City of Vista
Engineering Department & Buena Sanitation District
Attn: Erin Adams, Administrative Programs Manager
200 Civic Center Drive
Vista, CA 92084
STATEMENT OF
QUALIFICATIONS
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CITY OF VISTA & BUENA SANITATION DISTRICT
REQUEST FOR QUALIFICATIONS (RFQ),
FOR
AS-NEEDED PROFESSIONAL GEOTECHNICAL
ENGINEERING, MATERIAL TESTING, AND
CONSTRUCTION INSPECION SERVICES
Addendum No. 1
October 15, 2025
All Contractual Requirements as defined within the Contract Documents shall remain in full force to the extent that they are not modified or in conflict with the attached addendum.
A. QUESTIONS AND ANSWERS
Q1 (OpenGov-Question 11)
Mariel Attento Rhorer Oct 7 2025 at 10:19 AM
Twining, Inc.
Is it possible to include language pertaining to California Civil Code 2782.8, as is the design professional industry standard? Such as the following: Notwithstanding anything to the contrary set forth in this Article, if Contractor is a “design professional” (as defined in California Civil Code Section 2782.8(c)), and to the extent that it is performing any of the Services in its capacity as a design professional, Contractor’s indemnification and defense obligations under this Article with respect to such Services will be limited in accordance with, but required to the maximum extent permitted under, California Civil Code Section 2782.8.
A1 (OpenGov-question 11)
Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement. (Paragraph 22) Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q2 (OpenGov-question 4)
Kim Goodrich Oct 3 2025 at 12:56 PM
Geocon Consultants, Inc.
Please confirm whether the City considers “Subconsultant” and “Subcontractor” interchangeable. Subcontractors are typically retained on an as-needed basis, with no 12/09/2025
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guarantee of use. Will the City allow subcontractor fee schedules to be provided at the time of individual Task Orders rather than with the initial SOQ? A2 (OpenGov-question 4)
Yes, for purposes of this RFQ, the term “subcontractor” and “subconsultant” is used interchangeably.
In accordance with Par 13 of RFQ, Establishment of Fees, subcontractor fee schedules may be provided at the time individual task orders are negotiated.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q3 (OpenGov-Question 7)
Christine Horn Oct 6 2025 at 11:17 AM
Geocon Incorporated
Indemnity [Section 24.0]: The indemnity clause in the Sample Agreement does not appear to comply with California Civil Code §2782.8, as it is not negligence-based and does not provide for proportionate allocation of defense costs. Can the City please clarify whether the indemnity language in the final agreement can be revised to conform with the requirements of §2782.8?
A3 (OpenGov-Question 7)
Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement. Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q4 (OpenGov-Question 8)
Christine Horn Oct 6 2025 at 11:19 AM
Geocon Incorporated
Insurance [Exhibit C]: The insurance section of the Sample Agreement states that if the Consultant maintains limits higher than the minimum required by the contract, the City will be entitled to the Consultant’s full limits of insurance. This language is problematic because it unfairly requires the Consultant to make all available insurance proceeds, including those above the required limits, accessible to the City for a single contract.
This effectively puts the Consultant’s full policy limits at risk, regardless of a project’s scope or value. Insurance policies are typically intended to cover multiple projects or clients, and exposing the full limits to one party undermines the purpose of having defined coverage minimums. It also exceeds what most insurers are willing to endorse, 12/09/2025
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potentially leaving the Consultant without adequate coverage for other work and creating serious insurability and cost issues. This seems inconsistent with the intent of setting minimum insurance requirements. Can the City please clarify whether this provision can be revised so that only the stated minimum limits apply to the Consultant’s obligations under the Agreement?
A4 (OpenGov-Question 8)
This comment is noted but no response is needed at this time. Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q5 (OpenGov-Question 9)
Christine Horn Oct 6 2025 at 11:20 AM
Geocon Incorporated
Insurance [Exhibit C]: Currently, the insurance requirements state that all coverages must be carried on a primary and non-contributory basis. However, only Commercial General Liability and Automobile Liability can be carried on this basis. Can the Agreement be revised to specify this distinction?
A5 (OpenGov-Question 9)
This comment is noted but no response is needed at this time. Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q6 (OpenGov-Question 10)
Christine Horn Oct 6 2025 at 11:21 AM
Geocon Incorporated
Insurance [Exhibit C]: The insurance requirements currently state that all subcontractors must meet the same insurance requirements as the Consultant.
However, some subcontractors may not be professionals and therefore would not carry Professional Liability coverage, as it is not applicable to their trade. Can this requirement be revised to apply only to the extent relevant to the subcontractors’ scope of work and trade?
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A6 (OpenGov-Question 10)
This comment is noted but no response is needed at this time. Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Prospective Bidders shall acknowledge their receipt of this Addendum No. 1 and its incorporation into the bid submitted by executing this document in the designated space below and submitting this document with their bid:
I hereby acknowledge that I have received Addendum No. 1 and its provisions have been incorporated into the attached bid proposal.
_______________________________________________________________________ By
____________________________________ ________________________ Company Date
SEE REVISED EXHIBIT A
SAMPLE CITY OF VISTA AND BSD PROFESSIONAL SERVICES AGREEMENT (below)
Geocon Inc.
11/27/2025
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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 The “ Services” to be performed by Contractor are set forth in (“Exhibit A”).
2.2 The “ Required License” for the Services is: type.
2.3 Contractor, an entity holding the Required License, desires to enter into this “Contract” with City for the Services.
2.4 The “ Project” for which the Services are required is described in 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.
2.7 This Contract requires the payment of prevailing wages. As a condition precedent to the effectiveness of this Contract, the Contractor shall execute and deliver to City the Labor Law Compliance Form (Exhibit D).
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 30-days’ written notice to Contractor. 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 12/09/2025
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the termination date. City shall make the final determination as to the portion of tasks completed and the compensation to be paid.
4.0 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, in 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 City. In the event of a conflict between the provisions of Exhibit A and Exhibit B, the provisions of Exhibit A shall control.
5.0 COMPENSATION
5.1 City shall pay Contractor on a time and material rate as set forth in Exhibit B for the Services to be performed.
5.2 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.
5.3 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:
5.3.1 The changes, additions, and deductions to be made.
5.3.2 The increase or decrease in compensation due the Contractor, if any.
5.3.3 Adjustment in the time of completion, if any.
5.4 Contract Ceiling Price
5.4.1 In no event shall City be liable for paying more than the Contract Ceiling Price for Contractor's services rendered under this contract.
5.4.2 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.
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5.5 Except as provided in Exhibit B, Contractor shall not be reimbursed for any expenses incurred in rendering services under this Contract.
6.0 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).
7.0 TIME FOR COMPLETION AND COMMENCEMENT OF SERVICES
All Services under the Contract must be completed in compliance with the schedule in Exhibit A.
8.0 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.
9.0 STANDARD OF PERFORMANCE
9.1 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.
9.2 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.
10.0 STANDARD SPECIFICATIONS AND STANDARD PLANS
10.1 Except as otherwise provided, whenever reference is made to “ Standard Specifications”, it shall mean:
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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.
10.2 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.
11.0 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.
12.0 CONTRACTOR’S STATUS; CONTRACTOR’S EMPLOYEES
12.1 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.
12.2 Contractor represents and warrants that all design professional services 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.
12.3 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.
12.4 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.
12.5 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 12/09/2025
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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.
12.6 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.
13.0 CIVIL RIGHTS
13.1 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.
13.2 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.
13.3 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.
13.4 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.
13.5 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.
13.6 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.
13.7 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 12/09/2025
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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.
14.0 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.
15.0 ASSIGNMENT AND SUBCONSULTING
15.1 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.
15.2 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, 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.
16.0 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.
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17.0 FINANCIAL` RECORDS
17.1 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.
17.2 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.
18.0 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.
19.0 CONFIDENTIALITY
19.1 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.
19.2 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.
19.3 Contractor’s obligations under this paragraph shall survive the termination of this Contract.
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20.0 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.
21.0 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.
22.0 INDEMNIFICATION
22.1 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”).
22.2 The review, acceptance or approval of Contractor’s work or work product by any indemnified party shall not affect, relieve, or reduce Contractor’s indemnification or defense obligations. This Section survives completion of the services or the termination of this contract. The provisions of this Section are not limited by and do not affect the provisions of this contract relating to insurance.
22.3 Contractor’s costs of defense shall not exceed Contractor’s proportionate percentage of fault as adjudicated by a court of law, as required by California Civil Code section 2782.8.
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23.0 INSURANCE AND BONDS
Contractor shall comply with the insurance provisions set forth in Exhibit C.
24.0 SERVICE OF NOTICE
24.1 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.
24.2 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.
25.0 SPECIAL PROVISIONS
This Contract is subject to, and Contractor shall comply with, the special provisions referenced in Exhibit E, if any.
26.0 EXHIBITS
All documents referenced as exhibits in this Contract, or referenced in an exhibit to this Contract, are incorporated herein.
27.0 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.
28.0 PREVAILING WAGES
Pursuant to Section 1781 of the Labor Code, Contractor is advised that certain work contemplated in this contract may be subject to the payment of prevailing wages and all other requirements of the Prevailing Wage Law. The prevailing wage of each job classification may be found by inquiry with the California Department of Industrial Relations. Contractor shall comply with all laws related to the performance of public work including, but not limited to, the employment of apprentices pursuant to Section 1777.5 of the Labor Code, work day/week hours and overtime rates pursuant to Sections 1813 and 1815 of the Labor Code and the obligation set forth in Sections 1774–1776 of the Labor Code in regards to payment of prevailing wages and to provide the City and the Department of Industrial Relations certified payrolls when required. A certified copy of all payroll records relative to this project shall be submitted to the City along with the related invoice. Receipt of certified payroll records is a prerequisite to receiving payment.
No Contractor or sub-Contractor may be listed on a bid proposal for a public works project unless registered with the Department of Industrial Relations pursuant to Labor Code Section 1725.5. No Contractor or sub-Contractor may be awarded a contract for public work on a public works project unless registered with the Department of Industrial Relations pursuant to Labor 12/09/2025
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Code Section 1725.5. All Contractors and sub-Contractors must furnish electronic certified payroll records to the Labor Commissioner. This requirement applies to all public works projects, whether new or ongoing. Contractor is further advised that any prevailing wage work contemplated herein is subject to compliance monitoring and enforcement by the Department of Industrial Relations.
29.0 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).
30.0 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.
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31.0 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:
ANALISA HOLBROOK, RISK MANAGER
By:
“Contractor”
NAMEX, statusx
By:
Name/Title
By:
Name/Title
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Addendum 1
00034875 3 Exhibit A
EXHIBIT A
REQUEST FOR PROPOSALS
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00034875 3 Exhibit B
EXHIBIT B
CONTRACTOR’S PROPOSAL
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00034875 3 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 12/09/2025
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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 12/09/2025
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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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Addendum 1
00034875 3 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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00034875 3 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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END OF ADDENDUM NO. 1
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6960 Flanders Drive ■ San Diego, California 92121 ■ P| 858.558.6900 ■ F| 858.558.6159
3.1.COVER LETTER
October 27, 2025 Proposal # SD-25-0526-S-GT
Erin Adams
Administrative Programs Manager
City of Vista
Engineering Department and Buena Sanitation District
200 Civic Center Drive
Vista, CA 92084
Subject: STATEMENT OF QUALIFICATIONS
AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS TESTING,
AND CONSTRUCTION INSPECTION SERVICES
Dear Ms. Adams:
Geocon Incorporated (Geocon) is pleased to submit this proposal to the City of Vista (City) to perform as-needed Geotechnical Engineering, Materials Testing, and Construction Inspection Services. Founded in 1971 and headquartered in San Diego, Geocon is an employee -owned firm that has provided professional engineering consulting services to public agencies across California for more than five decades. With over 350 staff members across eleven California offices, and with principals and senior leaders actively engaged in day -to-day project management, Geocon is one of the state’s largest geo - environmental firms dedicated exclusively to serving California agencies.
We take pride in our long- standing service to regional public agencies, including the Cities of Vista, Carlsbad, San Marcos, Escondido, and Oceanside, as well as the County of San Diego. Our commitment to quality, communication, and cost -effective delivery ensures that every Task Order will receive dedicated attention from our senior staff and laboratory professionals.
In addition to our extensive experience providing on -call geotechnical, materials testing, and construction inspection services throughout California, Geocon offers integrated environmental consulting capabilities, enabling efficient coordination when projects involve subsurface environmental considerations. Our firm holds both a Hazardous Substances Removal Contractor license and a Class A General Engineering Contractor license, allowing us to directly support investigation and remediation programs when needed.
Our San Diego office and certified materials testing laboratory will manage this contract and partner with the City to provide a full range of services, including field and laboratory testing, special inspection, geotechnical engineering, and construction-phase support.
Geocon is proud to note that our dedicated senior project managers, Matt Love, PE, Senior Geotechnical Engineer, and Rupert Adams, CEG, Senior Engineering Geologist are both residents of the City of Vista.
Their local presence ensures strong community investment, rapid response, and a deep understanding of the City’s geology, infrastructure, and development priorities. Both will be fully committed to the performance of all assigned tasks throughout the duration of this contract.
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6960 Flanders Drive ■ San Diego, California 92121 ■ P| 858.558.6900 ■ F| 858.558.6159 City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
Mr. Rod Mikesell, GE, Vice President and Principal Engineer, will serve as Geocon’s principal- in-charge for Geotechnical Services and will act as the firm’s primary contract representative during the selection process and throughout the contract. Mr. Mikesell is authorized to execute contracts on behalf of the firm:
Rod Mikesell, GE
Vice President & Principal Engineer
6960 Flanders Drive, San Diego, California 92121
T | 858.558.6900 | M | 619.818.0206 E | [email protected]
Geocon appreciates the opportunity to continue supporting the City of Vista. Our team is ready to provide responsive, high-quality geotechnical, materials testing, and construction inspection services in support of the City’s infrastructure goals.
Geocon confirms that we can meet the City’s insurance requirements and are prepared to execute the City’s Standard Consulting Agreement, permitted the contract language meets standard industry practice for professional services. We further commit that no changes will be made to the proposed project team without prior written authorization from the City.
Thank you for your consideration.
Sincerely,
Geocon Incorporated
Rod Mikesell, GE
Vice President / Principal Geotechnical Engineer
[email protected]
(858) 558.6900 x 220
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
3.2. COMPANY INFORMATION
3.2.1 Identification of responder 94-1750457
3.2.2 Legal name and address of the company Geocon Incorporated 6960 Flanders Drive, San Diego, California 92121
3.2.3 Identification of parent company Geocon Group, Inc.
3.2.4 Addresses of offices in San Diego County 6960 Flanders Drive, San Diego, California 92121
3.2.5 Number of employees in San Diego County 133 employees in San Diego
3.2.6 Person to contact concerning the proposal
Rodney Mikesell, GE, Vice President
6960 Flanders Drive, San Diego, California 92121
D: 858.558.6900 ext. 220
E: [email protected]
3.2.7 State of CA DIR Number 1000007083
3.2.8 Secretary of State Entity Number 634977
3.2.9 LICENSED PROFESSIONALS
All services will be performed under the direct supervision of licensed professionals, including a California Registered Professional Engineer, Geotechnical Engineer, and/or Certified Engineering Geologist. The following key leadership personnel will provide oversight and technical direction:
Name Title Registration
Rod Mikesell, GE Principal Engineer I Vice President
Contract Manager
CA: Geotechnical Engineer #2533
CA: Professional Engineer #55080
Rupert Adams, CEG Senior Engineering Geologist
Project Manager
CA: Certified Engineering Geologist #2561
CA: Professional Geologist #7887
Matt Love, GE Senior Geotechnical Engineer
Project Manager
CA: Geotechnical Engineer #3238
CA: Professional Engineer #84154
3.3. PROPOSED TASK ORDER APPROACH
Geocon is committed to providing responsive and cost- effective geotechnical engineering, materials testing, and construction inspection services to the City of Vista. We understand that projects may include sewer utility improvements, roadway resurfacing and reconstruction, retaining structure and slope stabilization, drainage and culvert repairs, and capital improvement support for various City and Buena Sanitation District (BSD) projects. Our approach will include clear communication, dedicated project management, rigorous quality control and assurance, and proactive schedule coordination to ensure the successful delivery of each assignment. Our standard methodology includes the following:
TIME-BUDGET MANAGEMENT
Geocon’s first priority is to thoroughly review each scope of work and available references to understand project elements, client objectives, and potential challenges. Using our previous project experience in the City of Vista of over 450 projects, we will identify key issues such as site conditions, access constraints, urgency, and weather, and we will review local codes and specifications to ensure our recommendations align with all applicable requirements. This upfront diligence allows us to provide accurate estimates, minimize the risk of scope changes, and deliver cost-effective solutions tailored to each project.
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
Project Managers monitor budgets and schedules closely and communicate proactively with City staff if adjustments are required. We apply value engineering during construction to identify efficiencies and prevent cost increases. Our comprehensive investigations and responsive project management help keep projects on track while maintaining fiscal discipline.
Our schedule management process anticipates factors that may influence project timelines, such as drilling subcontractor availability and permit turnaround times. After finalizing the scope of work with the City, Geocon promptly confirms subcontractor and agency availability and coordinates schedules accordingly.
During construction, our in-house team of engineers, inspectors, and technicians provides timely responses to RFIs and requests for inspection or testing from the City, general contractor, or construction manager.
Geocon will further maintain close coordination with other project stakeholders, including Caltrans, the County of San Diego, and the Vista Irrigation District, when required to support project delivery.
DOCUMENTATION AND DELIVERABLES
Geocon provides clear, consistent documentation throughout each task order. Daily field reports, compaction results, and laboratory test data are transmitted to the City and BSD within required timeframes, in accordance with RFQ Section 4.3. Final reports are submitted promptly upon completion of field and laboratory work, and all project documentation is maintained in electronic format for City access. Our Project Managers ensure that deliverables meet City formatting and filing requirements, facilitating seamless incorporation into City records, and supporting efficient task closeout.
Any scope modifications or schedule adjustments are documented and submitted for City review prior to implementation.
WORKLOAD MANAGEMENT
Geocon maximizes efficiency by strategically assigning team members based on their expertise, proximity to the project site, and current workload. By selecting Project Managers and staff who are geographically close to the project, we reduce travel time and associated costs, enabling quicker response times. Additionally, we carefully assess each team member’s current workload to ensure they have the capacity to focus on the project at hand, which enhances productivity and helps keep the project on schedule.
Furthermore, we manage subconsultant and subcontractor services as if they are part of Geocon. A key aspect of our approach is our commitment to maintaining consistent quality and performance standards across all project partners. This structure allows Geocon to integrate subconsultant expertise effectively while maintaining accountability and consistent performance standards.
QUALITY ASSURANCE / QUALITY CONTROL (QA/QC) PROGRAM
Geocon integrates quality control, quality assurance, and schedule management into every task order through experienced staff, independent equipment calibration, and periodic reviews by accredited agencies. All reports and deliverables undergo internal quality reviews by senior technical staff prior to submittal, ensuring compliance with contract requirements related to deliverables, reporting, and invoicing.
Prior to mobilization, Geocon’s Project Manager confirms the task -specific scope, budget, schedule, deliverables, and reporting requirements to ensure full alignment with City expectations. Our Project Managers will serve as single points of contact for City and BSD staff to maintain consistent communication, coordination, and delivery.
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
3.4. PROJECT TEAM AND ORGANIZATION CHART
3.4.1 PROJECT ORGANIZATION
Geocon’s project organization is designed to provide the City and BSD with direct access to experienced decision-makers, responsive project management, and qualified technical specialists. The organizational chart below illustrates the relationship between City and BSD staff, Geocon’s project leadership, and our supporting subconsultants/subcontractors. The capabilities and expertise of our key project personnel (indicated with an asterisk) are further highlighted in the table on the following page and resumes are included in the appendix.
3.4.2 PRIME AND SUBCONSULTANT ROLES
Geocon is committed to allocating the staffing resources and technical expertise necessary to meet and exceed the City’s needs for geotechnical and environmental compliance services. Our staffing plan includes licensed geotechnical engineers, certified engineering geologists, professional geologists, and certified field and laboratory materials technicians as inspectors . The tables listed below represent Geocon’s core team of staff and trusted subcontractors who will support the City and BSD through task order execution, reporting, and quality control:
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
STAFF CAPABILITIES AND EXPERTISE
SUBCONTRACTORS AND SUBCONSULTANTS
Geocon may engage with various subcontractors or subconsultants as necessary to fulfill various project requirements. We have identified the following list of qualified subcontractors, enabling us to assemble tailored teams based on individual project requirements. These subcontractors are actively involved in providing services for on- call and as -needed public and private development projects across Southern California:
Key Personnel Title/Role Education Certifications/
Registrations
Rodney Mikesell, GE
31 years’ experience
Principal Engineer
Contract Manager
MS & BS/Civil Engineering,
Brigham Young University
CA: Geotechnical Engineer #2533
CA: Professional Engineer #55080
Shawn Weedon, GE
27 years’ experience
Principal Engineer
Quality Assurance
Manager
BS/Civil Engineering, University
of Arizona
CA: Geotechnical Engineer #2714
CA: Professional Engineer #61803
Rupert Adams, CEG
25 years’ experience
Senior Engineering
Geologist
MS, Geology, University of
British Columbia
BS, Geology, Royal School of
Mines, Imperial College of
Science Technology &
Medicine, London University
CA: Certified Engineering Geologist
#2561
CA: Professional Geologist #7887
Matt Love, GE
14 years’ experience Senior Engineer BS/Civil Engineering, Cal Poly, San Luis Obispo
CA: Geotechnical Engineer #3238
CA: Professional Engineer #84154
Yong Wang, GE
31 years’ experience Senior Engineer
MS/Civil Engineering
(Geotechnical), McGill
University, Montreal, Canada
BS/Civil Engineering, Shanghai
Jiao Tong University, China
CA: Geotechnical Engineer #2775
CA: Professional Engineer #62819
Scott Vacula, PE
27 years’ experience
Director of Special
Inspections &
Materials Testing
BS, Civil Engineering
Technology, Rochester Institute
of Technology
CA: Professional Engineer #72600
Robert Mertz, ACI
38 years’ experience
Field Supervisor,
Materials Testing
High School Diploma ACI Grade I Concrete
James Atkinson, ICC, ACI
28 years’ experience
Sr. Special Inspector:
Concrete, rebar,
masonry, soils
BS/Geology, Southwest
Missouri State University
ICC Masonry, Soils, Reinforced
Concrete; ACI Grade I Concrete
Jim Allison, CWI, ICC
25 years’ experience
Sr. Special Inspector:
Concrete, rebar,
welding, NDT
High School Diploma
ICC Reinforced Concrete, Pre-
Stressed Concrete, Structural Steel
& Welding, HSB; ACI Grade I
Concrete Technician ; AWS-CWI;
ASNT LII
Matt Wilson, CWI, ICC
16 years’ experience
Special Inspector:
Welding, rebar,
bolting
High School Diploma ICC Structural Steel & Bolting; AWS- CWI
Daniel Roberts
26 years’ experience
Sr. Grading
Technician
High School Diploma Nuclear Density Gauge
Luis Blanco
23 years’ experience Sr. Soils Technician
BS/Environmental Studies,
University of West Florida Nuclear Density Gauge
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
Sub Name and Contact
Information
Service Key
Personnel Relevant Experience Licenses % of
work
North County Traffic
Control
Contact: Mike Requilman
Phone: (760) 802-7824
Traffic Control TBD*
• City of La Mesa: Street
Surfacing Project
• City of San Diego: SDGD
TL691 Fire Hardening W2S
•City of El Centro:
Downtown Beautification
Project
#1063855 TBD**
North County Drilling
Contact: Kimble Weed
Phone: (760) 212-7626
Small Diameter
Drilling and
Limited Access
Drilling
TBD*
• City of San Diego: South
Pala Sewer Study
• City of Chula Vista: MTS –
SBMF Phase 2 PS&E
•City of Valley Center:
Rincon Tracts 72 & 123/129
#1065262 TBD**
Native Drilling
Contact: Steven Gomez
Phone: (619) 888-1874
Small Diameter
Drilling/Limited
Access Rig
TBD*
• City of Solana Beach:
Santa Camelia Drive Slide
• City of Solana Beach,
Santa Camelia Drive Surficial
Landslide
• City of San Diego, Olive
Street Park
#942664 TBD**
Dave’s Drilling
Contact: David Ledezma
Phone: (760) 788-0148
Large Diameter
Drilling/Limited
Access/Backhoe
Services
TBD*
• City of San Diego:
I-805/16TH St Asbestos Pipe
• City of San Diego:
Pipeline A6
•City of Rancho Santa Fe:
R.E. Bager
#9004956 TBD**
Kehoe Testing
Contact: Steve Kehoe
Phone: (714) 901-7270
Cone
Penetrometer
Testing (CPT)
TBD*
• City of Coronado:
Coronado Ferry Landing
Extension
• City of Lynwood: Imperial
Hwy & Fernwood
• City of Seal Beach: Los
Cerritos Wetlands
Restoration
C-57 License
#786163
TBD**
* On-call contract, subcontractor key personnel will be identified on a per-project basis ** On-call contract, percentages can be provided on a per-project basis
3.4.3 PROJECT MANAGER AND KEY STAFF EXPERIENCE
Geocon’s technical team brings extensive experience providing on -call geotechnical, materials testing, and construction inspection services for municipal and special -district clients throughout Southern California. Our staff members have supported numerous task-order contracts requiring rapid response, adherence to City procedures, and coordination among multiple departments and agencies. The following biographies highlight the qualifications of our Principal leadership and Project Managers who will support the City and BSD under this agreement:
Rodney Mikesell, GE I Contract Manager: Our Contract Manager, Rodney Mikesell will serve as Geocon’s Principal-in-Charge for the City of Vista contract, providing executive-level oversight of all task orders. 12/09/2025
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
With more than 30 years of experience in geotechnical engineering throughout San Diego County, he brings extensive knowledge of regional soil conditions, municipal infrastructure, and agency coordination. Mr. Mikesell will support project managers in developing scopes of work, review and approve technical recommendations, and ensure that services meet City standards for quality, responsiveness, and budget control. He will also be available to City staff for consultation on complex geotechnical issues and provide senior review of deliverables.
Shawn Weedon, GE I Principal Engineer I CEO I QA Manager : Shawn will serve as Quality Assurance Manager. With 27 years of experience in geotechnical engineering and contract management, he will oversee technical execution and quality control across all task orders. Mr. Weedon has extensive experience managing on-call geotechnical contracts for municipal clients including the Cities of San Diego, La Mesa, and Imperial Beach, and brings expertise in developing scopes, reviewing deliverables, and resolving field and design challenges efficiently. He will provide senior review of reports and analyses.
Rupert Adams, CEG I Senior Engineering Geologist I Project Manager : Rupert will provide senior- level geological support and project management. A Certified Engineering Geologist with 25 years of experience, Mr. Adams specializes in geotechnical and geologic investigations for public works and utility infrastructure throughout Southern California. His project history includes extensive work on City of Vista and regional municipal facilities, where he has performed detailed geologic evaluations, slope stability analyses, and subsurface characterizations to guide design and co nstruction. He will oversee field investigations, perform geologic interpretations, and prepare or review reports to ensure accurate and practical recommendations.
Matt Love, GE I Senior Geotechnical Engineer I Project Manager: Matt will manage day-to-day task orders and provide geotechnical engineering support. W ith 13 years of experience, he has managed investigations and design -phase services for roadway, pipeline, and municipal infrastructure projects under on- call contracts across San Diego County. This experience includes pavement design, trench backfill evaluation, and foundation recommendations for water and wastewater improvements. For this contract, he will develop scopes of work, direct field activities, analyze test data, and coordinate with City staff to deliver clear, responsive, and technically sound recommendations.
Yong Wang, GE I Senior Geotechnical Engineer: Yong will serve as Senior Geotechnical Engineer, providing technical oversight and review of complex analyses. With over 31 years of experience in geotechnical design and construction support, Mr. Wang has managed multiple on -call contracts for the City of San Diego and other regional agencies. His expertise includes foundation and retaining wall design, trenchless construction, and pipeline alignment evaluations. For this contract, he will assist project manage rs with analytical review, verify design recommendations, and support the City on specialized studies involving seismic, slope stability, and foundation performance assessments.
Scott Vacula, PE I Director of Special Inspections and Materials Testing : Scott will oversee materials testing and inspection services. A licensed Civil Engineer with 27 years of experience, he directs Geocon’s regional materials testing and provides oversight of field and laboratory testing programs. For this contract, he will manage inspection staff, review test data and reports for accuracy, and maintain communication with City personnel to ensure timely and compliant documentation of construction activities.
3.4.4 RÉSUMÉS OF KEY STAFF
Resumes for our dedicated key personnel are included in Appendix A. 12/09/2025
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Geotechnical Engineering, Materials Testing, & Construction Inspection
3.4.5 PROPOSED LINE-OF-COMMUNICATION BETWEEN THE CITY, PRIME TEAM, AND SUBS Geocon maintains a clear and efficient communication structure to ensure coordination among the City, BSD, and all project partners. The flow chart below depicts our proposed line of communication, highlighting information pathways, and relationships between the City and our project team.
3.5. AUTHORIZED OFFICERS
Name Title
Shawn Weedon, GE Chief Executive Officer / President
William Lydon, CFO Chief Financial Officer
Rodney Mikesell, GE Vice President / Principal Engineer Troy Reist, CEG Vice President / Senior Engineering Geologist
3.6. REFERENCES
Client Name: Sycuan Band of the Kumeyaay Nation
Location: Sycuan Reservation, 5441 Sycuan Road, El Cajon, CA 92019 Number of Projects completed for client: 10+
Client Contact: Sid Morris, Director of Planning and Development, (619) 445-4564; or Jeff Moneda, Assistant Director of Planning and Development; (619) 445-4564
Client Name: Kimley-Horn
Location: 401 B Street, Suite 600, San Diego, CA 92101
Number of Projects completed for client: 13+
Client Contact: Shelby Brodie, P.E., Civil Engineer, (619) 702-9580
Client Name: Padre Dam Municipal Water District
Location: 9300 Fanita Pkwy, Santee, CA 92071
Number of Projects completed for client: 93
Client Contact: Mark Niemiec, P.E., Manager of District Projects, (619) 258-4766 12/09/2025
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
3.7. EXPERIENCE
CITY OF VISTA, VISTA VILLAGE DRIVE TRUNK SEWER IMPROVEMENTS, VISTA, CA Geocon provided geotechnical engineering services for
the Vista Village Drive Trunk Sewer Improvements
project in the City of Vista. The project included
installing approximately 3,600 linear feet of new 24 -
inch sewer pipeline extending from Hacienda Drive,
crossing Buena Vista Creek and State Route 78, and
continuing east along West Vista Way to near Vista
Village Drive. The pipeline beneath SR-78 was installed using trenchless methods to reduce surface and
environmental disturbance.
The improvements increased sewer capacity, reduced overflow risks, and improved system reliability for the growing Vista community. Geocon performed seven exploratory borings and four supplemental test trenches to evaluate subsurface conditions of undocumented fill, alluvium, and decomposed granitic rock.
Groundwater encountered between 12 and 17 feet near Buena Vista Creek required careful excavation and dewatering planning.
Geocon’s recommendations addressed trenchless construction, temporary shoring, groundwater control, and mixed -face tunneling conditions. The Geotechnical Baseline Report defined reliable ground expectations, reducing construction risk and preventing schedule delays.
During construction, Geocon provided observation, materials testing, and special inspection services. Our team monitored pit excavations, verified subgrade and backfill compaction, and tested soils, base, and asphalt to confirm compliance with project spec ifications. The project finished ahead of schedule and about $2 million under budget.
The Vista Village Drive Trunk Sewer Improvements project received multiple awards such as the 2020 Project of the year from the American Public Works Association (APWA), 2021 Engineering Excellence award presented by the American Council of Engineering Companies (ACEC), and the 2021 National Recognition Award granted by ACEC National.
• Geocon Project Manager: Matt Love, PE; Yong Wang, GE
• Agency Project Manager: TC Construction, Elan Schier; (619) 667-1153 • Year of Completion: 2020
• Contract Value: $271,000
SAN PASQUAL BAND OF MISSION INDIANS, SAN PASQUAL SEPTIC TO SEWER PROJECT, SAN
DIEGO COUNTY, CA
Geocon provided geotechnical engineering and materials
testing services for the San Pasqual Wastewater Treatment Plant and Septic to Sewer Project. The project replaces existing septic systems with a new centralized wastewater collection and treatment system des igned to improve public health, protect groundwater, and support long-term environmental sustainability within the San Pasqual Reservation.
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
The work included design and construction of an 8.5 -acre wastewater treatment facility, seven lift stations, and over 77,000 linear feet of gravity and force main pipelines. These improvements modernize the community’s wastewater infrastructure, increase c apacity, and eliminate potential contamination concerns associated with aging septic systems.
Geocon’s services included drilling and logging nineteen exploratory borings and conducting a geophysical survey to evaluate soil and rock conditions. Laboratory testing was performed to assess soil strength, compaction, and corrosivity. The team provided grading, foundation, and seismic design recommendations for the treatment plant, lift stations, and pipeline alignments. Additional recommendations addressed trench excavation, backfill, and pipe bedding requirements in accordance with Greenbook and Water Agencies’ Standards. Infiltration testing was conducted to evaluate percolation pond performance and site drainage characteristics. During construction, Geocon provided observation and in-place density testing to confirm that the work met project specifica tions and design intent.
• Geocon Project Manager: Rodney Mikesell, GE; Rupert Adams, CEG • Agency Project Manager: Kimberly-Horn & Association, Shelby Brodie, P.E.; (619) 234-9411 • Year of Completion: 2025
• Contract Value: $82,000
PALA MESA SOUTH SEWER EXTENSION, PALA BAND OF MISSION INDIANS, SAN DIEGO
COUNTY, CA
Geocon performed a preliminary geotechnical
investigation for the Pala South Sewer Extension
Project, which replaced individual septic systems with
a new community sewer collection system within the
Pala Indian Reservation. The project included
approximately 14,450 linear feet of gravity sewer lines, 3,425 linear feet of force mains, two lift stations, and future gravity main extensions along several local
roadways.
Geocon drilled and logged five exploratory borings to evaluate subsurface soil and geologic conditions along the proposed sewer alignment and lift station sites. The exploration encountered topsoil, alluvial and colluvial deposits, and granitic rock, with groundwater observed between 17 and 25 feet below ground surface. Laboratory testing was performed to evaluate soil strength, expansion potential, sulfate exposure, resistivity, and corrosivity.
Based on field and laboratory findings, Geocon developed grading and excavation recommendations, foundation design parameters, and pipe bedding and backfill criteria consistent with the Greenbook and Standard Specifications for Public Works Construction. The study also provided seismic design parameters per the 2022 California Building Code (CBC), mat foundation recommendations for lift stations, and temporary shoring guidance for excavations up to 40 feet deep. • Geocon Project Manager: Rodney Mikesell, GE; Rupert Adams, CEG • Agency Project Manager: Kimberly-Horn & Association, Shelby Brodie, P.E.; (619) 234-9411 • Year of Completion: 2025
• Contract Value: $17,000
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
CITY OF LA MESA, AS-NEEDED PROFESSIONAL GEOTECHNICAL SERVICES, LA MESA, CA For over 13 years, Geocon has supported the City of La Mesa with as needed g eotechnical services. We have supported more than 50 City projects, delivering geotechnical investigations, construction observation, materials testing, special inspections, and consultatio n. Completed p rojects include sewer and street improvements, park expansions, slope repairs, storm drain installations, and upgrades to recreational facilities. Some of the notable projects have included:
Sewer Improvements: Geocon has provided comprehensive
geotechnical and environmental services for various sewer improvement projects through the City, such as the Alvarado Sewer Phase 3, for which Geocon performed construction
materials testing and special inspection s; FY 22 Sewer Improvements, for which Geocon performed geotechnical testing and observation during sewer line improvements ; and
geotechnical testing and observation for the installation of the sewer and storm drain lines in Collier Park.
Street Resurfacing: Geocon has supported the City ’s street resurfacing projects for over ten years.
Services include pavement assessments, materials testing, and geotechnical analysis. In 2023, we conducted street coring along various streets prior to resurfacing to help enhance the city’s roadway infrastructure. The $1.8M project involved cold milling and repaving 2.5 inches of existing asphalt, repainting roadway striping, replacing concrete islands, and installing new curb and gutter sections.
MacArthur Park: Geocon provided geotechnical engineering testing and observation services for the MacArthur Park Restroom Building. The work supported the construction of a prefabricated restroom building, where Geocon performed soil compaction testing.
Massachusetts Avenue & Blackton Drive Pedestrian and Bike Improvements: This project consisted of removal and replacement of several areas of sidewalk, curb/ gutter, and medians at the intersection of Massachusetts Avenue and Blackton Drive, as well as asphalt concrete patching. Geocon conducted compaction testing, observation of concrete placement, and laboratory testing.
Emergency Response: Other notable projects have included the Wellesley Street Slope Distress , where Geocon provided emergency geotechnical consultation following heavy rains that caused slope failures behind residences and deposited debris into a storm drain channel. Our team assessed conditions and provided stabilization recommendations to prote ct homes and restore drainage. The Beaumont Drive Retaining Wall Failure required similarly urgent response, where Geocon observed a collapsed rock wall that exposed utilities and a storm drain catch basin within the public right -of-way. We provided the City with immediate repair options and drainage improvements to restore stability and protect adjacent infrastructure.
• Geocon Project Managers: Shawn Weedon, GE; Matt Love, PE • Agency Project Manager: City of La Mesa, Carly Cubberly, Civil Engineer; (619) 667-1153 • Year of Completion: 2020 - Present
• Contract Value: $150,000 (approximate/overall fees to date) 12/09/2025
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
CITY OF SAN DIEGO, AS-NEEDED PROFESSIONAL SERVICES, SAN DIEGO, CA Since 1978, Geocon has provided geotechnical and
environmental engineering services to the City of San
Diego under various agreements, supporting both the
design and construction phases of municipal projects.
Geotechnical services have included pipeline studies,
landslide repairs, infrastructure condition assessments, and distress evaluations.
Geocon has also supported the City with environmental
services for fire stations, essential services buildings, recreation facilities, and numerous water, sewer, and
infrastructure improvements. Our services have
included Phase I and II Environmental Site Assessments, underground storage tank studies, facility audits, regulatory compliance support, industrial hygiene evaluations, and health risk assessments. This breadth of expertise has allowed the City to advance critical projects with confidence in both environmental compliance and long-term site performance.
In addition to our direct work with the City, we have continued to support City projects as a subconsultant to numerous prime firms. Notable projects include:
West Maple Canyon Mini Park: Geocon successfully performed a geotechnical investigation for the park design phase. We were later contracted by the City to conduct geotechnical testing and observation services during site grading for the park improvements.
