plans.

Project No:113820-0001261.00
Drafted By:A. Hespeler
Date: March 2021
N

GEOTECHNICAL PLOT PLAN
Sycamore Creek Detention Basin
Monarch Buena Vista
Vista, CA
LEGEND
Approximate Location of In-Situ Density & Moisture Test.1 xxx.x Approximate Elevation of Bottom of Excavation.
(Feet Above Mean Sea Level)
Indicates New Fill Placed and Existing Underlying Geologic Units Encountered. (Stacking Indicates Vertical Position) Qnf
Ksm
Approximate Limits of Grading and Approximate Geologic
Contact.

GEOLOGIC UNITS
Qnf New NV5 fill
San Marcos GabbroKsm
BASE MAP:

Excerpt from the “Rough Grading Plans For: Monarch Buena Vista” GP17 -030 – Sheets 6 and 7
Prepared by: Hunsaker & Associates, dated 03/11 /2019
(Red lines indicate “as-built, graded city basin”)
10 11
12 13
Qnf
Ksm
355.0
1 2
3 4
5 6
7 8
9 14
15 16
17 18
19 20
21 22
Qeuf
Existing Documented FillQedf
Existing Undocumented Fill
Indicates Area Where New Fill Was “Benched” Into Existing Undocumented Fill.
355.0
Approximate Location of Subdrain.
(Approximate location of subdrain based on as-built survey data provided by Gold Coast Surveying ) xx.xx Approximate Elevation (top of pipe) of Subdrain (ft . above MSL). (Approximate elevations of subdrain based on as-built survey data provided by Gold Coast Surveying ) 356.13
355.02
356.74
03/12/2024 C3 144 of 329

B-1
15092 Avenue of Science, Suite 200
Sa n Diego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
Satellite image of subject site prior to backfilling existing detention basin . (May 20th, 2020)
FIGURE
4 N
PREVIOUS Vs. AS-GRADED SITE CONDITIONS
Sycamore Creek Detention Basin
Monarch Buena Vista
Vista, CA
Reference: Nearmap.com Imagery 2020 & 2021
Satellite image of subject site post backfilling of existing detention basin. (January 6th, 2021)
Project No:113820-0001261.00
Drafted By:A. Hespeler
Date: March 202103/12/2024 C3 145 of 329

Contract Number:1261
Project Name:

Location:Vista, CA
Test Conform
Date Field Opt.Field Max.Obt.Req.Non-Conform
1 2 9/1/2020 East Side of New Subdrain 356.5 9.0%7.3%124.1 136.8 91%90%Conform 2 2 9/1/2020 East Side of New Subdrain 356.5 9.1%7.3%124.6 136.8 91%90%Conform 3 2 9/1/2020 East Side of New Subdrain 356.5 8.7%7.3%124.1 136.8 91%90%Conform 4 1 9/2/2020 Sycamore Creek Pad 358.5 9.2%7.9%124.0 134.5 92%90%Conform 5 1 9/2/2020 Sycamore Creek Pad 358.5 8.8%7.9%124.9 134.5 93%90%Conform 6 1 9/2/2020 Sycamore Creek Pad 358.5 8.1%7.9%125.6 134.5 93%90%Conform 7 1 9/3/2020 Sycamore Creek Pad 360.0 9.6%7.9%123.4 134.5 92%90%Conform 8 1 9/3/2020 Sycamore Creek Pad 360.0 8.2%7.9%125.2 134.5 93%90%Conform 9 1 9/3/2020 Sycamore Creek Pad 360.0 8.7%7.9%124.3 134.5 92%90%Conform 10 1 9/9/2020 Sycamore Creek Pad 362.0 9.0%7.9%128.5 134.5 96%90%Conform 11 1 9/9/2020 Sycamore Creek Pad 362.0 10.2%7.9%125.8 134.5 94%90%Conform 12 1 9/9/2020 Sycamore Creek Pad 364.0 8.4%7.9%125.3 134.5 93%90%Conform 13 1 9/9/2020 Sycamore Creek Pad 364.0 9.2%7.9%127.4 134.5 95%90%Conform 14 1 9/11/2020 Sycamore Creek Pad 365.0 9.5%7.9%127.6 134.5 95%90%Conform 15 1 9/11/2020 Basin Pad B-F 365.0 9.9%7.9%125.4 134.5 93%90%Conform 16 1 9/11/2020 Basin Pad B-F 366.0 9.1%7.9%128.1 134.5 95%90%Conform 17 1 9/11/2020 Basin Pad B-F 366.0 9.8%7.9%124.7 134.5 93%90%Conform 18 1 9/11/2020 Basin Pad 366.0 9.5%7.9%126.8 134.5 94%90%Conform 19 4 10/16/2020 Basin Pad 367.0 11.3%9.8%117.6 127.8 92%90%Conform 20 4 10/16/2020 Basin Pad 368.0 8.5%9.8%121.9 127.8 95%90%Conform 21 4 10/16/2020 Basin Pad 367.0 9.7%9.8%120.9 127.8 95%90%Conform 22 4 10/16/2020 Basin Pad 368.0 9.4%9.8%119.3 127.8 93%90%Conform TABLE 1

