DEPARTMENT OF WATER RESOURCES URBAN COMMUNITY DROUGHT RELIEF WATER STORAGE TANKS REPLACEMENT PROJECT

DWR Water Storage Tanks Replacement Project REQUEST FOR PROPOSAL TO PROVIDE: PROFESSIONAL DESIGN SERVICES TO THE SAN LORENZO VALLEY WATER DISTRICT PROJECT TITLE: DEPARTMENT OF WATER RESOURCES URBAN COMMUNITY DROUGHT RELIEF WATER STORAGE TANKS REPLACEMENT PROJECT RESPONSE DUE BEFORE 3:00 P.M. ON May 3, 2024 San Lorenzo Valley Water District 13060 Highway 9 Boulder Creek, CA 95006 (831) 338-2153 DWR Water Storage Tanks Replacement Project I. INTRODUCTION The Department of Water Resources Urban Community Drought Relief (DWR) Water Storage Tanks Replacement Project includes the design of five tank sites to replace existing tanks and design of a new pump station at one of the tank sites for the San Lorenzo Valley Water District (SLVWD) system. The District’s intent is to enter into a single design agreement to an engineering firm qualified to prepare the required design plans, details, and specifications; for construction of the project to be bid as three separate packages. II. GENERAL

INFORMATION San Lorenzo Valley Water District is a water supplier established in 1941 and serves several communities within the 136 square-mile San Lorenzo River watershed. The District owns, operates, and maintains two permitted water systems. Each service area provides supplies from separate water sources. The North/South Service Area includes the unincorporated communities of Boulder Creek, Brookdale, Ben Lomond, Manana Woods, and Lompico, as well as both incorporated and unincorporated portions of Scotts Valley. The Felton Service Area was acquired by the District from California American Water in September 2008 and includes the town of Felton and adjacent unincorporated areas. The District’s legal boundaries encompass approximately 62 square miles. Land uses include timber, State and regional parks, water supply watersheds, rural residential, low-density urban residential, commercial, quarries, agriculture, and other open space. Within these boundaries, the District’s two service areas have a combined area of approximately 29 square miles, made up of the North Service Area (26.7 square miles) and the Felton Service Area (2.2 square miles). The District relies on both surface water and groundwater resources, including nine currently active stream diversions, one groundwater spring, and eight active groundwater wells. These sources are derived solely from rainfall within the San Lorenzo River watershed. The scale and complexity of SLVWD’s water distribution system reflect the San Lorenzo Valley’s rugged topography, dispersed pattern of development, and widely distributed raw water sources. The District’s two systems have limited above-ground storage capacity equal to a few days’ average use and rely on groundwater for seasonal and year-to-year storage. The District produces and treats water based on relatively immediate water demand. DWR Water Storage Tanks Replacement Project III. PROJECT SCOPE OF SERVICES A. Project Description The District proposes to construct five new potable water storage tanks with usable 120,000- gallon water storage to replace existing tanks that are undersized, leaking and extremely vulnerable to wildfire at five District sites. The Consultant shall evaluate each site to determine if the increased tank capacity is feasible, and shall coordinate any change in proposed tank volume with the District. The project will generally include design of site improvements for construction of the new tank, design of a new SCADA system to integrate with the existing District SCADA system, design of a new pump station and all required piping and appurtenances necessary to connect proposed facilities to the existing District facilities. The District anticipates the prefabricated tank design will be provided by the tank manufacturer as a deferred submittal by the Contractor meeting the design requirements specified in the contract documents. The scope of tank design generally includes: tank dimensional sizing, to include seismic analysis and slosh volume; geotechnical analysis of tank sites; foundation or footing design; tank design requirements, to include access, venting, and mixing system design; yard piping and valving design; tank site layout; stormwater and erosion control design, both temporary for construction and permanent infrastructure. The scope of pump station design will be predicated on tank site elevations. At a minimum, the scope shall include analysis of required pump specifications; design of fire-hardened pump station; foundation or footing design; associated piping; vaults; valving; SCADA and electrical power connections. Since the pump station is not financed with the DWR grant the costs for the design and construction of the pump station will need to be tracked separately for the project. All tanks, pumps, distribution mains, transmission mains, and services shall be designed in accordance with CA-DDW Waterworks Standards. All materials, appurtenances, installation and testing procedures shall comply with ASTM and/or AWWA standards, as well as the SLVWD’s water system construction standards. All designed work to be in conformance with District, County, State, and