Mira Mesa Street Improvements: Geocon provided pavement design and evaluation services for the pavement restorations for multiple streets in the Mira Mesa area of San Diego.
AC Water and Sewer Group Projects : Geocon performed geotechnical investigations for various City of San Diego AC Water and Sewer Group pipeline replacement project s. Improvement including trenchless construction methods, as well as cut-and-cover.
Fire Station #51 Skyline Hills: Geocon conducted a geotechnical investigation for the proposed fire station in 2019, and in 2023 provided an updated report and storm water management investigation under contract with the City’s design architect.
La Jolla Farms Outfall Repair: Geocon prepared a reconnaissance-level geotechnical investigation for the replacement of a damaged storm drain outfall at UC San Diego. Our services included geologic mapping, laboratory testing, and preliminary recommendations for excavation support and slope stability. • Geocon Project Manager: Shawn Weedon, GE
• Agency Project Manager: City of San Diego c/o John Mendivil, Consultant Services Coordinator (Retired); Alternate reference: J eff Katz, COAR Group ; (619) 504- 0984; [email protected] (Skyline Hills FS #51)
• Year of Completion: 2021
• Contract Value: $2M (overall “as-needed” contract value 2010-2020)
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
PADRE DAM MUNICIPAL WATER DISTRICT, ON-CALL GEOTECHNICAL ENGINEERING, SAN
DIEGO COUNTY, CA
Geocon has provided on -call geotechnical engineering services for the Padre Dam Municipal Water District (PDMWD) since July 2011. Projects completed under this contract have included reservoirs, emergency utility breaks, utility backfill, park improvements, infrastructure improvements, pump stations, etc. Geocon’s scope of work includes specialized geotechnical studies and design recommendations, geologic investigations and characterization activities, and geotechnical and materials inspection and testing services. Some of the projects Geocon has provided services on include the following:
Cordial Road Water Main Pipe Repair : Geocon provided geotechnical testing and observation services for the Cordial Road Water Main Repair Project. The emergency repair addressed a burst water main that caused a roadway collapse and service interruption to nearly 200 homes. The pipeline was repaired within ten hours, with Geocon supporting ongoing restoration efforts through compaction testing, site observation, and drainage recommendations to ensure stable backfill and proper surface grading.
Mountain View Connector Pipeline: Geocon performed a geotechnical investigation and provided testing and observation services for the Mountain View Connector Pipeline Project in Harbison Canyon, San Diego County. The 12,200-foot pipeline connected existing water infrastructure along Mountain View Road and Harbison Canyon Road.
Mission Gorge Road Water Main Repair: Geocon provided geotechnical testing and observation services for the Mission Gorge Road Water Main Repair for the Padre Dam Municipal Water District in Santee. The 16-inch recycled water main rupture required emergency repairs and roadway restoration. Geo con supported reconstruction by testing and observing concrete, pavement, and subgrade preparation and performing laboratory analyses to confirm soil and material compliance.
Rios Canyon Pump Station #2 Surge Tank Project : Geocon provided geotechnical testing, observation, and consultation services for the Rios Canyon Pump Station No. 2 Surge Tank Project for the Padre Dam Municipal Water District. Services included compaction and asphalt testing, trench backfill observation , and post-construction evaluation of site drainage and waterproofing.
Mast Blvd. Pavement Repair: Geocon performed on -call compaction testing and observation services during the placement of asphalt concrete pavement for roadway repairs along Mast Boulevard, east of Marathon Parkway. Geocon also provided drainage and grading recommendations to ensure long- term pavement performance.
• Geocon Project Managers: Shawn Weedon, GE; Rodney Mikesell, GE; Matthew Love, PE • Agency Project Manager: Padre Dam; Mark Niemiec, P.E., Manager of District Projects; (619) 258- 4766
• Year of Completion: Ongoing (2011 – Present)
• Contract Value: $1.2M (approximate value for “as-needed” services to date)
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
SYCUAN BAND OF THE KUMEYAAY NATION, UTILITY CORRIDOR AND CENTRAL WASTEWATER
TREATMENT PLANT, EASTERN SAN DIEGO COUNTY, CA
Geocon has supported the Sycuan Band of the
Kumeyaay Nation (Sycuan) with comprehensive
geotechnical engineering services for over four
decades, contributing to a broad range of
infrastructure, residential, and commercial
development efforts across the Sycuan res ervation
and adjacent lands in eastern San Diego County. Our
experience includes geotechnical testing and
observation, fault investigations, environmental
site assessments, and construction-phase consultation on more than 20 distinct projects.
Geocon was recently competitively selected by Sycuan to provide geotechnical testing and observation services for construction of the new Utility Corridor and Central Wastewater Treatment Plant on the Sycuan Reservation. As the Geotechnical Engineer of Rec ord, Geocon reviewed prior geotechnical investigations, verified design conformance with current recommendations, and assumed full responsibility for geotechnical oversight during grading and improvement operations.
Geocon will provide continuous field observation, compaction testing, and consultation throughout construction, issuing supplemental recommendations as needed to ensure compliance with Greenbook standards and project specifications. The project represents a significant infrastructure upgrade for the Tribe, supporting reliable wastewater management and long-term community sustainability.
Geocon has provided geotechnical services for the following Sycuan projects:
Project Name Scope
Government Center Parking Lot Soil Compaction Testing for Waterline Proposed Sewage Treatment Sites Geological Reconnaissance Smith Ranch Development Site Geotechnical Investigation 23-acre Parcel Sycuan - Septic System Leach Field Percolation Testing and Septic Design Sycuan Community Center Geotechnical Investigation
Sycuan Cogeneration CHP Projects Geotechnical Investigation Sycuan Gas Station Lane Expansion Geotechnical Testing & Observation Sycuan Medical Office Building Geotechnical Testing & Observation Sycuan Medical Office Building Geotechnical Investigation Sycuan Percolation Testing Percolation testing for various sites Sycuan Utility Bridge Geotechnical Investigation
Thiel Property Sycuan - 25-Lot Subdivision Geotechnical Investigation/ Supplemental Rippability Study Thiel Property Sycuan Geotechnical Testing & Observation Tl 6914 Sycuan Casino Power Poles Geotechnical Investigation
• Geocon Project Managers: Rodney Mikesell, GE
• Agency Project Manager: Sycuan Band of the Kumeyaay Nation, Sid Morris, Director of Planning and Development ; ( 619) 445-4564 and Jeff Moneda, Assistant Director of Planning and Development; (619) 445-4564
• Year of Completion: Ongoing
• Contract Value: $405,000 (approximate value for “as-needed” services to date) 12/09/2025
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
7.6 EXCEPTIONS TO RFQ
Geocon’s legal counsel has reviewed the RFQ release September 22, 2025, and Addendum No. 1 dated October 15, 2025, and the City’s Standard Consulting Agreement, and respectfully note a few standard limitations regarding our insurance and indemnity coverage . Our professional liability insurance, consistent with industry practice, applies only to claims arising from our own negligent acts, errors, or omissions. This coverage does not extend to the negligence or fault of others, including the Client, even if such negligence is passive or secondary in nature. Additionally, only our Commercial General Liability and Automobile Liability coverages can be carried on a primary basis. Finally, please note that certain subcontractors who are not providing professional services ( e.g., drillers) may not maintain Professional Liability coverage, as it is not applicable to their scope of work.
We respectfully request the following changes to the standard consulting agreement:
22.0 INDEMNIFICATION
22.1 C ontractor 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, to the extent caused by the negligence or willful misconduct of Contractor, except: (1) Liability caused by City's sole negligence or willful misconduct; or (2) for Liability caused by City's active negligence; or (3) Liability caused by City’s passive 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”).
Comment: In order for indemnity obligations to be covered under a professional liability policy, they must be expressly limited to the Consultant’s own negligent acts, errors, or omissions. Professional liability insurance only provides coverage for the Consultant’s negligence; it does not insure against the negligence or fault of others, including the Client. This limitation applies even where the Client’s negligence is passive or secondary in nature.
EXHIBIT C INSURANCE REQUIREMENTS
If the Contractor mai ntains 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.
Comment: This language is problematic because it requires the Consultant to make all available insurance proceeds, including amounts above the required limits, accessible to the City for a single contract. This exposes the Consultant’s full policy limits regardless of the project’s scope or value. Insurance policies are intended to cover multiple clients or projects, so allowing one party access to the full limits defeats the purpose of having defined minimums. It also exceeds what most insurers will endorse, potentially leaving the Consultant underinsured for other work and creating significant insurability and cost concerns. This appears inconsistent with the intent of establishing minimum insurance requirements..
Other Insurance Provisions
2. For any claims related to this Project, the Contractor’s Commercial General Liability and Automobile Liability insurance coverages 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.
Comment: Only Commercial General Liability and Automobile Liability coverages are available to be carried on a primary basis.
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City of Vista & Buena Sanitation District
Request for Qualifications
Geotechnical Engineering, Materials Testing, & Construction Inspection
3.8. WORK PRODUCT EXAMPLES
Work Product Examples are included in Appendix B.
3.9. RATE SCHEDULE
Electronic file uploaded to Opengov Procurement.
APPENDICES
• Appendix A - Résumés of Key Staff
• Appendix B - Work Product Examples (Geotechnical reports, compaction, field, testing, shoring)
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APPENDIX A – RESUMES OF KEY STAFF
Introduction
The following resumes highlight the qualifications and experience of Geocon’s key personnel proposed to provide As-N eeded Geotechnical, Materials Testing, and Construction Inspection Services for the City of Vista. Each individual brings specialized expertise in geotechnical engineering, engineering geology, materials testing, and field inspection for public works and infrastructure improvement projects throughout Southern California.
Our team includes licensed Geotechnical Engineers, Certified Engineering Geologists, and experienced project managers who have successfully delivered numerous municipal and transportation projects similar in scope and complexity to the City’s program, and are readily available to provide timely, on- call support as project needs arise. The resumes demonstrate each team member’s education, professional registrations, and relevant project experience.
Included Resumes
• Rod Mikesell, GE - Chief Geotechnical Engineer / Principal • Shawn Weedon, GE - Vice President / Senior Engineer
• Rupert Adams, CEG - Senior Engineering Geologist / Project Manager • Matt Love, PE - Senior Geotechnical Engineer / Project Manager • Yong Wang, PE - Senior Engineer / Project Manager
• Scott Vacula, PE - Senior Materials Engineer
• Bobby Mertz - Laboratory Manager
• James Atkinson - Field Services Manager
• Jim Allison - Construction Inspector
• Daniel Roberts - Field Technician
• Matthew Wilson – Special Inspector
• Luis Blanco – Senior Soils Technician
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ROD MIKESELL, GE
VICE PRESIDENT/ SENIOR ENGINEER
Mr. Mikesell has over 3 1 years of experience in
geotechnical engineering throughout San Diego
County and southern California. Mr. Mikesell is
responsible for managing consulting projects
involving soil and foundation engineering
investigations for large -scale residential and
commercial/ industrial projects, mid- to high -rise
buildings, highway bridges, and school projects. Mr.
Mikesell performs many functions as a senior
engineer, including project management, overseeing site reconnaissance, drilling and other field studies, computer analysis, and report preparation.
Mr. Mikesell performs geotechnical analyses for slope stability, liquefaction, shallow and deep foundation design, lateral pile design, and pavement design. Project experience includes:
V
ISTA DOWNTOWN REDEVELOPMENT PROJECT, VISTA, CALIFORNIA
The project included the construction of 20 new buildings including a large multiplex theater, restaurants, and retail and commercial buildings. The project also required the construction of three new bridges, a new transit center, box culverts, roadways, and parking lots. Mr. Mikesell led a field investigation of over 50 exploratory borings and provided foundation design recommendations for the construction of buildings, bridges, and large retaining walls.
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ITY OF SANTEE STORM DRAIN IMPROVEMENTS, SANTEE, CALIFORNIA Flooding of residences adjacent to a channel in Santee, California required the extension to both a 48-inch and 66-inch diameter reinforced concrete pipe. Mr. Mikesell provided engineering design criteria, earthwork requirements, as well as project managem ent during the design and construction of the new storm drain improvements.
IMPERIAL BEACH SEWER PUMP STATION, IMPERIAL BEACH, CALIFORNIA Mr. Mikesell was the project engineer for a new sewer pump station in Imperial Beach. The pump station is over 21 feet deep and is located adjacent to existing residences. Temporary shoring and excavation stabilization measures were required to protect adjacent structures. Mr. Mikesell provided project supervision of the geotechnical elements of design.
F
RIARS ROAD WIDENING, PHASE 2 – SAN DIEGO, CALIFORNIA
Geocon performed compaction testing and observation services during the construction of site improvements for the widening of Friars Road, Phase 2 between Qualcomm Way, and Russell Parkway. The scope of our services included performing in -place density tests in backfill placed and compacted at the site, performing laboratory tests to aid in evaluating the compaction characteristics of various soil types used for backfill, and preparing a final report of site improvements.
P
OWAY ROAD BIKE PATH, SAN DIEGO, CALIFORNIA
Geocon performed a seismic refraction survey for the proposed new bike path along Poway Road for the City of San Diego. The purpose of this study was to obtain further information regarding rock rippability in the proposed area of the retaining wall excavations. To evaluate rippability, five seismic refraction lines were performed on the ground surface. Mr. Mikesell provided project management and managed a team of professional engineers.
EXPERIENCE
- 31 years
EDUCATION
- MS & BS/Civil Engineering,
1993, Brigham Young
University
REGISTRATIONS
- CA: Geotechnical Engineer,
No. 2533
- CA: Professional Engineer,
No. 55080
ORGANIZATIONS
- ASCE
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ROD MIKESELL, GE
VICE PRESIDENT/ SENIOR ENGINEER
BRIER ROAD DRAINAGE IMPROVEMENTS, LA MESA, CALIFORNIA
Mr. Mikesell provided geotechnical recommendations for the replacement of an existing corrugated metal pipe storm drain paralleling Brier Road. His evaluation addressed soil cover variations, proximity to existing property line walls, and replacement alignment to ensure long-term functionality of the upgraded storm drain system.
RANCHO MISSION CANYON PARK, SAN DIEGO, CALIFORNIA
Geocon provided compaction testing and observation services during grading at the Rancho Mission Canyon Park for the City of San Diego. The proposed improvements to the park consisted of upgrading the children’s play area, picnic area, exercise stations, and pathways. In addition, upgrades to the parking lot included an access drive and two new ADA parking spaces. The scope of our services included observing the placement of compacted fill and performing in-place density tests, performing laboratory tests on soil samples to determine the maximum dry -density and optimum moisture content, preparing an as -graded Geologic Map, and preparing a report of testing and observation services during grading. Mr. Mikesell served as the senior engineer and reviewed all reports and letters.
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ITYWIDE SIDEWALK IMPROVEMENT PROJECTS, JIMMY DURANTE BOULEVARD, VIA DE LA VALLE, AND CAMINO DEL MAR – DEL
MAR, CALIFORNIA
Geocon prepared a summary of soil conditions for the proposed sidewalk improvement project s planned for the City of Del Mar. A limited geotechnical investigation was prepared for the proposed retaining walls that were part of the Citywide Sidewalk Improvement Project No. 2. Mr. Mikesell provided project management including technical design and geotechnical reports, and managed a team of professional engineers, geologists, and field technicians who worked on the project.
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OUSER CANYON WATER MAIN, SAN DIEGO COUNTY, CALIFORNIA
Mr. Mikesell managed Geocon’s limited geotechnical investigation for the proposed water main alignment extending from the Meadowood project to the intersection of Couser Canyon Road and Couser Way. The proposed water main consisted of a 12 -inch-diameter PVC pipe with a burial depth of at least 3 feet. A steel sleeve was installed near the intersection of Rice Canyon Road and SR-76 where the water main crosses SR-76.
FIRE STATION NO. 47, SAN DIEGO, CALIFORNIA
Geocon Incorporated provided compaction testing and observation during the construction of a new fire station in the Pacific Highlands Ranch community. Our services consisted of preparing an updated geotechnical investigation. We also performed compaction testing and observation during grading and performed compaction testing services for utility trench backfill and for site improvements. Mr. Mikesell was the project geotechnical engineer.
S
ANTA FE VALLEY WATER STORAGE TANK AND WASTEWATER TREATMENT FACILITY, SAN DIEGO, CALIFORNIA Mr. Mikesell provided geotechnical engineering analysis for a wastewater treatment facility and a 1.3-million- gallon storage tank. His duties included providing foundation design and earthwork criteria for the construction of the facility and storage tank.
N
ORDAHL ROAD MEDICAL CENTER, SAN MARCOS, CALIFORNIA
Geocon was retained to prepare a geotechnical investigation and provide construction observation services for the Nordahl Medical Center. The project consisted of constructing a 3 -story medical office building on a five - acre parcel. Mr. Mikesell headed the Geocon team as project manager.
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SHAWN WEEDON, GE
CEO/ SENIOR ENGINEER
Mr. Weedon began his professional career in 1998,
gaining geotechnical engineering experience
throughout Southern California. His experience
encompasses a wide range of projects for both the
public and private sectors. Mr. Weedon has been a
team member on projects that include public and
private educational facilities, multi- story office
buildings, large -scale land developments, multi -
family residential developments, parking structures,
and waterfront structures. He also manages testing
and observation services for drilled and driven piles,
soil nails, soldier pile/tieback wall systems, and grading operations. His experience and knowledge of geotechnical engineering contributes to the quality of his analyses in slope stability, liquefaction, shallow and deep foundation design, lateral pile design, and pavement design. Mr. Weedon has the reputation for providing creative geotechnical solutions and maintaining outstanding service for projects with critical schedules and budgets. His recent project experience includes:
A
S – NEEDED SPECIALIZED PROFESSIONAL SERVICES, GEOTECHNICAL CONTRACT, CITY OF
LA MESA, LA MESA, CALIFORNIA
Mr. Weedon is currently the contract manager of Geocon’s on -call geotechnical services contract. His responsibilities include scope of work development, staff supervision, engineering analyses and report preparation, and client coordination. He has provided project management services for nearly 35 projects including recreational facilities, park improvements, streetscapes, street improvements, storm drains, roadways and educational facilities.
A
S – NEEDED GEOTECHNICAL ENGINEERING SERVICES CONTRACT, PADRE DAM MUNICIPAL WATER DISTRICT, SAN DIEGO
COUNTY, CALIFORNIA
Mr. Weedon is currently the contract manager of Geocon’s on- call geotechnical services contract. His responsibilities include scope of work development, staff supervision, engineering analyses and report preparation, and client coordination. He has provide d project management services for nearly 20 projects including reservoirs, pump stations, and paving improvements.
AS – NEEDED GEOTECHNICAL SERVICES CONTRACT, CITY OF SAN DIEGO, SAN DIEGO, CALIFORNIA Geocon was awarded the as -needed contract in 2010. Geotechnical and environmental engineering services were provided during both the design and construction phases of projects. Services included pipeline studies, landslide repairs, infrastructure studies and distress studies. Mr. Weedon has provided principal review on every project.
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ITY OF LA MESA, ALVARADO ROAD TRUNK SEWER, LA MESA, CALIFORNIA As part of our contract to provide the City of La Mesa with Geotechnical Engineering Services Geocon was retained to provide inspection and testing for the improvements of the Alvarado Road Trunk Sewer. Our scope of work included compaction testing, welding inspection, laboratory testing, geotechnical consultation, and preparation of a letter report detailing our findings. Mr. Weedon worked as the project manager and provided schedule, budget, and team oversight.
EXPERIENCE
- 27 years
EDUCATION
- BS/Civil Engineering, 1998,
University of Arizona
REGISTRATIONS
- CA: Geotechnical Engineer,
No. 2714
- CA: Professional Engineer,
No. 61803
- AZ: Professional Engineer,
No. 50604
ORGANIZATIONS
- AEG
- ASCE
- ASFE
- ASTM
- BIA SD
- CalGeo
- DFI
- Engineer/Architect/Geologist
Softball League
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SHAWN WEEDON, GE
CEO/ SENIOR ENGINEER
CITY OF LA MESA, COLLECTOR STREET RESURFACING PROJECT, LA MESA, CALIFORNIA Several roadways in the City of La Mesa were rehabilitated to address aging pavement and cracking. Mr.
Weedon conducted geotechnical investigations supporting the roadway rehabilitation and undergrounding of overhead utilities. He also oversaw testing and observation services for numerous streets as part of the city - wide resurfacing effort.
SANDAG INLAND RAIL TRAIL PHASE 2, SAN DIEGO COUNTY, CALIFORNIA The Inland Rail Trail project is a 21-mile Class I bikeway located through the County of San Diego. The proposed improvements consist of numerous bikeways, retaining walls, bridges, drainage facilities, and overhead and underground utilities. Mr. Weedon pr ovided geotechnical consultation and quality assurance/control during the CIDH pile observation of the pedestrian bridge across Buena Creek.
CITY OF SAN DIEGO, MIRA MESA STREET IMPROVEMENTS, SAN DIEGO, CALIFORNIA Geocon provided pavement design and evaluation services for the pavement restorations in the Mira Mesa area of San Diego. The project was assigned as part of our On- Call contract for the City of San Diego for geotechnical and environmental engineering serv ices. Mr. Weedon provided consultation, field observation, and report review.
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ADRE DAM MUNICIPAL WATER DISTRICT, MOUNTAIN VIEW CONNECTOR PIPELINE, SAN DIEGO COUNTY, CALIFORNIA Geocon performed a geotechnical investigation and provided testing and observation services during the installation of the Mountain View Connector Pipeline project. The new pipeline extends from the existing water reservoir near the intersection of Mountain View Road and Old Mountain View Road to the existing water line infrastructure to the east within Harbison Canyon Road. Mr. Weedon was able to save Padre Dam Municipal Water District about $250,000 on their costs for the roadway due to his communication efforts with the County of San Diego.
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MPERIAL BEACH LIBRARY, 810 IMPERIAL BEACH BOULEVARD, IMPERIAL BEACH, CALIFORNIA Located at the northwest corner of Imperial Beach Boulevard and 8th Street, this project involved demolishing and replacing the existing library for the County of San Diego. The new facility connects to the adjacent senior center and sits next to Veteran’s Park. Geocon provided geotechnical services for both design and construction, including remedial grading of loose, saturated fill to expose Old Paralic Deposits and competent fill. The scope also included ADA -accessible street and parking improvements alo ng 8th Avenue. Mr. Weedon provided review.
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ERITAGE ROAD EXTENSION, CHULA VISTA, CALIFORNIA
Geocon provided a geotechnical investigation for the extension of Heritage Road in Chula Vista. We were able to reduce the pavement section within the roadway such that the water main was not within the structural pavement section and the pipe would not fe el the higher effects of the traffic loads. Mr. Weedon provided senior review and quality assurance/control.
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IRE STATION NO. 8, OCEANSIDE, CALIFORNIA
Geocon performed a geotechnical investigation for the City of Oceanside’s proposed Fire Station No. 8. The project consists of constructing a new fire station with accompanied parking, utilities and landscaping. The fire station includes a two -story, 15,000- to 19,000 -square foot building. Mr. Weedon provided general consultation, reviewed civil plans, contributed to report and letter preparation, and managed client communications.
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RUPERT ADAMS, CEG
SENIOR GEOLOGIST
EXPERIENCE
- 25 years
EDUCATION
- MS, Geology, University of
British Columbia
- BS, Geology, Royal School
of Mines, Imperial College of
Science Technology &
Medicine, London University
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EGISTRATIONS
- CA: Certified Engineering
Geologist, No. 2561
- CA: Professional Geologist,
No. 7887
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RGANIZATIONS
- AEG
- ASCE
- CalGeo
- SCGS
Mr. Adams has over 25 years of professional
experience in the field of geotechnical engineering
and geology, working throughout Southern Central
California. He is responsible for managing
geotechnical investigations for large -scale
residential and commercial/ industrial projects,
utility, and public works projects, including several
State-reviewed essential facilities. Mr. Adams
performs many functions as a senior geologist,
including project planning, overseeing fieldwork
programs, performing geologic data compilation and analyses, and technical report writing. Mr. Adams has also performed several large-scale geologic investigations of major landslides in Southern California, including the Soledad Mountain Road, Ocean Trails, and Portuguese Bend landslides. Mr. Adams also has experience in forensic geotechnical investigations, building and foundation distress mapping, and litigation support. Mr. Adams has served as an expert consultant for the California Board for Professional Engineers, Land Surveyors, and Geologists in enforcement case review. His experience includes:
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ITY OF VISTA PUBLIC WORKS DEPT., ADMINISTRATION/OPERATIONS BUILDING,
VISTA, CALIFORNIA
Geocon performed a preliminary geotechnical investigation for the new City of Vista Public Works Department Administration/Operations Building. The improvements consisted of replacing the Administration/Operations building with a new 10,000 -square-foot building, including associated improvements such as utilities, paving, stormwater management devices, and landscape improvements. The scope of our preliminary investigation included site reconnaissance, excavation and logging of five exploratory borings, performing two infiltration tests, and reviewing published and unpublished geologic literature and reports. Mr. Adams prepared our final preliminary geotechnical investigation report.
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ROJECT DESIGN CONSULTANTS, BRIER ROAD DRAINAGE, LA MESA, CALIFORNIA Geocon prepared preliminary geotechnical recommendations for replacement of the corrugated metal pipe (CMP) storm drain paralleling the south property line. The existing storm drain line conveys surface runoff draining into a storm drain inlet along the east side of Brier Road to the top- of-slope near the southeast corner, with soil cover above the pipe ranging from zero and approximately 24 inches. Mr. Adams was involved with job site and client meetings, project management of quality control and quality assurance, and did letter and report preparation.
FRANKLIN RIDGE ROAD EXTENSION, SAN DIEGO, CALIFORNIA
Geocon performed a geotechnical investigation for the Franklin Ridge Road extension and Neighborhood Park, located in San Diego, California. Mr. Adams prepared the figures and tables for the report, performed field observation, drilling, and digging for samples, client coordination, and project management quality control and quality assurance.
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LIVE STREET PARK, SAN DIEGO, CALIFORNIA
Geocon conducted a geotechnical investigation at Olive Street Park in San Diego, California. The project included constructing park features such as an exercise area, playground, mounded turf, seating, concrete walkways, an overlook deck, and landscaping. Mr. Adams reviewed the geotechnical reports and the accompanying letter to the client.
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MATT LOVE, GE
SENIOR PROJECT ENGINEER
Mr. Love is a project engineer with over 13 years
of geotechnical engineering experience
throughout Southern and Northern California. He
has spent the majority of that time as a project
level engineer and manager for preliminary
evaluations through construction stages of
residential and commercial development and
provided oversight of laboratory operations and
field personnel. Mr. Love has the reputation for
providing practical geotechnical solutions and
maintaining reliable and timely consultation services for clients and design professionals. His recent professional and project experience includes:
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ITY OF IMPERIAL BEACH, AS-NEEDED SPECIALIZED PROFESSIONAL SERVICES,
GEOTECHNICAL ENGINEERING, IMPERIAL BEACH, CALIFORNIA
Mr. Love has recently assisted as a Project Engineer for Geocon’s on -call geotechnical services contract with the City of Imperial Beach to perform geotechnical engineering and engineering geology applicable to the regulation and policies of the State of C alifornia. Projects have included street improvements, bikeways, and sewer main line repairs. Mr. Love has provided geotechnical support to City personnel and design consultants for the Elm Avenue and Citrus Avenue Roadway Improvement, Street Improvements, Compaction Testing & Special Inspection, and Citywide Resurfacing projects.
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S – NEEDED GEOTECHNICAL ENGINEERING SERVICES CONTRACT, PADRE DAM MUNICIPAL WATER DISTRICT, SAN DIEGO
COUNTY, CALIFORNIA
Mr. Love is currently the senior project engineer of Geocon’s on -call geotechnical services contract. His responsibilities include field staff supervision, engineering analyses and report preparation, and client coordination. He recently provided engineering services for the Santee Lakes Pavement Improvement project.
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S – NEEDED GENERAL CIVIL CONSULTING AND DESIGN SERVICES (GEOTECHNICAL) CONTRACT, SAN DIEGO GAS & ELECTRIC,
SAN DIEGO COUNTY, CALIFORNIA
Geocon has performed numerous geotechnical engineering services for the SDG&E On-Call contract during the last two decades. Specifically, Geocon has made significant engineering inputs to the development and/or improvements of numerous power transmission l ines and substations all over southern California. Mr. Love provided engineering analysis for TL631 Group 19 Poles Z476098 & Z476100 and TL663 Reconductor project.
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IRA MESA STREET IMPROVEMENTS, SAN DIEGO, CALIFORNIA
Geocon provided pavement design and evaluation services for the pavement restorations in the Mira Mesa area of San Diego. The project was assigned as part of our On- Call contract for the City of San Diego for geotechnical and environmental engineering services. As project manager, Mr. Love’s responsibilities included field staff supervision, engineering analyses and report preparation, and client coordination.
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IA DE LA VALLE ROAD WIDENING, SAN DIEGO, CALIFORNIA
Geocon provided a geotechnical investigation for the Via De La Valle Road widening project. The Project was approximately one mile long, widening Via De La Valle west of El Camino Real. Mr. Love performed drilling, digging, and sampling activities as part of our geotechnical investigation.
EXPERIENCE
- 13 years
EDUCATION
- BS/Civil Engineering, 2011,
Cal Poly, San Luis Obispo
REGISTRATIONS
- CA: Geotechnical Engineer,
No. 3238
- CA: Professional Engineer,
No. 84154
CERTIFICATIONS
- Nuclear Density Gauge
ORGANIZATIONS
- ASCE
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MATT LOVE, GE
SENIOR PROJECT ENGINEER
COAR DESIGN GROUP, SANTEE FIRE STATION 20, SANTEE, CALIFORNIA Geocon performed both a Storm Water Management Investigation and an Infiltration Feasibility Study for the redevelopment of Santee Fire Station 20, located in Santee, California. The project involves the construction of a new two-story fire station with associated infrastructure, including parking, driveways, fuel and generator areas, and underground utilities, on a site formerly used for City operations. Our scope of work included subsurface exploration, soil sampling, infiltration testing using Aardvark permeameters, and engineering analysis by the City of Santee BMP Design Manual (2016). Mr. Love contributed to general consultation and led report and letter preparation efforts.
FORDYCE CONSTRUCTION, NORTH PARK MINI PARK, SAN DIEGO, CALIFORNIA Geocon provided geotechnical testing and observation services on an "on -call" basis during site grading and construction at the North Park Mini Park project, located at 29th Street and North Parkway in San Diego, California. Positioned behind the Observatory Theatre, the park will serve as a community space for gatherings, live music, movie nights, and the weekly Farmers' Market. Our scope of services included observing remedial grading operations, which involved the removal of the upper 3 feet of existing materi al and its replacement with imported fill. We performed in -place dry density and moisture content tests on the compacted fill and conducted similar tests for backfill operations on the storm drain, electrical trench, and wall backfill.
Additionally, laboratory testing was carried out to determine the maximum dry density, optimum moisture content, expansion characteristics, and water-soluble sulfate content of the imported soils. Mr. Love served as the project manager for quality assurance and quality contro l, overseeing the testing and observation of the subgrade, base, asphalt concrete, and the building pad.
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ADRE DAM MUNICIPAL WATER DISTRICT, CORDIAL ROAD PIPELINE REPLACEMENT, SAN DIEGO COUNTY, CALIFORNIA Geocon performed testing and observation services for the Cordial Road Water Main Repair Project. The project’s purpose was to repair a water main pipe that had burst, causing a section of Cordial Rd to collapse and form a sinkhole, in addition to leaving nearly 200 homes without water. Mr. Love was the project manager and oversaw our scope of work which included performing in -place density tests during preparation and placement of sidewalk subgrade, pavement subgrade, and asphalt concrete pavement; geotech nical consultation; laboratory testing; and the preparation of a final letter report that contained our conclusions and recommendations. The water main was repaired in less than ten hours to restore water to the affected people in the surrounding area. Infrastructure damage continued to be assessed and repaired as needed, with Geocon continuing to provide observation and testing services.
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ADRE DAM MUNICIPAL WATER DISTRICT, CAMINO CANADA WATER MAIN REPAIR, EL CAJON, CALIFORNIA Geocon performed compaction testing and observation services during the emergency water main repair project located on Camino Canada within the City of El Cajon in San Diego County, California. Mr. Love was project manager and provided our scope of work for the project, including in-place density tests during backfill, in-place density tests during the preparation and placement of aggregate base and asphalt concrete pavement, geotechnical consultation, laboratory testing, and the preparation of a Final Report of Testing and Observation Services.
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ITY OF SAN DIEGO SEWER AND WATER GROUP, PIPELINE REPLACEMENT PROJECT, SORRENTO VALLEY, CALIFORNIA Mr. Love was Geocon’s senior project engineer and performed utility mark -outs during our geotechnical investigations for the proposed Pipeline Replacement Project. Geocon was retained by the City of San Diego as part of our on-call contract. The project consisted of the replacement of approximately 5,130 feet of vitrified clay (VC) sewer pipeline, and approximately 5,020 feet of VC water pipeline. 12/09/2025
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YONG WANG, GE
SENIOR ENGINEER
With over 3 1 years of experience, Mr. Wang has
managed and performed geotechnical engineering
studies for a wide variety of projects including
transportation infrastructures and roadways, power
transmission lines and utility pipelines, residential
and commercial properties, office complex and
industrial parks, schools and hospitals, libraries and
fire stations, resort and military facilities, and
hydrologic structures and mine site development.
His expertise includes planning and supervising geotechnical field investigations, laboratory testing, and construction observation programs.
Mr. Wang is responsible for engineering analyses and has provided geotechnical recommendations for use in design and construction of bridge foundations, power pole foundations, pipeline installations, retaining walls, roadway pavements, slopes, dams and shallow and deep foundations.
Many projects he managed received ASCE and APWA awards. In addition, he has participated in testing and/or revision of technical guidelines including Caltrans Seismic Design Criteria (2009) and Shanghai Standard Foundation Design Code (PBJ08-89).
Recent project experience includes:
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CONSTRUCTION, VISTA VILLAGE TRUNK SEWER IMPROVEMENTS, VISTA, CALIFORNIA Geocon performed a geotechnical investigation for the Vista Village Drive Trunk Sewer Improvements (CIP 8212-V2) project, which included installing approximately 3,300 linear feet of new sewer trunk constructed in three trenchless segments. The study evalu ated surface and subsurface conditions, construction feasibility, and provided geotechnical recommendations for design and installation. Field work included seven exploratory borings to depths of up to 40 feet, laboratory testing, and engineering analyses to assess soil properties and support trenchless design. Mr. Wang provided technical consultation and report preparation.
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ITY OF SAN DIEGO AS-NEEDED GEOTECHNICAL SERVICES CONTRACT, SAN DIEGO, CALIFORNIA Mr. Wang has been the contract manager and senior engineer for two consecutively awarded contracts with the City of San Diego. Geocon has provided geotechnical and materials testing services on over 20 task orders.
Projects have included landslide evaluation, pipeline studies, utility location services, and distress mitigation.
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AN DIEGO ASSOCIATION OF GOVERNMENTS ON-CALL ARCHITECTURE AND ENGINEERING DESIGN CONSULTING SERVICES, SAN
DIEGO, CALIFORNIA
Geocon has performed numerous geotechnical engineering services for the SANDAG On-Call contracts via both teams led by Kimley-Horn and Associates, Inc. and Dokken Engineering. Some recent projects included I- 805 Managed Lanes (South, Unit 3), Rancho Bernar do Transit Station, South Bay Bus Rapid Transit (SBBRT), 70th Street MTS Station, SR-78 Auxiliary Lanes, SANDAG Downtown BRT Stations, San Dieguito Lagoon, Otay Mesa Port of Entry, Inland Rail Trail, and I- 805/SR-94 Bus on Shoulder Demonstration project. A s the contract manager, Mr. Wang has coordinated and delivered as -needed geotechnical engineering services to provide geotechnical investigation, materials testing, environmental consulting, and construction testing and inspection services. He is very familiar with the standard procedure of project development and associated criteria and guidelines for each phase. His managing principles possess a depth of practical experience and
EXPERIENCE
- 31 years
EDUCATION
- MS/Civil Engineering
(Geotechnical), McGill
University, Montreal,
Canada
- BS/Civil Engineering,
Shanghai Jiao Tong
University, China
REGISTRATIONS
- CA: Geotechnical
Engineer, No. 2775
- CA: Professional Engineer,
No. 62819
ORGANIZATIONS
- ASCE
- DFI
- SDHDA
- ASMT
- ICTPA – SCC
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YONG WANG, GE
SENIOR ENGINEER
expertise in the disciplines of geotechnical engineering that enable the accomplishment of each task with a reasonable budget and within the project schedule. Several projects he managed have received ASCE and APWA awards.
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ITY OF SAN DIEGO, 25TH STREET RENAISSANCE, SAN DIEGO, CALIFORNIA The improvements of 25th Street from Russ Boulevard to F Street in the Golden Hill area consist of traffic calming, beautification enhancements and pedestrian safety features. Geocon performed geotechnical services to observe the existing pavement thickness, evaluate the supporting characteristics of subgrade soil, and assess the percolation characteristics of the subsurface soils. Mr. Wang was the senior engineer and project manager of Geocon.
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ITY OF SAN DIEGO, REGENTS ROAD WIDENING, LA JOLLA, CALIFORNIA Geocon performed a geotechnical investigation for the proposed Regents Road Widening project in the La Jolla area of San Diego, California. The Regents Road project included the widening of approximately 2,100 lineal feet of Regents Road between Genesee Avenue and Executive drive and associated improvements. The construction consisted of widening the existing street to a four -lane major street along with associated infrastructure; including medians, sidewalks, curb/gutters, and added roadway. In addition, a bio- retention/hydro-modification system and a retaining wall with a maximum height of 5 feet would be constructed. Approximately 220 lineal feet of new storm drain will be installed as part of the proposed bio - retention/hydro-modification system. The scop e of our investigation included geologic mapping, subsurface exploration, laboratory testing, engineering analyses, and the preparation of this report. As a part of our investigation, we reviewed stereoscopic aerial photographs, published geologic maps, pu blished geologic reports, and previous geotechnical reports pertaining to the site. Mr. Wang served as the project manager and authored the report.
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NLAND RAIL TRAIL, OCEANSIDE, VISTA, AND SAN MARCOS, CALIFORNIA Mr. Wang served as Senior Engineer providing geotechnical engineering and environmental compliance services for multiple phases of this regional Class I bikeway along the North County Transit District corridor. He directed subsurface investigations to eval uate undocumented fill, colluvium, residual soils, granitic rock, and Santiago Peak Metavolcanic formations, with recommendations addressing excavation feasibility, rippability, and blasting. His work included stormwater BMP feasibility studies, retaining wall and pavement design recommendations, and foundation design for the Buena Creek pedestrian bridge. During construction, he observed installation of 36 -inch CIDH piles, confirmed embedment into granitic rock, and documented groundwater control measures. The project received the 2021 APWA Honor Award in the Sustainability/Green category.