RESULTS OF MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT TESTS (ASTM D1557)
Soil Type Description Maximum Dry Density (pcf)Optimum Moisture Content (%) 1 Dark Brown Clayey SAND (SC)134.5 7.9%
2 Dark Brown Silty SAND (SM)136.8 7.3%
3 Red Brown Silty SAND (SM) *(Import source not used)121.5 9.4% Comment
TABLE 2

SUMMARY OF FIELD DENSITY TESTS
(ASTM D6938)
Test #Soil
Type #Test Location
Approx.

Elev from
Finished Base
Grade (ft)
Moisture Dry Density (pcf)Relative Comp.

Sycamore Creek Detention Basin
4 Yellow Brown Clayey SAND (SC)127.8 9.8%
03/12/2024 C3 146 of 329

CALCULATIONS AND DRAWINGS
Date:

Client:

Project:

Type:

Revisions:

October 18, 2022
_______________, Inc.
____________ Bridge Replacement
Temporary Road Shoring for State Route __, ________ to ________ Prepared by Chuck Kull, P.E, G.E.
792 Searls Avenue, Nevada City, California 95959 Phone 530-478-1305 03/12/2024 C3 147 of 329

Project No. XXXX.00
October 19, 2022

CONTRACTOR
____________, ___________
__________, California _______
Attention: NAME
Construction Manager
Reference: ___________ Bridge
___________, California
Subject: Temporary Shoring Design
Dear Mr. ____:

NV5 prepared this letter to summarize our temporary shoring re-design for excavations necessary to construct the new abutments for the _________ Creek Bridge on State Route __ in _______, CA. We understand that the shoring was not constructed according to our initial design and that further analysis is required to accommodate the changed conditions. This letter outlines our assumptions and design for the proposed temporary shoring. Our analysis was based on review of the Log of Test Borings (LOTB) provided by the California DOT dated November 2, 2020 and our conversations with you.

ASSUMPTIONS AND DESIGN
We performed an analysis of a soldier pile wall using Geo5 Software based on a model of the anticipated loading conditions from the subsurface conditions at the site. We assumed a minimum W14x89 pile spaced at a maximum of 8.5 feet on center and installed into a 24-inch diameter drilled hole backfilled with gravel. The soldier piles will retain a maximum of 17 feet of soil with 1-inch-thick traffic plates. Wood lagging (4x4 or greater) may be used in leu of the traffic plate where spacing of piles does not exceed 4.5 feet. Based on our analysis, the soldier piles should be embedded a minimum of 12 feet where there is no surcharge load above the shoring and 15 feet with a traffic surcharge above the shoring.

The wall was designed for groundwater to be located at the dredge line. If groundwater is above the dredge line, the area should be dewatered. See the attached Geo5 calculation sheets for the soil parameters used.
792 Searls Avenue | Nevada City, CA 95959 | www.NV5.com | Office 530.478.1305 | Fax 530.478.1019 CONSTRUCTION QUALITY ASSURANCE – INFRASTRUCTURE – ENERGY – PROGRAM MANAGEMENT – ENVIRONMENTAL 03/12/2024 C3 148 of 329

Project No. XXXX.00
October 19, 2022
Temporary Shoring Design
_______ Bridge; ______, CA
NV5 | Page 2

LIMITATIONS
If changes are made to the nature or design of the project as described in this letter, then the conclusions and recommendations presented in this letter should be considered invalid by all parties.