AWWA requirements. Table 1 Tank Replacement Sites Name Existing Tanks Location Echo Tank Three 25,000 Gallon Redwood Boulder Creek Redwood Park Tank Two 10,000 Gallon Redwood (Swim Tanks) Ben Lomond Felton Heights Tank One 10,000 Gallon Redwood Felton Highland Tank One 60,000 Gallon Redwood Boulder Creek South Tank Four 10,000 Gallon Temporary Polyethylene Brookdale The project includes design of tank sites in five distinct areas, as follows: DWR Water Storage Tanks Replacement Project 1. Echo Tank: Consultant shall provide site survey and geotechnical investigation for the proposed tank at the existing tank site. The District will provide poly tanks at the site for use as temporary tanks during the construction phase of the project. Consultant shall provide design for usable 120,000-gallon water storage tank, tank site improvements, temporary tank plan and demolition of the old facilities. See Attachment A for the Echo Tank documents. 2. Redwood Park Tank: District has recently completed a pipeline improvement project for the proposed tank site at a newly acquired District property. The District operates two 10,000-gallon redwood tanks and a pump station at a separate site (Swim Tanks) that will be replaced by the project. The two existing tanks and existing pump station shall remain in service during the construction phase of the project. After the new tank and pump station are operational, the old tanks and pump station will be removed from the system. Consultant shall provide design for usable 120,000-gallon bolted steel water storage tank, new pump station, tank site improvements and demolition of the old facilities. The District has completed a geotechnical investigation for the proposed tank site that is included in the appendix. The District completed a site survey prior to the pipeline project and will provide contractor redlined as-builts of the newly constructed pipelines. Consultant shall provide new site survey. The District completed its CEQA analysis for this tank site and filed an initial study – mitigated negative declaration. See Attachment B for the Redwood Park Tank documents. 3. Felton Heights (Lost Acre Drive) Tank: District has completed a site survey and is in process of completing the geotechnical investigation for the new tank site at the end of Lost Acres Drive. Following the conclusions from geotechnical investigation that the proposed site is suitable for the improvements, the District will purchase the land or acquire an easement from the current land owner for the proposed tank site. Consultant shall provide design required to construct usable 120,000-gallon bolted steel water storage tank, tank site improvements and demolition of the old facilities. See Attachment C for the Felton Heights Tank documents. 4. Highland Tank: Consultant shall provide site survey and geotechnical investigation for the proposed tank at the existing tank site. Consultant shall provide design required to construct usable 120,000-gallon bolted steel water storage tank, tank site improvements, temporary tank plan and demolition of the old facilities. See Attachment D for the Highland Tank documents. 5. South Tank: Consultant shall provide site survey and geotechnical investigation for the proposed tank at the existing tank site. Consultant shall provide design required to construct usable 120,000-gallon bolted steel water storage tank, tank site improvements, temporary tank plan and demolition of the old facilities. See Attachment E for the South Tank documents. DWR Water Storage Tanks Replacement Project B. Preliminary Design Phase 1. Consult with District staff to determine preferred design choices, construction types, and materials to be used in design of the new tanks; 2. Prepare preliminary design phase documents consisting of final design criteria, preliminary drawings, outline specifications and a preliminary cost estimate; 3. Provide preliminary schedule identifying delivery dates for all preliminary deliverables identified in 2, above, and 5, below; 4. Provide necessary field surveys, topographic and utility mapping for design purposes. Utility mapping will be based upon information obtained by consultant from utility owners and field locates; and 5. Provide geotechnical investigation, where required, showing site is suitable for the proposed improvements from a geotechnical perspective; 6. Furnish a PDF of the preliminary design phase documents and any other deliverables to District and review them with District, provide hard copy of documentation if required by District. C. Final Design Phase 1. Prepare final drawings, specifications and engineer’s estimate indicating the scope, extent, and character of the Work to be performed and furnished by Contractor. Pothole existing utilities at critical crossing and connection points. 2. As an agent of the District, obtain permits from or approvals of Santa Cruz County Public Works and any other governmental authorities having jurisdiction to review or approve the final design of the project, assist District in consultations with such authorities, and revise the drawings and specifications in response to directives from such authorities. 