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AN DIEGO GAS & ELECTRIC AS-NEEDED GENERAL CIVIL CONSULTING AND DESIGN SERVICES-GEOTECHNICAL SERVICES Geocon has performed numerous geotechnical engineering services for the SDG&E On-Call contract during the last two decades. Specifically, Geocon has made significant engineering inputs to the development and/or improvements of numerous power transmission lines a nd substations all over southern California. As the contract manager, Mr. Wang has coordinated hundreds of as -needed tasks and delivered geotechnical engineering services to provide geotechnical investigation, materials testing, environmental consulting, and construction testing and inspection services. He is very familiar with the standard procedure of project development and associated criteria and guidelines for each phase. His managing principals possess a depth of practical experience and expertise in the disciplines of geotechnical engineering that enable the accomplishment of each task with a reasonable budget and within the project schedule. 12/09/2025
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SCOTT VACULA, PE
DIRECTOR OF CMT SERVICES
Mr. Vacula has over 27 years of experience in
Construction Materials Testing and Geotechnical
Engineering for residential, commercial, industrial,
and infrastructure projects throughout Southern
California. As the Director of CMT Services, his
responsibilities include overseeing construction
materials testing services including special inspector
supervision, scheduling, proposal preparation,
project management, project QA/QC, and project
closeout. His relevant experience includes:
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ITY OF LA MESA, FY22 SEWER IMPROVEMENTS, LA MESA, CALIFORNIA Under our On -Call with the City of La Mesa, Geocon performed geotechnical engineering testing and observation services during the construction of the prefabricated restroom building located at MacArthur Park.
Mr. Vacula conducted field observation during g rading and prepared technical reports summarizing site conditions and test results.
AVA STREET STORM DRAIN AND SLOPE REPAIR, SAN DIEGO, CALIFORNIA Geocon performed geotechnical testing and observation services during the storm drain and slope repair located at Ava Street in the City of San Diego. The project consisted of repairing the washout caused by the failure of the existing storm drain pipe and replacement of the storm drain line at the rear of the existing residences. Mr. Vacula performed CMT services including preparing the geotechnical and construction reports.
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EPPER PARK, NATIONAL CITY, CALIFORNIA
Geocon is currently performing geotechnical testing and observation services during construction of the Pepper Park Improvements in the City of National City. The $8 million improvement project includes a pirate- themed playground, splash pad, perched beach, overlook and terrace, hillside play area, new entry plaza, picnic area, upgraded lighting and landscaping, and additional park amenities. Mr. Vacula performs oversight of CMT operations, including technical review of project reports for letters for accuracy and compliance with project specifications.
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SAN DIEGO, EAST CAMPUS LOOP ROAD IMPROVEMENTS, SAN DIEGO, CALIFORNIA Geocon is currently performing compaction testing and observation services during grading and construction of utility and site improvements for the ECLR project. The project consists of widening and realigning Health Sciences Drive and Medical Center Drive to improve access and visitor flow to existing hospital and clinical services, while also creating parcels for future for development. The project also includes connection points to Voight Drive, Campus Point Drive, and Athena Circle. As the Director of Construction Materials Testing Services, he oversees the inspection activities and provides quality assurance over our services.
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UVENILE JUSTICE CAMPUS, SAN DIEGO, CALIFORNIA
Geocon worked with Balfour Beatty during construction of the $195 million design -build San Diego Youth Transition Campus, a LEED Gold- certified, trauma-informed juvenile rehabilitation facility built in two phases with housing, educational, administrative, and recreational components. Our scope of work included construction materials testing and inspection services such as utility trench, subgrade, grading, and building pad observation; masonry, rebar, anchor, grout, welding, fireproofing, and non -destructive inspections; foundation and soil observation; report and letter preparation; laboratory testing; and QA/QC project management support. Mr. Vacula performed CMT services, providing project management, quality assurance and control, and preparation of geotechnical and construction reports.
EXPERIENCE
- 27 years
EDUCATION
- BS, Civil Engineering
Technology, Rochester
Institute of Technology
REGISTRATIONS
- CA: Civil Engineer, No.
726000
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ROBERT MERTZ
FIELD SUPERVISOR
Mr. Mertz has been with Geocon for over 3 9 years.
He has been certified by the International Code
Council to inspect reinforced masonry and certified
by the American Concrete Institute to inspect
reinforced concrete since 2001. He has inspected
reinforced masonry projects including pump -house
structures and retaining walls. Reinforced concrete
projects have included residential and commercial
slab foundations, cast -in-place walls, shotcrete box
culverts, and tie -back walls. Mr. Mertz also has
extensive experience in our soils and materials
laboratory and as a senior engineering soil technician. His relevant experience includes:
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S-NEEDED SPECIALIZED PROFESSIONAL SERVICES, GEOTECHNICAL CONTRACT, CITY OF
LA MESA, LA MESA, CALIFORNIA
Geocon has been providing on-call services to the City of La Mesa since the contract was awarded in 2010 and we were re-awarded the contract in 2013. Over the past six years, we have provided a variety of services on over 25 projects. Services have included geotechnical investigations, testing, and observation services during site improvements, materials testing, special inspection, and consultations. Projects have included sewer improvements, street improvements, park expansions, slope repair, recreation facilities, and storm drains. Mr.
Mertz has provided field staff management and oversight, scheduling, testing, and inspection services.
ON-CALL GEOTECHNICAL AND ENGINEERING GEOLOGY CONTRACT, CITY OF IMPERIAL BEACH, IMPERIAL BEACH, CALIFORNIA Geocon has provided on -call geotechnical engineering and materials testing services for the City of Imperial Beach Public Works Department since February 2012. We have been requested to provide services on 13 projects over the 5-year contract term for a total of $292,021. Mr. Mertz has provided field staff management and oversight, scheduling, testing, and inspection services.
AS–NEEDED GEOTECHNICAL SERVICES CONTRACT, CITY OF SAN DIEGO, SAN DIEGO, CALIFORNIA Geocon was awarded the as -needed contract in 2010. Geotechnical and environmental engineering services were provided during both the design and construction phases of projects. Services included pipeline studies, landslide repairs, infrastructure studies, and distress studies. Mr. Mertz has provided field staff management and oversight, scheduling, testing, and inspection services.
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S–NEEDED GEOTECHNICAL ENGINEERING SERVICES CONTRACT, PADRE DAM MUNICIPAL WATER DISTRICT, SAN DIEGO
COUNTY, CALIFORNIA
Geocon has provided on -call geotechnical engineering services for the Padre Dam Municipal Water District (PDMWD) since July 2011, projects have included reservoirs, emergency utility breaks, utility backfill, park improvements, infrastructure improvements, pump stations, etc. Our scope of work included specialized geotechnical studies and design, geological investigation, and characterization activities, and geotechnical and materials inspection and testing services. Mr. Mertz has provided field staff manag ement and oversight, scheduling, testing, and inspection services.
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RANCH STORM DRAIN, NEIGHBORHOOD 3, SAN DIEGO, CALIFORNIA Reinforced concrete and shotcrete inspection services were performed by Mr. Mertz on approximately 3000 feet of 8-foot diameter Hydro Arch storm drain culvert and invert for the 4S Ranch Neighborhood project in San Diego, California.
EXPERIENCE
- 39 years
CERTIFICATIONS
- Radiation Safety Officer
- Nuclear Density Gauge
- OSHA 40-Hour
- ICBO / ICC Reinforced
Concrete
- ICBO / ICC Reinforced
Masonry
- ACI Grade I Concrete
Technician
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JAMES ATKINSON, C.E.T.
SENIOR FIELD TECHNICIAN & INSPECTOR
Mr. Atkinson has over 28 years of experience in
construction materials testing and inspection,
specializing in shallow and deep foundations,
pavement subgrades, soil stabilization, mass
grading, mechanically stabilized earth (MSE) wall
construction, heavy highway improvements, and
structural concrete and masonry. He provides
comprehensive field oversight to ensure
conformance with project specifications, industry
standards, and agency requirements. His
experience includes:
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OWNTOWN VILLAGE STREETSCAPE IMPROVEMENTS, LA MESA, CALIFORNIA As part of Geocon’s On-Call contract with the City of La Mesa, we provided special inspection services for the Streetscape Improvement Project in Downtown Village. The project revamp ed the downtown village area by providing pedestrian infrastructure and new amenities. Improvements included sidewalks, curbs and gutters, pedestrian ramps, landscaping, lighting, and signage. Mr. Atkinson provided the testing and observation during utility trenching and placement of subgrade, base, and asphalt concrete; observa tion during the creation and pouring of concrete and grout; and importing of materials and samples.
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MPERIAL BEACH BOULEVARD IMPROVEMENTS, IMPERIAL BEACH, CALIFORNIA Geocon has been working to improve various streets along Imperial Beach Boulevard as part of our On -Call contract with the City of Imperial Beach, California. The project will add new bike lanes, new parking locations, landscaping, and stormwater infrastructure management. Mr. Atkinson worked as our Senior Inspector and performed testing and observation during utility trenching, and placement of subgrade, base, and asphalt concrete; observation during the creation and pouring of concrete and grout; and importing of materials and samples.
ALVARADO SEWER IMPROVEMENTS, LA MESA, CALIFORNIA
Geocon was retained to provide testing and observation for the Alvarado sewer channel near Fletcher Parkway in the City of La Mesa, California as part of our On-Call contract. Throughout the project, we provided in-place density and moisture content tests, labor atory testing on backfill material, geotechnical consultations, and prepared a report of our services. Mr. Atkinson provided testing and observation on the utility trenches.
UC SAN DIEGO, EAST CAMPUS LOOP ROAD IMPROVEMENTS, SAN DIEGO, CALIFORNIA Geocon is currently performing compaction testing and observation services during grading and construction of utility and site improvements for the ECLR project. The project consists of widening and realigning Health Sciences Drive and Medical Center Drive to improve access and visitor flow to existing hospital and clinical services, while also creating parcels for future for development. The project also includes connection points to Voight Drive, Campus Point Drive, and Athena Circle. Mr. Atkinson is the Senior Soils Technician and Inspector.
He assists the team by providing special inspection for rebar, observation of the concrete grout pour, and transferring the collected materials to out laboratory for testing.
EXPERIENCE
- 28 years of experience
EDUCATION
- BS/Geology, Southwest
Missouri State University
CERTIFICATIONS
- NICET-G.E.T./Generalist
Level I
- NICET-G.E.T./Construction
Level II
- ACI Field Testing Technician
Level I
- ICC Structural Masonry
Special Inspector
- ICC Soils Special Inspector
- ICC Reinforced Concrete
Special Inspector
- City of SD Structural
Masonry
- City of SD Reinforced
Concrete
- Nuclear Density Gauge
- Radiation Safety Officer
- OSHA 10 Hour Construction
- First Aid / CPR
ORGANIZATIONS
- ASCET
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JIM ALLISON
SPECIAL INSPECTOR
Mr. Allison has 25 years of experience performing
and managing inspections for structural steel,
welding, high-strength bolting, reinforced concrete,
and post-tensioned concrete across various markets.
He holds certifications from the International Code
Council, the American Concrete Institute, and the
American Welding Society. His experience
encompasses a wide range of projects, including
public infrastructure, state and municipal
facilities,
commercial and residential developments, educational institutions, energy and sustainability projects, and specialized industrial structures. As a special inspector, Mr. Allison is responsible for overseeing field inspections, verifying compliance with engineering specifications and building codes, conducting structural assessments, reviewing material testing, and coordinating with project teams to ensure safety and integrity in construction. His expertise spans residential and mixed-use developments, commercial and industrial construction, infrastructure and utilities, energy and sustainability projects, educational and institutional facilities, and specialized industrial operations.
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ADRE DAM MUNICIPAL WATER DISTRICT, RIOS CANYON PUMP STATION, EL CAJON, CALIFORNIA Geocon provided geotechnical engineering and special inspection services for the construction of the Rios Canyon Pump Station No. 2 in El Cajon, California. The project involved a 320-cubic-foot Surge Tank, new pipe connections, suction pressure relief valves, and trench repaving. Our scope of services included compaction testing for the Surge Tank Pad grading, trench backfill, and pavement, with a soil technician conducting in-place density tests during these operations. Mr. Allison conducted welding inspections, observed concrete grout placement, and prepared concrete test cylinders to ensure compliance with project specifications.
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ADRE DAM MUNICIPAL WATER DISTRICT, GROSSMONT TANK REPAIRS, EL CAJON, CALIFORNIA Geocon provided special inspection services for the Grossmont Tank Rehabilitation project in El Cajon, California, undertaken by the Padre Dam Municipal Water District (PDMWD). The rehabilitation project encompassed selective demolition, repairs, and refurbishment of various structural and electrical components within the tank. This included surface preparation and recoating of interior surfaces, as well as the installation of new and refurbished structural and electrical elements according to the contract drawings and specifications. As part of our scope, Mr. Allison conducted welding inspections to ensure compliance with project requirements and standards
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ADRE DAM MUNICIPAL WATER DISTRICT, SANTEE LAKES ADMIN BUILDING & GENERAL STORE, SANTEE, CALIFORNIA Geocon provided compaction testing and geotechnical observation for site improvements at Santee Lakes Recreation Preserve, a 190 -acre, seven -lake park and RV campground in Santee. The project included the construction of a new administration building, gene ral store, kitchen, and dining deck. Our scope of services included in-place density testing for minor grading, wall backfill, and utility trench backfill for electrical, gas, joint trench, plumbing, sewer, storm drain, and water. Mr. Allison also conducted welding inspections, observed concrete grout placement, and prepared concrete test cylinders to ensure compliance with project specifications.
EXPERIENCE
- 25 years
CERTIFICATIONS
- ICBO/ICC Reinforced
Concrete Inspector
- ICBO/ICC Structural Steel
and Welding Inspector
- ICBO/ICC High-Strength
Bolting
- ICBO/ICC Pre-stressed
Concrete
- American Welding Society
- ACI Grade I Concrete
Technician
- ASNT Penetrant, Magnetic
Particle, and Ultrasonic
Testing - Level II
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DANIEL ROBERTS
INSPECTOR
Mr. Roberts has more than 27 years of experience
providing construction materials testing and
geotechnical inspection services throughout San
Diego County. His expertise includes field and
laboratory testing of soils, asphalt, and concrete, as
well as inspection of foundations, micro -piles, tie -
backs, soldier piles, and retaining wall systems. Mr.
Roberts is skilled in performing compaction testing,
density and moisture evaluations, and pavement subgrade and base inspections in accordance with municipal, Greenbook, and Caltrans testing standards. His experience includes:
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IVITA PARK, SAN DIEGO, CALIFORNIA
Geocon was selected to provide geotechnical services for the community park Civita Park located in Mission Valley, San Diego, California. Carved from a sand and gravel quarry, Civita Park is a 14-acre neighborhood park with an outdoor amphitheater, community garden, picnic areas, sports fields, basketball courts, gardens, and a dog park. During Phase 2 and 3 of Civita Park Geocon performed testing and observation during grading where we provided foundation excavation observation for the shade structures, re stroom buildings, bridge walls, overlook deck walls, and playground retaining walls. Mr. Roberts performed testing and observation during the placement of subgrade, base, and asphalt concrete.
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ACIRA LAB AND OFFICE - BUILDING A, SAN DIEGO, CALIFORNIA Geocon performed compaction testing and observation services during the construction of the Lab and Office Improvements of Building A at Pacira Pharmaceuticals. The project consisted of laboratory and office tenant improvements, including 5,000 sf of scale-up manufacturing space, technical laboratories, as well as additional office and support space. Our services included performing in-place density tests during backfill operations for plumbing trenches and the preparation of subgrade for the hazmat and trash enclosure driveway area; providing geotechnical consultation services during improvement operations; performing laboratory tests to aid in evaluating the compaction characteristics of soil conditions encountered and/or used for fill; and preparing a final report of improvements. Mr. Roberts performed testing and observation during the placement of subgrade, base, and asphalt concrete.
MERIDIAN DEVELOPMENT, MILLENIA – EASTLAKE PARKWAY PEDESTRIAN OVERCROSSING, CHULA VISTA, CALIFORNIA Geocon provided construction materials testing and inspection services for the Millenia Eastlake Parkway Pedestrian Overcrossing project in Chula Vista. The project included grading, wall backfill, sidewalk subgrade preparation, and asphalt pavement placem ent for a new pedestrian bridge crossing Eastlake Parkway. Our team performed field density testing using a nuclear gauge and laboratory testing of soil and asphalt samples to confirm compliance with City of Chula Vista and Greenbook standards. Mr. Roberts served as the field technician and inspector, performing compaction testing and observation during grading, wall backfill, and pavement placement. His efforts helped verify that all earthwork and paving met project specifications and quality requirements, supporting a safe and durable pedestrian crossing for the community.
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AN YSIDRO LIBRARY, SAN DIEGO, CALIFORNIA
Geocon performed a geotechnical investigation for the new 15,000 square -foot, LEED-Gold Certified library building featuring modern amenities such as new children and teen areas, study areas, a computer lab, and a multi-purpose area. Mr. Roberts performed testing and observation during the placement of subgrade, base, and asphalt concrete.
EXPERIENCE
- 27 years
CERTIFICATIONS
- Nuclear Density Gauge
- Radiation Safety Officer
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MATTHEW WILSON
SPECIAL INSPECTOR
Mr. Wilson brings over 16 years of inspection experience and holds certifications from the American Welding Society (AWS) and the American Society for Nondestructive Testing (ASNT). His expertise includes inspection of structural steel, welding, and high-strength bolting for public and private projects such as hospitals, schools, and infrastructure facilities. Mr. Wilson has performed extensive weld testing and inspection for pipelines and pressure systems, ensuring compliance with applicable codes and project specifications. Prior to his inspection career, he gained hands -on experience in structural steel fabrication, where he performed welding, fitting, layout, and project management for large-scale steel assemblies.
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ITY OF SAN DIEGO, OTAY 2ND AND 3RD PIPELINES, CHULA VISTA, CALIFORNIA Geocon performed special inspections of the Otay 2nd, Otay 3rd, City of San Diego No.1, and City of San Diego No. 2 pipelines. Our scope of work included testing and observation of utility trenches, grading, and during placement of asphalt concrete; field observations; and soil testing. Mr. Wilson performed welding inspections of the cement mortar lining inside the pipelines. He also provided peer review.
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TAY RANCH VILLAGE 8 WEST C/O HOMEFED VILLAGE 8, LLC, CHULA VISTA, CALIFORNIA Geocon provided geotechnical testing, observation, and special inspection services for the Otay Ranch Village 8 West development in Chula Vista, California. The project included potable and reclaimed water, sewer main, and in-tract roadway improvements constructed in accordance with City of Chula Vista standards. Services included compaction testing, crushed aggregate base and asphalt concrete conformance testing, and final improvement reporting. Mr. Wilson performed continuous welding inspection during installation of the pressure pipeline system, ensuring weld quality and compliance with project specifications throughout construction.
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ADRE DAM MUNICIPAL WATER DISTRICT, GROSSMONT TANK REPAIRS, EL CAJON, CALIFORNIA Geocon provided special inspection services for the Grossmont Tank Rehabilitation project in El Cajon, California, undertaken by the Padre Dam Municipal Water District (PDMWD). The rehabilitation project encompassed selective demolition, repairs, and refurbishment of various structural and electrical components within the tank. This included surface preparation and recoating of interior surfaces, as well as the installation of new and refurbished structural and electrical elements according to the contract drawings and specifications. Mr. Wilson structural steel, welding, and high-strength bolting inspection.
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TAY RANCH VILLAGE 8 DRAINAGE IMPROVEMENTS, CHULA VISTA, CALIFORNIA Geocon provided testing and observation services for the Otay Ranch Village 8 Improvements. The proposed plans included a concrete pad with mechanical components, a containment area, and subsurface drainage systems to be constructed along Main Street West. We provided recommendations on shallow foundations, concrete slab-on-grade, and mat slab recommendations for the planned pressure -reducing station at Otay Ranch Village 8. In addition, we provided recommendations for the seepage within utility trench excavations.
Mr. Wilson performed welding inspections as our special inspector.
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UVENILE JUSTICE CAMPUS – URBAN CAMP, SAN DIEGO, CALIFORNIA Geocon performed a geotechnical investigation, testing and observation, and special inspection services for the design-build Juvenile Justice Campus – Urban Camp in San Diego, California. Phase 1 of the Juvenile Justice Campus project, dubbed the Urban Camp, entails adding approximately 131,000 sq. ft. of new buildings, over 300 parking stalls, and new campus amenities, including a recreation field, ball courts, indoor gymnasium, educational facilities, vocational spaces, and four new housing facilities. The project is designed to achieve Zero Net Energy (ZNE). Mr. Wilson performed non -destructive testing and provided inspection for bolting and welding.
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LUIS BLANCO
SENIOR SOILS TECHNICIAN
Mr. Blanco has 24 years of experience as a soil technician, providing testing and observation services for grading, infrastructure, and improvement projects across energy, residential, and commercial developments.
His recent work includes supporting public agency and private development projects through careful field observation, compaction testing, and coordination to ensure quality and compliance with project specifications. Recent experience includes:
CITY OF VISTA C/O NASLAND ENGINEERING, EAST VISTA WAY RAISED MEDIANS, VISTA, CALIFORNIA Geocon provided geotechnical testing and observation services for roadway improvements along East Vista Way in the City of Vista. Work included subgrade, base, and asphalt concrete testing during construction of the raised median and irrigation crossings. Testing verified that soil and pavement compaction met City of Vista and Greenbook standards, ensuring proper performance and durability of the new roadway surface.
Mr. Blanco performed field observation and compaction testing during placement of subgrade, aggregate base, and asphalt concrete, helping confirm that materials met project specifications and quality requirements throughout construction.
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RIPOINT HOMES, MIRAVAR DEVELOPMENT, VISTA, CALIFORNIA
Geocon provided geotechnical testing and observation services for the Miravar residential development in Vista. The work included utility trench backfill, wall backfill, and pavement construction to support new streets and infrastructure within the community. Geocon also prepared pavement design recommendations and verified that all grading and construction activities met City of Vista standards. Mr. Blanco provided field observation and compaction testing during trench and pavement work, helping ensure that all improvements were built to quality standards and long-term performance goals.
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ANCO CORONADO DEVELOPMENT, BROOKFIELD RESIDENTIAL, SAN MARCOS, CALIFORNIA Geocon provided geotechnical testing and observation services for multiple phases of the Rancho Coronado master-planned community in San Marcos. Work included grading, utility trench backfill, wall backfill, curb and gutter subgrade, aggregate base, and asphalt pavement testing to support site improvements across several residential planning areas. Services were performed throughout construction to confirm that earthwork and paving met design and compaction requirements, ensuring the stability and performance of roadways and underground utilities. Geocon’s team also provided support for slope repairs and subdrain installation in localized areas affected by storm events. Mr. Blanco contributed to the project through field observation and compaction testing, verifying trench backfill, subgrade, and asphalt placement met project specifications and maintained quality standards throughout construction.
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IVITA PARK C/O QUARRY FALL, LLC, PHASE 1, SAN DIEGO, CALIFORNIA Geocon provided geotechnical testing and observation services for Civita Park, a 14 -acre community park in Mission Valley developed on a former sand and gravel quarry. The park features an amphitheater, sports fields, community gardens, picnic areas, and a dog park. During Phase 1, Geocon performed grading, subgrade, and utility trench testing and observation to support construction of the park’s main facilities and infrastructure. Geocon was later retained to provide services during slope repair along the park’s eastern boundary, which included monitoring debris removal, soil conditioning, and compaction testing to restore slope stability. Field testing confirmed the repaired slope achieved the required 90 percent relative compaction for long -term performance and safety. Mr. Blanco contributed to the project through field observation and compaction testing during grading, trench backfill, and slope restoration, ensuring that all work met design specifications and City of San Diego quality standards.
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APPENDIX B – WORK PRODUCT EXAMPLES
Introduction
The following work product examples demonstrate Geocon’s representative experience in providing comprehensive geotechnical engineering, materials testing, and field observation services. Each excerpt highlights our firm’s technical capabilities, quality -control documentation, and professional reporting standards. The examples include a range of report types requested by the City of Vista, including geotechnical investigations, compaction testing, daily field logs, laboratory test results, and shoring design recommendations.
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Appendix B-1 – Geotechnical Report Including Boring Plats Description:
This report presents the results of a geotechnical investigation for the Vista Village Drive Trunk Sewer Improvements. The excerpt includes the project cover letter, site plan and vicinity map identifying boring locations, and representative logs of borings documenting subsurface conditions encountered along the alignment.
The following pages include:
• Pages 1 and 4: Cover letter and scope summary
• Pages 22–23: Figures 1–2 (Vicinity Map and Site Plan showing boring locations) • Pages 25–26: Representative Log of Boring A-1
Excerpt from: “Geotechnical Investigation, Vista Village Drive Trunk Sewer Improvements (Geocon, Sept. 2017)”
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Appendix B-2 – Geotechnical Inspection / Compaction Report Description:
This report documents field observation and compaction testing performed during trench backfill and pavement subgrade preparation. The excerpt includes the project summary letter, scope of services, and representative pages from Table I (Summary of Field D ensity Test Results) and Table II (Laboratory Maximum Dry Density and Optimum Moisture Content Results).
The following pages include:
• Pages 1–3: Cover letter and scope of testing/observation • Pages 5–6: Selected pages from Table I – Summary of Field Density Test Results • Page 27: Table II – Summary of Laboratory Maximum Dry Density and Optimum Moisture Content
Excerpt from: “Final Report of Testing and Observation Services, Mountain View Connector Pipeline (Geocon, July 2020)”
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Appendix B-3 – Daily Field Report
Description:
This representative daily field report documents geotechnical observation and testing performed during water-main trench backfill and related site improvements in El Cajon, California. The report records field activities, weather conditions, equipment in use, contractors on site, and test results obtained for multiple work areas. Field observations verified that moisture -conditioned fill was placed and compacted in one - foot lifts achieving at or above 90 percent relative compaction. The report also includes photographs of trench backfill and equipment operations, illustrating Geocon’s detailed documentation and quality - control procedures during active construction.
The following pages include:
• Pages 1-3: Daily Field Report
Excerpt from: “Field Report No. 80 – 1050 East Main Street Improvements (Lennar Homes), Geocon, September 2025.”
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Appendix B-4 – Material Testing Reports
Description:
Includes laboratory test summaries for both corrosion and materials performance:
- Corrosion testing: Water-soluble sulfate, chloride, pH, and resistivity analyses.
The following pages include:
• Pages 1–2: Letter and project description
• Page 3: Table I – Summary of Laboratory Corrosion Testing Results - Asphalt and compaction testing: Maximum dry density / optimum moisture, asphalt stability, gradation, and asphalt content results.
Together, these represent Geocon’s comprehensive laboratory testing capabilities.
Following pages include:
• Pages 27–28: Tables III–IV – Asphalt Concrete Test Results, Gradation and Asphalt Content Excerpt from: “Supplemental Soil Corrosion Testing Results and Final Testing and Observation Services Report, Mountain View Connector Pipeline (Geocon, 2019–2020)”
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Appendix B-5 – Shoring Design Support
Description:
Excerpt from Section 6.3 – Temporary Slope and Excavation Support. Provides geotechnical parameters for temporary shoring design, including OSHA soil classifications, allowable earth pressures, passive resistance values, and recommended monitoring procedures.
The following pages include:
• Pages 12–13: Section 6.3 – Temporary Slope and Excavation Support Excerpt from: “Geotechnical Investigation, Vista Village Drive Trunk Sewer Improvements (Geocon, Sept. 2017)”
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Word Processor/Technical Editor/CAD (/hr.) 98 $ Utility Locating - Half Day - Single Person 618 $ Engineering Assistant/Lab Technician (/hr.) 98 $ Utility Locating - Half Day - Two People 1,236 $ Special Inspector (/hr.) 83 $ Utility Locating - Full Day - Single Person 1,236 $ Utility Locating - Full Day - Two People 2,472 $
Seismic Remi Study - Initial Line 1,648 $
Seismic Remi Study - Additional Lines Each 412 $
Multichannel Analysis Of Surface Waves - Half Day 1,623 $ Staff Engineer/Geologist (/hr.) 134 $ Multichannel Analysis Of Surface Waves - Full Day 3,090 $ Senior Staff Engineer/Geologist (/hr.) 150 $ Electrical Resistivity Tomography - Half Day 1,803 $ Project Engineer/Geologist (/hr.) 165 $ Electrical Resistivity Tomography - Full Day 3,296 $ Senior Project Engineer/Geologist (/hr.) 181 $ Refraction Study - Half Day 1,957 $ Senior Engineer/Geologist (/hr.) 212 $ Refraction Study - Full Day 3,914 $ Associate Engineer/Geologist (/hr.) 227 $ Underground Storage Tank Evaluation - Half Day 1,854 $ Principal Engineer/Geologist/Litigation Support 227 $ Underground Storage Tank Evaluation - Full Day 3,502 $ Deposition or Court Appearance (/hr.) 464 $ Utility Locating - Half Day - Single Person* 1,133 $ Attorney Fees (General) (/hr.) 464 $ Utility Locating - Half Day - Two People* 2,060 $ Overtime and Saturday Rate = 1.5 X Regular Hourly Rate Utility Locating - Full Day - Single Person* 1,854 $ Sunday and Holiday Rate = 2 X Regular Hourly Rate Utility Locating - Full Day - Two People* 3,502 $ Minimum Professional Fee (Per Project) 750 $ Seismic Remi Study - Initial Line* 2,163 $ Minimum Field Services Fee (per day/night) 4/8 hrs. Seismic Remi Study - Additional Lines Each* 515 $ Short-Notice Cancellation 4 hrs. Multichannel Analysis Of Surface Waves - Half Day* 2,163 $ Multichannel Analysis Of Surface Waves - Full Day* 4,017 $ Electrical Resistivity Tomography Study - Half Day* 2,163 $ Electrical Resistivity Tomography Study - Full Day* 4,017 $ Personnel = Regular Hourly Rate Refraction Study - Half Day* 2,163 $ Subsistence (Per Diem/Day) 350 $ Refraction Study - Full Day* 4,017 $ Underground Storage Tank Evaluation - Half Day* 2,163 $ Underground Storage Tank Evaluation - Full Day* 4,017 $ Nuclear Gauge = Included in Technician Rate - $ Mobilization Fee ($ Per Hour) 129 $ Coring Machine (concrete, asphalt, masonry) (/Day) 211 $ *Prevailing Wage Rates Generator/Air Compressor (/Day) 125 $ Geophysical Summary Report 1,545 $ Asphalt Cold Patch, 60-lb. sack 22 $
Concrete, 60-lb. sack 22 $
Vibration Monitoring Unit (/Week) 258 $ Soil and Aggregate Properties Pick-Up Truck 147 $ #200 Wash (D1140/C117) 76 $
Equipment Truck 234 $ Wet Sieve Analysis to #200 (D422) 125 $ Equipment Trailer 114 $ Hydrometer Analysis (D422) 190 $ pH/Conductivity/Temperature Meter (/Day) 71 $ Sieve Analysis with Hydrometer (D422) 216 $ Drive-Tube Sampler or Hand Auger 49 $ Specific Gravity, Soil (D854) 88 $ Soil Sample Tube (Brass or Stainless) 13 $ Specific Gravity Coarse Aggregate (C127) 64 $ Water Level Indicator 49 $ Specific Gravity Fine Aggregate (C128) 86 $ Water Sampling Pump 92 $ Moisture Determination, tube sample (D2216) 26 $ Photo-Ionization Meter 147 $ Moisture Determination and Unit Weight (D2937) 51 $ Level D PPE/Decon Rinse Equipment 65 $ Atterberg Limits: Plasticity Index (D4318) 192 $ Crack Monitor 38 $ Sand Equivalent (D2419) 130 $ Moisture Dome Test Equipment 55 $ pH and Resistivity (CAL643) 152 $ 55-Gallon Drum 82 $ Sulfate Content (CAL417) 111 $ Outside Services/Equipment/Materials + 15% Chloride Content (CAL422) 73 $ Laboratory Tests
Senior Engineering Field Technician (Incl. Vehicle and Nuclear Gauge) (/hr.)
109 $
*Prevailing Wage Hourly Surcharge per California Labor Code §1720, et seq. (/hr.)
#REF!
Travel
Equipment and Materials
2026 Schedule of Fees - Geotechnical & Environmental
Professional Services Utility Location/Geophysical Services Engineering Field Technician (Incl. Vehicle and Nuclear Gauge) and Non-Destructive Testing (/hr.)
103 $
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Shear Strength Asphalt Concrete
Unconfined Compression (D2166) 151 $ Density, Hveem (D2726/CAL308) 114 $ Direct Shear, Quick (D3080) 287 $ Stabilometer (D1560/CAL304) 125 $ Unconsolidated-Undrained Triaxial Shear/pt. (D2850) 187 $ Theoretical Max. Specific Gravity (D2041) 94 $ Unconsolidated-Undrained Triaxial Staged (D2850) 225 $ Sieve Analysis Extracted Aggregate (C136) 109 $ Consolidated-Undrained Triaxial Shear/pt. (D4767) 389 $ % Asphalt, Ignition Method (CAL382) 125 $ Consolidated-Undrained Triaxial Staged (D4767) 456 $ % Asphalt, Nuclear Gauge (CAL379) 132 $ Consolidated-Drained Triaxial Shear/pt. (EM1110) 484 $ Unit Weight, Core (D 1188) 73 $ Consolidated-Drained Triaxial Staged (EM1110) 680 $
Concrete
Permeability, Consolidation, and Expansion Compressive Strength, Cylinders (C39) 32 $ Permeability, Flexible Wall (D5084) 371 $ Compressive Strength, Cylinders 6x12 (C39) 35 $ Permeability, Rigid Wall (D5856) 321 $ Compressive Strength, Concrete Cores (C42) 51 $ Consolidation, per point (D2435) 64 $ Compressive Strength, Shotcrete Cores (C42) 76 $ Expansion Index (D4829/UBC 29-2) 169 $ Unit Weight, Hardened Concrete (ASTM C642) 63 $ Unit Weight, Lightweight Concrete (ASTM C567) 85 $
Compaction Curves Flexural Strength Beam (C78/C293) 87 $ 4-inch mold (D1557) 255 $ Splitting Tensile Test (C496) 85 $ 6-inch mold (D1557) 298 $ Mix Design Review 250 $ California Impact (CAL216) 249 $ Trial Batch Preparation/Organization (/Hr.) 114 $ Check Point 109 $ Compressive Strength, 2x2 Cube (Soil Nail Grout) 32 $ Compressive Strength, 2x2 Cube (Non-Shrink Grout) 32 $
Soil and Aggregate Stability Tensile Strength Fabrication (ASTM C192) 1,082 $ Resistance Value, R-Value (D2844/CAL301)
347 $ Tensile Strength (ASTM C1583) 703 $
R-Value, Treated (CAL301) 366 $ Shrinkage (ASTM C159) 487 $ California Bearing Ratio (D1883) 657 $ MOE (ASTM C469) 325 $ Stabilization Ability of Lime (C977) 215 $ Chloride Ion Content (ASTM C1543/C1202) 298 $ Aggregate Quality Steel Testing
Dry Sieve Analysis to #200 (C13) 125 $ Tensile Strength & Elongation (A370) L.A. Rattler Test (500 rev.) (C131) 232 $ #11 Bar & Smaller 136 $ Sulfate Soundness (per sieve size) (C88) 125 $ #14 Bar 163 $ Durability (fine or coarse) (D3744) 207 $ #18 Bar (Proof Test) 190 $ Unit Weight (C142) 87 $ Bend Test (A370)
Organic Impurities - Sand (C40) 71 $ #11 Bar & Smaller 82 $ Friable Particles (C142) 100 $ #14 & #18 Bar 109 $ Fine Aggregate Angularity (AASHTO T304) 325 $ Tensile - Mechanically Spliced Bar (A370) #11 Bar & Smaller 217 $
Masonry #14 Bar & Larger 271 $
CMU Compressive Strength (C140) 217 $ Tensile – Electric Resist. Butt Splice (A370) 217 $ Compressive Strength, Grout (C1019/UBC 21-19) 31 $ Straightening of Bar (A370) 82 $ Compressive Strength, Mortar (C109/UBC 21-15,16) 31 $ Tensile Strength & Elongation (A370) CMU Unit Wt., Dimen., Absorption (C140) 166 $ Up to 200,000 lbs 163 $ Compressive Strength, Masonry Prism (C1314) 217 $ 200,000 – 300,000 lbs 190 $ Masonry Core Compression (C42) 74 $ 300,000 – 400,000 lbs 217 $ Masonry Core Shear (CBC 2105A.4) 138 $
Spray Applied Fireproofing
Fireproofing Oven Dry Density/Thick (E605/E736) 98 $
Laboratory Tests Laboratory Tests
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High Strength Bolt, Nut & Washer Testing Total Petroleum Hydrocarbons (EPA 8015M) 114 $ Tensile Tests on Bolts (A325/A490) 136 $ Volatile Organic Compounds (EPA 8260B) 179 $ Proof Load Test on Nuts (A563) 136 $ Semi-Volatile Organic Compounds (EPA 8270) 325 $ Hardness Test on Bolts (A325/A490) 82 $ CAM 17 Metals (EPA 6010B) 195 $ Hardness Test on Nuts (A536) 82 $ Single Metal (EPA 6010B) 44 $ Hardness Test on Washers (F436) 82 $ Organochlorine Pesticides (EPA 8081) 152 $ Polychlorinated Biphenyls (EPA 8082) 130 $
Polynuclear Aromatic Hydrocarbons (EPA 8270) 195 $
Soil pH (EPA 9045C) 44 $
Asbestos-PLM 33 $
STLC or TCLP Extraction 109 $
Sample Compositing 38 $
XRF Analyzer (/Day) 721 $
48-hour Turn-Around Time (Surcharge) 75%
24-hour Turn-Around Time (Surcharge) 100%
6. Client and Geocon shall allocate certain of the risks so that, to the fullest extent permitted by law, Geocon’s (the term “Geocon” includes Geocon’s partners, officers, directors, employees, agents, affiliates, subcontractors and subconsultants) total aggregate liability to Client is limited to the greater of $50,000 or the total compensation received from Client by Geocon for services rendered on this project, for any and all of Client’s injuries, damages, claims, losses, expenses, or claim expenses arising out of this Agreement from any cause or causes, including attorneys’ fees and costs which may be awarded to the prevailing party, and Client agrees to indemnify and hold harmless Geocon from and against all liabilities in excess of the monetary limit established above.