The analyses, conclusions and recommendations presented in this letter are based on the information you provided. We have assumed that the soil and rock conditions indicated in the LOTB (CA DOT, 2021, 18-001, 19-001) are generally representative of the subsurface conditions in the area.

The information contained herein are professional opinions derived in accordance with the current standards of professional practice. No warranty, expressed or implied, including any implied warranty of merchantability or fitness for the purpose, is made or intended in connection with our work.

Our design and calculations are valid as of the present date. However, changes in the conditions of the property can occur with the passage of time, whether they are due to natural processes or to the works of man, on the subject site or adjacent properties. In addition, changes in applicable or appropriate standards can occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this letter should not be relied upon after two years without being reviewed by our firm.

We appreciate the opportunity to provide you with our services. Please contact us with any comments or questions.

Sincerely,
NV5
Prepared by: Reviewed by:

Will Last Chuck Kull, G.E. 2359
Staff Engineer Principal Engineer
Attached: Soldier Pile Wall Design
GEO5 Soldier Pile Analysis
H-Pile Analysis
Angle Iron Analysis
Wood Lagging Analysis
Copy: PDF to ________, dbaker@_______.com
F:\1 Projects\__________ Bridge\XXXX.XX, _______ Bridge, Soldier Pile Wall Design (10-18-22).docx 03/12/2024 C3 149 of 329

B B'
C C'
℄
℄
℄

SECTION C-C'

NTS SECTION B-B'
NTS
℄
℄

SECTION B-B'
NTS
B B'
C C'
DATE:

NV5 PROJECT:

CHECKED BY:

DRAWN BY:

OCTOBER 2022

WAL FIGURE
1XXXX.00

SOLDIER PILE WALL DESIGN
________ BRIDGE
_____, CALIFORNIA
CRK
1 ELEVATION
NTS
3 DETAILS
NTS
2 SECTION W/ SURCHARGE
NTS
4 SECTION W/OUT SURCHARGE
NTS
03/12/2024 C3 150 of 329

4'
-
6 "
8'
-
6 "
8'-6"
4'

ACTIVE ROADWAY DURING

CONSTRUCTION
(SHORING REFLECTS ROADWAY

LOADING)
STAGE 1
4'
-
6 "
8'
-
6 "
8'-6
"
4'
STAGE 1
K-RAIL
1" STEEL TRAFFIC PLATE LAGGING

INSERTED BEHIND I-BEAM AND TACKED

TO SECURE IN PLACE
8'
-
6 "
8'-6"
DATE:

NV5 PROJECT:

CHECKED BY:

DRAWN BY:

OCTOBER 2022

WAL FIGURE
2XXXX.00

STAGE SHORING PLAN
_____ BRIDGE
_______, CALIFORNIA
CRK
03/12/2024 C3 151 of 329

CRK
____ Creek Bridge Replacement
1 [GEO5 - Sheeting Design (32 bit) | version 5.2022.60.0 | hardware key 8674 / 1 | Holdrege & Kull | Copyright © 2022 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| [email protected]| www.gintegro.com] Sheeting structure design
Input data
Project
Task
Description
Customer
Author
Date
Project number
:
:
:
:
:
:
_____ Creek Bridge Replacement
14-Foot tall excavation
__________
CRK
6/17/2021
5620.00
Settings
USA - Safety factor
Materials and standards
Concrete structures :

Steel structures :

Partial factor on bearing capacity of steel cross section :

Timber structures :

Partial factor for timber property :

Modif. factor of load duration and moisture content :

Coeff. of effective width for shear stress :

ACI 318-19
EN 1993-1-1 (EC3)
γM0 = 1.00
EN 1995-1-1 (EC5)
γM = 1.30
kmod = 0.50
kcr = 0.67
Pressure analysis
Verification methodology :

Active earth pressure calculation :

Passive earth pressure calculation :

Earthquake analysis :

Safety factors (ASD)
Coulomb
Mazindrani (Rankine)
Mononobe-Okabe
Basic soil parameters
No.Name Pattern φef
[°]
cef
[psf]
γ
[pcf]
γsu
[pcf]
δ
[°]
1 2
Sandy Gravel with minor silt
Andesite

36.00 32.00

20.0 500.0
120.00
130.00

57.50 67.50

0.25 25.00
Soil parameters
Sandy Gravel with minor silt
Unit weight :