3. Prepare and furnish bidding documents for review by the District, its legal counsel, and regulatory agencies. Assist District in the preparation of other related documents. 4. Revise the bidding documents in accordance with comments and instructions from District staff, as appropriate, and submit a PDF of the completed documents, and electronic copies of all documents in their native format (Word, AutoCAD, etc.) D. Bidding Phase 1. Assist District in advertising for and obtaining bids for the work and, where applicable, maintain a record of prospective bidders to whom bidding documents have been issued. Attend pre-bid conferences. 2. Prepare addenda as necessary to clarify, correct or change the bidding documents. 3. Provide information or assistance needed by District in the course of any negotiations with prospective contractors. DWR Water Storage Tanks Replacement Project 4. Consult with District as to the acceptability of subcontractors, suppliers, and other individuals and entities proposed by prospective contractors for those portions of the work as to which such acceptability is required by the bidding documents. 5. Determine the acceptability of substitute materials and equipment proposed during the bidding or negotiating phase when substitution prior to the award of contracts is allowed by the bidding documents. 6. Assist District in evaluating bids and in assembling and awarding contracts for the Work. E. Construction Phase 1. Issue necessary clarifications and interpretations of the contract documents as appropriate for the orderly completion of contractor’s work. Such clarifications and interpretations will be consistent with the intent of and reasonably inferable from the contract documents. 2. Review and approve or take other appropriate action with respect to shop drawings and samples and other data which contractor is required to submit, but only for conformance with the information given in the contract documents and compatibility with the design concept of the completed project as a functioning whole as indicated by the contract documents. Such reviews and approvals or other action will not extend to means, methods, techniques, sequences, or procedures of construction or to safety precautions and programs incident thereto. Engineer shall meet any contractor’s submittal schedule that engineer has accepted. 3. Evaluate and determine the acceptability of substitute or “or- equal” materials and equipment proposed by contractor. IV. PROJECT MANAGEMENT AND INFORMATION COLLECTION 1. Consultant shall provide internal project management. Consultant shall assume at least one meeting with District Staff each month during the design portion of the project and additional meetings to review project status at key milestones. Meetings will be held at the District’s main office, or at the various job sites if that becomes advisable. 2. Consultant shall provide internal quality control and quality assurance procedures. 3. The District intends to publish a request for bids for construction of the Echo Tank Replacement and Redwood Park Tank Replacement identified in this RFP not later than September 4, 2024. Consultant shall propose a project schedule that accommodates this requirement. 4. The District intends to publish a request for bids for construction of the Felton Heights Tank Replacement identified in this RFP not later than November 6, 2024. Consultant shall propose a project schedule that accommodates this requirement. DWR Water Storage Tanks Replacement Project 5. The District intends to publish a request for bids for construction of the Highland Tank Replacement and South Tank Replacement identified in this RFP not later than January 15, 2025. Consultant shall propose a project schedule that accommodates this requirement. V. PROPOSAL REQUIREMENTS The Proposal shall not exceed 40, 8.5” x 11” single-sided pages excluding resumes, cover letter, dividers, front and back covers. 11” x 17” pages are allowed and will count as two pages. The Proposal must use a font size of 11 or larger and be bound into a single document with the exception of the separately bound fee table. The Responses to this RFP shall be in the following order and shall include: 1. Cover Letter (2 page maximum): Include a dated cover letter indicating the firms understanding of and interest in the project and summarizing the key components addressed within the Proposal. This document shall be legally binding by a person authorized to represent the firm. Please include name, address, telephone number, email and title for each of these persons. 2. Project Description and Approach (16 page maximum) i. Explain the objective of the project, as you understand them, and how you propose to accomplish the recognized goals. ii. Describe, in the important aspects of the approach that your firm will take for the services and deliverables to be provided. 3. Identification of Prime Consultant (2 page maximum) i. Legal name and address of the company. ii. Legal form of company (partnership, corporation). iii. If company is wholly owned subsidiary of a "parent company," identify the "parent company." iv. Name, title, address and telephone number of person to contact concerning the Response Submittal. v. Project team and the discipline/job title of each team member. vi. Provide a general description of your firm’s background and project qualifications, including years of business, any past bankruptcy filings, and identify any contract or subcontract by the firm which has been terminated, in default, or had claims made against it that resulted in litigation or arbitration in the last five years. 