7. Client and Geocon shall allocate certain of the other risks so that, to the fullest extent permitted by law, Client shall limit Geocon’s total aggregate liability to all third parties, including contractors, subcontractors of all tiers, materialmen, and others involved in Client’s project, as well as persons and other entities not involved in the project, to the greater of $100,000 or the total compensation received from Client by Geocon for services rendered on this project, for any and all injuries, damages, cause or causes, including attorneys’ fees and costs which may be awarded to the prevailing party, and Client agrees to indemnify and hold harmless Geocon from and against all liabilities in excess of the monetary limit established above, including all liability incurred by Geocon for acts, errors, or omissions, pursuant to entering into agreements with third parties on behalf of Client in order to obtain access or entry onto property not owned by Client. Client agrees to notify all contractors and subcontractors of any limitation of Geocon’s liability to them, and require them to abide by such limitation for damages suffered by any contractor or subcontractor arising from Geocon’s actions or inactions. Neither the contractor nor any subcontractor assumes any liability for damages to others which may arise on account of Geocon’s actions or inactions.
Terms and Conditions
1. Listed are typical charges for the services most frequently performed by Geocon. Prices for unlisted services as well as special quotations for programs involving volume work will be provided upon request. Laboratory test prices shown are for laboratory work only, and include reporting of routine results not calling for comments, recommendations or conclusions.
2. Sampling and testing is conducted in substantial conformance with the latest applicable or designated specifications of the American Society for Testing and Materials, Caltrans, American Association of State Highway and Transportation Officials, or other pertinent agencies.
3. Saturday, night work, and overtime hours are charged at time and one-half; Sundays and holidays at double time. Per diem is $155.00 per day when location of work dictates.
4. Equipment and materials will be billed at cost plus 15%. Outside services including subcontractors and rental of special equipment are billed at cost plus 15%. Hourly services are billed portal to portal from closest office in accordance with the stated hourly rates herein, with a minimum two-hour charge.
5. Invoices will be submitted at four-week intervals. Terms of payment are met upon presentation of invoice. Invoices become delinquent thirty (30) days from invoice date and subject to one and one-half percent (1-1/2%) service charge per month, or the maximum rate allowed by law, whichever is lower. If Client objects to all or any portion of any invoice, Client will so notify Geocon in writing within fourteen (14) calendar days of the invoice date, identify the cause of disagreement, and pay that portion of the invoice not in dispute. The parties will immediately make every effort to settle the disputed portion of the invoice. Payment on delinquent invoices will first be applied to accrued interest and then to the principal amount. All time spent and expenses incurred (including any attorney's fees and costs) in connection with collection of any delinquent amount will be paid by Client to Geocon per Geocon's current fee schedule.
Laboratory Tests Common Analytical Tests
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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 12/09/2025
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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 Commercial General Liability and Automobile Liability 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 12/09/2025
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not waive the Contractor’s obligation to provide them. City reserves the right to require 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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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 compl iance 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 pro visions 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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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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GEOSOILS, INC.
Professional Services – RFP – Prevailing Wages
CONTRACT 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
AND
BUENA SANITATION DISTRICT, a County
Sanitation District
200 Civic Center Drive
Vista, CA 92084
Working Contact: Jason Rivera
Billing Contact: Erin Adams
The “Contractor”
GeoSoils, Inc., a California corporation
1817 Aston Avenue, Suite 104
Carlsbad, CA 92008
Contact: Wael S. Ibrahim
2.0 BASIC TERMS
2.1 The “Services” to be performed by Contractor are set forth in (“Exhibit A”).
2.2 The “Required License” for the Services is: California Geotechnical Engineer.
2.3 Contractor, an entity holding the Required License, desires to enter into this “Contract” with City for the Services.
2.4 The “Project” for which the Services are required is described in Exhibit A.
2.5 Contractor has submitted to City a Proposal to perform the Services dated October 27, 2025 (“Exhibit B”).
2.6 The “Contract Ceiling Price” is: $800,000.
2.7 This Contract requires the payment of prevailing wages. As a condition precedent to the effectiveness of this Contract, the Contractor shall execute and deliver to City the Labor Law Compliance Form (Exhibit D).
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. 12/09/2025
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3.3 City may terminate this Contract upon 30-days’ written notice to Contractor. 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. City shall make the final determination as to the portion of tasks completed and the compensation to be paid.
4.0 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, in 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 City. In the event of a conflict between the provisions of Exhibit A and Exhibit B, the provisions of Exhibit A shall control.
5.0 COMPENSATION
5.1 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 3.0% whichever is less.
5.2 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.
5.3 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:
5.3.1 The changes, additions, and deductions to be made.
5.3.2 The increase or decrease in compensation due the Contractor, if any.
5.3.3 Adjustment in the time of completion, if any.
5.4 Contract Ceiling Price
5.4.1 In no event shall City be liable for paying more than the Contract Ceiling Price for Contractor's services rendered under this contract.
5.4.2 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 12/09/2025
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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.
5.5 Except as provided in Exhibit B, Contractor shall not be reimbursed for any expenses incurred in rendering services under this Contract.
6.0 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).
7.0 TIME FOR COMPLETION AND COMMENCEMENT OF SERVICES
All Services under the Contract must be completed in compliance with the schedule in Exhibit A.
8.0 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.
9.0 STANDARD OF PERFORMANCE
9.1 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.
9.2 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.
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10.0 STANDARD SPECIFICATIONS AND STANDARD PLANS
10.1 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.
10.2 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.
11.0 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.
12.0 CONTRACTOR’S STATUS; CONTRACTOR’S EMPLOYEES
12.1 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.
12.2 Contractor represents and warrants that all design professional services 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.
12.3 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.
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12.4 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.
12.5 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.
12.6 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.
13.0 CIVIL RIGHTS
13.1 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.
13.2 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.
13.3 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.
13.4 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.
13.5 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.
13.6 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.
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13.7 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.
14.0 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.
15.0 ASSIGNMENT AND SUBCONSULTING
15.1 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.
15.2 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, 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.
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16.0 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.
17.0 FINANCIAL` RECORDS
17.1 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.
17.2 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.
18.0 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.
19.0 CONFIDENTIALITY
19.1 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.
19.2 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 12/09/2025
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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.
19.3 Contractor’s obligations under this paragraph shall survive the termination of this Contract.
20.0 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.
21.0 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.
22.0 INDEMNIFICATION
22.1 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”).
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of this contract. The provisions of this Section are not limited by and do not affect the provisions of this contract relating to insurance.
22.3 Contractor’s costs of defense shall not exceed Contractor’s proportionate percentage of fault as adjudicated by a court of law, as required by California Civil Code section 2782.8.
23.0 INSURANCE AND BONDS
Contractor shall comply with the insurance provisions set forth in Exhibit C.
24.0 SERVICE OF NOTICE
24.1 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.
24.2 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.
25.0 SPECIAL PROVISIONS
This Contract is subject to, and Contractor shall comply with, the special provisions referenced in Exhibit E, if any.
26.0 EXHIBITS
All documents referenced as exhibits in this Contract, or referenced in an exhibit to this Contract, are incorporated herein.
27.0 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.
28.0 PREVAILING WAGES
Pursuant to Section 1781 of the Labor Code, Contractor is advised that certain work contemplated in this contract may be subject to the payment of prevailing wages and all other requirements of the Prevailing Wage Law. The prevailing wage of each job classification may be found by inquiry with the California Department of Industrial Relations. Contractor shall comply with all laws related to the performance of public work including, but not limited to, the employment of apprentices pursuant to Section 1777.5 of the Labor Code, work day/week hours and overtime rates pursuant to Sections 1813 and 1815 of the Labor Code and the obligation set forth in Sections 1774–1776 of the Labor Code in regards to payment of prevailing wages and to provide the City and the Department of Industrial Relations certified payrolls when 12/09/2025
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required. A certified copy of all payroll records relative to this project shall be submitted to the City along with the related invoice. Receipt of certified payroll records is a prerequisite to receiving payment.
No Contractor or sub-Contractor may be listed on a bid proposal for a public works project unless registered with the Department of Industrial Relations pursuant to Labor Code Section 1725.5. No Contractor or sub-Contractor may be awarded a contract for public work on a public works project unless registered with the Department of Industrial Relations pursuant to Labor Code Section 1725.5. All Contractors and sub-Contractors must furnish electronic certified payroll records to the Labor Commissioner. This requirement applies to all public works projects, whether new or ongoing. Contractor is further advised that any prevailing wage work contemplated herein is subject to compliance monitoring and enforcement by the Department of Industrial Relations.
29.0 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).
30.0 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.
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31.0 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 /
CHAIRPERSON
ATTEST:
KATHY VALDEZ, CITY CLERK / CLERK OF THE
BOARD
By:
APPROVED AS TO FORM:
WALTER CHUNG, CITY ATTORNEY / DISTRICT
COUNSEL
By:
RISK MANAGEMENT REVIEW:
ANALISA HOLBROOK, RISK MANAGER
By:
APPROVED
Amanda L. Guy
20251110145958
“Contractor”
GEOSOILS, INC., a California corporation
By:
Name/Title
By:
Name/Title
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00034875 3 Exhibit A
EXHIBIT A
REQUEST FOR PROPOSALS
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CITY OF VISTA & BUENA SANITATION DISTRICT
REQUEST FOR QUALIFICATIONS (RFQ),
FOR
AS-NEEDED PROFESSIONAL GEOTECHNICAL
ENGINEERING, MATERIAL TESTING, AND
CONSTRUCTION INSPECION SERVICES
Addendum No. 1
October 15, 2025
All Contractual Requirements as defined within the Contract Documents shall remain in full force to the extent that they are not modified or in conflict with the attached addendum.
A. QUESTIONS AND ANSWERS
Q1 (OpenGov-Question 11)
Mariel Attento Rhorer Oct 7 2025 at 10:19 AM
Twining, Inc.
Is it possible to include language pertaining to California Civil Code 2782.8, as is the design professional industry standard? Such as the following: Notwithstanding anything to the contrary set forth in this Article, if Contractor is a “design professional” (as defined in California Civil Code Section 2782.8(c)), and to the extent that it is performing any of the Services in its capacity as a design professional, Contractor’s indemnification and defense obligations under this Article with respect to such Services will be limited in accordance with, but required to the maximum extent permitted under, California Civil Code Section 2782.8.
A1 (OpenGov-question 11)
Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement. (Paragraph 22) Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q2 (OpenGov-question 4)
Kim Goodrich Oct 3 2025 at 12:56 PM
Geocon Consultants, Inc.
Please confirm whether the City considers “Subconsultant” and “Subcontractor” interchangeable. Subcontractors are typically retained on an as-needed basis, with no 12/09/2025
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guarantee of use. Will the City allow subcontractor fee schedules to be provided at the time of individual Task Orders rather than with the initial SOQ? A2 (OpenGov-question 4)
Yes, for purposes of this RFQ, the term “subcontractor” and “subconsultant” is used interchangeably.
In accordance with Par 13 of RFQ, Establishment of Fees, subcontractor fee schedules may be provided at the time individual task orders are negotiated.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q3 (OpenGov-Question 7)
Christine Horn Oct 6 2025 at 11:17 AM
Geocon Incorporated
Indemnity [Section 24.0]: The indemnity clause in the Sample Agreement does not appear to comply with California Civil Code §2782.8, as it is not negligence-based and does not provide for proportionate allocation of defense costs. Can the City please clarify whether the indemnity language in the final agreement can be revised to conform with the requirements of §2782.8?
A3 (OpenGov-Question 7)
Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement. Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q4 (OpenGov-Question 8)
Christine Horn Oct 6 2025 at 11:19 AM
Geocon Incorporated
Insurance [Exhibit C]: The insurance section of the Sample Agreement states that if the Consultant maintains limits higher than the minimum required by the contract, the City will be entitled to the Consultant’s full limits of insurance. This language is problematic because it unfairly requires the Consultant to make all available insurance proceeds, including those above the required limits, accessible to the City for a single contract.
This effectively puts the Consultant’s full policy limits at risk, regardless of a project’s scope or value. Insurance policies are typically intended to cover multiple projects or clients, and exposing the full limits to one party undermines the purpose of having defined coverage minimums. It also exceeds what most insurers are willing to endorse, 12/09/2025
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potentially leaving the Consultant without adequate coverage for other work and creating serious insurability and cost issues. This seems inconsistent with the intent of setting minimum insurance requirements. Can the City please clarify whether this provision can be revised so that only the stated minimum limits apply to the Consultant’s obligations under the Agreement?
A4 (OpenGov-Question 8)
This comment is noted but no response is needed at this time. Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q5 (OpenGov-Question 9)
Christine Horn Oct 6 2025 at 11:20 AM
Geocon Incorporated
Insurance [Exhibit C]: Currently, the insurance requirements state that all coverages must be carried on a primary and non-contributory basis. However, only Commercial General Liability and Automobile Liability can be carried on this basis. Can the Agreement be revised to specify this distinction?
A5 (OpenGov-Question 9)
This comment is noted but no response is needed at this time. Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Q6 (OpenGov-Question 10)
Christine Horn Oct 6 2025 at 11:21 AM
Geocon Incorporated
Insurance [Exhibit C]: The insurance requirements currently state that all subcontractors must meet the same insurance requirements as the Consultant.
However, some subcontractors may not be professionals and therefore would not carry Professional Liability coverage, as it is not applicable to their trade. Can this requirement be revised to apply only to the extent relevant to the subcontractors’ scope of work and trade?
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A6 (OpenGov-Question 10)
This comment is noted but no response is needed at this time. Please see revised Exhibit A with updated Sample City of Vista and BSD Professional Services Agreement.
Since the Question and Answers period has passed, any further issues shall be identified and explained per 3.7.6 ‘Exceptions to RFQ’ .
Prospective Bidders shall acknowledge their receipt of this Addendum No. 1 and its incorporation into the bid submitted by executing this document in the designated space below and submitting this document with their bid:
I hereby acknowledge that I have received Addendum No. 1 and its provisions have been incorporated into the attached bid proposal.
_______________________________________________________________________ By
____________________________________ ________________________ Company Date
SEE REVISED EXHIBIT A
SAMPLE CITY OF VISTA AND BSD PROFESSIONAL SERVICES AGREEMENT (below)
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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 The “ Services” to be performed by Contractor are set forth in (“Exhibit A”).
2.2 The “ Required License” for the Services is: type.
2.3 Contractor, an entity holding the Required License, desires to enter into this “Contract” with City for the Services.
2.4 The “ Project” for which the Services are required is described in 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.
2.7 This Contract requires the payment of prevailing wages. As a condition precedent to the effectiveness of this Contract, the Contractor shall execute and deliver to City the Labor Law Compliance Form (Exhibit D).
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 30-days’ written notice to Contractor. 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 12/09/2025
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the termination date. City shall make the final determination as to the portion of tasks completed and the compensation to be paid.
4.0 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, in 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 City. In the event of a conflict between the provisions of Exhibit A and Exhibit B, the provisions of Exhibit A shall control.
5.0 COMPENSATION
5.1 City shall pay Contractor on a time and material rate as set forth in Exhibit B for the Services to be performed.
5.2 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.
5.3 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:
5.3.1 The changes, additions, and deductions to be made.
5.3.2 The increase or decrease in compensation due the Contractor, if any.
5.3.3 Adjustment in the time of completion, if any.
5.4 Contract Ceiling Price
5.4.1 In no event shall City be liable for paying more than the Contract Ceiling Price for Contractor's services rendered under this contract.
5.4.2 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.
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5.5 Except as provided in Exhibit B, Contractor shall not be reimbursed for any expenses incurred in rendering services under this Contract.
6.0 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).
7.0 TIME FOR COMPLETION AND COMMENCEMENT OF SERVICES
All Services under the Contract must be completed in compliance with the schedule in Exhibit A.
8.0 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.
9.0 STANDARD OF PERFORMANCE
9.1 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.
9.2 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.
10.0 STANDARD SPECIFICATIONS AND STANDARD PLANS
10.1 Except as otherwise provided, whenever reference is made to “ Standard Specifications”, it shall mean:
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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.
10.2 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.
11.0 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.
12.0 CONTRACTOR’S STATUS; CONTRACTOR’S EMPLOYEES
12.1 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.
12.2 Contractor represents and warrants that all design professional services 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.
12.3 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.
12.4 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.
12.5 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 12/09/2025
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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.
12.6 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.
13.0 CIVIL RIGHTS
13.1 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.
13.2 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.
13.3 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.
13.4 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.
13.5 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.
13.6 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.
13.7 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 12/09/2025
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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.
14.0 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.
15.0 ASSIGNMENT AND SUBCONSULTING
15.1 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.
15.2 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, 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.
16.0 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.
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17.0 FINANCIAL` RECORDS
17.1 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.
17.2 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.
18.0 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.
19.0 CONFIDENTIALITY
19.1 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.
19.2 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.
19.3 Contractor’s obligations under this paragraph shall survive the termination of this Contract.
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20.0 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.
21.0 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.
22.0 INDEMNIFICATION
22.1 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”).
22.2 The review, acceptance or approval of Contractor’s work or work product by any indemnified party shall not affect, relieve, or reduce Contractor’s indemnification or defense obligations. This Section survives completion of the services or the termination of this contract. The provisions of this Section are not limited by and do not affect the provisions of this contract relating to insurance.
22.3 Contractor’s costs of defense shall not exceed Contractor’s proportionate percentage of fault as adjudicated by a court of law, as required by California Civil Code section 2782.8.
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23.0 INSURANCE AND BONDS
Contractor shall comply with the insurance provisions set forth in Exhibit C.
24.0 SERVICE OF NOTICE
24.1 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.
24.2 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.
25.0 SPECIAL PROVISIONS
This Contract is subject to, and Contractor shall comply with, the special provisions referenced in Exhibit E, if any.
26.0 EXHIBITS
All documents referenced as exhibits in this Contract, or referenced in an exhibit to this Contract, are incorporated herein.
27.0 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.
28.0 PREVAILING WAGES
Pursuant to Section 1781 of the Labor Code, Contractor is advised that certain work contemplated in this contract may be subject to the payment of prevailing wages and all other requirements of the Prevailing Wage Law. The prevailing wage of each job classification may be found by inquiry with the California Department of Industrial Relations. Contractor shall comply with all laws related to the performance of public work including, but not limited to, the employment of apprentices pursuant to Section 1777.5 of the Labor Code, work day/week hours and overtime rates pursuant to Sections 1813 and 1815 of the Labor Code and the obligation set forth in Sections 1774–1776 of the Labor Code in regards to payment of prevailing wages and to provide the City and the Department of Industrial Relations certified payrolls when required. A certified copy of all payroll records relative to this project shall be submitted to the City along with the related invoice. Receipt of certified payroll records is a prerequisite to receiving payment.
No Contractor or sub-Contractor may be listed on a bid proposal for a public works project unless registered with the Department of Industrial Relations pursuant to Labor Code Section 1725.5. No Contractor or sub-Contractor may be awarded a contract for public work on a public works project unless registered with the Department of Industrial Relations pursuant to Labor 12/09/2025
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Code Section 1725.5. All Contractors and sub-Contractors must furnish electronic certified payroll records to the Labor Commissioner. This requirement applies to all public works projects, whether new or ongoing. Contractor is further advised that any prevailing wage work contemplated herein is subject to compliance monitoring and enforcement by the Department of Industrial Relations.
29.0 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).
30.0 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.
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31.0 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:
ANALISA HOLBROOK, RISK MANAGER
By:
“Contractor”
NAMEX, statusx
By:
Name/Title
By:
Name/Title
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Addendum 1
00034875 3 Exhibit A
EXHIBIT A
REQUEST FOR PROPOSALS
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EXHIBIT B
CONTRACTOR’S PROPOSAL
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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 12/09/2025
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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 12/09/2025
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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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00034875 3 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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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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END OF ADDENDUM NO. 1
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REQUEST FOR QUALIFICATIONS (RFQ)
FOR
AS-NEEDED PROFESSIONAL GEOTECHNICAL
ENGINEERING, MATERIALS TESTING, AND
CONSTRUCTION INSPECTION SERVICES
Engineering Department and Buena Sanitation District
Submittal Deadline: Monday, October 27, 2025, at 8:00 A.M. 12/09/2025
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CITY OF VISTA & BUENA SANITATION DISTRICT REQUEST FOR
QUALIFICATIONS
AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS TESTING,
AND CONSTRUCTION INSPECTION SERVICES
1. INTRODUCTION
The City of Vista (City) & Buena Sanitation District (BSD) are soliciting statements of qualifications (SOQ) from qualified professionals (Consultant) to provide geotechnical engineering, materials testing, and construction inspection services for sewer projects (for City Sewer Dept and BSD) and some capital improvement projects (for City Engineering Dept) 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 & BSD 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 $800,000 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: Sign Up . Registered consultants may obtain RFQ materials and view submission procedures for this solicitation on the City’s OpenGov Procurement portal at: City of Vista Procurement Portal 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 Monday, October 27 at 8:00 A.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. 12/09/2025
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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 12/09/2025
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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 products shall consist of:
3.8.1 Geotechnical report including boring plats
3.8.2 Geotechnical inspection/Compaction report
3.8.3 Daily field report
3.8.4 Material testing reports.
3.8.5 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. 12/09/2025
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3.9.2 Billing -The City & BSD requires that all billing for work done by the end of a billing period be submitted to the City & BSD 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 & BSD.
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 & BSD 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 geotechnical and geologic related work for Sewer and Capital Improvement Projects to support City & BSD as follows:
4.1 Perform geotechnical and geologic related work for Capital Improvement Projects including but not limited to:
4.1.1 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.
4.1.2 Seismic analysis including slope stability, retaining walls, liquefaction.
4.1.3 Provide recommendations for ground stabilization, remedial grading and earthwork including compaction, excavation and backfill for trenches, trench support, and dewatering.
4.1.4 Asphalt concrete and concrete pavement design.
4.1.5 Provide quality assurance and quality control (QA/QC) field inspections and material testing in accordance with the latest edition of the Standard 12/09/2025
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Specifications for Public Works Construction (Greenbook), California Building Codes, and Caltrans Standard Specifications. Submit daily field reports to the City & BSD including a final report at project completion.
4.1.6 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.
4.1.7 Perform tests on various construction materials as required by the City & BSD.
4.1.8 Provide geotechnical and geological support to the City & BSD staff by telephone, email, or in person as requested.
4.1.9 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.
4.2 Perform geotechnical and geologic related work for Sewer Utility Projects including but not limited to:
4.2.1 Geotechnical investigations and subsurface exploration for Sewer Utilities construction (up to 30 feet depth), manholes, pipe alignment, sewer facilities and 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 Geotechnical investigation for related street reconstruction, sewer access roads/turnarounds, retaining wall 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
4.2.3 Seismic analysis including slope stability, retaining walls, liquefaction.
4.2.4 Provide recommendations for ground stabilization, remedial grading and earthwork including compaction, excavation and backfill for trenches, trench support, and dewatering.
4.2.5 Asphalt concrete and concrete pavement design.
4.2.6 Provide quality assurance and quality control (QA/QC) field inspections and material testing in accordance with the latest edition of the Standard 12/09/2025
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Specifications for Public Works Construction (Greenbook), California Building Codes, and Caltrans Standard Specifications. Submit daily field reports to the City & BSD including a final report at project completion.
4.2.7 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.
4.2.8 Perform tests on various construction materials as required by the City & BSD.
4.2.9 Provide geotechnical and geological support to the City & BSD staff by telephone, email, or in person as requested.
4.2.10 Other duties as required by the City/District.
4.3 Reporting test results to the City & BSD:
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 & BSD 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 & BSD 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 & BSD at any time during the project and shall periodically provide the City & BSD’s Project Manager project documentation to upload into the City’s filing system. At the conclusion of the project, the Consultant shall provide City & BSD 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 & BSD.
The Consultant is advised that any recommendation for contract award is not binding on the City & BSD 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 & BSD, 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 & BSD 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 & BSD for conformity with the requirements of the Agreement. Reviews by the City & BSD do NOT include detailed review or checking for accuracy.
All City Capital Improvement Project Geotechnical Reports and City/BSD Sewer Utility 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 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 defined by the criteria above.
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All borings shall be in conformance with guidelines provided by the San Diego County Department of Environmental Health, and DigAlert
All work performed in the City right-of-way shall submit a no fee encroachment permit application which includes traffic control plans to be reviewed by City Traffic Engineer.
All work performed in the City easements shall submit a no fee encroachment permit application which includes traffic control plans as needed to be reviewed by City Traffic Engineer and BSD staff. Consultant shall be responsible for notification and coordination of access on and through private properties in which work on city easements may occur.
All reports, plats and exhibits prepared by the Consultant shall be delivered to the City & BSD as a hard and electronic copy.
9 CITY & BSD RESPONSIBILITIES
The following is a list of the City & BSD’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 & BSD.
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 & BSD, 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 & BSD will decide the manner in which the coordination of individual matters is undertaken. At the City & BSD’s option, coordination efforts may be performed by the Consultant’s direct contact, by the Consultant acting though the City & BSD or by the City & BSD only. When coordination efforts require agreement, such agreement shall be coordinated through the City & BSD.
For contract work on property not owned or controlled by the City & BSD, all permits, agreements and permissions will be obtained by the Consultant.
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11 SOQ SCHEDULE
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 & BSD Releases RFQ on OpenGov Procurement September 22, 2025 Deadline for Questions October 14, 2025
Addendum Release (if required) October 17, 2025
SOQs Due October 27, 2025 8:00 A.M.
Notice of Consultant Selection (approximate) October 31, 2025 City Council Meeting for Award of Contract (approximate) December 9, 2025
12 EVALUATION CRITERIA
The City & BSD’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 & BSD 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 & BSD’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 & BSD requirements, specifications, and procedures, as evidenced by City & BSD’s prior experience with the Consultant; (10%)
11.7 Willingness of Consultant to sign City & BSD’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 & BSD 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 & BSD.
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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 & BSD’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 & BSD 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 & BSD. 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 & BSD, 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 as a result of a failure to contract may be recovered from the Consultant.
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16 ASSIGNED REPRESENTATIVES
The City & BSD 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 & BSD’s representative in writing. The City & BSD’s representative shall first approve any substitution of representatives or sub- consultants identified in the SOQ in writing. The City & BSD 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 & BSD 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 & BSD 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 & BSD 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 & BSD 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 & BSD become the property of the City & BSD.
18 DISCLOSURE
All SOQs become the property of the City & BSD unless a return is specifically requested as specified in the following section. The City & BSD 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 & BSD 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 & BSD'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 and
Buena Sanitation District
Professional Services Agreement
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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.
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. 12/09/2025
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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.
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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6.4.2 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.
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 12/09/2025
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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.
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 12/09/2025
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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.
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. 12/09/2025
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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, 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. 12/09/2025
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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.
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 12/09/2025
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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.
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. 12/09/2025
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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.
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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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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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:
“Contractor”
NAMEX, statusx
By:
JOHN B. FRANKLIN, MAYOR
Name/Title
ATTEST:
KATHY VALDEZ, CITY CLERK
By:
By:
APPROVED AS TO FORM:
WALTER CHUNG, CITY ATTORNEY
By:
Name/Title
RISK MANAGEMENT REVIEW:
DOLORES GASCON, RISK MANAGER
By:
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Exhibit A 00069720 2
E
XHIBIT A
REQUEST FOR PROPOSALS
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Exhibit B 00069720 2
E
XHIBIT B
CONTRACTOR’S PROPOSAL
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Exhibit C, Page 1 of 3 00069720 2
E
XHIBIT 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. P rofessional 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 12/09/2025
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Exhibit C, Page 2 of 3 00069720 2
t
o 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 12/09/2025
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Exhibit C, Page 3 of 3 00069720 2
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. 12/09/2025
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Exhibit D 00069720 2
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:
12/09/2025
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Exhibit E 00069720 2
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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00034875 3 Exhibit B
EXHIBIT B
CONTRACTOR’S PROPOSAL
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STATEMENT OF QUALIFICATIONS FOR
AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS TESTING, AND
CONSTRUCTION INSPECTION SERVICES
FOR:
CITY OF VISTA ENGINEERING DEPARTMENT
AND
BUENA SANITATION DISTRICT
200 CIVIC CENTER DRIVE, VISTA, CALIFORNIA 92084
PREPARED BY:
GEOSOILS, INC.
1817 ASTON AVE., SUITE 104 CARLSBAD, CALIFORNIA 92008
ADDITIONAL OFFICE LOCATIONS: LAKE ELSINORE, CA | VAN NUYS, CA (760) 438-3155 • FAX (760) 931-0915
www.geosoils.com
(P.N. 2510-17)
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STATEMENT OF QUALIFICATIONS Page 1
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
COVER LETTER
City of Vista Engineering Department and Buena Sanitation District 200 Civic Center Drive
Vista, California 92084
Attention: Ms. Erin Adams, Administrative Programs Manager
Dear Ms. Adams,
GeoSoils, Inc. (“GSI”) is pleased to submit the following Statement of Qualifications (SOQ) for as-needed professional geotechnical engineering, materials testing, and construction inspection services for various projects located in the City of Vista, California (“City”). We have thoroughly reviewed all requirements outlined in the RFQ and are confident that our team has the required expertise and experience to provide the full range of services described therein.
Founded in 1974, GSI is a State of California -certified small business and an Equal Opportunity Employer (EOE) that provides geotechnical consulting services both regionally and nationally. In addition to our 50+ years of consulting in geotechnical engineering, GSI extends a full-service office, including our highly equipped soils and materials testing laboratory. Our project team is situated within GSI’s San Diego County office, located at 1817 Aston Avenue, Suite 104, Carlsbad, California 92008, which allows for rapid responses to the City’s and Buena Sanitation District’s (BSD’s) field needs. GSI can meet all insurance requirements set forth by the City and BSD. Additionally, our team is prepared and will execute the City’s and BSD’s Standard Professional Services Agreement, as written , and will not alter the project team without prior authorization from the City and BSD.
Our multidisciplinary team consists of licensed civil and geotechnical engineers, engineering geologists, and certified field and labor atory technicians. Principals in our firm have been consulting in their disciplines since the late 1990s and have handled a breadth of complex and challenging projects, including those for public works and infrastructure. GSI has developed specialized expertise and familiarity with technical and agency requirements for geotechnical, environmental, and materials testing, covering a broad range of project types. Our team is fully equipped to meet the City’s and BSD’s needs for as-needed, on-call services, and we are capable of furnishing the geological, engineering, soils and materials testing, and construction inspection services sought in the RFQ.
Thank you for the opportunity to submit our SOQ. GSI would be pleased to attend any required interviews or project team meeting s. If you have any questions, or if you need any clarifications, please do not hesitate to contact our San Diego County office at ( 760) 438-3155 or email Ryan Boehme r at [email protected]. We wish to optimize our services to meet your demands. We look forward to collaborating with the City and BSD.
Sincerely,
GeoSoils, Inc.
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STATEMENT OF QUALIFICATIONS Page 2
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
COMPANY INFORMATION
Identification of Responder
Ryan Boehmer, GeoSoils, Inc. Associate Principal Geologist
Legal Name and Address
GeoSoils, Inc. is an S-Corporation and a California Small Business (52847). Our principal place of business is located at 1817 Aston Ave., Suite 104, Carlsbad C 92008
Identification of Parent Company
Not applicable.
Address of Office Located in San Diego County
1817 Aston Ave., Suite 104, Carlsbad CA 92008
Number of Employees in San Diego County
17 Name, Title, Address, and Telephone Number of Person to Contact Concerning SOQ
Ryan Boehmer, Associate Principal Geologist
Direct Phone Line: (760) 494-3032
Address: GeoSoils, Inc., 1817 Aston Ave., Suite 104, Carlsbad, CA 92008
California Department of Industrial Relations Number
1000056739
Secretary of State Entity Number
707015
Contractor’s License
1113789
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STATEMENT OF QUALIFICATIONS Page 3
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
PROPOSED TASK ORDER APPROACH
This section presents our integrated approach to project management, specifically tailored to the as-needed nature of the geotechnical engineering, materials testing, and construction inspection services for the City and BSD.
Our primary objectives include rapid response and mobilization; precise tracking of personnel hours, subcontractor and subconsultant fees, and incidentals per task order; and maintaining high standards of communication and quality assurance and quality control in a dynamic, task-order environment.
Task Order Management, Budget Control, and Quality Program
Generalized Approach to Time and Budget Management
Given that this is an "as -needed" contract, our approach is optimized for flexibility, rapid resource allocation, and granular tracking to ensure maximum value for every City and BSD task order.
Management
Component Description Tailored for Geotechnical & Inspection Services Documentation & Tools I. Rapid Task
Definition
and
Budgeting
Every task order, from site investigation s to daily construction inspections, is itemized using specific service and billing codes and rates (e.g., Field; Investigation with Equipment , Sewer Main; backfill -observations/testing). The project manager develops a detailed cost estimate for each task order using these codes and rates , creating reasonably accurate baseline pricing.
A project-specific proposal
and associated fee
estimate are submitted to
the City and BSD for
approval prio r to starting
work.
II. Time
Tracking and
Real-Time
Monitoring
Field staff ( field engineers/geologists, soils t echnicians, and construction materials special inspectors) record the number of hours applied to each site visit/ field inspection (including portal-to-portal travel) on their field inspection reports and weekly time sheets using the work order number given to each authorized task order and the service/billing code s specific to the tasks performed. The field inspection reports are submitted to City and BSD staff on a daily basis for time-tracking purposes.
Laboratory technicians record the types and number of
laboratory tests performed on their weekly time sheets. If necessary, GSI can institute the use of digital daily field reports and mobile time -tracking software for immediate time
verification related to each requested service.
Field inspection reports
and weekly time sheets
Digital daily field reports
and mobile time -tracking
software can be provided
upon request.
III. Proactive
Budget
Control
GSI’s project manager conducts weekly reviews of actual billed costs versus the approved budget amounts for each task order.
For task order s requiring long-term inspection or testing services, we implement proactive budget updates. If billing reaches 75 percent of the allocated budget, City and BSD staff are immediately notified before an overrun occurs.
Weekly emails to City and
BSD staff including budget
updates.
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STATEMENT OF QUALIFICATIONS Page 4
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
Documentation and Requirements from the City and BSD
GSI’s documentation system is designed for complete transparency, full traceability, and adherence to City and BSD requirements.
• Preliminary geotechnical investigation reports typically include the logs of subsurface explorations (e.g., borings, test pits, cone penetration test soundings [CPTs]); the results of laboratory tests performed on collected soil samples and infiltration testing for the design of permanent post-construction storm water best management practices (BMPs); discussions of the regional ge ologic setting, the near-surface geologic and soil profiles; groundwater, geologic structure, potential geologic and seismic hazards; seismic ground motion values; and preliminary geotechnical conclusions regarding project feasibility and preliminary geote chnical recommendations for earthwork and the design and construction of foundations, concrete slab-on-grade floors, retaining walls, shoring, and vehicular and pedestrian pavements. • Field personnel including field engineers/geologists and soils technicians submit “Field Testing Reports” and memoranda to City and BSD staff on a daily basis. The Field Testing Reports for field density testing include the types of heavy earth -moving/compaction equipment used by the contractor during each requested site visit ; the test locations; the test elevations or depths; the test results (moisture content [in percent] and the field dry density [in pounds per cubic foot]); the letter designation assigned to each representative soil sample for which an optimum moisture content and maximum dry density were obtained in the laboratory ; a brief summary of the observed construction methods; and recommendations, as warranted. Field memoranda include a summary of the observed construction methods or site conditions and recommendations, as warranted.
• Construction materials special inspectors submit “Special Inspection Reports” to City and BSD staff. The Special Inspection Reports include summaries of the observed contractor methods and installed work products; photographs of the installed work products; the results of field tests; the type and number of field-prepared test specimens; and document observed deficiencies. • Final geotechnical reports include brief summaries of each observed construction task; as-graded geotechnical maps; tabulated field density test results; maps showing the approximate locations of the field density tests ; copies of the construction materials “Special Inspection Reports ;” the results of lab oratory testing; and final geotechnic al conclusions regarding the suitability of compacted fills and the installed improvements; and geotechnical recommendations for post-development maintenance.
Requirements from the City and BSD
GSI is equipped and capable of addressing any City and BSD requirements related to geotechnical investigations, geotechnical observations and field density testing during earthwork construction (e.g., grading, excavation, underground utility trench backfill, retaining wall construction, and pavement section installation), construction materials special inspection services, and the laboratory testing of soils and construction materials . GSI is also qualified and staffed to provide environmental consulting and testing services in the even t that contaminated soils or groundwater is encountered during earthwork construction. Lastly, given our experience and working relationships with local environmental remediation, ground improvement, and specialty geotechnical contractors, GSI c an provide referrals to the City and BSD when such needs arise.
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STATEMENT OF QUALIFICATIONS Page 5
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
Consideration for Consultant’s Workload at the Time of the Task Order Issuance
Since the prompt is for "as-needed" services, swift response and capacity management are paramount. • GSI is committed to responding to the City’s and BSD’s requests for services 24 hours a day, 7 days a week, and 365 days a year.
• GSI maintains a real-time capacity model that tracks the utilization of our key field and laboratory personnel. Prior to providing a fee proposal for a new task order, the Project Manager confirms the availability of the proposed team members to ensure timeline s are realistic and delivery deadlines are achievable.
• Our geotechnical field technicians and construction materials special inspectors are cross-trained and supervised by multiple senior professional staff. This ensures that a qualified individual is mobilized for time-critical inspection or testing needs, reducing any potential for delays.
Quality Assurance and Quality Control (QA/QC) Program
Our QA/QC program is a multi -tiered, discipline-specific process providing a high level of confidence in the technical accuracy of our work products. The following table summarizes GSI’s QA/QC program.
QA/QC Stage Focus Responsible Parties Inspection/Testing Specific Action Level 1: Field
Inspections
and
Laboratory
Testing
Plan and
Specification
Compliance
Soils Technicians,
Construction Materials
Special Inspectors, and
Laboratory Technicians
Field inspections and testing (e.g., field density
of compacted fills , concrete slump and air
content, bolting, welding ) and laboratory
testing are performed to evaluate compliance
with the project plans and specifications . A ll
deficiencies are immediately reported to GSI’s
project manager, the contractor(s) performing
the work, and City and BSD staff for resolution
and corrective action.
Level 2:
Technical
Oversight,
Support, and
Reporting
Technical
Reviews,
Management,
Analyses, and
Reporting
Project-Level Engineers
and Geologists
Project-level engineers and geologists review
field reports and memoranda ; provide
oversight and guidance to field staff ; manage,
analyze, and react to construction -related
issues and concerns ; review and respond to
contractor submittals and requests for
information (RFIs); and prepare technical
reports and memoranda. .
Level 3:
Project
Management
Final Reviews
and Contract
Compliance
Principal Engineers and
Geologists (Principals-
in-Charge)
Final reviews to ensure deliverable s are
complete, technically accurate , address all
elements of the task order, and meet all City
and BSD requirements.