Stress-state :

Angle of internal friction :

Cohesion of soil :

Angle of friction struc.-soil :

Soil :

Saturated unit weight :
γ
effective
φef
cef
δ
cohesionless
γsat
=
=
=
=
=
120.0

36.00 20.0

0.25 120.0
pcf
°
psf
°
pcf
Andesite
Unit weight :

Stress-state :

Angle of internal friction :

Cohesion of soil :
γ
effective
φef
cef
=
=
=
130.0

32.00 500.0
pcf
°
psf
03/12/2024 C3 152 of 329

Soil :

Saturated unit weight :
δ
cohesionless
γsat
=
=

25.00 130.0
°
pcf
Material of structure
Structural steel: EN 10025 : Fe 360
Yield strength
Elasticity modulus
Shear modulus
fy
E
G
=
=
=
34083.9
30457.9
11748.1
psi
ksi
ksi
Geological profile and assigned soils
No.Thickness of layer
t [ft]
Depth
z [ft]
Assigned soil Pattern
1 2

17.00 -

0.00 .. 17.00

17.00 ..
Sandy Gravel with minor silt
Andesite
Geometry of structure
Soil in front of wall is excavated to a depth of 17.00 ft.

Cross-section
Cross-section name : I-section : HP 14 x 89; a = 4.00 ft Computed coefficient of pressure reduction below the ditch = 0.87 Area of cross-section
Moment of inertia
Elastic modulus
Shear modulus
Sectional modulus
Plastic sectional modulus
A
I
E
G
W
W pl
=
=
=
=
=
=

4.52E-02

1.09E-02
30457.9
11748.1

1.885E-02

2.102E-02
ft2/ft
ft4/ft
ksi
ksi
ft3/ft
ft3/ft
Pressure acting on structure
Type of pressure : active
Minimum pressure is considered as σa,min = 0.05σz
Type of redistribution : no redistribution
Terrain profile
Terrain behind the structure is flat.

Water influence
Ground water table is located below the structure.

Input surface surcharges
No.Surcharge
new change Action Mag.1
[lbf/ft2]
Mag.2
[lbf/ft2]
Ord.x
x [ft]
Length
l [ft]
Depth
z [ft]
1 Yes variable 300.00 2.00 12.00 on terrain
No.Name
1 traffic
Input line surcharges
No.Surcharge
new change Action Mag.1
[lbf/ft]
Ord.x
x [ft]
Depth
z [ft]
1 Yes permanent 390.00 1.00 on terrain
03/12/2024 C3 153 of 329

0.1000

0.0000
Water below the GWT is restricted.

Settings of the stage of construction
Design situation : transient
Verification No. 1
Design of non-anchored wall
Coeff. of reduction of passive pressure = 1.00
Max. value of shear force
Max. value of moment
Required depth of structure in soil
Overall length of structure
=
=
=
=
28524.65
84719.1

14.38 31.38
lbf/ft
lbfft/ft
ft
ft
Distribution of pressure and internal forces along the structure Depth
[ft]
Act.Press.
[psf]
Pass.Press.
[psf]
Total Pressure
[psf]
Shear Force
[lbf/ft]
Moment
[lbfft/ft]

0.00 0.00

0.65 0.65

0.73 0.73

1.45 1.45

1.96 3.84

5.72 7.60

9.48 11.36

13.24 15.12

17.00 17.00

17.01 17.01

19.20 21.39

23.57 25.76

25.76 27.52

29.28 201.93
201.93
197.57
197.57
199.34
520.28
348.96
429.35
309.45
353.91
398.37
442.83
487.29
531.75
576.21
620.66
665.12
252.68
219.79
219.79
264.45
309.11
353.78
398.44
348.35
385.66
422.98

0.00 0.00

0.00 -599.84
-525.80
-525.80
-1516.46
-2507.11
-3497.77
-4488.42
-4488.42
-5286.21
-6083.99
201.93
201.93
197.57
197.57
199.34
520.28
348.96
429.35
309.45
353.91
398.37
442.83
487.29
531.75
576.21
620.66
665.12
-347.16
-306.01
-306.01
-1252.00
-2198.00
-3143.99
-4089.98
-4140.07
-4900.54
-5661.01
-0.00
-0.02
-130.68
-130.68
-145.03
-145.03
-460.80
-460.80
-648.02
-1271.58
-1978.73
-2769.46
-3643.78
-4601.68
-5643.16
-6768.22
-7976.87
-7976.87
-7973.61
-7973.60
-6269.52
-2496.09
3346.71
11258.86
11258.86
19221.93
28524.65
-0.00