4. Identification of Sub Consultants, if any (1 page per sub-consultant maximum) i. Legal name and address of the company. DWR Water Storage Tanks Replacement Project ii. Name, title, address and telephone number of prime contact. iii. Number of staff and the discipline/job title of each. iv. Provide a general description of subconsultant’s background and project. qualifications, including years of business, any past bankruptcy filings, and identify any agreement or contract by the firm which has been terminated, in default, or had claims made against it that resulted in litigation or arbitration in the last five years. 5. Project Organization and Experience of the Project Team (6 page maximum, not including resumes) i. Describe proposed project organization, including identification and responsibilities of key personnel, including sub-consultants. Include only one-page resumes. ii. Describe the experience of the Project Manager and the experience that the proposed personnel have working on past projects as a team. iii. Describe project management approach to the work effort, locations where work will be done, responsibilities for coordination with the District, lines of communication necessary to maintain design on schedule. iv. Describe the firm’s capacity to perform the work within the time limitations, considering the firm’s current and planned workload and the firm’s current and planned work force. v. Include a statement on what makes your firm uniquely qualified. 6. Experience and Past Performance, Including Cost and Schedule Control (4 page max) i. Include a summary of the past experience and performance of the Engineer of Record on similar projects. Include the following information: 1. Owner, contact name and phone number 2. Project size and description 3. Project budget and total dollar value of completed project 4. Budgeted project schedule and total time to completion 5. Estimated construction costs and actual construction costs ii. Describe the firm’s past experience and performance on similar projects. Include the information listed above. 7. Exceptions to this RFP The Consultant shall certify that it has fully read the RFP and if the Consultant does take exception(s) to any portion of the RFP, the specific portion of the RFP to which exception is taken shall be identified and explained. DWR Water Storage Tanks Replacement Project 8. Contractual Scope of Services i. The Consultant shall provide a detailed scope of services to be provided. This should be responsive to the requested scope of services with additional detail as necessary. ii. Prepare a detailed schedule showing all facets of work that will meet the District’s objectives and goals in a timely manner. iii. Both the Scope and Schedule are anticipated to become attachments to the Agreement between the Consultant and the District. 9. Insurance Please see attached example agreement with terms and insurance requirements. i. Without limiting Contractor’s indemnification of District, and prior to commencing any Services required under this Agreement, Consultant shall purchase and maintain in full force and effect, at its sole cost and expense, insurance policies with at least the indicated coverages, provisions and endorsements indicated in Attachment F: Example Professional Services Agreement: ii. Prior to commencement of any services under this Agreement, Consultant, shall, at its sole cost and expense, purchase and maintain not less than the minimum insurance coverage with endorsements and deductibles indicated in the Attachment F: Example Professional Services Agreement. iii. The Consultant and its subconsultants are required to name the State, its officers, agents and employees as additional insured on their liability insurance for activities undertaken pursuant to this Agreement. iv. Consultant shall file with District all certificates for required insurance policies for District’s approval as to adequacy of insurance protection. 10. Total Professional Fee and Fee Schedules i. Proposed fee shall be organized with appropriate breakdown into subtasks. ii. Proposed fee shall include an estimated timeline (Gantt Chart Format) for completion of each task and subtask. iii. Proposed fee shall include the hourly rates of all staff that will charge directly to the project for project duration. VI. CONSULTANT SELECTION The District will review and evaluate each submittal to determine if it meets the requirements for the service described herein. Failure to meet the requirements of this RFP will be cause for eliminating the applicant from further consideration. Based on the District’s evaluation, the DWR Water Storage Tanks Replacement Project firms that meet the requirements of this RFP will be ranked. The following weighted criteria will be used to evaluate the Proposals provided in response to this request: a. 25% Understanding and approach to the work to be done b. 20% Experience