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STATEMENT OF QUALIFICATIONS Page 6
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
PROJECT TEAM AND ORGANIZATION CHART
Organization Chart
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STATEMENT OF QUALIFICATIONS Page 7
GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
GSI PERSONNEL
PERSONNEL AND RESPONSIBILITY TABLE
Name Title Years of Exp. Responsibility Certifications
Todd A. Greer
President, Principal
Engineering
Geologist
30 Years
Final reviews of
deliverables and client
relations
Certified
Engineering
Geologist (CEG)
Dr. Jorge F. Meneses
Associate Principal
Geotechnical
Engineer
30 Years
Engineering analyses and
final reviews of
deliverables
GE, BC. GE
Tim Ratician Senior Laboratory
Manager 18 Years Laboratory testing ACI and AASHTO
Ryan Boehmer Associate Principal
Geologist 26 Years
Project management,
reviews of field reports
and memoranda, field
staff oversight and
support, geologic
analyses, technical report
preparation, and client
relations
None
Michael Wooten Senior Field
Technician 28 Years
Observations and field
density testing (soils) and
special inspections
(construction materials)
ACI
The GSI principals-in-charge will be Dr. Jorge Meneses (Ph.D., GE, BC. GE, F. ASCE) and Mr. Todd A. Greer (CEG). Together, Dr. Meneses and Mr. Greer bring a significant level of project experience and a broad understanding of individual site intricacies and the associated challenges they present to development .
Mr. Greer has over three decades of work experience throughout Southern California, including development projects requiring investigations of seismically induced liquefaction, complex landslides, and active faulting, as well as several capital improvement projects undertaken by regional municipalities and utility providers. Dr. Meneses, a former California Seismic Safety Commissioner, is a nationally recognized expert in geotechnical and earthquake engineering a Fellow of the American Society of Civil Engineers, and a Diplomate of the USA Academy of GeoProfesionals providing unparalleled technical leadership and regulatory insight.
Dr. Meneses and Mr. Greer are responsible for the day -to-day company operations and resources. As principals, they are responsible for project final QA/QC reviews and the allocation of company resources to meet the project requirements.
Mr. Ryan Boehmer would serve as the project manager for this project. Mr. Boehmer has been with GSI for over 26 years, starting as a field technician and staff geologist, and is currently an associate principal geologist. Mr. Boehmer has managed hundreds of development projects, each with unique geotechnical constraints. Mr. Boehmer would be responsible for scheduling, field technical staff oversight, geologic field observations, budget management, and direct relations with City and BSD staff. 12/09/2025
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1817 Aston Ave, Suite 104 • Carlsbad, California 92008
Soils and materials testing would be performed in our certified laboratory by the laboratory manager, Mr. Tim Ratican, who has 18 years of industry experience.
Michael Wooten is a highly experienced and dedicated field technician who holds and American Concrete Institute (ACI) certification. Mr. Wooten has provided soils and construction materials special inspections on hundreds of development projects. Mr. Wooten would provide field inspection and testing services.
GSI personnel will attend meetings as scheduled by the City and BSD. At the City’s and BSD's request, GSI’s project manager will also provide brief progress reports to summarize recent activities by email communication.
Mr. Boehmer will serve as GSI’s primary project manager for the requested task orders. Mr. Boehmer can be reached at [email protected] or (760) 494-3023 (direct phone line)
Resumes of key Principals and Personnel are provided in Appendix A.
Line-of-Communication and Project Organization
Our communication protocol is designed to be efficient, centralized, and transparent, ensuring that all information flows quickly and accurately between our project team, our sub-consultants/sub-contractors, and the City and BSD.
We employ a single, high -level point of contact for the City and BSD to simplify communication s and decision making. As previously stated, Ryan Boehmer will serve as the dedicated project manager for all City and BSD task orders.
Our communication system is designed to immediately connect City and BSD staff with appropriate GSI personnel based on the task type and leve l of complexity , capitalizing on our collective 85+ years of professional experience:
1. Contractual and financial communication flows exclusively through the project manager to the City and BSD. This maintains control over the scope, schedule, and budget, e nsuring that any deviation or change is formally addressed and approved before work continues.
2. Field personnel and subconsultant/subcontractor direction and field technical reviews are led by Ryan Boehmer. Jorge Meneses provides oversight of laboratory testing and construction materials inspection programs , engineering analyses and final QA/QC reviews of laboratory tests and deliverables. Todd Greer provides geological oversight and final QA/QC reviews of deliverables.
Subconsultant/Subcontractor Integration
Any work performed by subconsultants and subcontractors is managed as a seamless turn-key extension of our firm. The project manager acts as the single point of contact for all subconsultant and subcontractor tasks, scheduling, oversight, and payment.
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1817 Aston Ave, Suite 104 • Carlsbad, California 92008
POTENTIAL SUCONSULTANTS/SUBCONTRACTORS
The following list of potential subconsultants and subcontractors is provided for the City’s and BSD’s review. The use of subconsultants and subcontractors is largely dependent on the site conditions, potential geologic and seismic hazards, the anticipated subsurface conditions within a site, and testing requirements of a specific project or task. The specific test method or general services are also provided.
GSI can provide credentials, licenses, certifications, and resumes of all subconsultants and subcontractors upon request.
Proposed Subcontractor List (Outside Services)
1. Asphaltic Concrete and Aggregate
Durability (LA Rattler) Testing, etc.:
Twining, Inc.
15950 Bernardo Center,
Suite J,
San Diego, California 92127
2. Traffic Control Services:
Pro Traffic Services
555 W. 13th Ave.
Escondido, California 92025
3. Sulfate/Chloride/Corrosion Testing:
Clarkson Lab and Supply, Inc.
350 Trousdale Drive
Chula Vista, California 91910
4. Concrete Cutting and Coring Services:
Jackson’s Concrete Cutting
970 W. Valley Pkwy, #658,
Escondido, California 92025
5. Drilling Services
North County Drilling, LLC
271 Roymar Rd, Suite D
Oceanside, California 92058
6. Drilling Services:
Baja Exploration
1915 Commercial Street
Escondido, California 92029
7. Backhoe Services:
American Bobcat and Backhoe
Service
P.O. Box 1501
Vista, California 92085
8. Environmental Laboratory Services:
Eurofins Calscience, Inc.
2841 Dow Avenue, Suite 200
Tustin, California 92780
LIST OF OFFICERS AUTHORIZED TO SIGN ON FIRM’S BEHALF
• Todd A. Greer, President
• Rudy Ruberti, President
• Lara Ibrahim, Corporate Secretary
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GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
REFERENCES
Mr. James Ozouf, P.E., City of Murrieta – Department of Public Works Telephone: (951) 461-6075
Email: [email protected]
Number of projects completed: 2
Mr. Jeffrey Hitch, P.E., City of Murrieta – Department of Public Works Telephone: (951) 461-6076
Email: [email protected]
Number of projects completed: 1
Mr. Garrett Strang, P.E., City of Murrieta – Department of Public Works Telephone: (951) 461-6085-
Email: [email protected]
Number of projects completed: 1
PAST WORK EXPERIENCE WITH CITIES, COUNTIES, AND UTILITY PROVIDERS
GSI is on the approved list of consultants for the City of Murrieta and City of San Marcos, California, and the Eastern Municipal Water District (EMWD), and has provided geotechnical consulting for the Cities of Vista, Corona, Eastvale, Murrieta, Norco, Oceanside, Orange, Riverside, San Diego, Santee, Temecula, Tustin, San Fernando, Simi Valley, and Santa Clarita, as well as Orange County, California.
Around the middle of the last decade, GSI provided ge otechnical services to the City of Vista during construction of the Paseo Santa Fe Project. In addition, in the late 1990s and early 2000s, GSI provided third-party geotechnical reviews for the City of Vista.
PROJECT REFERENCE SUMMARIES
1. City of Murrieta – Roadway Rehabilitation, Hancock Avenue, Juniper Street, Franklin Street, Jackson Avenue, Murrieta Hot Springs Road and Medical Center Drive (CIP No. 8043) • Description
Phase I of this project involved performing a limited geotechnical investigation, including coring the existing pavement to evaluate whether the pavement section components and thicknesses conformed with City requirements and performing resistance value (R-value) testing of subgrade materials to provide an adequate pavement section design combined with a breakdown of areas in need of remediation.
Following the investigation, Phase II of this project included the observation and testing of approximately 50 remedial, remove -and-replace areas. These areas were affected by 12/09/2025
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1817 Aston Ave, Suite 104 • Carlsbad, California 92008
excessive pavement distress. After remedial repairs were performed, pavement reinforcement geogrid fabric was installed as recommended by GSI. • Dates: Phase I - April 29, 2021 to August 9, 2021
Phase II – October 19, 2022 to January 25, 2023
• Contracted Amount: Phase I - $22.302.00
Phase II - $31,252.40
+$4,000.00 Expanded Scope
• Final Invoiced Amount: Phase I - $20,935.44
Phase II - $32,743.21
• Services rendered for Phase I were completed within budget and on schedule, with no need to up-scope. However, Phase II, while on schedule, did not stay within the original proposed budget or scope. As requested by the City of Murrieta, additional field density testing and observation services for the potential use of a warm -mix additive to the rubberized hot-mix asphalt cap placement were added on November 4, 2022, due to the potential for placing the cap during cold weather. Of the $4,000.00 expanded budget requested, only $1,490.81 was invoiced.
• Client Contact Information
City of Murrieta – Department of Public Works
1 Town Square,
Murrieta, California 92562
Contact: Mr. James Ozouf, P.E.,
(951) 461-6075
[email protected]
2. City of Murrieta – Roadway Rehabilitation, Murrieta Hot Springs Road and Madison Avenue Enhancement Project (CIP No. 13028)
• Description
This project included the observation and testing of three (3) localized median improvements and turn -lane extensions. GSI performed observation and testing of the compaction of the newly installed curb and gutter subgra de and base and asphaltic concrete materials for the extended turn-lanes.
• Dates: October 19, 2022 to January 25, 2023
• Contracted Amount: $31,252.40 (as part of Phase II of Number 1 above) Final Invoiced Amount: $32,743.21 (expanded scope of Number 1 did not affect this project)
• Services rendered for CIP No. 13028 were completed within budget and on schedule, with no need to up -scope. While the budget for this project was included with the work referenced in CIP No 8043 (Number 1 above), the expansion of scope was specifically attached to CIP 8043.
• Client Contact Information
City of Murrieta – Department of Public Works
1 Town Square,
Murrieta, California 92562
Contact: Mr. James Ozouf, P.E.,
(951) 461-6075
[email protected]
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GeoSoils, Inc.
1817 Aston Ave, Suite 104 • Carlsbad, California 92008
3. City o f Murrieta – Warm Springs Parkway (North and South) Roadway Improvements, City Project No. 19-432 (CIP No. 13031), Riverside County, California • Description
The project was broken into two sections, South and North, and involved the overall construction of Warm Springs Parkway, granting access to the Vineyard commercial center at the intersection of Clinton Keith Road and Bronco Court. GSI performed construction observation and field density and materials testing of the roadway grading, underground utility installation, pavement subgrade, base course and asphaltic concrete placement. This project also included specific geotechnical recommendations for the perched water encountered during utility installation for the South section, and mitigation of trench caving. Geotechnical reports were issued at each stage to provide recommendations for pavement design, groundwater effects, soils classification, and grading.
• Dates: South - April 28, 2020 to December 2, 2020
North – October 25, 2021 to August 4, 2022
• Contracted Amount: South - $26,273.25
North - $35,335.00
• Final Invoiced Amount: South - $25,699.05
North - $27,599.11
• Services rendered for both projects pertaining to the development of Warm Springs Parkway (South and North) were com pleted within budget and on schedule, with no need to up-scope.
• Client Contact Information
City of Murrieta – Department of Public Works
1 Town Square,
Murrieta, California 92562
Contact: Mr. Jeffrey Hitch, P.E.,
(951) 461-6076
[email protected]
4. City of Murrieta – Clinton Keith Road and Date Street Roadway Rehabilitation Improvements, (CIP No. 8043), and Murrieta Hot Springs Road and the Intersection of Weeping Willow Lane and Thoroughbred Lane Pavement Rehabilitation Improvements (CIP 13047) Riverside County, California
• Description
Phase I of this project involved performing a limited geotechnical investigation along
1.35 miles of Clinton Keith Road and 0.7 miles of Murrieta Hot Springs Road, which included the coring of existing pavement to evaluate whether the pavement section components and thicknesses conformed with City requirements and performing resistance value (R-value) testing of subgrade materials in order to provide an adequate pavement section design combined with a breakdown of areas in need of remediation.
Following the investigation, Phase II of this project included the observation and testing of approximately 25 remedial, remove -and-replace areas along Clinton Keith Road and Date Street. These areas were affected by excessive pavement distress. After remedial repairs were performed, pavement reinforcement Geogrid fabric was installed by the 12/09/2025
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1817 Aston Ave, Suite 104 • Carlsbad, California 92008
recommendation of GSI , followed by placement of the ¾” base course of the asphalt concrete.
Following Phase II, Phase III of this project included observation and testing of approximately 35 remedial, remove-and-replace areas along Murrieta Hot Springs Road and the intersection of Weeping Willow and Thoroughbred Lanes. These areas were affected b y excessive pavement distress. After remedial repairs were performed, pavement reinforcement Geogrid fabric was installed by the recommendation of GSI , followed by placement of a rubberized, hot-mix asphalt concrete overlay. • Dates: Phase I - December 28, 2022 to February 23, 2023 Phase II - April 9, 2024 to June 25, 2024
Phase III - September 23, 2024 to January 15, 2025
• Contracted Amount: Phase I - $29,546.00
Phase II - $19,004.50
Phase III - $26,238.00
• Final Invoiced Amount: Phase I - $29,546.00
Phase II - $15,941.80
Phase III - $22,505.79
• Services rendered for Phase I of this project were completed within budget and on schedule, with no need to up -scope. Phases II (CIP 8043) and III (CIP 13047) were completed below the proposed budget and on schedule, with no need to up-scope. • Client Contact Information
City of Murrieta – Department of Public Works
1 Town Square,
Murrieta, California 92562
Contact: Mr. Garrett Strang, P.E.
(951) 461-6085
[email protected]
5. Foremost Pacific Group - Woods Winchester Project, Winchester; Riverside County Flood Control and Water Conservation District (RCFCWCD), Storm Drain Backbone Line Installation • Description
GSI completed the preliminary geotechnical investigation for the overall tract in 2021, performing onsite drilling and geological and engineering review of the subsoils characteristics to provide suitable foundation and seismic recommendations for development of five residential tracts and a public park. These recommendations included mitigating the effects of shallow groundwater and seepage, as the Salt Creek Channel lies directly north of the project site. Following the investigation, GSI supplied geotechnical observation and testing services for mass grading of the Woods Winchester project along with grading reports with site -specific recommendations based on site-specific test results for the design of structures for each individual tract. After grading operations, GSI oversaw the installation of the remaining recycled and domestic water line and RCFC WCD storm drain backbone piping and structures within street rights-of-way and individual tract connections, as well as fresh concrete sampling and molding of cylinders for concrete compressive strength testing .
Following utility installation, GSI submitted pavement designs for the onsite streets within 12/09/2025
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1817 Aston Ave, Suite 104 • Carlsbad, California 92008
each of the tracts. Services for onsite work included footing inspections, house utility hookups, and sidewalk subgrade testing. Onsite work is currently ongoing. • Dates: January 11, 2024 to Present.
• Contracted Amount: $132,907.86
• Final Invoiced Amount: Billed-To-Date - $130,210.10 • Services rendered for the initial geotechnical investigation of the project site were completed within budget and on schedule, however mass grading and utility installation and onsite services required an updated scope for some requirements (such as the concrete cylinder molding and compression testing which was not originally bid). Despite this, the overall contract is still under budget at the time of this SOQ. There were a variety of reasons why the mass grading and utility installation went over budget, which included, but was not limited to: the presence of groundwater during grading and utility installation, additional facilities added during precise grade planning, therefore not in our original bid, construction operations occurring during a record-breaking rainy season, and the nominal speed of the grading contractor.
• Client Contact Information
Foremost Pacific Group, LLC
2727 Las Ramblas, Suite 100,
Mission Viejo, California 92691
Contact: Mr. Bryan Bergeron,
(714) 722-1170
[email protected]
6. Woodside Homes - Elderberry Ranch Project, City of Temecula; Riverside County Flood Control and Water Conservation District (RCFCWCD), Line “A”
• Description
This project is a 42.6-acre residential community project in Temecula, California (Tract 36483) which included a geotechnical update report, where GSI reviewed available data (including groundwater data) and prepared updated foundation , seismic design parameters, and mitigative recommendations for liquefaction and groundwater impact for the new residential construction. As the project progressed, we transitioned to rough grading observation and testing, and provided site -specific foundation and seismic stability recommendations based on lot -specific testing completed at the conclusion of site grading. After grading operations, GSI oversaw the installation of the RCFCWCD storm drain box structures (Line “A”), lateral piping , and inlet structures within street rights-of-way and individual tract connections, as well as fresh concrete sampling and molding of cylinders for concrete compressive strength testing. This project is ongoing. • Dates: May 13, 2025 to Present
• Contracted Amount: $251,948.04
• Final Invoiced Amount: Billed-To-Date - $101,255.70 • Services rendered for the underground phase were completed within budget and on schedule, with no need to up -scope, despite both the RCFCWCD and City of Temecula requiring numerous sets of concrete cylinders molded for compressive strength testing.
Projections show services will remain under budget.
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1817 Aston Ave, Suite 104 • Carlsbad, California 92008
• Client Contact Information
Woodside 05S, LP
1250 Corona Pointe Court,
Suite 500,
Corona, California 92879
Contact: Mr. Trent Heiner
(949) 456-5044
[email protected]
EXCEPTIONS TO RFQ
GSI certifies that it takes no exceptions to the RFQ including the “Sample Agreement.”
CONCLUSIONS
In conclusion, GSI. is completely prepared and committed to providing the City and BSD with exceptional geotechnical services for the requested as -needed, professional geotechnical engineering, materials testing, and construction inspections. We have a clear understanding of the City’s and BSD’s needs. Our team's extensive knowledge, experience, and efficient methodology ensure that we will conform to the generally accepted standards of care and meet all specified industry standards and timelines. With a proven track record of technical ex cellence, regional expertise, and responsive ness, our team is well-prepared to meet the demands of this multi-year, on-call contract. We are confident that our firm is the ideal partner for this project and look forward to the opportunity to contribute to the success of the City and BSD . We appreciate your consideration and are available to discuss our qualifications and previous work experience in further detail.
Attachments: Appendix A - Resumes of Lead GSI Personnel Appendix B - Sample Geotechnical Report
Appendix C - Sample Geotechnical Inspection/Compaction Report Appendix D - Sample Daily Field Report
Appendix E - Sample Material Testing Report
Appendix F - Sample Shoring Design
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APPENDIX A
RESUMES OF LEAD GSI PERSONNEL
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TODD A. GREER
VICE PRESIDENT/PRINCIPAL GEOLOGIST
EDUCATION
B. S. in Geology, 1998, San Diego State University, San Diego, California.
REGISTRATION AND CERTIFICATIONS
State of California, Professional Geologist, No. 7739
State of California, Certified Engineering Geologist, No. 2377.
Professional Certificate in Hazardous Materials Management, 1994, UCSD.
Hazardous Waste Operations and Emergency Response (HAZWOPER), 40-hour OSHA Training.
HAZWOPER, 8-hour Refresher OSHA Training.
Nuclear Densometer Certified.
EXPERIENCE
Principal Geologist, GeoSoils, Inc., Murrieta, California Senior Project Geologist, Petra Geotechnical, Temecula, California Staff to Project Geologist, GeoSoils, Inc. Murrieta, California Geologic and structural mapping, Agua Amarga, 1997, Bahia de Los Angeles, Baja California Mexico, Senior Thesis Project under the direct supervision of Professor David Kimbrough, Ph.D., San Diego State University.
RESPONSIBILITIES
Mr. Greer directs and supervises preliminary geotechnical/geologic field investigations, subsurface drilling operations (large and small diameter), rough grading and hillside grading operations, geologic fault finding and landslide investigations, pavement design investigations, and pavement rehabilitation projects involving Cal-Trans “right-of- ways”, and research and report preparation for geotechnical/geologic projects in the Riverside, San Bernardino and Los Angeles County areas. He has been involved with geotechnical studies in soft-rock and hard-rock sites for proposed residential, commercial and industrial developments, retention basins, feasibility studies, septic, infiltration, and hazardous waste projects in southern California.
Mr. Greer also directs and supervises Phase I and II Environmental Site Assessments (ESA’s) and toxicity screening review of lands slated for future development and laboratory analyses and remediation/mitigation of hazardous materials. This includes site reconnaissance and inspection, aerial photography review and analysis, background document research and review, consultation with local and federal environmental and hazardous waste agencies, report writing and review, including findings, conclusions, and recommendations for project permitting and development.
PROFESSIONAL EXPERIENCE
Mr. Greer also has extensive experience with land use planning, hillside subdivisions, landslide investigations, liquefaction analyses, and geologic/fault investigations as they pertain to future commercial, residential, and roadway/highway development. This includes an extensive background in geologic research and review, aerial photography review and analyses, surface and subsurface geological mapping and cross-sectional illustration and analyses, rotary-wash, hollow-stem, and percussion drilling and sampling in the field to ascertain soil, bedrock, and groundwater conditions pertinent to development of the site. In addition, the evaluation and analysis of soil, bedrock, and lithologic test data, report writing and review, including findings, conclusions, and recommendations of a geotechnical/geologic nature.
PROFESSIONAL AFFILIATIONS
Member, Association of Engineering Geologists and Environmental Engineers (AEG) Member, Inland Geological Society (IGS)
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JORGE F. MENESES, PhD, GE, BC.GE
PRINCIPAL ENGINEER
EDUCATION
B.S. in Civil Engineering, 1985, National University of Engineering, Lima Peru M.S. in Civil Engineering, 1993, The University of Tokyo, Tokyo, Japan Ph.D. in Civil Engineering, 1996, The University of Tokyo, Tokyo, Japan
PROFESSIONAL REGISTRATION AND CERTIFICATIONS
State of California, Registered Professional Engineer, C 72544 State of California, Registered Geotechnical Engineer, GE 3041 ASCE, Member of the Academy of Geo-Professionals, Board Certified Geotechnical Engineer, BC.GE 1214
PROFESSIONAL EXPERIENCE AND RESPONSIBILITIES
Dr. Meneses has been involved in numerous projects serving as a technical lead in geotechnical engineering across the State of California and the Country in water utilities, dams, levees, transportation infrastructure, vertical construction, nuclear reactors, lifelines, educational and health facilities, and others. Dr. Meneses is an expert in geotechnical, foundation, and earthquake engineering, and was a member of the California Seismic Safety Commission appointed by Governor J. Brown and confirmed by State Senate. Dr. Meneses is a reviewer for the seismic design of high rise buildings for the City of San Diego, part-time faculty in the Graduate School at San Diego State University, Fellow of the American Society of Civil Engineers (F-ASCE), member of the Industry Advisory Board of the Department of Structural Engineering at University of California San Diego, ex-member of the Board of Directors of the Earthquake Engineering Research Institute (EERI), ex-President and Founder of the EERI San Diego Chapter, past Member of the ASCE 7-16 Committee (Minimum Design Loads for Buildings and Other Structures) and current member of the ASCE 7-28, member of the ASCE 1 Committee (Geotechnical Analysis, Design, Construction, Inspection and Monitoring of Nuclear Safety-Related Structures), Honorary Chair of the ASCE Geo-Institute San Diego Chapter, member of the ASCE Committee “Soil Dynamics and Earthquake Engineering” and a member of the USA Academy of Geo-Professionals.
SELECTED PROJECT EXPERIENCE
Easterly Wastewater Treatment Plant Tertiary Project, Vacaville; Sewer Force Main-G Street Pump Station, Chula Vista;
Day Creek Levee, Geotechnical Review, San Bernardino County; Lake Matthews Outlet Tower, Metropolitan Water District, Hemet; Santa Felicia Dam Outlet Works Rehabilitation, Ventura County; Seismic Stability and Deformation Analysis of Salton Sea Dam, Imperial and Riverside Counties; Seismic Stability of the Waikaloa Reservoirs, Kona, Hawaii; Oxidation Pond No.1, Castro Cove, Richmond; BASF Lake Creek Dam Rehabilitation, Riesel, Texas; Hatch Point Terminal Fire Water Reservoir FEL 2 Assessment, Vancouver Island, Canada. 12/09/2025
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TIM RATICAN
LABORATORY SOIL TECHNICIAN/LABORATORY MANAGER
EDUCATION
B. S. in Business Administration, California State University San Marcos
CERTIFICATIONS
Mr. Ratican has responsibilities for initiating and maintaining the laboratory accreditations.
Accredited laboratories are subjected to vigorous on-site, third party assessments. During these assessments, each test method is demonstrated in its entirety by the laboratory’s technical staff, and the testing apparatus associated with each test is evaluated. The assessment also includes a thorough review of the laboratory’s quality management system, including records of technician training and competency evaluations as well as equipment calibration and record(s) evaluations. Additionally, a detailed review of all accreditation requirements, including participation in the AMRL and CCRL proficiency sample programs, is conducted at least once per year.
AASHTO accredited for soil and concrete testing, including ASTM standards C1077 City of San Diego qualified laboratory.
ACI Concrete Laboratory Testing Technician, Level 1 - ACI Concrete Strength Testing Technician ACI Concrete Laboratory Testing Technician, Level 1 - ACI Aggregate Testing Technologies ACI Lab Technician Level 1
ACI Field Grade Level 1
ACI Aggregate Base Testing Technician Level 1
Nuclear Gauge Safety Certification
EXPERIENCE
Senior Laboratory Soil Technician, GeoSoils, 1989 to Present Soil Technician, Western Soil Testing, 1987 to 1989
Soil Technician, Sante Fe Soils, 1984 to 1987
RESPONSIBILITIES
Mr. Ratican has extensive experience in laboratory testing in the construction related industry. He has over 14 years experience in geotechnical and construction materials testing, including maximum density determination, moisture density determination, expansion index, particle size distribution, hydrometer, liquid/plastic limits, consolidation testing, direct and remolded shear testing, constant head permeability, specific gravity determination, soil cement, and concrete compression tests. He has incorporated computer aided data acquisition, quality control and drafting for laboratory testing. He also has experience in fill control, percolation testing, soil sampling, concrete sampling, and inspection of remedial repair of distressed homes.
Mr. Ratican has over 14 years of experience in the geotechnical engineering industry as a soils, materials and concrete laboratory technician and laboratory manager. Throughout his career, he has performed laboratory testing for a wide range of projects including public works, roadway infrastructure, residential construction, and underground utility construction. His area of expertise is in laboratory testing of soils, concrete and materials. With integrity and efficiency in mind, he has always placed a strong emphasis on compliance with ASTM, AASHTO and Caltrans standard test methods, procedures and specifications. He continues to develop excellent working relationships with his staff and clients.
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STATEMENT OF QUALIFICATIONS
RYAN BOEHMER
Associate Principal Geologist
EDUCATION
B.S. in Geology, 1997, University of Delaware
EXPERIENCE
Associate Principal Geologist, GeoSoils, Inc., Carlsbad, California 2025 to present Staff Geologist, GeoSoils, Inc., Carlsbad, California, 2001 to 2025 Engineering Field Technician, GeoSoils, Inc., Carlsbad, California, 1999 to 2001
Mr. Boehmer's experience includes the management of geologic and geotechnical evaluations pertinent to the planning, design, and construction of commercial, residential, and public improvement projects, as well as forensic investigations of distressed buildings and improvements, and observations and field density testing during earthwork construction.
Mr. Boehmer’s typical duties involve: map and aerial photograph reviews; surficial mapping, subsurface exploration, and soil sampling to evaluate soil, bedrock, and groundwater conditions; geologic cross-section preparation; reviewing and analyzing data acquired by research and field studies; plan reviews; slope stability analyses; technical report preparation and reviews; and overseeing and providing geologic support to field technical staff during the construction phase of development projects.
Mr. Boehmer’s geologic field experience includes logging over 24,000 lineal feet of earthquake fault-locating trenches in San Diego, Riverside, and San Bernardino Counties; down-hole logging numerous large-diameter borings on sites susceptible to landslides and slope instability, logging small-diameter borings; percolation testing; and outcrop mapping.
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MICHAEL T. WOOTEN
SENIOR FIELD TECHNICIAN
EDUCATION
Kearny High School, San Diego CA 1980.
CERTIFICATES
Nuclear Densometer Certification, 1997
American Concrete Institute (ACI), Concrete Field Testing Technician - Grade I, Certification ID# 01143919
EXPERIENCE
Senior Field Technician, Laboratory Technician, GeoSoils, Inc., Murrieta, California, 1997 to Present Military Duty, 1980-1984
RESPONSIBILITIES
Mr. Wooten has experience with residential, commercial, and industrial grading projects in San Diego, Riverside, Orange, and San Bernardino Counties. His regular duties include observation and testing during compacted fill placement (including rock fill placement, canyon clean-out, removal bottom observation/testing, and subdrain placement), engineered buttress and stabilization fill observation/testing, field mapping, observation of footing excavations, observation and testing of underground utility backfill, and subgrade testing, aggregate base, and Asphaltic Concrete Pavement (ACP) testing for roadway construction (including Caltrans right-of-way projects).
Mr. Wooten has routinely performed field soil sampling and cataloging for appropriate laboratory testing to include: Expansion Index (E.I.), Atterburg, sieve analysis, hydrometer, Sand Equivalent (S.E.), maximum density, Resistance value (R-value), and sulfate/corrosion testing, to name a few. Mr. Wooten also routinely prepares and conducts laboratory soil testing in general accordance with industry standard test methods (e. g., ASTM, Caltrans, AASHTO, etc.). Mr. Wooten routinely preforms laboratory testing for E.I., S.E., maximum density, moisture and density, and general soil classification.
Mr. Wooten also has extensive knowledge and experience in preparing and molding concrete cylinders and grout samples for compression testing. Mr. Wooten is currently ACI certified as a Grade I - Concrete Field Testing Technician (Certification ID# 01143919).
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APPENDIX B
SAMPLE GEOTECHNICAL REPORT
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PRELIMINARY PAVEMENT DESIGN INVESTIGATION
AND GEOTECHNICAL INVESTIGATION, PASEO SANTA FE
COMMERCIAL REDEVELOPMENT AND
ROADWAY REALIGNMENT PROJECT
CITY OF VISTA, SAN DIEGO COUNTY, CALIFORNIA
FOR
CITY OF VISTA
C/O BUCCOLA ENGINEERING, INC.
3142 VISTA WAY, SUITE 301
OCEANSIDE, CALIFORNIA 92056
W.O. 6366-A-SC DECEMBER 5, 2012
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Geotechnical C Geologic C Coastal C Environmental
5741 Palmer Way C Carlsbad, California 92010 C (760) 438-3155 C FAX (760) 931-0915 C www.geosoilsinc.com December 5, 2012
W.O. 6366-A-SC
City of Vista
c/o Buccola Engineering, Inc.
3142 Vista Way, Suite 301
Oceanside, California 92056
Attention: Mr. Phil Buccola
Subject: Preliminary Pavement Design Investigation and Geotechnical Investigation, Paseo Santa Fe, Commercial Redevelopment and Roadway Realignment Project, City of Vista, San Diego County, California
Dear Mr. Buccola:
In accordance with your request, GeoSoils, Inc. (GSI) has prepared this geotechnical investigation report regarding the improvement of a portion of South Santa Fe Avenue (SSFA, [future Paseo Santa Fe {PSF}]), between Broadway and Civic Center Drive in the City of Vista, California. The purpose of this investigation was to evaluate the various planned improvements to SSFA/PSF with respect to the underlying geotechnical conditions in the vicinity, and current building codes and guidelines. This report summarizes the findings of our work. Based on our findings and analyses, recommendations for site preparation, earthwork, wall foundations, and pavement design/construction are provided for design and planning purposes.
EXECUTIVE SUMMARY
Based on our review of the available data (Appendix A), field exploration (Appendix B), and geologic and engineering analysis, the proposed construction appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below:
• Proposed redevelopment is anticipated to consist of the improvement of street areas in the immediate vicinity of South Santa Fe Avenue (SSFA), including the improvement and/or realignment South Santa Fe Avenue, Guajome Street/Terrace Drive at SSFA, Eucalyptus Street (Park Avenue) at SSFA, and Pala Vista Drive. It is our understanding that once street improvements are completed, a future phase of proposed development is anticipated to consist of the construction/redevelopment of existing commercial building sites fronting SSFA (to be performed by others). 12/09/2025
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This report should not be used in lieu of site specific geotechnical investigations of these commercial sites.
• Site exploration generally indicates that the existing pavement section within SSFA and Eucalyptus Avenue road improvements consists of 4 to 13 inches of asphaltic concrete, overlying approximately 4 to 34 inches of a graded, sandy road base, overlying sandy to clayey subgrade soil. Testing of representative samples of soil subgrade indicates resistance values (R-value) ranging from 8 to 48. The existing pavement section shows localized areas of pavement distress, including fatigue cracking, within areas of patched pavement, and longitudinal/ transverse cracking likely due to pavement age, poor joint construction, and daily thermal temperature cycling due to asphalt binder aging, design issues considering variable subgrade conditions, quality of utility trench backfill, etc. It is our understanding that the existing pavements will be removed and replaced.
• Groundwater was encountered as a perched water table within the older alluvial soils, at depths on the order of 10 to 20 feet below existing grades, or at elevations ranging from 308 feet MSL (west) to 331 feet MSL (east).
Our review indicates that regional groundwater should not significantly affect site development provided that the recommendations presented herein are implemented. However, deeper utilities within the groundwater areas noted above may require the control of nuisance water accumulating along the contact between older alluvium and the underlying granitic bedrock, or dewatering to place the deeper utility conduits. In general, perched groundwater conditions, along zones of contrasting permeabilities, discontinuities, or fill lifts, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. Perched groundwater should be anticipated to occur after development, and may require additional mitigation when it manifests itself. • Geologic/seismic hazards such as landsliding, active faulting, liquefaction, etc. are generally not anticipated to significantly affect proposed development. It is important to keep in perspective that in the event of an upper bound earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the study area. Potential damage to site improvements would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered. Following implementation of remedial earthwork and design of foundations described herein on site, this potential would be no greater than that for other existing structures and improvements in the immediate vicinity that comply with current and adopted building standards.
• Our testing and experience in the site vicinity indicates that clayey subgrade soils are generally represented by an R-value of 10, while sandy subgrades are generally represented by an R-value of 25. Based on our site work, site soils have a generally 12/09/2025
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very low to medium expansion potential classification and may locally be higher, but are anticipated to be in the very low to low expansive range classification when subgrade materials are blended and/or re-worked. Site soils are anticipated to have a negligible sulfate exposure to concrete, chloride exposure below action levels, and are considered moderately corrosive (when saturated) to buried metals, based on the available laboratory data. Corrosion is anticipated to vary significantly and should be locally tested within a reach of street and/or lot. Consultation with a corrosion engineer is recommended.
• Remedial earthwork for road work is generally anticipated to consist of limited removal and recompaction of near surface soils. Where feasible, removals of existing surface-exposed fill, for the purpose of road improvement, should minimally be completed to depths of at least 2 feet below existing soil subgrade elevations (in the pavement area), or at least 1 foot below the bottom of the planned appurtenant improvement, whichever is deeper. Within commercial sites fronting SSFA, remedial earthwork will likely include the removal and recompaction of the upper 3 to 5 feet of existing soil. However, site specific geotechnical evaluations for each commercial site are recommend once project development plans are available. • Conventional foundation systems may be used for very low expansive soil conditions (expansion index <20, and a Plastic Index < 15). When expansive soil conditions are present, as defined per Section 1803.5.3 of the 2010 California Building Code ([2010 CBC], California Building Standards Commission [CBSC], 2010), the use of stiffened slabs, mat slabs, or post tensioned slab foundations would be recommended.
• Trenching for the deeper utility improvements within SSFA/PSF will likely encounter a shallow groundwater table at depths between approximately 10 and 20 feet below surface grades. For planning purposes, trenching and shoring design/construction should be in accordance with CAL-OSHA guidelines for Type C soils when water is present. The control of nuisance water, and/or dewatering should be anticipated where the depths of trenching extend to near, or below the groundwater surface elevations evaluated herein. Dewatering discharge may not be suitable for re-introduction into nearby habitat areas, or City storm drains, and may need to be evaluated from an environmental viewpoint.
• Pervious pavements and onsite infiltration-runoff retention systems (OIRRS) are anticipated. Site soils are relatively impermeable and subdrainage of these systems is recommended. Due to the anticipated close proximity of these systems to settlement-sensitive improvements, the use of impermeable liners may also be recommended.