0.01 42.90

42.90 52.87

52.87 280.49
280.49
564.04
2355.39
5397.61
9847.85
15863.24
23600.92
33218.03
44871.71
58719.10
58719.10
58798.85
58798.85
74754.50
84719.11
84165.97
68568.35
68568.35
41917.23

58.23 03/12/2024 C3 154 of 329

CRK
_________ Creek Bridge Replacement
4 [GEO5 - Sheeting Design (32 bit) | version 5.2022.60.0 | hardware key 8674 / 1 | Holdrege & Kull | Copyright © 2022 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| [email protected]| www.gintegro.com] Dimensioning No. 1
Shear force min.
[lbf/ft]
Shear force max
[lbf/ft]
Moment min.
[lbfft/ft]
Moment max.
[lbfft/ft]

0.00 0.65

0.73 1.00

1.00 1.45

1.96 3.84

5.00 5.00

5.72 7.60

9.48 11.36

13.24 15.12

17.00 17.01

19.20 21.39

23.57 25.76

27.52 29.28

0.00 0.00

0.00 0.00
-263.88
-460.80
-648.02
-1271.58
-1707.94

0.00 0.00

0.00 -263.88
-460.80
-648.02
-1271.58
-1707.94

0.00 0.00

0.00 138.54
280.49
564.04
2355.39
4232.63

0.00 0.00

0.00 138.54
280.49
564.04
2355.39
4232.63

0.00 0.00

0.00 Maximum internal forces
Maximum bending moment
Minimum bending moment
Maximum shear force
=
=
=
4232.6

0.0 0.00
lbfft/ft
lbfft/ft
lbf/ft
Verification of steel section according to EN 1993-1-1
All construction stages are taken into the analysis.

Partial factor on load = 1.00
Internal forces per I-section
Mmax =
Qmax =
16930.5
6831.76
lbfft;
lbf;
Q=
M=
6831.76
16930.5
lbf
lbfft
Verification of max. moment Mmax +Q:

Verification of bending:

Mmax/Mc,Rd = 0.046 1 Is satisfactory
Verification of shear:

Q/Vc,Rd = 0.046 1 Is satisfactory
Verification of plane state of stress:

Normal stress
Shear stress
σx,EdτEd
=
=
1420.4
735.6
psi
psi
Verification: (σx,Ed/(fy/γM0))2 + 3*(τEd/(fy/γM0))2 = 0.003 1 Is satisfactory 03/12/2024 C3 155 of 329

Verification of bending:

M/Mc,Rd = 0.046 1 Is satisfactory
Verification of shear:

Qmax/Vc,Rd = 0.046 1 Is satisfactory
Verification of plane state of stress:

Normal stress
Shear stress
σx,Ed
τEd
=
=
1420.4
735.6
psi
psi
Verification: (σx,Ed/(fy/γM0))2 + 3*(τEd/(fy/γM0))2 = 0.003 1 Is satisfactory Cross section is SATISFACTORY
03/12/2024 C3 156 of 329

CRK
________Creek Bridge Replacement
1 [GEO5 - Sheeting Design (32 bit) | version 5.2022.60.0 | hardware key 8674 / 1 | Holdrege & Kull | Copyright © 2022 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| [email protected]| www.gintegro.com] Sheeting structure design
Input data
Project
Task
Description
Customer
Author
Date
Project number
:
:
:
:
:
:
_________ Creek Bridge Replacement
14-Foot tall excavation
____________
CRK
6/17/2021
5620.00
Settings
USA - Safety factor
Materials and standards
Concrete structures :

Steel structures :

Partial factor on bearing capacity of steel cross section :

Timber structures :

Partial factor for timber property :

Modif. factor of load duration and moisture content :

Coeff. of effective width for shear stress :

ACI 318-19
EN 1993-1-1 (EC3)
γM0 = 1.00
EN 1995-1-1 (EC5)
γM = 1.30
kmod = 0.50
kcr = 0.67
Pressure analysis
Verification methodology :