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TABLE OF CONTENTS
S C O P E O F S E R V I C E S . ................................................... 1 SITE CONDITIONS AND PROPOSED DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . . . . . 1 S I T E E X P L O R A T I O N ...................................................... 3 R E G I O N A L G E O L O G Y . ................................................... 4 S I T E G E O L O G I C U N I T S ................................................... 4 G e n e r a l ........................................................... 4 E x i s t i n g F i l l ( N o t M a p p e d ) . ...................................... 4 Older Alluvium (Map Symbol - Qoal). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Granitic Bedrock (Map Symbol - Kgr). . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 G R O U N D W A T E R . ........................................................ 5 M A S S W A S T I N G ......................................................... 6 R E G I O N A L F A U L T I N G / S E I S M I C I T Y .......................................... 6 R e g i o n a l F a u l t s . .................................................... 6 L o c a l F a u l t i n g ...................................................... 7 S e i s m i c i t y ......................................................... 7 S e i s m i c S h a k i n g P a r a m e t e r s .......................................... 8 S E C O N D A R Y S E I S M I C H A Z A R D S ........................................... 9 L i q u e f a c t i o n / L a t e r a l S p r e a d i n g ........................................ 9 S e i s m i c D e n s i f i c a t i o n ................................................ 9 S u m m a r y . ........................................................ 1 0 Other Geologic/Secondary Seismic Hazards. . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 0 L A B O R A T O R Y T E S T I N G .................................................. 1 1 G e n e r a l .......................................................... 1 1 C l a s s i f i c a t i o n . ..................................................... 1 1 F i e l d M o i s t u r e a n d D e n s i t y . .......................................... 1 1 Laboratory Standard - Maximum Dry Density. . . . . . . . . . . . . . . . . . . . . . . . . . . .1 1 E x p a n s i o n I n d e x T e s t i n g ............................................ 1 2 A t t e r b e r g L i m i t s . ................................................... 1 2 S i e v e A n a l y s i s . .................................................... 1 3 D i r e c t S h e a r T e s t s . ................................................ 1 3 C o n s o l i d a t i o n T e s t i n g . ............................................. 1 3 R e s i s t a n c e V a l u e . ................................................. 1 3 C o r r o s i o n T e s t R e s u l t s . ............................................. 1 3 12/09/2025
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E X I S T I N G P A V E M E N T S E C T I O N S .......................................... 1 3 G e n e r a l .......................................................... 1 3 A s - B u i l t S e c t i o n s / S u b g r a d e .......................................... 1 4 P a v e m e n t D i s t r e s s ................................................. 1 5 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . 1 5 G e n e r a l .......................................................... 1 5 RECOMMENDATIONS-EARTHWORK CONSTRUCTION. . . . . . . . . . . . . . . . . . . . . . . . 1 6 G e n e r a l .......................................................... 1 6 S i t e P r e p a r a t i o n . .................................................. 1 6 R e m o v a l s / G r o u n d T r e a t m e n t . ........................................ 1 6 S t r e e t A r e a s ................................................. 1 6 C o m m e r c i a l B u i l d i n g P a d s ..................................... 1 7 S u b d r a i n s ........................................................ 1 7 F i l l P l a c e m e n t a n d S u i t a b i l i t y ......................................... 1 7 E r o s i o n C o n t r o l . ................................................... 1 7 Slope Considerations and Slope Design. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 8 T e m p o r a r y C o n s t r u c t i o n S l o p e s . ................................ 1 8 R E C O M M E N D A T I O N S - F O U N D A T I O N S . .................................... 1 8 General Conventional Foundation Design (EI<20, and PI<15).. . . . . . . . . . . . . 1 9 General Conventional Foundation Construction (EI < 20 and PI < 15). . . . . . . 2 0
DESIGN OF FOUNDATIONS WITHIN THE INFLUENCE OF EXPANSIVE SOILS USING THE WIRE REINFORCEMENT INSTITUTE (WRI) METHODOLOGY. . . . . . . . . . . . . . 2 1 P e r i m e t e r C u t - O f f W a l l s ............................................. 2 2 S T R U C T U R A L M A T F O U N D A T I O N S ........................................ 2 2 D e s i g n / C o n s t r u c t i o n . ............................................... 2 2 Structural Mat Foundation Settlement.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3 P O S T - T E N S I O N S L A B F O U N D A T I O N S ...................................... 2 3 S O I L M O I S T U R E C O N S I D E R A T I O N S . ...................................... 2 5 DRILLED PIER AND GRADE BEAM FOUNDATION RECOMMENDATIONS.. . . . . . . . . 2 6 Allowable Axial (Vertical) Loads on Drilled Shaft Foundations. . . . . . . . . . . . . . . 2 7 Lateral Loads on Drilled Shaft Foundation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 7 CIDH (Cast-in Drilled Hole) Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 8 Drilled Pier and Grade Beam Foundation Settlement.. . . . . . . . . . . . . . . . . . . . . 2 9 P I E R S U P P O R T E D S T R U C T U R A L S L A B S .................................... 2 9 S L A B S U B G R A D E P R E - S O A K I N G .......................................... 2 9 12/09/2025
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C O R R O S I O N A N D C O N C R E T E M I X . ........................................ 3 0 WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS. . . . . . . . . . . . . . . . 3 0 C o n v e n t i o n a l R e t a i n i n g W a l l s . ....................................... 3 0 R e s t r a i n e d W a l l s ............................................. 3 1 C a n t i l e v e r e d W a l l s . ........................................... 3 1 Earthquake Loads (Seismic Surcharge). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2 R e t a i n i n g W a l l B a c k f i l l a n d D r a i n a g e . .................................. 3 3 Wall/Retaining Wall Footing Transitions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 Slope Setback Considerations for Wall Footings. . . . . . . . . . . . . . . . . . . . . . . . . 3 7 S H O R I N G O F E X C A V A T I O N S . ............................................. 3 7 Lateral Pressure - Temporary Shoring.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 9 Excavation Observation and Monitoring (All Excavations). . . . . . . . . . . . . . . . . . 4 0 O b s e r v a t i o n . ..................................................... 4 1 Monitoring Existing, Offsite Improvements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 1 CONCRETE APRONS, SIDEWALKS, FLATWORK, AND OTHER IMPROVEMENTS. . . 4 1 P R E L I M I N A R Y P A V E M E N T D E S I G N . ....................................... 4 3 N e w P a v e m e n t s ................................................... 4 3 Alternative Pavement Section: Subgrade Enhancement Geotextile (SEG) . .................................................... 4 4 Portland Concrete Cement Pavements (PCCP).. . . . . . . . . . . . . . . . . . . . 4 5 E x i s t i n g P a v e m e n t s . ............................................... 4 6 P a v e m e n t G r a d i n g R e c o m m e n d a t i o n s ................................. 4 6 G e n e r a l . ................................................... 4 6 S u b g r a d e . .................................................. 4 7 B a s e . ...................................................... 4 7 P a v i n g . .................................................... 4 7 D r a i n a g e . .................................................. 4 8 P e r v i o u s P a v e m e n t s . ............................................... 4 8 ONSITE INFILTRATION-RUNOFF RETENTION SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . 4 8 D E V E L O P M E N T C R I T E R I A ................................................ 5 0 S l o p e M a i n t e n a n c e a n d P l a n t i n g . ..................................... 5 0 D r a i n a g e ......................................................... 5 0 E r o s i o n C o n t r o l . ................................................... 5 1 L a n d s c a p e M a i n t e n a n c e ............................................ 5 1 S u b s u r f a c e a n d S u r f a c e W a t e r . ...................................... 5 1 S i t e I m p r o v e m e n t s ................................................. 5 2 F o o t i n g T r e n c h E x c a v a t i o n . ......................................... 5 2 T r e n c h i n g ........................................................ 5 2 D e w a t e r i n g ....................................................... 5 2 U t i l i t y T r e n c h B a c k f i l l . .............................................. 5 2 12/09/2025
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SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND T E S T I N G . ........................................................ 5 3 OTHER DESIGN PROFESSIONALS/CONSULTANTS. . . . . . . . . . . . . . . . . . . . . . . . . . . 5 4 P L A N R E V I E W .......................................................... 5 4 L I M I T A T I O N S ........................................................... 5 5 FIGURES:
F i g u r e 1 - S i t e L o c a t i o n M a p . ......................................... 2 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail. . . . . . . . . . . . . . . 3 4 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain. . . . . . . . 3 5 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill.. . . . . . . . . . . 3 5 Figure 2 - Lateral Earth Pressures for Temporary Shoring Systems. . . . . . . . . . 3 8 ATTACHMENTS:
A p p e n d i x A - R e f e r e n c e s .................................... Rear of Text A p p e n d i x B - B o r i n g L o g s . .................................. Rear of Text A p p e n d i x C - S e i s m i c i t y D a t a . ................................ Rear of Text A p p e n d i x D - L a b o r a t o r y D a t a ................................ Rear of Text Appendix E - General Earthwork and Grading Guidelines. . . . . . . . . . Rear of Text P l a t e 1 - G e o t e c h n i c a l M a p .......................... Rear of Text in Folder 12/09/2025
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PRELIMINARY PAVEMENT DESIGN INVESTIGATION
AND GEOTECHNICAL INVESTIGATION, PASEO SANTA FE
COMMERCIAL REDEVELOPMENT AND
ROADWAY REALIGNMENT PROJECT
CITY OF VISTA, SAN DIEGO COUNTY, CALIFORNIA
SCOPE OF SERVICES
The scope of our services has included the following:
1. Review of available soils and geologic data (Appendix A).
2. Geologic reconnaissance and field mapping.
3. Subsurface exploration consisting of 14 exploratory borings with a hollow stem auger drill rig (see Appendix B). Boring backfill was performed in accordance with County requirements.
4. Faulting/seismicity analysis, and seismic hazards evaluation.
5. Laboratory testing of representative soil samples collected during our current and previous subsurface exploration program (Appendix C).
6. Preliminary earthwork construction recommendations.
7. Preliminary foundation design and construction recommendations for commercial development.
8. Pavement design/construction analysis.
9. Engineering and geologic analysis of data collected and preparation of this appropriately illustrated geotechnical report.
SITE CONDITIONS AND PROPOSED DEVELOPMENT
The subject site consists of a portion of South Santa Fe Avenue (SSFA), between the intersections with Broadway on the west, and Civic Center Drive (formerly Escondido Avenue) on the east, located within the City of Vista, California (Figure 1). Overall relief throughout the site varies from an approximate elevation of 327 feet above Mean Sea Level (MSL) near the intersection of SSFA and Broadway, to approximately 352 feet MSL near the intersection of SSFA and Civic Center Drive. The approximate location of currently proposed alignment is shown on the geotechnical map (see Plate 1) included with this report. Plate 1 utilizes the 60 scale “Interim Street Plan” prepared by Buccola Engineering (BE, 2012), as a base, for this project.
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Proposed redevelopment is anticipated to consist of the improvement of street areas in the immediate vicinity of South Santa Fe Avenue (SSFA), including the improvement and/or realignment of South Santa Fe Avenue, Guajome Street/Terrace Drive at SSFA, Eucalyptus Street (Park Avenue) at SSFA, and Pala Vista Drive. It is our understanding that once street improvements are completed, a future phase of proposed development is anticipated to consist of the construction/redevelopment of existing commercial building sites fronting SSFA (to be performed by others). It is also our understanding that the majority of the street improvement project will consist of the removal and replacement of the existing pavement section, the construction of new pavement, including the re-alignment of a portion of Guajome Street/Terrace Drive, and the construction of new underground utilities/storm drainage. We further understand that the commercial building sites are not part of the main Paseo Santa Fe (PSF) improvement project.
The existing SSFA consists of a divided, four lane roadway with center medians and turn pockets. A review of Plate 1 indicates that the roadway will be renamed Paseo Santa Fe (PSF) and reduced from four lanes to two lanes, with enhanced parkways (walkways planters, etc.), and both angled and parallel parking. The use of permeable pavements is anticipated. The proposed redevelopment is anticipated to utilize existing grades.
With respect to future commercial re-development, it is our understanding that the structures would consist of one- to four-story buildings with continuous footings, slabs-on-grade, utilizing masonry block, tilt up, and/or wood-frame type construction.
Building loads are assumed to be typical for this type of commercial construction. Sewage disposal is to be accommodated by tying into the City system. The need for import soil is unknown.
For discussion purposes herein, GSI has established a preliminary stationing system along the centerline of So. Santa Fe (SSF), beginning with 1+00 near the intersection of Broadway, and ending with Station 37+00 near the intersection of SSF and Civic Center Drive. Using that coordinate/scale of the alignment, there are four (4) traffic roundabouts planned at approximate Stations 7+00, 17+40, 23+70, and 31+60. Current level of design only suggests that these roundabouts are landscaped in the center, although no details are available at this time.
SITE EXPLORATION
Surface observations and subsurface explorations were performed during October 2012, by a representative of this office. A survey of line and grade for the subject site was not conducted by this firm at the time of our site work. Near-surface soil and geologic conditions were explored with 14 exploratory auger borings completed with an 8-inch diameter, hollow stem auger drill rig to the depths indicated in our field logs (see Appendix B). The approximate locations of the exploratory borings for this study are shown on the attached Geotechnical Map (see Plate 1).
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REGIONAL GEOLOGY
The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the southern California batholith.
In the San Diego County region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plain was uplifted, eroded and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. Based on the geologic mapping in the vicinity, the site is underlain by Quaternary-age deposits of older alluvium overlying dense Cretaceous plutonic rocks (granite) of the southern California batholith.
SITE GEOLOGIC UNITS
General
Earth materials within the study area consist predominantly of road base, undocumented artificial fill, Quaternary-age older alluvium, and granitic bedrock. Preliminary recommendations for site preparation and treatment of the earth materials encountered are discussed in the “Earthwork Recommendations” section of this report. The general distribution of earth materials are shown on Plate 1. A discussion of existing pavement sections (asphaltic concrete and road base) encountered in the borings is presented in a later section of this report.
Existing Fill (Not Mapped)
A surficial layer of fill, or “road base” was observed within borings completed within the SSFA right of way. This material generally consists of a well graded, brown silty sand and texturally resembles a class III base. Where encountered, this material occurs immediately beneath the asphalt and varies on the order of 6 to 34 inches in thickness.
Existing fills, apparently derived from native soils in the area, were encountered locally and generally consist of either brown clayey sand, or brown silty sand. Fills were observed to be typically slightly moist to moist, and loose to medium dense. The thickness of fills within the existing roadway are likely on the order of one foot, or less in thickness and may 12/09/2025
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represent a near surface zone of older alluvium that was compacted prior to pavement section construction. Fill encountered in Boring B-7 and B-8 were observed up to approximately 8½ feet in thickness, and overlie gravel. Since this area was not identified during our pre-excavation due diligence (underground alert), this may represent an unknown utility trench. It should be anticipated that other known, and possibly unknown utility trenches will be encountered during site improvement. Existing fills are generally loose to medium dense and may require some remediation (i.e. removal/recompaction or reprocessing), where encountered. It is currently unknown if the construction of the commercial properties, from approximate Stations 17+50 to 26+00 (Southwest side of SSF/PSF) will encounter significant fill derived from previous development, utilities, or drainage/sewage disposal pits.
Older Alluvium (Map Symbol - Qoal)
Quaternary-age deposits of older alluvium were observed in the majority of the borings.
These soils generally consist of interbedded silty sand and clayey sand with and some sandy clay. Older alluvium generally appears to vary in thickness from a daylighted contact near Boring B-9 at the east end of the study area around GSI Station 34+15, thickening westward to at least 21 feet in the vicinity of Boring B-2, near the west end of the study area. Where encountered, older alluvium was typically brown to dark brown, moist and loose/soft to medium dense near the surface, becoming brown to olive brown, moist to wet, and medium dense/stiff with depth. Older alluvium was noted to be locally porous in the vicinity of Boring B-1. Older alluvium is considered suitable for the support of planned improvements, provided that these soils are prepared in accordance with the recommendations presented in this report.
Granitic Bedrock (Map Symbol - Kgr)
Granitic bedrock, was encountered beneath the overlying older alluvium throughout the study area, and near the surface within the eastern portion of SSFA near Civic Center Drive.
Where encountered, bedrock consists of a near surface weathered zone consisting of a olive brown to brown moist to wet, and stiff/dense sandy clay and clayey sand. Below the weathered zone, bedrock consists of dense granitic rock breaking to silty sand and sand.
Bedrock is considered suitable for the support of settlement sensitive improvements. A discussion of bedrock rippability is offered in a later section of this report.
GROUNDWATER
Groundwater was encountered throughout the study area. Based on the subsurface data, groundwater generally occurs as a perched water table within the older alluvial soils atop granitic bedrock. Groundwater was observed at depths ranging from approximately 9½ to 19 feet below existing street grades, or at approximate elevations ranging from 308 to 331 feet MSL. The groundwater table generally drops in elevation from east to west, and at depths that increase along with the depths to bedrock noted in our evaluation. Our 12/09/2025
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findings appear to be generally consistent with those contained in previous studies reviewed in preparation of this report (Leighton, 2005; PIC, 2009; SECOR, 2005; and Kleinfelder, 1999).
Trenching for the deeper utility improvements within the proposed PSF right of way, deep foundations for cantilevered traffic control, as well as any planned grading within the commercial sites, will likely encountered the groundwater table at depth. For planning purposes, dewatering during trenching operations should be anticipated, especially where excavations deeper than about 10 to 15 feet occur in close proximity to known shallow groundwater. The environmental impacts of directing dewatering discharge into existing stream channels, habitat areas, or City storm drains should be considered in project planning.
Regional groundwater should not adversely affect site development provided that the recommendations presented in this report are properly incorporated into the design and construction of the project. These observations reflect site conditions at the time of our field evaluation and do not preclude changes in local groundwater conditions in the future from heavy irrigation or precipitation. In general, perched groundwater conditions, along zones of contrasting permeabilities, densities, discontinuities, or fill lifts, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, infiltration from storm water BMP’s, or damaged utilities. Perched groundwater should be anticipated to occur after development, and may require additional mitigation when it manifests itself. Subdrains are typically used to control subsurface water in natural drainages that are proposed to be filled, and are recommended herein; however, their actual placement and location will need to be evaluated during grading. The subdrainage of permeable pavements/storm water infiltration systems will also need to be considered.
MASS WASTING
Field mapping and subsurface exploration performed in preparation of this report did not indicate the presence of any deep seated landsliding, and these features were not noted during our review of available published documents (Appendix A).
REGIONAL FAULTING/SEISMICITY
Regional Faults
Our review indicates that there are no known active faults crossing this site, and the site is not within an Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). However, the site is situated in a region of active faulting. These faults include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-Inglewood - Rose Canyon fault zone (NIRCFZ). Portions of the nearby NIRCFZ are located in an Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 12/09/2025
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2007). The location of these, and other major faults relative to the site, are indicated in Appendix C (California Fault Map). The possibility of ground acceleration, or shaking at the site, may be considered as approximately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site, should they experience activity, are listed in Appendix C (modified from Blake, 2000a).
Local Faulting
No local faulting was observed to transect the site during the field investigation.
Additionally, a review of available regional geologic maps does not indicate the presence of local active faults crossing the site.
Seismicity
The acceleration-attenuation relation of Bozorgnia, Campbell, and Niazi (1999)has been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources.
The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound (“maximum credible”) earthquake on that fault. Site acceleration (g) was computed by one user-selected acceleration-attenuation relation that is contained in EQFAULT. Based on the EQFAULT program, a peak horizontal ground acceleration from an upper bound event near the site may be on the order of 0.31g. The computer printouts of pertinent portions of the EQFAULT program are included within Appendix C.
Historical site seismicity was evaluated with the acceleration-attenuation relation of Bozorgnia, Campbell, and Niazi (1999), and the computer program EQSEARCH (Blake, 2000b, updated to December 2010). This program performs a search of the historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-kilometer radius, between the years 1800 through December 2010. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have effected the site during the specific event listed. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 through December 2010 was 0.19 g. A historic earthquake epicenter map and a seismic recurrence curve are also estimated/generated from the historical data. Computer printouts of the EQSEARCH program are presented in Appendix C.
A probabilistic seismic hazards analysis was performed using a PSHA Interactive Deagregation computer program (USGS, 2012 update). Based on a review of these data, and considering the relative seismic activity of the southern California region, probabilistic horizontal site accelerations (PHSA) of 0.24g and 0.45g were evaluated. These values 12/09/2025
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were chosen as they correspond to a 10 and 2 percent probability of exceedance in 50 years, respectively. Printouts from this analysis are also included in Appendix C.
Seismic Shaking Parameters
Based on the site conditions, the following table summarizes the site-specific design criteria obtained from the 2010 CBC (CBSC, 2010), Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the United States Geologic Survey (U.S.G.S, 2011) was utilized for design. The short spectral response utilizes a period of
0.2 seconds.
2010 CBC SEISMIC DESIGN PARAMETERS
PARAMETER VALUE 2010 CBC
REFERENCE
Site Class C Table 1613.5.2
sSpectral Response - (0.2 sec), S 1.068g Figure 1613.5(1) 1Spectral Response - (1 sec), S 0.411g Figure 1613.5(2) aSite Coefficient, F 1.00 Table 1613.5.3(1)
vSite Coefficient, F 1.389 Table 1613.5.3(2)
Maximum Considered Earthquake Spectral
MSResponse Acceleration (0.2 sec), S 1.068g Section 1613.5.3 (Eqn 16-36)
Maximum Considered Earthquake Spectral
M1Response Acceleration (1 sec), S 0.571g Section 1613.5.3 (Eqn 16-37)
5% Damped Design Spectral Response
DSAcceleration (0.2 sec), S 0.712g Section 1613.5.4
(Eqn 16-38)
5% Damped Design Spectral Response
D1Acceleration (1 sec), S 0.381g Section 1613.5.4
(Eqn 16-39)
GENERAL SEISMIC DESIGN PARAMETERS
Distance to Seismic Source (Rose Canyon fault zone) 11.2 mi. (18.0 km) WWUpper Bound Earthquake (Rose Canyon fault zone) M 7.2*/ M 6.9** Probabilistic Horizontal Ground Acceleration ([PHGA]
10% and 2% probability of exceedance in 50 years,
respectively)
0.24g/0.45g
* California Geological Survey (Cao, et al., 2003)
** International Conference of Building Officials (ICBO, 1998) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2010 CBC (CBSC, 2010) and regular 12/09/2025
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wmaintenance and repair following locally significant seismic events (i.e., ±M 5.5) will likely be necessary.
SECONDARY SEISMIC HAZARDS
Liquefaction/Lateral Spreading
Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to vertical deformation, lateral movement, lurching, sliding, and as a result of seismic loading, volumetric strain and manifestation in surface settlement of loose sediments, sand boils and other damaging lateral deformations. This phenomenon occurs only below the water table, but after liquefaction has developed, it can propagate upward into overlying non-saturated soil as excess pore water dissipates.
One of the primary factors controlling the potential for liquefaction is depth to groundwater.
Typically, liquefaction has a relatively low potential at depths greater than 50 feet and is unlikely and/or will produce vertical strains well below 1 percent for depths below 60 feet when relative densities are 40 to 60 percent and effective overburden pressures are two or more atmospheres (i.e., 4,232 psf [Seed, 2005]).
The condition of liquefaction has two principal effects. One is the consolidation of loose sediments with resultant settlement of the ground surface. The other effect is lateral sliding. Significant permanent lateral movement generally occurs only when there is significant differential loading, such as fill or natural ground slopes within susceptible materials. No such loading conditions appear to exist within the study area.
Liquefaction susceptibility is related to numerous factors and the following five conditions should be concurrently present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments must generally consist of medium- to fine-grained, relatively cohesionless sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles. Only about two to three of these five concurrently necessary conditions have the potential to affect the site.
Seismic Densification
Seismic densification is a phenomenon that typically occurs in low relative density granular soils (i.e., United States Soil Classification System [USCS] soil types SP, SM, and SC) that are above the groundwater table. These unsaturated granular soils are susceptible if left in the original density (unmitigated), and are generally dry of the optimum moisture content 12/09/2025
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(as defined by the ASTM D 1557). During seismic-induced ground shaking, these natural or artificial soils deform under loading and volumetrically strain, potentially resulting in ground surface settlements. Some densification of the adjoining un-mitigated properties may influence PSF improvements. Special setbacks and/or foundations may be utilized if significant structures/improvements are placed close to this perimeter. Our evaluation assumed that the current offsite conditions will not be significantly modified by future grading at the time of the design earthquake, which is a reasonably conservative assumption.
Summary
It is the opinion of GSI that the susceptibility of the site to experience damaging deformations from seismically-induced liquefaction and densification is relatively low owing to the relatively dense nature and thickness of the older alluvial deposits that underlie the site in the near-surface, the relatively shallow depth to granitic bedrock, and the perched nature of the local water table and the planned remedial grading in the proposed PSF area.
In addition, the recommendations for remedial earthwork and foundations would further reduce any significant liquefaction/densification potential. Some seismic densification of the adjoining un-mitigated site(s) may adversely influence planned improvements at the perimeter of the site. However, given the remedial earthwork and foundation recommendations provided herein, the potential for the planned building to be affected by significant seismic densification or liquefaction of offsite soils may be considered low.
Other Geologic/Secondary Seismic Hazards
The following list includes other geologic/seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or mitigated as a result of site location, soil characteristics, and typical site development procedures:
• Subsidence
• Ground Lurching or Shallow Ground Rupture
• Tsunami
• Seiche
It is important to keep in perspective that in the event of an upper bound earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. Following implementation of remedial earthwork and design of foundations described herein, this potential would be no greater than that for other existing structures and improvements in the immediate vicinity that comply with current and adopted building standards.
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Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a significant earthquake that may affect the site. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of low order or non-design level seismic events can increase damage of the existing and proposed onsite improvements, if wmitigation and repairs are not made after each significant local seismic event (M >5.5).
It is important to keep in perspective that in the event of an upper bound earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity.
LABORATORY TESTING
General
Laboratory tests were performed on representative samples of the onsite earth materials collected for the present geotechnical investigation, in order to evaluate their physical characteristics and engineering properties with respect to anticipated site development.
The test procedures used and subsequent results are presented below.
Classification
Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1970). The soil classification of onsite soils is provided in the exploration logs in Appendix B.
Field Moisture and Density
Field moisture content and dry unit weight were determined for relatively “undisturbed” samples of earth materials obtained from GSI’s exploratory excavations. The dry unit weight was evaluated in general accordance with ASTM D 2937, in pounds per cubic foot (pcf), and the field moisture content was evaluated as a percentage of the dry weight.
Water contents were measured in general accordance with ASTM D 2216. Results of these tests are summarized on the Boring Logs (see Appendix B).
Laboratory Standard - Maximum Dry Density
To evaluate the compaction characteristics of representative samples of onsite soil, laboratory testing was performed in accordance with ASTM Test Method D 1557. Test results are presented in the following table:
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LOCATION MAXIMUM DENSITY
(pcf)
OPTIMUM MOISTURE
CONTENT (%)
B-1 @ 0-5' 136.5 7.0
B-3 @2'-6' 131.0 9.5
B-7 @ 2'-6' 131.0 9.5
Expansion Index Testing
Representative samples of soil near surface grade was tested for expansivity. The Expansion Index (E.I.) tests were performed in general accordance with ASTM Standard D 4829, and was classified according to Table 18-I-B, as outlined in Section 1803 of the 2001 California Building Code ([2001 CBC], International Conference of Building Officials [ICBO], 2001). Please note the current 2010 CBC (CBSC, 2010) does not classify an expansion potential index and as such, we have utilized these previous standards only to classify this material. The laboratory test results are presented in the following table.
LOCATION SOIL TYPE E.I. EXPANSION POTENTIAL
B-1 @ 0-5' Silty SAND <5 Very Low
B-2 @ 4'-6' Clayey SAND 31 Low
B-4 @ 1'-5' Sandy CLAY 54 Medium
B-5 @ 2'-5' Silty SAND <5 Very Low
B-7 @ 2'-4' Clayey SAND 30 Low
B-9 @ 1'-3' Silty SAND <5 Very Low
B-10B @ 2'-5' Silty SAND <5 Very Low
B-11 @ 1'-5' Silty SAND <5 Very Low
Atterberg Limits
Atterberg limits were evaluated in general accordance with ASTM Test Method D 4318.
Test results for a representative samples of site soil are presented in Appendix D. 12/09/2025
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Sieve Analysis
Sample gradation for various representative samples was analyzed in general accordance with ASTM Test Method D 422. Test results are presented in Appendix D.
Direct Shear Tests
Shear testing was performed on a remolded sample of site soil in general accordance with ASTM Test Method D 3080. Results of shear testing are presented in Appendix D.
Consolidation Testing
Consolidation tests were performed on selected undisturbed samples. Testing was performed in general accordance with ASTM Test Method D-2435. Test results are presented as in Appendix D.
Resistance Value
Resistance value, or R-value testing was performed on representative samples of road base, and subgrade soils, in general accordance with California Test Method 301. The results of this testing is presented in Appendix D.
Corrosion Test Results
Representative samples of the site materials has been analyzed for soluble sulfates, chlorides, soil pH, and saturated resistivity. Based upon the laboratory testing, site soils are considered to present a negligible (sulfate class S0) sulfate exposure to concrete, per Table 4.2.1 and 4.3.1 of the American Concrete Institute (ACI) document 318-08 (2010 CBC [CBSC, 2010]). Soils are relatively neutral, to slightly basic with respect to soil acidity/alkalinity (pH range of 7.6 to 7.7) (Romanoff, 1989), and are moderately corrosive to exposed ferrous metals in a saturated state (saturated resistivity range of 4,100 to 4,800 ohm-cm). The chloride ion content in soil was also noted to generally range from below action levels (300 ppm) per Caltrans (2003), as provided by the corrosion consultant (see Appendix D).
EXISTING PAVEMENT SECTIONS
General
A general overview of existing pavement sections was performed within the study area.
Where exploratory borings were located within the existing pavement area, the pavement sections were measured, and noted on the Boring Logs (see Appendix B). A discussion of the observed, as-built pavement sections is presented in the following sections. 12/09/2025
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As-Built Sections/Subgrade
Where observed, the existing pavement within SSFA consists of a 6- to 13-inch thick layer of asphaltic concrete (AC), overlying a variable thickness of road base (Class III “DG” type material, or equivalent), on the order of 6 to 34 inches in thickness where observed. In the vicinity of Borings B-10a, B-10b, and B-11, an approximately 4-inch thick layer of concrete was also encountered. The design traffic index for the existing pavement section was not available at the time of this report. The pavement section appears to overly a relatively sandy subgrade east of Terrace Drive, and a relatively clayey subgrade west of Terrace Drive. While the existing sections observed are highly variable, the overall section appears to thicken to the west, as the subgrade transitions from relatively sandy to clayey subgrade. Pavement sections and the representative characteristics of the underlying soil subgrade are presented in the following table.
SSFA, EXISTING PAVEMENT SECTIONS/SUBGRADE
TRAFFIC
AREA SSFA
(Representative Boring)(1)
ASPHALT
THICKNESS
ROAD BASE (2)
THICKNESS (INCHES)
SUBGRADE SOIL TYPE
(USCS), AND R-VALUE
Stations 1+00 to 5+00
(Boring B-2) 8.0 34.0 SC, R = 10(3)
Stations 5+00 to 8+00
(Eucalyptus Avenue)
(Boring B-4)
4.0 4.0 CL, R = 10
Stations 8+00 to 12+00
(Boring B-3) 13.0 9.0 SC, R = 8
Stations 12+00 to 16+00
(Boring B-5) 13.0 12.0 SC/CL, R = 15
Stations 16+00 to 20+00
(Boring B-6) 12.0 18.0 SM, R = 11
Stations 20+00 to 24+00
(Boring B-12) 13.0 12.0 SM, R = 15
Stations 24+00 to 27+00
(Boring B-11) 9.0 4.0 (PCC) no base SM, R = 25
Stations 27+00 to 32+00
(Boring B-10a) 6.0 8.0 over PCC SM, R = 25 (3)
Stations 27+00 to 32+00
(Boring B-10b) 12.0 4.0 (PCC) no base SM, R =25(3)
Stations 32+00 to 37+00
(Boring B-9) 6.0 6.0 SM, R = 48
The location of each boring is shown on Plate 1.(1)
Road Base R-values have been evaluated to be in the range of 66 to 77 from representative samples obtained(2) from Borings B-2 and B-5. A value of 60 has been assumed for planning purposes.
Subgrade R-values extrapolated from adjacent borings, as tested, based on soil type.(3) 12/09/2025
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Pavement Distress
Existing pavement distress was noted throughout the pavement area as localized areas of fatigue cracking within areas of patched pavement, and longitudinal/ transverse cracking likely due to pavement age, poor joint construction, daily thermal temperature cycling due to asphalt binder aging, and underdesigned, etc. Areas indicating significant subgrade failure (i.e., rutting, depressions, etc.) were not noted. It is our understanding that the existing pavement section(s) will be removed and replaced.
PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
General
Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the subject site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are:
• Variability of subgrade Resistance (R) values
• Earth materials characteristics and depth to competent bearing material. • Subsurface water in relatively deep excavationsand potential for perched water near the surface.
• Subgrade soil corrosion and expansion potential.
• Proximity of existing improvements, both laterally and at depth within SSFA, and the proposed PSF.
• Pavement section design and construction.
• Regional seismicity and faulting.
• Perimeter conditions where remedial grading is not performed.
The recommendations presented herein consider these as well as other aspects of the site.
In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review.
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RECOMMENDATIONS-EARTHWORK CONSTRUCTION
General
All earthwork should conform to the guidelines presented in the 2010 CBC, the 2012 “Greenbook,” the City of Vista Development Code, and as recommended herein and including Appendix E (this report), except where specifically superceded in the text of this report. When code references or guidance documents are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA)(State of California, 2012), and the Construction Safety Act should be met. It is GSI’s understanding that the site is currently at, or very near, plan grades, with respect to street surface elevations. If specific requirements per the “Greenbook” are to be implemented during construction, GSI will assist the design/construction team and provide supplemental evaluations and documents as necessary. Additional grading will likely consist of surficial remedial grading/processing of existing subgrade, and local areas where road improvement will create new areas of pavement. Deeper remedial grading will likely occur within the commercial building sites.
During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met.
Site Preparation
Debris, vegetation, and other deleterious material should be removed from the improvement(s) area prior to the start of construction. Building sites may contain existing foundations and deeper utilities requiring removal and disposal offsite.
Removals/Ground Treatment
Street Areas
Due to the presence of existing shallow utilities, street areas should be cut to design subgrade elevations then the exposed subgrade scarified, moisture conditioned and compacted to at least 95 percent relative compaction per ASTM D 1557. Areas of yielding 12/09/2025
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ground may require additional remedial removal and recompaction, or other mitigation (geotextiles).
Commercial Building Pads
The depth/quality of the fill and older alluvium is generally unknown within the adjacent commercial pads. However, for preliminary planning purposes, the upper 3 to 5 feet of existing Older alluvium/fill (at the surface or exposed during grading) should be removed, moisture conditioned, and recompacted within a minimum of 5 horizontal feet of areas proposed for settlement-sensitive improvements. Older alluvium should achieve a minimum dry density of 105 pcf and at least 50 percent saturation prior to placement of new remedial fill soil. Deeper removals should not be precluded from occurring locally.
Actual depths of removals should be evaluated with a site specific study, and during grading by the geotechnical consultant.
Subdrains
Subdrains will be recommended behind walls (if any), culverts, wing walls, keyways, and drainage axis, as indicated herein. A subsequent review of 40-scale plans (when available) should be performed to evaluate the need for subdrainage. If encountered, local seepage along the contact between the bedrock and overburden materials, or along jointing patterns of the bedrock may require a subdrain system. Based on a review of Plate 1, deep subdrains are generally not anticipated due a potential lack of available fall for a drain to operate, or lack of a suitable outlet area. Shallow subdrains systems will be recommended for pervious paving systems and any storm water infiltration systems.
Typical subdrain design and construction details are presented in Appendix E.
Fill Placement and Suitability
Subsequent to ground preparation, onsite soils may be placed in thin (6- to ±8-inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent (95 percent in street areas) of the laboratory standard (ASTM Test Method D 1557). Saturated or wet soils may need to be air-dried, or dried back to be suitable for fill placement.
If soil importation is planned, samples of the soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils should be relatively sandy and low expansive (i.e., E.I. less than 50).
Erosion Control
Onsite soils are considered erosive. Use of hay bales, silt fences, and/or sand/gravel bags should be considered, as appropriate. Temporary grades should be constructed to drain 12/09/2025
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at 1 to 2 percent to a suitable temporary or permanent outlet. Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials.
Should any significant zones be encountered during earthwork construction remedial grading may be recommended; however, no remedial measures are anticipated at this time.
Slope Considerations and Slope Design
All slopes should be designed and constructed in accordance with the minimum requirements of City/County, the 2010 CBC (CBSC, 2010), the 2012 “Greenbook,” and the recommendations in Appendix E. Slopes constructed are anticipated to have erosion and surficial instability issues if left unplanted, and without engineered surface drainage control, and as such, will require periodic and regular maintenance above and beyond what is normally performed for slopes in general.
Temporary Construction Slopes
In general, temporary construction slopes may be constructed at a maximum slope ratio of 1:1 (h:v) or flatter within existing fill and older alluvium (Type B Soil per Cal-OSHA), and ½:1, or flatter, for temporary slopes exposing weathered granitic bedrock without adverse (daylighted) fracture surfaces, and without groundwater. In the presence of groundwater, Type C soils (per Cal-OSHA) should govern. Excavations for removals, drainage devices, debris basins, and other localized conditions should be evaluated on an individual basis by the soils engineer and engineering geologist for variance from this recommendation.
Due to the nature of the materials anticipated, the engineering geologist should observe all excavations and fill conditions. The geotechnical engineer should be notified of all proposed temporary construction cuts, and upon review, appropriate recommendations should be presented.
Trenching for the deeper utility improvements will likely encounter a shallow groundwater table, near the base of older alluvium deposits, at depths between approximately 10 to 20 feet below surface grades. For planning purposes, trenching and shoring design/construction should be in accordance with Cal-OSHA guidelines for Type C soils.
The control of nuisance water seepage or dewatering should also be anticipated in these areas.
RECOMMENDATIONS - FOUNDATIONS
In the event that the information concerning the improvement of PSF is not correct or any changes in the design, location, or loading conditions of the road alignment are made, the conclusions and recommendations contained in this report are for the subject site only and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. 12/09/2025
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The information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed road construction, in consideration of our field investigation, laboratory testing, and engineering analysis. The recommendations herein are not intended to be used for development of the adjacent commercial pads without supplemental geotechnical evaluations and site specific studies.
Conventional foundation design may be used for the very low expansive soil conditions onsite. For low to medium expansive soil conditions encountered during grading (where the expansion index is greater than 20, or the plasticity index is greater than 15), and when expansive soils are imported to the site (expansive soils as defined per Section 1803.5.3 of the 2010 CBC), foundation design shall be in compliance with Section 1808.6 of the 2010 CBC (CBSC, 2010), using WRI methodology (i.e., stiffened slab), structural mat, or post-tension (PT) slab foundations.
General Conventional Foundation Design (EI<20, and PI<15)
1. The foundation systems should be designed and constructed in accordance with guidelines presented in the 2010 CBC (CBSC, 2010). All foundations should be embedded entirely into newly compacted or mitigated fill (90 percent of ASTM D 1557).
2. An allowable bearing value of 2,000 pounds per square foot (psf) may be used for design of footings that maintain a minimum width of 12 inches and a minimum depth of 12 inches, and founded in compacted fill. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2,500 psf.
In addition, this value may be increased by one-third when considering short duration wind or seismic loads. Isolated pad footings should have a minimum dimension of at least 24 inches square and minimum depth of 24 inches, and be connected in at least one direction back to the main portion of the foundation with a grade beam.
3. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf, with a maximum lateral earth pressure of 2,500 psf. Lateral passive pressures for shallow foundations within 2010 CBC setback zones should be reduced following a review by the geotechnical engineer unless proper setback can be established.
4. An allowable coefficient of friction between soil and concrete of 0.35 may be used with the dead load forces.
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5. For the evaluation of total lateral resistance on the foundation and combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third.
6. For preliminary design purposes, foundations should be designed to minimally accommodate a static and dynamic total settlement of 1½ inches and a differential settlement of 1 inch in a 40-foot span (angular distortion of 1/480).
General Conventional Foundation Construction (EI < 20 and PI < 15) The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. Recommendations by the project's design/structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements.
These are for conventional foundations bearing on very low expansive soil (expansion index < 20) that need not comply with criteria for foundations on expansive soils per Code.
Foundations bearing on expansive soils, where the expansion index is greater than 20, or the plasticity index is greater than 15, will need to be designed per the 2010 CBC, using WRI methodology (i.e., stiffened slab), structural mat, or post tension slab foundations.
1. Continuous footings should be founded at a minimum depth of 12 or 18 inches below the lowest adjacent ground surface bearing on very low expansive soil conditions, for one, or two story buildings loads, respectively. All footings should be reinforced with a minimum of two No. 4 reinforcing bars at the top and two No. 4 reinforcing bars at the bottom (four bars total). Reinforcement of isolated footings should be provided by the structural engineer. The depth of embedment is measured from the lowest adjacent grade, and does not include slab underlayment or the landscape zone.
2. A grade beam, reinforced as above, and at least 12 inches square, should be provided across any large entrance (garage, etc.). The base of the reinforced grade beam should be at the same elevation as the adjoining footings.
3. Concrete slabs should be a minimum of 5 inches.
4. Concrete slabs, including large building entrance areas, should be minimally reinforced with No. 4 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning.
5. The slab and footing subgrade should be free of loose and uncompacted material prior to placing concrete.
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6. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 90 percent of the laboratory standard (ASTM D 1557), whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street.
7. Footings should maintain a horizontal distance, X, between any adjacent descending slope face and the bottom outer edge of the footing. The horizontal distance, X, may be calculated by using X = H/3, where “H” is the height of the slope. X should not be less than 7 feet, nor need not be greater than 40 feet.
X may be maintained by deepening the footings. Setbacks should minimally conform to Section 1808.7.2, and 1808.7.3 of the 2010 CBC (CBSC, 2010) guidelines as applicable, unless specifically superceded herein.
DESIGN OF FOUNDATIONS WITHIN THE INFLUENCE OF EXPANSIVE SOILS
USING THE WIRE REINFORCEMENT INSTITUTE (WRI) METHODOLOGY For the preliminary design of foundation systems bearing on expansive soils, as defined per Section 1803.5.3 of the 2010 CBC, foundation design shall be in compliance with Section 1808.6 of the 2010 CBC (CBSC, 2010), the following design parameters using the Wire Reinforcement Institute (WRI) methodology (WRI, 1996) are provided.
PRELIMINARY WRI DESIGN PARAMETERS
Effective Plasticity Index 25
Unconfined Compressive Strength Bedrock - 1,500 psf
Fill - 1,000 psf
Modulus of Subgrade Reaction 100 pounds per cubic inch (pci) Resistance Value (R-value) 10
Swell Pressure 200-600 psf*
Minimum Slab Thickness 8 inches
Minimum Steel Reinforcement per Structural Engineer
*For preliminary use only, based on pre-soaking, site geology, as well as soil expansion. Will need to be verified with a supplemental geotechnical evaluation [site specific] as well as during construction.
For this method, either a uniform thickness foundation (UTF) or ribbed, mat type may be used. For ribbed, the slab (in plan view) may be divided up into at least quarters and grade beams should be used to enhance the strength of the slab to resist the expansive soil forces in general accordance with the 2010 CBC (CBSC, 2010), and WRI (1996). On 12/09/2025
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a preliminary basis, GSI estimates that the expansive soil forces acting on the foundations and slab may be on the order of 200 to 600 psf of swell pressure. This pressure will need to be reviewed in final design and re-evaluated in the field during construction. The foundation bearing capacity and other geotechnical parameters provided in a previous section are still applicable.
Perimeter Cut-Off Walls
Perimeter cut-off walls may be incorporated into the UTF design and should be 24 inches deep for expansive soil conditions. The cut-off walls may be integrated into the slab design or independent of the slab. The cut-off walls should be a minimum of 6 inches thick. The bottom of the perimeter cut-off wall should be designed to resist tension, using reinforcement per the structural engineer.
STRUCTURAL MAT FOUNDATIONS
Design/Construction
For a mat foundation bearing uniformly on compacted fill at 90 percent relative compaction (per ASTM D 1557), a maximum allowable net bearing capacity of 2,500 psf is recommended. This value may be increased by one-third for short-term loads including wind or seismic. Reinforcement should be designed in accordance with local codes and structural considerations. Mat-type slab foundations should be designed in accordance with 2010 CBC (CBSC, 2010) criteria for the expansive soil conditions prevalent onsite.
A vertical modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used in the design of mat foundations. This value is a unit value for a 1-foot square footing and should be reduced in accordance with the following equation when used with the design of larger foundations. This is assumed that the foundation/slab is underlain with compacted fill with an average relative compaction of 90 percent (per ASTM D 1557), overlying dense formational material.
S where: K = unit subgrade modulus
R K = reduced subgrade modulus
B = foundation width (in feet)
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Structural mat-type foundation slabs should be a minimum of 8 inches in thickness and be reinforced with a double mat of rebars at the spacing recommended by the structural engineer. Footings and grade beams should be embedded at least 24 inches below the lowest adjacent grade into properly compacted fill. The need and arrangement of grade beams will be in accordance with the structural consultant’s recommendations. Alternative uniform thickness mat slabs may be used in the design if the structural consultant can demonstrate that the alternative is equivalent to the recommended mat slab/footing. All mat-type designs should resist expansive soil conditions as explained herein.
In order to mitigate the effects from post-development perched water and to impede water vapor transmission, structural mats, shall be in accordance with Table 4.2.1 of the ACI (2008) per the 2010 CBC (CBSC, 2010), for low permeability concrete (i.e., a maximum water-cement ratio of 0.50 and a minimum strength of 3,000 psi). Recommendations for slab underlayment and soil moisture transmission considerations are presented in a later section of this report.
Nuisance cracking may be lessened by the addition of engineered reinforcing fibers in the concrete and careful control of water/cement ratios. Epoxy-coated reinforcing bars should be considered and are dependent on the structural consultant’s waterproofing and corrosion specialists’ recommendations.
Structural Mat Foundation Settlement
Given the mitigation of existing, compressible soils above dense bedrock, structural mat foundations should be designed to accommodate a static and dynamic differential settlement of 1½ inches (total) and 1 inch (differential) over a 40-foot horizontal span. The anticipated deformations do not include localized shrink/swell behavior of expansive soils.
POST-TENSION SLAB FOUNDATIONS
Post-tension (PT) slab foundation may also be used to support the structure. PT slab foundations should be designed in accordance with 2010 CBC (CBSC, 2010), the criteria for the expansive soil conditions prevalent onsite, and per the PTI Method (3 Edition).rd The following table presents preliminary foundation design parameters for post-tensioned slab foundations relative to a specific range of soil expansion potential in accordance with the 2010 CBC and the PTI Method (3 Edition).rd
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TABLE - POST-TENSION FOUNDATION DESIGN
DESIGN
PARAMETER(3)
VERY LOW TO
LOW EXPANSION
POTENTIAL
MEDIUM
EXPANSION
POTENTIAL
HIGH
EXPANSION
POTENTIAL
VERY HIGH
EXPANSION
POTENTIAL
me center lift 9.0 feet 8.7 feet 8.5 feet 7.5 feet
me edge lift 5.2 feet 4.5 feet 4.0 feet 3.25 feet
my center lift 0.3 inches 0.50 inches 0.66 inches 1.2 inches my edge lift 0.7 inch 1.3 inch 1.7 inch 2.5 inches
Bearing Value 1,000 psf 1,000 psf 1,000 psf 1,000(1)
Lateral Pressure 250 psf 250 psf 250 psf 250 psf
Subgrade Modulus (k) 100 pci/inch 85 pci/inch 75 pci/inch 60 pci/inch Minimum Perimeter
Footing Embedment (2) 12 inches 18 inches 24 inches 30 inches Internal bearing values within the perimeter of the post-tension slab may be increased to 1,500 psf for a minimum(1) embedment of 18 inches, then by 20 percent for each additional foot of embedment to a maximum of 2,000 psf.
As measured below the lowest adjacent compacted subgrade surface. (2) Post-tension slab design should also be evaluated with respect to the potential differential settlements provided in(3) this report and with a site specific geotechnical study.
Note: The use of open bottomed raised planters adjacent to foundations will require more onerous design parameters.
The parameters are considered minimums and may not be adequate to represent all expansive soils/drainage conditions such as adverse drainage and/or improper landscaping and maintenance. These parameters are preliminary in nature and will require supplemental site specific evaluations during design and construction by a geotechnical engineer. The above parameters are applicable provided the structure has positive drainage that is maintained away from the structure. In addition, no trees with significant root systems are to be planted within 15 feet of the perimeter of foundations. Therefore, it is important that information regarding drainage, site maintenance, trees, settlements, and effects of expansive soils be passed on to maintenance staff, owners, affected/interested parties. The values tabulated above may not be appropriate to account for possible differential settlement of the slab due to other factors, such as excessive settlements. If a stiffer slab is desired, alternative Post-Tensioning Institute ([PTI] third edition) parameters may be recommended.
Post tension slab foundations should also be designed to accommodate a static and dynamic differential settlement of 1½ (total) and 1 inch (differential) over a 40-foot horizontal span. This deformation does not include the anticipated shrink/swell behavior of expansive soils that locally can exceed these fill/foundation settlement estimates. 12/09/2025
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SOIL MOISTURE CONSIDERATIONS
GSI has evaluated the potential for vapor or water transmission through the slabs, in light of typical floor coverings and improvements. Generally, slab moisture emission rates range from about 2 to 27 lbs./1,000 square feet from a typical slab (Kanare, 2005), while most floor covering manufacturers recommend about 3 lbs./24 hours as an upper limit.
Thus, the client will need to evaluate the following in light of a cost versus benefit analysis (tenant complaints and repairs/replacement), along with disclosure to owners.
Considering the E.I. test results, anticipated typical water vapor transmission rates, and floor coverings and improvements (to be chosen by others) that can tolerate those rates without distress, the following alternatives are provided:
1. Concrete slabs should be a minimum of 5 inches thick.
2. Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the 2010 CBC (CBSC, 2010) and the manufacturer’s recommendation. The vapor retarder should comply with the ASTM E 1745 - Class A or B criteria, and be installed in accordance with ACI 302.1R-04, and ASTM D 1643.
3. The 10- to 15-mil vapor retarder (ASTM E 1745 - Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.).
4. For very low to medium expansive soils, the vapor retarder should be underlain with 2 inches of washed sand, and should be overlain by a 2-inch thick layer of washed sand (SE>30), for a total thickness of 4 inches. All interior slabs should receive sand and vapor retarder underlayment.
5. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede the 2010 CBC (CBSC, 2010) for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist.
6. Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in-kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. 12/09/2025
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7. Owner(s) should be specifically advised which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations.
8. Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect.
Regardless of the mitigation selected, some limited moisture/moisture vapor transmission through the slab should be anticipated, and areas potentially using moisture sensitive floor coverings and/or moisture sensitive storage, should be identified Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. If the new gymnasium floor is a wood product the requires additional vapor transmission reduction, additional geotechnical recommendations may be needed.
DRILLED PIER AND GRADE BEAM FOUNDATION RECOMMENDATIONS
The proposed commercial buildings, traffic controls, underlain by left-in-place undocumented artificial fill, and/or older alluvium, may be supported by a drilled, cast-in-place, concrete pier and grade beam system (drilled piers)and where applicable, with structural concrete floors. All drilled piers should extend a minimum of 10 feet into competent older alluvium and formational/bedrock materials. This assumed straight shaft construction without the use of a belled or enlarged end. Actual pier design should be finalized by the project’s structural engineer or civil engineer performing structural design, and the geotechnical consultant and include the structural capacity of the pier(s) used.
The structural strength of the piers should be checked by the structural engineer or civil engineer specializing in structural analysis. Pier holes should be drilled straight and plumb. Locations (both plan and elevation) and plumbness should be the contractors responsibility.
The grade beam should be at a minimum of 18 inches by 18 inches in cross section and supported by drilled piers, a minimum of 18 inches in diameter which are placed at a maximum spacing of 10 feet on center and at the location supporting all structural columns. Based on our review of standard cantilevered traffic control drawings, piers supporting these traffic control improvements will require 24 inch diameter piles for up to 20 feet traffic control cantilever supports. The design of the grade beam and piers should be in accordance with the recommendations of the project structural engineer, and utilize the geotechnical parameters herein. For uplift, utilize 75 percent of the vertical pile 12/09/2025
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capacities for single piers and 50 percent for piers in clusters. Down drag of piers should be taken if fill, or re-worked older alluvium deposits are left-in-place and exceed 5 feet in thickness. This down drag should be equivalent to the cohesion of the earth material or approximately 300 psf for existing fill or older alluvium.
Minimum Caisson Diameter 1 to 3 feet are likely for this project. Other diameters can be reviewed upon request.
Lateral Passive Resistance (applicable below
the point of fixity only)
Existing fill/Older Alluvium - 300 lb/ft per foot of caisson depth, to a2 maximum value of 2,500 lb/ft - increase by one-third for short duration2 wind and seismic loading. Static only and should not be relied upon due to densification and/or liquefaction if not recompacted or mitigated.
Lateral Passive Resistance (applicable below
the point of fixity only)
Bedrock - 400 lb/ft per foot of caisson depth, to a maximum value of2 3,000 lb/ft 2
Allowable Axial Capacity (applicable below
the point of fixity)
Tip Capacity in Bedrock: 3,500 lb/ft - increase by one-third for short2 duration wind or seismic loading, assuming clean pier bottomsin dense older alluvium or bedrock.
Point of Fixity
Approximately 0 to 1 pier diameter below the bedrock contact.
Additional analysis will be provided, following finalized designs and site specific geotechnical reviews.
Allowable Axial (Vertical) Loads on Drilled Shaft Foundations We recommend that drilled shaft foundations supporting the proposed vertical dead and live loads derive support from shaft friction in fill and formational deposits only. We further recommend an allowable end-bearing load (formation only) resist both dead plus live loads. It should be noted that this design requires the need for cleaning the bottoms of drilled excavations and in order to rely on any tip bearing for vertical support.
To support axial loads, which were assumed to be on the order of 10 to 120 kips per pier and additional 20 kips for seismic (axial), we recommend a minimum embedment depth of 20 feet (minimum 10 feet into dense older alluvium or formational/bedrock earth materials) for a 18- to 36-inch diameter pier. A minimum factor-of-safety (FOS) of 2.0 is recommended for the static and seismic load pile capacities.
Lateral Loads on Drilled Shaft Foundation
Resistance to lateral loads applied to the drilled shaft is developed through deflection in the pier, which mobilizes the reaction of the soil into which the drilled pier is embedded.
The resisting pressure applied by the soil to a pier depends upon the relative stiffness of the pile and soil, as well as depth of embedment.
Failure of a laterally-loaded pier takes place either when the maximum bending moment in the loaded pier reaches the ultimate or yield resistance of the pier section, or when the 12/09/2025
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lateral earth pressures reach the ultimate lateral resistance of the soil along the total length of the pier. For purposes of definition, failure of piers with relatively “short embedment” takes place when the pier rotates as a unit with respect to a point located close to its toe.
Failures of piers with relatively “long embedment” occur when the maximum bending moment applied to the pier exceeds the yield resistance of the pier section, and a plastic hinge forms at the section of maximum bending moment.
In order to determine the structural requirements and load deformation characteristics of the proposed concrete piers, we would suggest the elastic theory approach developed by Matlock and Reese (1960). We have assumed that lateral loads acting upon the assumed 18- to 36-inch diameter piers will be on the order of 5 to 15 kips per pile. The assumed allowable ground surface deflection should be less than 1 inch and revisited once pile top reaction loads are available.
CIDH (Cast-in Drilled Hole) Construction
1. The excavation and installation of the drilled piers should be observed and documented by the project Geotechnical Engineer to verify the recommended depth.
2. The drilled holes should be cased, specifically below the water table to prevent caving. The bottom of the casing should be at least 4 feet below the top of the concrete as the concrete is poured and the casing is withdrawn. Dewatering may be required for concrete placement if significant seepage or groundwater is encountered during construction. The bottom of this pump hose shall consist of a steel pipe at least 15 feet in length. To begin placement, this pipe will be placed on the bottom of the excavation. As the water is forced to the top of the excavation, it shall be pumped out of the excavation so that it will not flow into the adjacent open excavations. This should be considered during project planning. The bottom of the drilled pier should be cleared of any loose or soft soils before concrete placement.
3. The concrete shall be allowed to flow out of the excavation until the concrete appears fresh and clean.
4. The exact depths of piers should be determined during the final precise grading plan review.
5. Proper low slump concrete (Type V cement) with a maximum water-cement ratio of
0.4 (f’c >5,000 psi) should be used, and should be delivered through tremie pipe.
We recommend that concrete be placed through the tremie pipe immediately subsequent to approved excavation and steel placement. Care should be taken to prevent striking the walls of the excavations with the tremie pipe during concrete placement.
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6. All footing excavations should be observed and approved by the geotechnical consultant prior to placement of concrete forms and reinforcement.
7. Drilled pier steel reinforcement cages should have spacers to allow for a minimum spacing of steel from the side of the pier excavation. All reenforcing bars should be epoxy coated due to the corrosive environment. Epoxy coated steel in below grade walls and grade beams is anticipated and should be evaluated by a structural and corrosion consultants.
8. During pier placement, concrete should not be allowed to free fall more than 5 feet.
9. Concrete used in the foundation should be tested by a qualified materials testing consultant for strength and mix design.
Drilled Pier and Grade Beam Foundation Settlement
Dfor preliminary planning purposes, drilled pier and grade beam foundations should be designed to minimally accommodate post-construction settlement of ¼ to ½ inch between piles over a 40-foot horizontal span or between the heaviest/lightest loaded piles.
PIER SUPPORTED STRUCTURAL SLABS
Prior to construction of slab-on-grade floors, the upper 12 inches of the subgrade should be scarified moisture-conditioned to near-optimum water content and compacted to at least 90 percent relative compaction and moisture conditioned as previously discussed.
The slab subgrade should be non-yielding and rolled smooth prior to the placement of forms or reinforcing steel. Structural floor slabs to span unsupported between grade beams (areas of existing fill) should be at least 6 inches in thickness and reinforced at a minimum of No. 4 bars at 12 inches on center. This assumes that settlement has removed soil slab support between grade beams. Therefore, the frictional contribution of slabs to total lateral resistance should be neglected. Epoxy-coating slab reinforcement for corrosion protection is anticipated. Utilities, if tied to the under beams or slab, should have sufficient capacity such that they are able to either be: a) flexible to move with soil settlement (static and/or seismic); or, b) be entirely supported on the slabs with hangers and separated from soil with a weak (low strength) filler.
SLAB SUBGRADE PRE-SOAKING
Pre-moistening of the slab subgrade soil is recommended for these soil conditions. The moisture content of the subgrade soils should be equal to or greater than optimum moisture to a depth equivalent to the exterior footing depth in the slab areas (typically 12, 18, and 24 inches for very low to low, medium, and highly expansive soils, respectively). 12/09/2025
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Pre-moistening and/or pre-soaking should be evaluated by the soils engineer 72 hours prior to vapor retarder placement. In summary:
EXPANSION
INDEX
PAD SOIL MOISTURE CONSTRUCTION
METHOD
SOIL MOISTURE
RETENTION
Very Low (0-20) Upper 12 inches of pad at
or above soil optimum
moisture
Wetting and/or
reprocessing
Periodically wet or cover
with plastic after trenching.
Evaluation 72 hours prior to
placement of concrete.
Low (21-50) Upper 12 inches of pad soil
moisture 2 percent over
optimum
Wetting and/or
reprocessing
Periodically wet or cover
with plastic after trenching.
Evaluation 72 hours prior to
placement of concrete.
Medium (51-90) Upper 18 inches of pad soil
moisture 2 percent over
optimum
Berm and flood or wetting
and reprocessing
Periodically wet or cover
with plastic after trenching.
Evaluation 72 hours prior to
placement of concrete.
Very High to High
(91-130+)
Upper 24 inches of pad soil
moisture 2 percent over
optimum (or 1.3 times
optimum, whichever is
greater.
Berm and flood or wetting
and reprocessing, and
berm and flood.
Periodically wet or cover
with plastic after trenching.
Evaluation 72 hours prior to
placement of concrete.
CORROSION AND CONCRETE MIX
Upon completion of grading, laboratory testing should be performed of site materials for corrosion to concrete and corrosion to steel. Additional comments may be obtained from a qualified corrosion engineer at that time. It is assumed by the project architect that all steel will evaluate the need for epoxy-coated, or other, corrosion protection.
WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS
Conventional Retaining Walls
The design parameters provided below assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials with an expansion index up to 50 are used to backfill any retaining wall. Please note that the native soils do not meet these expansion requirements. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should 12/09/2025
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be embedded a minimum of 18 inches below the lowest adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. Footings for retaining walls should maintain Code-compliant setbacks from slopes. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions.
Restrained Walls
Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 55 pcf and 65 pcf for select and native backfill, respectively. The design should include any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner.
Cantilevered Walls
The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by San Diego Regional Standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall.
Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request.
For preliminary planning purposes, the structural consultant should incorporate the surcharge of traffic on the back of retaining walls, if parking/vehicle traffic are within 2H of the wall, where “H” is the wall height. The traffic surcharge may be taken as 100 psf/ft in the upper 5 feet of backfill for light truck and cars traffic within “H” feet from the back of the wall, where “H” equals the wall height. This does not include the surcharge of parked vehicles which should be evaluated at a higher surcharge to account for the effects of seismic loading.
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SURFACE SLOPE OF
RETAINED MATERIAL
(HORIZONTAL:VERTICAL)
EQUIVALENT
FLUID WEIGHT P.C.F.
(SELECT BACKFILL)(2)
EQUIVALENT
FLUID WEIGHT P.C.F.
(NATIVE BACKFILL)(3)
Level(1)
2 to 1
45 65
55 70
Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for(1) a distance of 2H behind the wall, where H is the height of the wall.
SE > 30, P.I. < 15, E.I. < 21, and < 10% passing No. 200 sieve.(2) E.I. = 0 to 50, SE > 30, P.I. < 15, E.I. < 21, and < 15% passing No. 200 sieve.(3) Earthquake Loads (Seismic Surcharge)
For engineered retaining walls, GSI recommends that the walls be evaluated for a seismic surcharge (in general accordance with 2010 CBC requirements). The site walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25 when the seismic surcharge (increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at the heel of the wall footing. This seismic surcharge pressure (seismic increment) may be taken as 11H where "H" for retained walls is the dimension previously noted as the height of the backfill to the bottom of the footing.
The resultant force should be applied at a distance 0.6 H up from the bottom of the footing.
For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. For cantilevered walls the pressure should be an inverted triangular distribution using 10H. Reference for the seismic surcharge is Section 1802.2 of the 2010 CBC. Please note this is for local wall stability only.
The 10H is derived from a Mononobe-Okabe solution for both restrained cantilever walls.
This accounts for the increased lateral pressure due to shakedown or movement of the sand fill soil in the zone of influence from the wall or roughly a (45° - N/2) plane away from the back of the wall. The 11H seismic surcharge is derived from the formula:
hh tP = d C a C ã H
hWhere: P = Seismic increment
ha = Probabilistic horizontal site acceleration as a percentage of “g” tã = Total unit weight (115 to 125 pcf for site soils at 90 percent relative compaction).
H = Height of the wall from the bottom of the footing or point of pile fixity.
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Retaining Wall Backfill and Drainage
Clayey soils that exhibit an expansion index (E.I.) greater than 50 should not be used as backfill within the active zone behind the wall, where the active zone is defined as the soil located behind the wall and above a 1:1 projection up and away from the back of the wall footing.
Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or ¾-inch to 1½-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to E.I. = 50, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain).
Materials with an expansion index (E.I.) potential of greater than 50 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill).
Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. # 50). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints.
Wall/Retaining Wall Footing Transitions
Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either:
a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition.
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b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer’s/wall designer’s recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native formational material (i.e., deepened footings).
If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment.
Slope Setback Considerations for Wall Footings
Setbacks for natural and manufactured slopes should minimally conform to 2010 CBC (CBSC, 2010) guidelines, unless specifically superceded herein. All footings should maintain a minimum horizontal setback of H/3 (H=slope height) from the base of the footing to the descending slope face of no less than 7 feet, nor need not be greater than 40 feet. This distance is measured from the footing face at the bearing elevation. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall.
Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances.
SHORING OF EXCAVATIONS
Due to the need for excavation adjacent to existing structures and improvement, temporary shoring of vertical excavations may be needed. We recommended that temporary slopes be retained either by a cantilever shoring system (limited to about 15 feet) deriving passive support from cast-in-place soldier piles (lagging-shoring system) or a restrained tie-back and pile system. Temporary shoring may also utilize cross-bracing and/or rakers if space is available for these types of shoring features. Based on our experience with similar projects, if lateral movement on the order of 1 inch, or more, of the shoring system, or height exceeding 15 vertical feet of retained material cannot be designed for or tolerated, we recommend the utilization of a tie-back, internal braced, or raked shoring system in lieu of cantilever system. Shoring of excavations of this size is typically performed by specialty contractors with knowledge of the vicinity. We recommend that shoring contractors provide the excavation shoring design. However, for the purpose of temporary shoring design parameters, we have provided the lateral earth pressures in Figure 2. 12/09/2025
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Please note, the use of anchors may not be feasible on this site due to the location of adjacent existing foundation, roadways, and existing utilities around the site. If desired, additional recommendations will be provided for bracing, rakers, etc., if needed. Since design of retaining is sensitive to surcharge pressures behind the excavation, we recommend that this office be consulted if unusual load conditions are anticipated. Care should be exercised when excavating into the on-site soils since caving or sloughing of these materials is possible. Field testing of tie-backs (if used) and observation of soldier pile excavations should be performed during construction. Information regarding foundations on either side of the property may be needed to evaluate temporary shoring surcharges. Monitoring of shored excavations is recommended for the time the shoring is in place until it is removed.
Shoring of the excavation is the responsibility of the contractor. Extreme caution should be used to reduce damage to existing structure(s) and utilities caused by settlement or reduction of lateral support. Accordingly, we recommend that the foundations of adjacent improvements be surveyed prior to and during construction to evaluate the effects of shoring on these structures. Photo documentation of pre-construction conditions is also advised. Monitoring of the adjacent improvements (surveys, vibrations, etc.) should be considered.
Lateral Pressure - Temporary Shoring
The active pressure to be utilized for temporary trench/wall shoring design may be computed by the rectangular active pressure (pounds per square foot [psf]) as shown on Figure 2. Passive pressure may be computed as an equivalent fluid having a given density shown on Figure 2.
The temporary shoring criteria, presented herein and on Figure 2, assumes that hydrostatic pressure is not allowed to build up behind excavation walls. If water is allowed to accumulate behind walls, an additional hydrostatic pressure surcharge should be added.
This may occur if temporary shoring walls are used in tidal fluctuation areas.
These recommendations are for temporary excavation walls up to 15 feet high. Active earth pressure may be used for trench wall design, provided the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material: these do not include other superimposed loading conditions such as traffic, structures, seismic events, expansive soils or adverse geologic conditions. For restrained excavation walls greater than 10 feet in height, and remaining open for 120 days, or more, a seismic increment of 11H (uniform pressure [where “H” is the height of the wall]) may be considered for level backfill excavation as a uniform pressure. For walls, this seismic surcharge or increment should be applied at 0.6H up from the bottom of the wall to the height of retained earth materials.
If the cantilever wall condition is used, an inverted triangular distribution should be used in the wall evaluation. Unless specifically superceded herein, the shoring design should 12/09/2025
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adhere to 2010 CBC (CBSC, 2010), Section J106.2.1 with regard to shoring design and construction.
Excavation Observation and Monitoring (All Excavations) When excavations are made adjacent to an existing structure (i.e., utility, road or structure) there is a risk of some damage to that structure even if a well designed system of excavation and/or shoring, is planned and installed. We recommend, therefore, that a systematic program of observations be made before, during, and after construction to determine the effects (if any) of construction on the existing structures.
We believe that this is necessary for two reasons: First, if excessive movements (i.e., more than ½ inch) are detected early enough, remedial measures can be taken which could possibly reduce potentially serious damage to the existing improvements. Second, the responsibility for damage to the existing structure can be determined more equitably if the cause and extent of the damage can be determined more precisely.
Monitoring should include the measurement of any horizontal and vertical movements of both the existing structures and the shoring and/or bracing. Locations and type of the monitoring devices should be selected as soon as the total shoring system is designed and approved. The program of monitoring should be agreed upon between the project team including the site surveyor and the Geotechnical Engineer-of-Record, prior to excavation.
Reference points on the existing structures or improvements should be placed as low as possible on the exterior walls of buildings adjacent to the excavation. Exact locations may be dictated by critical points within the structure, such as bearing walls or columns for buildings; and surface points on roadways and sidewalks near the top of the excavation.
The points on the shoring should be placed under or very near the points on the structures.
For a survey monitoring system, an accuracy of a least 0.01 foot should be required.
Reference points should be installed and read initially prior to excavation. The readings should continue until all construction below ground has been completed and the backfill has been brought up to final grade.
The frequency of readings will depend upon the results of previous readings and the rate of construction. Weekly readings could be assumed throughout the duration of construction with daily readings during rapid excavation near the bottom and at critical times during the installation of shoring or support. The reading should be plotted by the Surveyor and then reviewed by the Geotechnical Engineer.
In addition to the monitoring system, it would be prudent for the Geotechnical Engineer and the Contractor to make a complete inspection of the existing structures both before and after construction. The inspection should be directed toward detecting any signs of 12/09/2025
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damage, particularly those caused by settlement. Notes should be made and pictures should be taken where necessary.
Observation
It is recommended that all excavations be observed by the Geologist and/or Geotechnical Engineer. Any fill which is placed should be approved, tested, and verified if used for engineered purposes. Temporary trench excavations should be observed by the Geologist and/or Geotechnical Engineer. Should the observation reveal any unforseen hazard, the Geologist or Geotechnical Engineer will recommend treatment. Please inform GSI at least 24 hours prior to any required site observation.
Monitoring Existing, Offsite Improvements
It is recommended that existing, offsite improvement be inspected prior to the start of earthwork and be monitored during and at the conclusion of grading to determine if earthwork at the site has influenced the stability of said improvements. Pressure testing of nearby gravity, as well as pressured, utilities may be warranted following development to evaluate if site construction has interrupted these buried improvements. In addition to the above, monitoring of the vibrations induced by onsite equipment and construction activity should be considered.
CONCRETE APRONS, SIDEWALKS, FLATWORK, AND OTHER IMPROVEMENTS The soil materials on site may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any owners and/or interested/affected parties of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork:
1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils’ optimum moisture content, to a depth of 18 inches below subgrade elevation. If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to concrete placement.
2. Exterior concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of Class 3 base, crushed rock, gravel, or clean sand (or City of Vista minimum, whichever is greater), that should be compacted and level prior to 12/09/2025
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placement of concrete. If very low expansive soils are present, the base, rock, gravel, or sand may be deleted. The layer or subgrade should be wet-down completely prior to placement of concrete, to minimize loss of concrete moisture to the surrounding earth materials.
3. Exterior slabs (walkways) should be a minimum of 4 inches thick. Driveway approach slabs should be a minimum of 6 inches thick and should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. Trash disposal (dumpster) area aprons should be a minimum of 8 inches thick and meet minimum City of Vista standards, as necessary.
4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion.
In order to reduce the potential for unsightly cracks, exterior slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. If subgrade soils are very low expansive soils (i.e., E.I. #20), then 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height. The exterior slabs should be scored or saw cut, ½ to d inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. The use of fiber mesh may be considered in addition to slab reinforcement to improve performance.
5. No traffic should be allowed upon the newly placed concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi for walkways annd 3250 psi for driveway approaches.
6. Driveways and sidewalks adjacent to structures should be separated from the structure with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic.
7. Planters and walls (sound walls or retaining walls) should not be tied to the structure.
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8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansive soils are present, footings need only be tied in one direction.
9. Any masonry landscape or sound walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long.
These segments should be keyed or doweled together.
10. If settlement concerns or expansive soils are present, utilities may be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions.
11. Positive site drainage should be maintained at all times. Finish grade on the building pad should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat drainage gradients are not periodically maintained by the owner and/or interested/affected parties.
12. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association (PCA) guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. The use of fiber mesh may be considered to reduce to potential for shrinkage cracks.
PRELIMINARY PAVEMENT DESIGN
New Pavements
Pavement sections presented are based on estimated R-value data (to be evaluated by specific R-value testing at completion of grading), a range of typical design classifications, and the minimum requirements of the City of Vista. It is our understanding that the existing number of traffic lanes will be reduced from 4 to 2. For design purposes, pavement sections based on a traffic index of ranging from 6.0 to 8.0 for the proposed Paseo Santa Fe, and 5.0 to 6.0 for Eucalyptus Avenue. All parking area sections are based on a traffic index of 4.5 per the City.
For planning purposes, the following preliminary pavement sections, consisting of asphaltic concrete over base are provided in the following table. 12/09/2025
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NEW ASPHALTIC CONCRETE PAVEMENT - PASEO SANTA FE (PSF)
TRAFFIC
AREA
TRAFFIC
INDEX
(1)
(TI, Assumed)
SUBGRADE
R-VALUE
(Subgrade Parent
Material)
(2)
A.C.
THICKNESS
(3)
(inches)
CLASS 2
AGGREGATE
BASE THICKNESS
(4)
(inches)
PSF West of Terrace Drive 8.0 10 4.0/5.0 19.5/18.0
(5) (6)
PSF East of Terrace Drive 8.0 25 4.0/5.0 15.0/13.0
(5) (6)
PSF West of Terrace Drive 6.0 10 4.0 11.5
PSF East of Terrace Drive 6.0 25 4.0 8.0
PSF Parking Stalls
West of Terrace Drive 4.5 10 3.0 8.0
PSF Parking Stalls
East of Terrace Drive 4.5 25 3.0 5.5
Eucalyptus/Park 6.0 10 3.0/4.0 14.0/11.5
Eucalyptus/Park 5.0 10 3.0 10.0
Paking Stalls - Eucalyptus/Park 4.5 10 3.0 8.0
Guajome Street 6.0 10 3.0/4.0 14.0/11.5
Guajome Street 5.0 10 3.0 10.0
Parking Stalls - Guajome Street 4.5 10 3.0 8.0
Pala Vista Drive 6.0 25 3.0/4.0 10.5/8.0
Pala Vista Drive 5.0 25 3.0 7.0
Parking Stalls - Pala Vista Drive 4.5 25 3.0 5.5
TI values have been assumed for planning purposes herein and should be confirmed by the design team during future plan (1)
development.
Average value, based on a review of Appendix D.
(2)
Asphalt Concrete thickness per City of Vista.
(3)
Denotes standard Caltrans Class 2 aggregate base R >78, SE >22). (4)
A minimum asphaltic concrete thickness of 5.0 inches was evaluated using Caltrans (2012) design methodology. (5)
Per Caltrans (2012) design.
(6)
NOTE: All roundabouts should consider using a higher traffic index relative to the adjoining traffic index for that section of street and should be reviewed once final traffic indices are assigned.
It has been our experience in the City that subgrade soils with R-values less than, or equal to 12 may require additional improvement, including, but not necessarily limited to: a thickened base section, lime treatment, and/or geotextiles such as Mirafi HP 570, or equivalent.
Alternative Pavement Section: Subgrade Enhancement Geotextile (SEG) In addition to a standard asphalt over aggregate base pavement section, an alternative section, using SEG’s per Section 614.5 of the Highway Design Manual (State of California, 2012), and the State of California (2009) is provided for use in pavement areas with a preliminary R-value of 10. The recommended pavement sections, provided in general accordance with the State of California (2012, 2009), are presented as follows:
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TABLE 2 - NEW ASPHALTIC CONCRETE (A.C.)/AGGREGATE BASE (A.B.)/SEG, R-Val = 10
APPROXIMATE
TRAFFIC AREA TI(1) SUBGRADE
R-VALUE (2)
A.C.
THICKNESS (3)
(Inches)
A.B.
THICKNESS (3, 4)
(Inches)
SEG CLASS
(CalTrans, 2009)
PSF 8.0 20 4.0/5.0 16.5/14.5 B1(6) (7) (5)
PSF/Eucalyptus/
Guajome 6.0 20 4.0/3.0 9.5/11.5 B1 (5)
Eucalyptus/Guajome 5.0 20 3.0 8.0 B1 (5)
Parking 4.5 20 3.0 6.5 B1 (5)
TI values have been assumed for planning purposes herein and should be confirmed by the design(1) team during future plan development.
Effective R-value when using SEG HP 570, or equivalent (State of California, 2012, 2009), on soils(2) with R-values less than 20.
Per City of Vista(3)
Denotes Class 2 Aggregate Base R >78, SE >25)(4)
Class B1, Mirafi HP 570, or equivalent (5)
A minimum asphaltic concrete thickness of 5.0 inches was evaluated using Caltrans (2012) design(6) methodology.
Per Caltrans (2012) design.(7)
This alternative includes design pavement sections using SEG’s per Section 614.5 of the Highway Design Manual (State of California, 2012), and the State of California (2009).
Subgrade enhancement geotextile (SEG) used shall be either Mirafi HP 570 (Class B1), or FW500 (Class B2), or equivalent. All SEG’s shall be placed per the manufacturers guidelines.
The recommended pavement sections provided above are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair could be expected. If the ADT (average daily traffic) beyond that intended, as reflected by the traffic index used for design, increased maintenance and repair could be required for the pavement section. Best management construction practices should be in effect at all times.
Portland Concrete Cement Pavements (PCCP)
In addition to a standard asphalt over aggregate base pavement sections, the following Portland Concrete Cement Pavement (PCCP) sections are provided:
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TABLE 3 - PORTLAND CONCRETE CEMENT PAVEMENTS (PCCP)
TRAFFIC
AREAS
CONCRETE
TYPE
PCCP
THICKNESS
(inches)
TRAFFIC
AREAS
CONCRETE
TYPE
PCCP
THICKNESS
(inches)
Light Vehicles
Subgrade
R-Value = 10
520-C-2500 7.0 Heavy Truck Traffic
Subgrade
R-Value = 10
520-C-2500 8.0
560-C-3250 6.0 560-C-3250 7.0
Light Vehicles
Subgrade
R-Value = 25
520-C-2500 6.5 Heavy Truck Traffic
Subgrade
R-Value = 25
520-C-2500 7.5
560-C-3250 5.5 560-C-3250 6.5
NOTE: All PCCP is designed as un-reinforced and bearing directly on compacted subgrade. However, a 4-inch thick leveling course of compacted aggregate base, or crushed rock may be considered to improve performance. All PCCP should be properly detailed (jointing, etc.) per the industry standard. Pavements may be additionally reinforced with #4 reinforcing bars, placed 12 inches on center, each way, for improved performance. Trash truck loading pads shall be 8 inches and reinforced accordingly.