Active earth pressure calculation :

Passive earth pressure calculation :

Earthquake analysis :

Safety factors (ASD)
Coulomb
Mazindrani (Rankine)
Mononobe-Okabe
Basic soil parameters
No.Name Pattern φef
[°]
cef
[psf]
γ
[pcf]
γsu
[pcf]
δ
[°]
1 2
Sandy Gravel with minor silt
Andesite

36.00 32.00

40.0 500.0
120.00
130.00

57.50 67.50

0.25 25.00
Soil parameters
Sandy Gravel with minor silt
Unit weight :

Stress-state :

Angle of internal friction :

Cohesion of soil :

Angle of friction struc.-soil :

Soil :

Saturated unit weight :
γ
effective
φef
cef
δ
cohesionless
γsat
=
=
=
=
=
120.0

36.00 40.0

0.25 120.0
pcf
°
psf
°
pcf
Andesite
Unit weight :

Stress-state :

Angle of internal friction :

Cohesion of soil :
γ
effective
φef
cef
=
=
=
130.0

32.00 500.0
pcf
°
psf
03/12/2024 C3 157 of 329

Soil :

Saturated unit weight :
δ
cohesionless
γsat
=
=

17.00 -

0.00 .. 17.00

17.00 ..
Sandy Gravel with minor silt
Andesite
Geometry of structure
Soil in front of wall is excavated to a depth of 17.00 ft.

4.52E-02

1.09E-02
30457.9
11748.1

1.885E-02

Water influence
Ground water table is located below the structure.

Earthquake
Factor of horizontal acceleration
Factor of vertical acceleration
Kh
Kv
=
=

0.1000

0.0000
Water below the GWT is restricted.

11.78 lbf/ft
lbfft/ft
ft
03/12/2024 C3 158 of 329

CRK
_________ Creek Bridge Replacement
3 [GEO5 - Sheeting Design (32 bit) | version 5.2022.60.0 | hardware key 8674 / 1 | Holdrege & Kull | Copyright © 2022 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| [email protected]| www.gintegro.com] Overall length of structure = 28.78 ft
Distribution of pressure and internal forces along the structure Depth
[ft]
Act.Press.
[psf]
Pass.Press.
[psf]
Total Pressure
[psf]
Shear Force
[lbf/ft]
Moment
[lbfft/ft]

0.00 1.31

3.05 4.80

6.54 8.28

10.03 11.77

13.51 15.26

17.00 17.00

17.01 17.01

18.69 20.36

22.04 23.72

25.40 27.07
185.99
177.27
219.85
262.43
305.01
347.59
390.17
432.75
475.33
517.91
560.49
169.73
147.71
147.71
183.24
218.78
254.31
289.84
325.38
360.91

0.00 0.00

0.00 -816.35
-713.95
-713.95
-1473.62
-2233.30
-2992.97
-3752.64
-4512.32
-5271.99
185.99
177.27
219.85
262.43
305.01
347.59
390.17
432.75
475.33
517.91
560.49
-646.62
-566.24
-566.24
-1290.38
-2014.52
-2738.66
-3462.80
-4186.94
-4911.08
-0.00
-237.65
-583.84
-1004.28
-1498.95
-2067.86
-2711.02
-3428.41
-4220.04
-5085.90
-6026.01
-6026.01
-6019.95
-6019.95
-4462.74
-1690.82
2295.81
7497.17
13913.24
21544.02
-0.00
156.71
862.06
2235.73
4407.15
7505.76
11660.99
17002.28
23659.06
31760.78
41436.87
41436.87
41497.10
41497.10
50459.05
55790.04
55452.42
47408.55
29620.79

51.51 Dimensioning No. 1
Shear force min.
[lbf/ft]
Shear force max
[lbf/ft]
Moment min.
[lbfft/ft]
Moment max.
[lbfft/ft]

0.00 1.00

1.00 1.31

3.05 4.80

5.00 5.00

6.54 8.28

10.03 11.77

13.51 15.26

17.00 17.01

18.69 20.36

22.04 0.00

0.00 -181.63
-237.65
-583.84
-1004.28
-1062.32

0.00 0.00

0.00 0.00
-181.63
-237.65
-583.84
-1004.28
-1062.32

0.00 0.00

0.00 0.00
119.77
156.71
862.06
2235.73
2490.52

0.00 0.00

0.00 0.00
119.77
156.71
862.06
2235.73
2490.52

0.00 0.00

0.00 0.00
03/12/2024 C3 159 of 329

23.72 25.40

27.07 0.00

0.00 0.00

0.00 Maximum internal forces
Maximum bending moment
Minimum bending moment
Maximum shear force
=
=
=
2490.5

0.0 0.00
lbfft/ft
lbfft/ft
lbf/ft
Verification of steel section according to EN 1993-1-1
All construction stages are taken into the analysis.

Partial factor on load = 1.00
Internal forces per I-section
Mmax =
Qmax =
9962.1
4249.29
lbfft;
lbf;
Q=
M=
4249.29
9962.1
lbf
lbfft
Verification of max. moment Mmax +Q:

Verification of bending:

Mmax/Mc,Rd = 0.027 1 Is satisfactory
Verification of shear:

Q/Vc,Rd = 0.028 1 Is satisfactory
Verification of plane state of stress:

Normal stress
Shear stress
σx,Ed
τEd
=
=
835.8
457.5
psi
psi
Verification: (σx,Ed/(fy/γM0))2 + 3*(τEd/(fy/γM0))2 = 0.001 1 Is satisfactory Verification of max. shear force Qmax +M:

Verification of bending:

M/Mc,Rd = 0.027 1 Is satisfactory
Verification of shear:

Qmax/Vc,Rd = 0.028 1 Is satisfactory
Verification of plane state of stress:

Normal stress
Shear stress
σx,EdτEd
=
=
835.8
457.5
psi
psi
Verification: (σx,Ed/(fy/γM0))2 + 3*(τEd/(fy/γM0))2 = 0.001 1 Is satisfactory Cross section is SATISFACTORY
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15092 Avenue of Science, Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.385.0400

3.9 Rate Schedule

December 7, 2023

CITY OF VISTA VIA UPLOAD TO OPENGOV PROCUREMENT
Engineering Department
200 Civic Center Drive
Vista, CA 92084

SUBJECT: Costs to Provide As-Needed Professional Geotechnical Engineering, Materials Testing, and Construction Inspection Services

We understand how critical it is for the City of Vista (CITY) to budget its work such that provides the best value for the taxpayer base. To that end, NV5 West, Inc, (NV5) is offering our services at very competitive rates which will help to achieve the goal.
 The attached charge rate schedule represents our current rates for 2024.  The Prevailing Wage rates for Field Personnel quoted above are based upon a multiplier of the hourly rate determined by the General Prevailing Wage Determinations for Building/Construction Inspectors and Field Soils and Material Testers, in effect as of this date (Determination # SD-23-63-3-2022-2D). Effective July 1, 2024, the Prevailing Wage rates for Field Personnel quoted above will reflect an increase of $5.00 (each) to account for the predetermined increases in effect with this current Prevailing Wage Determination. Should the Prevailing Wage rate change after the next issue date our rates may change based upon the Prevailing Wage rate in effect at that time, but our rates will maintain the same multiplier.  Laboratory and Professional rates will increase 3.5% annually on January 1st each year starting in 2025.  Charge rates includes provisions for normal office costs, including, but not limited to, office rental, utilities, insurance, cell phone or radio, equipment, normal supplies and materials, in-house reproduction services, and local travel costs.

Please note that our Overtime Rates for Technical Staff are based on an 8-hour workday between the hours of 6:00 a.m. and 4:30 p.m., Monday through Friday. Work in excess of 8 hours in one day will be charged a premium of 1.5 times the quoted rates. Work over 40 hours in one week will be charged at 1.5 times quoted rate. Work over 12 hours in one day or over 8 hours on the 7th consecutive day or worked holidays will be charged at 2.0 times quoted rates.

We thank you for the opportunity to submit our proposal and we look forward to further discussions with you regarding CITY projects. Should you have any questions or need additional information, please contact us at any time.

Respectfully submitted,

NV5 West, Inc.

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Costs to Provide As-Needed Professional Geotechnical Engineering, Materials Testing, and Construction Inspection Services

Page 2 of 4 ends

Vista City CouncilMarch 12, 2024

Vista City Council
March 12, 2024