Existing Pavements
Existing pavement distress was noted as localized areas of fatigue cracking, within areas of patched pavement, and longitudinal/ transverse cracking likely due to pavement age, poor joint construction, underdesign, variability in subgrade R-values, and/or daily thermal temperature cycling due to asphalt binder aging, etc. Our analysis indicates that the existing pavement may be rehabilitated locally, if necessary, by grinding the upper 1 inch of existing pavement, crack sealing, and placing a minimum 2- to 3-inch HMA overlay.
Specific areas to be overlaid should be reviewed by this office prior to construction.
Pavement Grading Recommendations
General
Subgrade preparation and aggregate base preparation should be performed in accordance with the recommendations presented below, and the minimum subgrade (upper 12 inches) and Class 2 aggregate base compaction should be 95 percent of the maximum dry density (ASTM D 1557). If adverse conditions (i.e., saturated ground, etc.) are encountered during preparation of subgrade, special construction methods may need to be employed.
These recommendations should be considered preliminary. Further R-value testing and pavement design analysis should be performed upon completion of grading for the site.
All section changes should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed.
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Subgrade
Within street areas, all surficial deposits of loose soil material should be removed and recompacted as recommended. After the loose soils are removed, the bottom is to be scarified to a depth of 12 inches, moisture conditioned as necessary and compacted to 95 percent of maximum laboratory density, as determined by ASTM Test Method D 1557.
Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable materials encountered during grading should be removed.
The compacted fill material should then be brought to the elevation of the proposed subgrade for the pavement. The subgrade should be proof-rolled in order to ensure a uniformly firm and unyielding surface. All grading and fill placement should be observed by the project soil engineer and/or his representative.
Base
Compaction tests are required for the recommended base section. Minimum relative compaction required will be 95 percent of the maximum laboratory density as determined by ASTM Test Method D 1557. Base aggregate should be in accordance to the "Standard Specifications for Public Works Construction" (green book) current edition.
Paving
Prime coat may be omitted if all of the following conditions are met:
1. The asphalt pavement layer is placed within two weeks of completion of base and/or subbase course.
2. Traffic is not routed over completed base before paving.
3. Construction is completed during the dry season of May through October.
4. The base is free of dirt and debris.
If construction is performed during the wet season of November through April, prime coat may be omitted if no rain occurs between completion of base course and paving and the time between completion of base and paving is reduced to three days, provided the base is free of dirt and debris. Where prime coat has been omitted and rain occurs, traffic is routed over base course, or paving is delayed, measures shall be taken to restore base course, subbase course, and subgrade to conditions that will meet specifications as directed by the soil engineer.
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Drainage
Positive drainage should be provided for all surface water to drain towards the area swale, curb and gutter, or to an approved drainage channel. Positive site drainage should be maintained at all times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section.
Pervious Pavements
Manufacturer’s guidelines for paver installation should be strictly adhered to. GSI should review such guidelines for comment, prior to construction. Pervious asphaltic concrete (A.C.) or Portland Cement Concrete (PCC) pavements should be reviewed for location and anticipated vehicle loading. Use of the AC or PCC pavement sections for said porous pavements should not use the sections herein without additional review and analysis by GSI. GSI would like to point out the site soils at roadway elevations are generally anticipated to have poor infiltration characteristics and closed systems using impermeable liners and provided with subdrainage will likely be recommended.
ONSITE INFILTRATION-RUNOFF RETENTION SYSTEMS
Should onsite infiltration-runoff retention systems (OIRRS) be planned for Best Management Practices (BMP’s) or Low Impact Development (LID) principles for the project, some guidelines should/must be followed in the planning, design, and construction of such systems. Such facilities, if improperly designed or implemented without consideration of the geotechnical aspects of site conditions, can contribute to flooding, saturation of bearing materials beneath site improvements, slope instability, and possible concentration and contribution of pollutants into the groundwater or storm drain and/or utility trench systems.
A key factor in these systems is the infiltration rate (often referred to as the percolation rate) which can be ascribed to, or determined for, the earth materials within which these systems are installed. Additionally, the infiltration rate of the designed system (which may include gravel, sand, mulch/topsoil, or other amendments, etc.) will need to be considered.
The project infiltration testing is very site specific, any changes to the location of the proposed OIRRS and/or estimated size of the OIRRS, may require additional infiltration testing. Locally, relatively impermeable formations include: older alluvium and igneous (granitic) bedrock.
Some of the methods which are utilized for onsite infiltration include percolation basins, dry wells, bio-swale/bio-retention, permeable pavers/pavement, infiltration trenches, filter boxes and subsurface infiltration galleries/chambers. Some of these systems are constructed using native and import soils, perforated piping, and filter fabrics while others employ structural components such as stormwater infiltration chambers and 12/09/2025
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filters/separators. Every site will have characteristics which should lend themselves to one or more of these methods; but, not every site is suitable for OIRRS. In practice, OIRRS are usually initially designed by the project design civil engineer. Selection of methods should include (but should not be limited to) review by licensed professionals including the geotechnical engineer, hydrogeologist, engineering geologist, project civil engineer, landscape architect, environmental professional, and industrial hygienist. Applicable governing agency requirements should be reviewed and included in design considerations. The following geotechnical guidelines should be considered when designing onsite infiltration-runoff retention systems:
• It is not good engineering practice to allow water to saturate soils, especially near slopes or improvements; however, the controlling agency/authority is now requiring this for OIRRS purposes on many projects.
• Where possible, infiltration system design should be based on actual infiltration testing results/data, preferably utilizing double-ring infiltrometer testing (ASTM D 3385) to determine the infiltration rate of the earth materials being contemplated for infiltration. For preliminary design purposes, an infiltration rate of 0.2 to
0.57 inches per hour has been evaluated for native soils onsite by the United States Department of Agriculture, Web Soil Survey (USDA, 2012). • Wherever possible, infiltration systems should not be installed within ±50 feet of the tops of slopes steeper than 15 percent or within H/3 from the tops of slopes (where H equals the height of slope).
• Wherever possible, infiltrations systems should not be placed within a distance of H/2 from the toes of slopes (where H equals the height of slope). • The landscape architect should be notified of the location of the proposed OIRRS.
If landscaping is proposed within the OIRRS, consideration should be given to the type of vegetation chosen and their potential effect upon subsurface improvements (i.e., some trees/shrubs will have an effect on subsurface improvements with their extensive root systems). Over-watering landscape areas above, or adjacent to, the proposed OIRRS could adversely affect performance of the system. • Areas adjacent to, or within, the OIRRS that are subject to inundation should be properly protected against scouring, undermining, and erosion, in accordance with the recommendations of the design engineer.
• If subsurface infiltration galleries/chambers are proposed, the appropriate size, depth interval, and ultimate placement of the detention/infiltration system should be evaluated by the design engineer, and be of sufficient width/depth to achieve optimum performance, based on the infiltration rates provided. In addition, proper debris filter systems will need to be utilized for the infiltration galleries/chambers.
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maintained on a regular basis. Provisions for the regular and periodic maintenance of any debris filter system is recommended and this condition should be disclosed to all interested/affected parties.
DEVELOPMENT CRITERIA
Slope Maintenance and Planting
Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage, away from slopes, should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it can adversely affect site improvements and cause perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting, or other fibrous covers, may aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc. to develop. A rodent control program to mitigate burrowing should be implemented.
Irrigation of natural (ungraded) slope areas is not recommended. Over-steepening of slopes should be avoided during building construction activities and landscaping.
Drainage
Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to mitigate ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 3 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of raised planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices, should outlet a 12/09/2025
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minimum of 3 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request.
Erosion Control
Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint.
Landscape Maintenance
Only the amount of irrigation necessary to sustain plant life should be provided.
Over-watering the landscape areas will adversely affect proposed site improvements. We recommend that any open-bottom, raised box planters adjacent to proposed structures be restricted for a minimum distance of 10 feet. As an alternative, closed-bottom type raised planters could be utilized. An outlet placed in the bottom of the planter could be installed to direct drainage away from structures or any exterior concrete flatwork. If raised box planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to mitigate penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems).
From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction.
Subsurface and Surface Water
Subsurface and surface water are not anticipated to affect site development, provided the recommendations contained in this report are incorporated into final design and construction, and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions, along zones of contrasting permeabilities, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors.
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Site Improvements
If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills.
Footing Trench Excavation
All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time.
Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site.
Trenching
Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes.
Trenching for the deeper utility improvements within ECR will likely encountered both a shallow groundwater table and relatively soft alluvial soils. For planning purposes, trenching and shoring design/construction should be in accordance with CAL-OSHA guidelines for type C soils. Dewatering should also be anticipated in these areas, especially ECR Stations 444+00 to 452+00, and ECR Stations 481+00 to 488+00.
Dewatering
Based on the depth of utility below potential groundwater elevations, some dewatering may be necessary to construct planned utilities. The contractor should review the attached subsurface information, laboratory data, and evaluate the potential for effective dewatering.
Utility Trench Backfill
Pipe or utility trench backfill should adhere to all applicable OSHA regulations during installation. When designing utility backfill specifications for this project, the 2009 version 12/09/2025
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of the San Diego Regional Standard Drawings for backfill standards, should be used.
Some of the applicable backfill standards are:
• Storm Drains D-60
• Irrigation Trench I-26, and I-26
• Trench Resurfacing G-24, G-25
• Narrow Trenches G-33, M-7, M-7A, and M-8
• Slurry Backfill G-36
• Sewer Pipe Bedding and Backfill SP-02
• Recycled and Potable Water Mains WP-02
• Cutting and Abandoning Existing Sewer and Water Lines WP-03 Other standards may apply to this project and the above should only be taken as a partial listing of the applicable City standards.
When considering slurry backfill as indicated by the City standard cited herein, the concern for creating a blockage of subsurface water or seepage should be considered (i.e., next to the toe of a slope that intercepts a sand layer with a gradient perpendicular to the direction of the seepage). Three-sack sand/cement slurry should be sufficient in most applications and should minimally comply with the compressive strength as indicated in Standard G-36.
Trench-less technology (bore and jack) may be utilized on this project to save time and money in high traffic areas to receive deep trenches/utilities. GSI can provide supplemental recommendations including the jacking and receiving pits if this technology is to be considered.
The use of geotextiles for support of weak subgrade soils at the bottom of utility trenches or to encapsulate the open-graded aggregate as specified by City standards, may be necessary. For utility trench stabilization TenCate Mirafi HP 570 may be used. For the separation of open graded aggregates from onsite soils, a TenCate Mirafi 140 or 180 N may be used.
All trench excavations should conform to CAL-OSHA and local safety codes.
SUMMARY OF RECOMMENDATIONS REGARDING
GEOTECHNICAL OBSERVATION AND TESTING
We recommend that observation and/or testing be performed by GSI at each of the following construction stages:
• During grading.
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• After excavation of foundations, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders/barriers (i.e., visqueen, etc.). • During retaining wall subdrain installation, prior to backfill placement. • During placement of retaining wall backfill.
• During slope construction/repair.
• When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report.
OTHER DESIGN PROFESSIONALS/CONSULTANTS
The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer.
The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI.
PLAN REVIEW
Any additional project plans generated for this project should be reviewed by this office, prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Should grading plans change, additional review and/or investigation may be necessary.
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LIMITATIONS
The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors.
Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this project.
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APPENDIX A
REFERENCES
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APPENDIX A
REFERENCES
ACI Committee 318, 2008, Building code requirements for structural concrete (ACI 318-08) and commentary, dated January.
ACI Committee 360, 2006, Design of slabs-on-ground (ACI 360R-06).
ACI Committee 302, 2004, Guide for concrete floor and slab construction, ACI 302.1R-04, dated June.
ACI Committee on Responsibility in Concrete Construction, 1995, Guidelines for authorities and responsibilities in concrete design and construction in Concrete International, vol 17, No. 9, dated September.
Asphalt Institute, undated, [http://asphaltinstitute.org/public/engineering/index.asp] _____, 1992, Empirical analysis of horizontal ground displacement generated by liquefaction induced lateral spreads, Tech. Rept. NCEER 92-0021, National Center for Earthquake Engineering Research, SUNY-Buffalo, Buffalo, NY.
Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. _____, 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to June, 2009, Windows 95/98 version.
_____, 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version.
Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMIP99 seminar on utilization of strong-motion data, September 15, Oakland, pp. 23-49.
Bryant, W.A., and Hart, E.W., 2007, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Geological Survey, Special Publication 42, interim revision.
Buccola Engineering, 2012, Paseo santa Fe, Interim Street Plan, No job No. 12/09/2025
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California Building Standards Commission, 2010, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2009 International Building Code, 2010 California Historical Building Code, Title 24, Part 8; 2010 California Existing Building Code, Title 24, Part 10.
California Department of Conservation, California Geological Survey, 2008, Guidelines for evaluating and mitigating seismic hazards in California: California Geological Survey Special Publication 117A (revised 2008), 102 p.
_____, 1996, Probabilistic seismic hazard assessment for the state of California, DMG Open-File Report 96-08.
California, State of, 2012, Civil Code, Sections 895 et seq. _____, 2001, Senate Bill 800, Burton. Liability: construction defects, February 23; approved by Governor September 20, 2002; filed with Secretary September 20, 2002; effective January 1, 2003.
International Conference of Building Officials (ICBO), 1998, Maps of known active fault near-source zones in California and adjacent portions of Nevada.
Jennings, C.W., and Bryant, W.A., 2010, Fault activity map of California, scale 1:750,000, California Geological Survey, Geologic Data Map No. 6.
Kennedy, M.P, and Tan, S.S, 2005, Geologic map of the Oceanside 30' x 60' quadrangle, California, United States Geological Survey, 1:100,000-scale.
Kleinfelder, 1999, Geotechnical investigation for proposed Walgreen pharmacy at South santa Fe Avenue and Escondido Avenue, Vista, California, Project No. 51-00222X- 001, dated December 28.
Leighton Consulting, Inc., 2006, Human heath rish assessment report, 315-319 South santa Fe Avenue, Vista, California, SD-DEH/SAM Case No. H26618-001, dated April
17. Matlock, H., and Reese, L.C., 1960, Generalized solutions for laterally loaded piles, Journal of the Soil Mechanics and Foundations Division, ASCE, Vol.86, No SM5, pp.63-91.
Mirafi, 2005, Benefits of subgrade stabilization using geosynthetics versus lime treated soil, Technical Note TN-LIME-0105, dated May 1.
NEWCON90, 1991 Computer program for the determination of asphalt pavement sections, dated April 30.
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Petersen, M. and others, 2008, Documentation for the 2008 update of the national seismic hazard maps, USGS OFR 08–1128. http://pubs.usgs.gov/of/2008/1128/.
PIC Environmental services, 2009, Groundwater monitoring report, SKS, Inc., Card Lock fuel station, 620 South santa Fe Avenue, Vista, california, DEH Reference #H24755- 002, dated November 19.
Post-Tensioning Institute, 2008, Addendum no. 2 to the 3 edition of the design ofrd post-tensioned slabs-on-ground, dated May.
_____, 2004, Design of post-tensioned slabs-on-ground, 3 edition.rd Public Works Standards, Inc., 2012, “Greenbook” standard specifications for public works construction, 2009 edition (and any supplements).
SECOR, 2005, ARCO quarterly groundwater monitoring report, Facility No. 3006, 745 South santa Fe Avenue, Vista, Califoirnia, Project No. 08BP.U3006.05, dated March 30.
Seed, R.B., 2005, Evaluation and mitigation of soil liquefaction hazard “evaluation of field data and procedures for evaluating the risk of triggering (or inception) of liquefaction”, in Geotechnical earthquake engineering; short course, San Diego, California, April 8-9.
Sowers and Sowers, 1970, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New York.
State of California, Department of Transportation (Caltrans), 2012, Highway design manual of instructions, dated May 7.
_____, 2010, Caltrans, Standard specifications, May printing. _____, 2009, Guide for designing subgrade enhancement geotextiles, dated April 28. _____, 2003, Corrosion guidelines, version 1.0, Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Technology Branch, September.
State of California, 2012, California Code Of Regulations, CAL-OSHA Construction and Safety Orders, dated July 1.
_____, 1967, Department of Water Resources, Bulletin 106-2, Groundwater occurrence and quality: San Diego Region, Vol. II: plates, dated June. 12/09/2025
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Tan, S.S., and Giffen, D.G., 1995, Landslide hazards in the northern part of the San Diego Metropolitan area, San Diego County, California, Landslide hazard identification maps, Department of Conservation, Division of Mines and Geology, DMG Open File Report 95-04.
Tan, S.S. and Kennedy, M.P., 1996, Geologic maps of the northwestern part of San Diego County, California, DMG Open-File Report 96-02.
United States Department of Agriculture, 2012, Custom soil report for Paseo Santa Fe, Vista, http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm United States Geological Survey, 2012, 2008 Earthquake Hazards Program, 2008 interactive deaggregations (Beta), Earthquake Hazards Program; http://eqint.cr.usgs.gov/deaggint/2008/
_____, 2011, Seismic hazard curves and uniform hazard response spectra, NEHRP Option, Version 5.1.0, dated February 10.
_____, 2007, Working Group on California Earthquake Probabilities, 2008, The uniform California earthquake rupture forecast, version 2 (UCERF 2); U.S. Geological Survey Open-File Report 2007-1437, and California Geological Survey Special Report 203 [http://pubs.usgs.gov/of/2007/1437/].
Weber, F.H., 1982, Geologic map of north-central coastal area of San Diego County, California showing recent slope failures and pre-development landslides: California Department of Conservation, Division of Mines and Geology, OFR 82-12 LA.
Wire Reinforcement Institute, 1996, Design of slab-on-ground foundations, an update: a design, construction, and inspection aid for consulting engineers, TF 700-R-07 Update, dated March.
Wilson, K.L., 1972, Eocene and related geology of a portion of the San Luis Rey and Encinitas quadrangles, San Diego County, California: unpublished masters thesis, University of California, Riverside.
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APPENDIX B
BORING LOGS
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UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group
Symbols Typical Names CRITERIA
Coarse-Grained Soils
More than 50% retained on No. 200 sieve
Gravels
50% or more of
coarse fraction
retained on No. 4 sieve
Clean
Gravels
GW
Well-graded gravels and gravel-
sand mixtures, little or no fines Standard Penetration Test Penetration
Resistance N Relative
(blows/ft) Density
0 - 4 Very loose
4 - 10 Loose
10 - 30 Medium
30 - 50 Dense
> 50 Very dense
GP
Poorly graded gravels and
gravel-sand mixtures, little or no
fines
Gravel
with
GM Silty gravels gravel-sand-silt
mixtures
GC Clayey gravels, gravel-sand-clay
mixtures
Sands
more than 50% of
coarse fraction
passes No. 4 sieve
Clean
Sands
SW
Well-graded sands and gravelly
sands, little or no fines
SP Poorly graded sands and
gravelly sands, little or no fines
Sands
with
Fines
SM Silty sands, sand-silt mixtures
SC Clayey sands, sand-clay
mixtures
Fine-Grained Soils
50% or more passes No. 200 sieve
Silts and Clays
Liquid limit
50% or less
ML
Inorganic silts, very fine sands,
rock flour, silty or clayey fine
sands
Standard Penetration Test
Unconfined
Penetration Compressive
Resistance N Strength
(blows/ft) Consistency (tons/ft 2)
<2 Very Soft <0.25
2 - 4 Soft 0.25 - .050
4 - 8 Medium 0.50 - 1.00
8 - 15 Stiff 1.00 - 2.00
15 - 30 Very Stiff 2.00 - 4.00
>30 Hard >4.00
CL
Inorganic clays of low to
medium plasticity, gravelly clays,
sandy clays, silty clays, lean
clays
OL Organic silts and organic silty
clays of low plasticity
Silts and Clays
Liquid limit
greater than 50%
MH
Inorganic silts, micaceous or
diatomaceous fine sands or silts,
elastic silts
CH Inorganic clays of high plasticity,
fat clays
OH Organic clays of medium to high
plasticity
Highly Organic Soils PT Peat, mucic, and other highly
organic soils
3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve Unified Soil
Classification Cobbles
Gravel Sand Silt or Clay
coarse fine coarse medium fine
MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0 - 5 % C Core Sample Slightly Moist Below optimum moisture content for compaction few 5 - 10 % S SPT Sample Moist Near optimum moisture content little 10 - 25 % B Bulk Sample Very Moist Above optimum moisture content some 25 - 45 % – Groundwater Wet Visible free water; below water table Qp Pocket Penetrometer BASIC LOG FORMAT:
Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc.
EXAMPLE:
Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets.
File:Mgr: c;\SoilClassif.wpd PLATE B-1
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AC
SM
SC
SM
RX
12 20
38 32
50-6"
106.9
116.1
116.6
104.9
109.5
7.4 9.3
15.1 22.7
19.9 35.7
57.8 96.2
100
100
@ 0' ASPHALTIC CONCRETEl.
OLDER ALLUVIUM:
@ 0.33' SILTY SAND, dark brown, moist, loose; porous.
@ 5' As per 0.33', slightly porous.
@ 9' CLAYEY SAND, dark brown, wet, medium dense.
@ 10' CLAYEY SAND, dark olive brown, moist, medium dense. @ 14' Groundwater encountered.
WEATHERED GRANITIC BEDROCK:
@ 15' Breaking to SILTY fine SAND upon excavation, brown, saturated, medium dense.
GRANITIC BEDROCK:
@ 19' Breaking to SAND upon excavation, gray brown, saturated, dense.
Total Depth = 19½'
Groundwater Encountered @ 14-19'
Groundwater Elevation = 319' MSL
Backfilled 10-4-2012
Moisture (%)
1 10-4-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-2
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-1
W.O.
GeoSoils, Inc.
Approx. Elevation: 333' MSL
12/09/2025
C12
503 of 619
AC
SM
SC
SM
SP
14 11
11 20
113.1
111.4
111.0
113.2
11.3 6.1
11.9 17.8
64.4 33.3
64.1 100
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 0.66' SILTY SAND, brown, dry, medium dense.
OLDER ALLUVIUM:
@ 3½' CLAYEY SAND, dark brown, moist, loose.
@ 5' As per 3½'.
@ 10' Becomes SILTY SAND, brown, moist, loose.
@ 15' As per 10'.
@ 19' Groundwater encountered.
@ 20' SAND with rounded gravels, brown, saturated, medium dense; practical refusal on cobbles.
Total Depth = 21'
Groundwater Encountered @ 19-20'
Groundwater Elevation = 309' MSL
Backfilled 10-4-2012
Moisture (%)
1 10-4-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-3
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-2
W.O.
GeoSoils, Inc.
Approx. Elevation: 328' MSL
12/09/2025
C12
504 of 619
AC
SM
SC
SM
34 31
117.4
107.5
14.5 20.1
92.3 98.4
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 1.08' SILTY SAND, brown, slightly moist, medium dense.
OLDER ALLUVIUM:
@1.8' CLAYEY SAND, strong brown, wet, medium dense.
@ 10' As per 5'.
WEATHERED GRANITIC BEDROCK:
@ 10½' Breaking to SILTY fine SAND upon excavation, olive brown, dry, dense.
Total Depth = 11'
No Groundwater Encountered
Backfilled 10-4-2012
Moisture (%)
1 10-4-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-4
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-3
W.O.
GeoSoils, Inc.
Approx. Elevation: 330' MSL
12/09/2025
C12
505 of 619
AC
SM
CL
SP
SC
SM
29 34
39 115.2
101.5
107.7
7.6 23.7
8.1 46.3
99.6 39.9
@ 0' ASPHALTIC CONCRETE
ROAD BASE:
@ 0.33' SILTY SAND, brown, dry, medium dense.
OLDER ALLUVIUM:
@ 0.67' SANDY CLAY, strong brown, moist, medium dense/loose. @ 5' As per 8".
@ 5½' SAND with SILT, brown, slightly moist, medium dense. @ 10' CLAYEY SAND, mottled brown and olive brown, wet, medium dense to dense.
@ 15' SILTY SAND, brown, slightly moist, medium dense to dense; medium to coarse grained.
Total Depth = 16'
No Groundwater Encountered
Backfilled 10-4-2012
Moisture (%)
1 10-4-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-5
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-4
W.O.
GeoSoils, Inc.
Approx. Elevation: 331' MSL
12/09/2025
C12
506 of 619
AC
SM
SM
CL
SM
RX
46 22
50-7"
110.4
109.4
110.4
16.3 16.7
13.5 86.6
86.7 71.5
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 1.08' SILTY SAND, gray brown, slightly moist, dense.
OLDER ALLUVIUM:
@ 2.08' SILTY SAND, strong brown, moist, loose to medium dense. @ 3' SANDY CLAY, brown, moist, stiff.
@ 10' SANDY CLAY to CLAYEY SAND, brown, moist, medium dense.
GRANITIC ROCK:
@ 10½' Breaking to SILTY fine SAND upon excavation, medium gray, slightly moist, dense.
@ 14' Groundwater encountered.
GRANITIC BEDROCK:
@ 15' Breaks to SAND upon excavation, gray brown, slightly moist, dense.
Total Depth = 15.6'
Groundwater Encountered @ 14-15'
Groundwater Elevation = 317' MSL
Backfilled 10-4-2012
Moisture (%)
1 10-4-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-6
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-5
W.O.
GeoSoils, Inc.
Approx. Elevation: 331' MSL
12/09/2025
C12
507 of 619
AC
SM
SM
SC
14 29
113.9
111.4
10.7 17.9
62.9 98
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 1' SILTY SAND, dark gray brown, slightly moist, medium dense.
OLDER ALLUVIUM:
@ 2½' SILTY SAND, brown, moist, loose to medium dense.
@ 10' CLAYEY SAND, mottled brown and gray brown, wet, medium dense.
Total Depth = 11'
No Groundwater Encountered
Backfilled 10-4-2012
Moisture (%)
1 10-4-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-7
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-6
W.O.
GeoSoils, Inc.
Approx. Elevation: 334' MSL
12/09/2025
C12
508 of 619
AC
SC
GP
19 11
116.7
113.4
13.7 13.6
80.6 78.6
@ 0' ASPHALTIC CONCRETE.
FILL:
@ 0.41' CLAYEY SAND, brown, moist, loose.
@ 3' As per 0.41'.
@ 5' As per 3'.
@ 8½' Open-graded GRAVEL, gray, slightly moist, medium dense.
Hole Terminated 9½'
Total Depth = 9½'
No Groundwater Encountered
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-8
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-7
W.O.
GeoSoils, Inc.
Approx. Elevation: 331' MSL
12/09/2025
C12
509 of 619
AC
SC
PCC
@ 0' ASPHALTIC CONCRETE.
FILL:
@ 0.41' CLAYEY SAND, brown, moist, loose.
@ 2' Concrete (slab?), hole terminated.
Practical Refusal on Concrete
Total Depth = 2'
No Groundwater Encountered
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-9
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-8
W.O.
GeoSoils, Inc.
Approx. Elevation: 331' MSL
12/09/2025
C12
510 of 619
AC
SM
SM
RX
50-5" 113.6 4.4 25.7
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 0.5' SILTY SAND, brown, slightly moist, medium dense.
FILL:
@ 1' SILTY SAND, brown, dry, medium dense.
GRANITIC BEDROCK:
@ 2' GRANITIC ROCK breaking to SILTY SAND upon excavation, yellowish brown, slightly moist, dense.
Total Depth = 5½'
No Groundwater Encountered
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-10
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-9
W.O.
GeoSoils, Inc.
Approx. Elevation: 349' MSL
12/09/2025
C12
511 of 619
AC
SM
PCC
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 0.5' SILTY SAND with some gravel, brown, dry, medium dense. @ 1.17' CONCRETE SLAB
Drilling Terminated at 1.2 feet due to presence of slab.
Total Depth = 1.2'
No Groundwater Encountered
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-11
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-10a
W.O.
GeoSoils, Inc.
Approx. Elevation: 344' MSL
12/09/2025
C12
512 of 619
AC
PCC
SM
CL
RX
11 52
50-6"
107.5
113.0
No Recovery
8.5 12.7
42.0 72.4
@ 0' ASPHALTIC CONCRETE.
@ 1' CONCRETE SLAB.
OLDER ALLUVIUM:
@ 1.33' SILTY SAND, brown, moist, loose.
@ 3' as per 1.33'.
@ 5' As per 3', slightly porous.
HIGHLY WEATHERED BEDROCK:
@ 5½' SANDY CLAY with inclusions of disintegrated granite. Clay is olive brown, moist, very stiff.
GRANITIC BEDROCK:
@ 9' Breaks to SILTY SAND and GRAVEL upon excavation, yellowish brown, dry, very dense.
Total Depth = 9½'
No Groundwater Encountered
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-12
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-10b
W.O.
GeoSoils, Inc.
Approx. Elevation: 344' MSL
12/09/2025
C12
513 of 619
AC
PCC
SM
CL
SC
5 29
15 101.3
113.8
112.6
10.7 12.7
18.3 44.7
72.4 100
@ 0' ASPHALTIC CONCRETE.
@ 0.75' CONCRETE SLAB.
OLDER ALLUVIUM:
@ 1.08' SILTY SAND, dark brown, moist, loose.
@ 5' Becomes SANDY CLAY, dark brown and brown, moist to wet, stiff.
@ 9½' Groundwater encountered.
HIGHLY WEATHERED GRANITIC BEDROCK:
@ 10' CLAYEY SAND, olive brown, saturated, medium dense.
Total Depth = 11'
Groundwater Encountered @ 9½-10'
Groundwater Elevation = 331 feet MSL
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-13
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-11
W.O.
GeoSoils, Inc.
Approx. Elevation: 340.5' MSL
12/09/2025
C12
514 of 619
AC
SM
SM
CL
SC
11 27
29 116.9
119.1
104.2
12.0 12.4
23.3 76.8
84.3 100
@ 0' ASPHALTIC CONCRETE.
ROAD BASE:
@ 1.08' SILTY SAND with GRAVEL, brown, dry, medium dense.
OLDER ALLUVIUM:
@ 2.08' SILTY SAND with CLAY, brown, moist, loose.
@ 5' As per 2.08'.
@ 10' As per 5'.
@ 10½' SANDY CLAY, strong brown, wet, stiff.
@ 13' Groundwater encountered.
WEATHERED GRANITIC BEDROCK:
@ 15' CLAYEY SAND, mottled olive brown and brown, saturated, medium dense; relict granitic texture.
Total Depth = 16'
Groundwater Encountered @ 13-15'
Groundwater Elevation = 324.5 feet MSL
Backfilled 10-5-2012
Moisture (%)
1 10-5-12
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 Sample
GeoSoils, Inc.
Blows/ft.
USCS Symbol
Bulk
Hollow Stem Auger
SHEET OF1
B-14
BUCCOLA/VISTA
Groundwater
Undisturbed, Ring Sample
LOGGED BY: RGC
BORING
Description of Material
Standard Penetration Test
6366-A-SC 6366-A-SC
Saturation (%)
PROJECT:
BORING LOG
Undisturbed
Depth (ft.)
Dry Unit Wt. (pcf)
SAMPLE METHOD:
Paseo Santa Fe, Vista
PlatePaseo Santa Fe, Vista
DATE EXCAVATED
B-12
W.O.
GeoSoils, Inc.
Approx. Elevation: 337.5' MSL
12/09/2025
C12
515 of 619
GeoSoils, Inc.
APPENDIX C
SEISMIC DATA
12/09/2025
C12
516 of 619
12/09/2025
C12
517 of 619
12/09/2025
C12
518 of 619
12/09/2025
C12
519 of 619
12/09/2025
C12
520 of 619
12/09/2025
C12
521 of 619
12/09/2025
C12
522 of 619
12/09/2025
C12
523 of 619
12/09/2025
C12
524 of 619
12/09/2025
C12
525 of 619
12/09/2025
C12
526 of 619
12/09/2025
C12
527 of 619
12/09/2025
C12
528 of 619
12/09/2025
C12
529 of 619
12/09/2025
C12
530 of 619
12/09/2025
C12
531 of 619
12/09/2025
C12
532 of 619
12/09/2025
C12
533 of 619
12/09/2025
C12
534 of 619
W.O. 6366-A-SC
PLATE C-19
12/09/2025
C12
535 of 619
W.O. 6366-A-SC
PLATE C-20
12/09/2025
C12
536 of 619
GeoSoils, Inc.
APPENDIX D
LABORATORY DATA
12/09/2025
C12
537 of 619
0 10
20 30
40 50
60 0 20 40 60 80 100
PI Fines
ATTERBERG LIMITS' RESULTS
B- 1
B- 2
B- 3
B- 4
B- 5
B- 7
B-10B
B-11
0.0 10.0
2.0 1.0
2.0 2.0
2.0 1.0
22 26
32 36
19 32
NP
24 18
16 15
15 16
15 NP
18 4
10 17
21 3
17 NP
6 26
37 51
52 CL-ML
USCS CLASSIFICATION
LIQUID LIMIT
PLASTICITY INDEX
Sample Depth/El. LL PL
SILTY, CLAYEY SAND(SC-SM)
CLAYEY SAND(SC)
SANDY LEAN CLAY(CL)
SANDY LEAN CLAY(CL)
Silty Sand
Clayey Sand
Silty Sand
Silty Sand
ML MH
CL CH
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 1
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_ATTERBERG_LIMITS 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
538 of 619
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
0.0010.010.1110100
6 Sample
B- 1
B- 2
B- 2
19 19
4.75 18
16 4.07
coarse
Depth D60D100
10 0.005
20060
0.484
0.445
0.251
0.1 0.091
0.044
14 404
2.2 3.2
0.0 71.6
69.7 63.1
16.3 21.5
27.1 9.9
15.3 Cu
%GravelD10 %Clay
Range
SILTY, CLAYEY SAND(SC-SM)
Silty Sand
CLAYEY SAND(SC)
Visual Classification/USCS CLASSIFICATION
medium
3/8
%Sand
4 10
2 16
GRAIN SIZE DISTRIBUTION
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND
Sample
PI Cc
100 1403
%Silt
501.5
fine
22 26
B- 1
B- 2
B- 2
D30
20 30
Depth LL PL
SILT OR CLAY
PERCENT FINER BY WEIGHT
0.0 1.0
10.0 3/4 1/2
coarse
94.96 U.S. SIEVE NUMBERS
fine
3 0-5
10-15
0.0 1.0
10.0 HYDROMETERU.S. SIEVE OPENING IN INCHES
41 6 8
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 2
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_GRAIN_SIZE 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
539 of 619
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
0.0010.010.1110100
6 Sample
B- 3
B- 4
B- 5
4.75 9.5
25 15
15 coarse
Depth D60D100
10 20060
0.14 0.12
0.824
0.007
0.007
0.154
14 404
0.0 0.4
11.8 48.7
47.5 65.2
23.7 23.4
22.9 27.6
28.6 Cu
%GravelD10 %Clay
Range
SANDY LEAN CLAY(CL)
SANDY LEAN CLAY(CL)
Silty Sand
Visual Classification/USCS CLASSIFICATION
medium
3/8
%Sand
17 21
2 16
GRAIN SIZE DISTRIBUTION
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND
Sample
PI Cc
100 1403
%Silt
501.5
fine
32 36
B- 3
B- 4
B- 5
D30
20 30
Depth LL PL
SILT OR CLAY
PERCENT FINER BY WEIGHT
2.0 1.0
1.0 3/4 1/2
coarse
U.S. SIEVE NUMBERS
fine
3 2-6
1-5.5
2.0 1.0
1.0 HYDROMETERU.S. SIEVE OPENING IN INCHES
41 6 8
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 3
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_GRAIN_SIZE 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
540 of 619
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
0.0010.010.1110100
6 Sample
B- 9 19
coarse
Depth D60D100
10 20060
1.188 0.272
14 404
10.9 73.2 15.8
Cu
%GravelD10 %Clay
Range
Silty Sand
Visual Classification/USCS CLASSIFICATION
medium
3/8
%Sand
2 16
GRAIN SIZE DISTRIBUTION
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND
Sample
PI Cc
100 1403
%Silt
501.5
fine
B- 9
D30
20 30
Depth LL PL
SILT OR CLAY
PERCENT FINER BY WEIGHT
0.5 3/4 1/2
coarse
U.S. SIEVE NUMBERS
fine
3 0.5
HYDROMETERU.S. SIEVE OPENING IN INCHES
41 6 8
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 4
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_GRAIN_SIZE 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
541 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
0-5 31
32 122.9
122.9
SILTY, CLAYEY
SAND(SC-SM)
DIRECT SHEAR TEST
Sample
Remolded
Remolded
0.0 0.0
Range
B- 1
B- 1
Classification MC%
NORMAL PRESSURE, psf
7.0 7.0
Note: Sample Innundated Prior To Test
c
126
78 SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 5
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
542 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
33 32
115.8
115.8
Silty Sand
DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed
5.0 5.0
Range
B- 4
B- 4
Classification MC%
NORMAL PRESSURE, psf
7.6 7.6
Note: Sample Innundated Prior To Test
c
260
91 SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 6
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
543 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
2-4 29
30 117.9
117.9
Clayey Sand
DIRECT SHEAR TEST
Sample
Remolded
Remolded
2.0 2.0
Range
B- 7
B- 7
Classification MC%
NORMAL PRESSURE, psf
9.5 9.5
Note: Sample Innundated Prior To Test
c
289
233
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 7
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
544 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
38 39
112.4
112.4
Silty Sand
DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed
5.0 5.0
Range
B- 9
B- 9
Classification MC%
NORMAL PRESSURE, psf
4.4 4.4
Note: Sample Innundated Prior To Test
c
191
116
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 8
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
545 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
32 32
108.5
108.5
Silty Sand
DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed
3.0 3.0
Range
B-10B
B-10B
Classification MC%
NORMAL PRESSURE, psf
8.5 8.5
Note: Sample Innundated Prior To Test
c
95 110
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 9
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
546 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
26 26
99.8 99.8
Silty Sand
DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed
3.0 3.0
Range
B-11
B-11
Classification MC%
NORMAL PRESSURE, psf
10.7 10.7
Note: Sample Innundated Prior To Test
c
147
134
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 10
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
547 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
0-5 31
32 122.9
122.9
SILTY, CLAYEY
SAND(SC-SM)
DIRECT SHEAR TEST
Sample
Remolded
Remolded
0.0 0.0
Range
B- 1
B- 1
Classification MC%
NORMAL PRESSURE, psf
7.0 7.0
Note: Sample Innundated Prior To Test
c
126
78 SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 11
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
548 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
33 32
115.8
115.8
Silty Sand
DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed
5.0 5.0
Range
B- 4
B- 4
Classification MC%
NORMAL PRESSURE, psf
7.6 7.6
Note: Sample Innundated Prior To Test
c
260
91 SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 12
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
549 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000
Depth/El. Sample TypePrimary/Residual
2-4 29
30 117.9
117.9
Clayey Sand