of firm with similar types of work c. 20% Quality of staff assigned to project d. 15% Past performance, including cost and schedule control e. 10% Proposed fee f. 10% Firm’s local experience VII. SELECTION PROCESS It is anticipated that the District will enter into an agreement with the highest-ranking firm. However, the District reserves the right to consider other factors such as overall cost and may select any qualified applicant, regardless of the assigned rank. The District will enter into negotiations with the selected firm. If the District is not able to negotiate an agreement that is fair and reasonable in the District’s sole discretion, it reserves the right to select an alternate firm. At this time, the District contemplates the use of a Time and Materials with a Not-to- Exceed Total type agreement for the services requested. Negotiations will cover: scope of work, agreement terms and conditions, office arrangements, attendance requirements and the proposed fee schedule. VIII. SELECTION SCHEDULE The District anticipates that the process for selection of firms and approval of agreements will be according to the following tentative schedule: Proposal Due Date May 3, 2024 Proposal Review May 6 to 10, 2024 Interview (If necessary) May 13 to 17, 2024 Consultant Selection May 24, 2024 Board of Directors Approval June 6, 2024 IX. SPECIAL CONDITIONS / ATTACHMENTS The following documents are intended to provide additional background and are available on the District website: 1. Attachment A: Echo Tank Documents (A-1); and 2. Attachment B: Redwood Park Tank Documents (B-1 through B6); and 3. Attachment C: Felton Heights Tank Documents (C-1 through C-3); and 4. Attachment D: Highland Tank Documents (D-1 through D-3); and 5. Attachment E: South Tank Documents (E-1 through E-3); and 6. Attachment F: Example Professional Services Agreement (F-1) DWR Water Storage Tanks Replacement Project X. DISTRICT CONTACT Questions regarding this RFP should be submitted to the District’s Engineering Manager, Garrett Roffe, via email at GRoffe@slvwd.com by 5pm on April 24, 2024. XI. SUBMITTAL REQUIREMENTS 1. One (1) electronic copy (PDF) of the executed original shall be submitted. Emailed proposals are preferred; CD, DVD, and/or USB Drive (“thumb drive”) submittals are also acceptable. The proposal shall be signed by an individual, partner, officer or officers authorized to execute legal documents on behalf of the Firm. 2. Proposals must be received no later than 3:00 p.m. local time, on or before May 3, 2024 via email to GRoffe@SLVWD.com or at the office of: San Lorenzo Valley Water District 13060 Highway 9 Boulder Creek, CA 95006 Attn: Engineering Manager (Water Storage Tanks Replacement Project) Failure to comply with the requirements of this RFP may result in disqualification. mailto:GRoffe@slvwd.com mailto:GRoffe@SLVWD.com DWR Water Storage Tanks Replacement Project Attachment A ECHO TANK DOCUMENTS A-1: Santa Cruz County Assessor’s Parcel Map R R TAX EURU SES SLY THE ASSESSOR MAKES NO GUARANTEE AS TO MAP ACCURACY NOR ASSUMES ANY LIABILITY FOR OTHER USES. NOT TO BE REPRODUCED. ALL RIGHTS RESERVED. COPYRIGHT SANTA CRUZ COUNTY ASSESSOR 2000 80 0 V Tax Area Code 90103 U7- 11POR, N. 1/ 4 SEC. 36) T, 8S,, R. 3W,, M. D, B. & M. 31 8%6%99 1 1L - Assessor' s Map No, 87- 11 County of Santa Cruz, Calif Note - Assessor' s Parcel & Block Feb, 2000 Numbers Shown in Circles, GarrettRoffe Callout ECHO TANK DISTRICT PARCEL 087-111-17 DWR Water Storage Tanks Replacement Project Attachment B Redwood Park Tank Documents B-1: 2021 Topographic Survey B-2: 2019 Geotechnical Investigation B-3: 2022 Redwood Park Pipeline Plans B-4: Redwood Park Pipeline Contractor Redlined As-Builts B-5: Redwood Park Tank Project Final Initial Study – Mitigated Negative Declaration B-6: Redwood Park Tank Project Mitigation Monitoring and Reporting Program Te l 8 31 .4 26 .7 94 1 F ax 8 31 .4 26 .6 26 6 53 00 S oq ue l A ve nu e, S ui te 1 01 , Sa nt a C ru z, C A 9 50 62 AutoCAD SHX Text WM AutoCAD SHX Text EXPOSED WATER LINE AutoCAD SHX Text WM AutoCAD SHX Text AC BERM AutoCAD SHX Text AC BERM AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text CURB AutoCAD SHX Text WM AutoCAD SHX Text BLOCK WALL AutoCAD SHX Text WM AutoCAD SHX Text WOOD WALL AutoCAD SHX Text STAIRS AutoCAD SHX Text FENCE AutoCAD SHX Text (E) RESIDENCE AutoCAD SHX Text WOOD WALL AutoCAD SHX Text H AutoCAD SHX Text Y AutoCAD SHX Text D AutoCAD SHX Text AIR RELEASE VALVE AutoCAD SHX Text SAW CUT AutoCAD SHX Text GB AutoCAD SHX Text GB AutoCAD SHX Text WM AutoCAD SHX Text SIGN AutoCAD SHX Text WOOD RETAINING WALL AutoCAD SHX Text CONC. AutoCAD SHX Text PROJECT BENCHMARK ELEV=784.00' AutoCAD SHX Text BASIS OF BEARINGS AutoCAD SHX Text CALC PER 24 M 2 304.72 (304.84') AutoCAD SHX Text THIS ROW LINE NOT ON RECORD SUB. BEARINGS / USE AS ACCEPTED PER RECORD SURVEYS & CR 539 / OFFSET 40 FEET TP OPPPOSITE SIDE AutoCAD SHX Text FOUND 3/4" IRON PIPE OPEN AutoCAD SHX Text FOUND 3/4" IRON PIPE "LS 7539" AutoCAD SHX Text FOUND 1/2" IRON PIPE OPEN AutoCAD SHX Text FOUND MAG NAIL AutoCAD SHX Text FOUND 3/4" IRON PIPE "LS 6707" AutoCAD SHX Text LOCUS OF IRON PIPE PER 86 M 34, CR 539 AutoCAD SHX Text LOCUS OF IRON PIPE PER 86 M 34, CR 539 AutoCAD SHX Text LOCUS OF IRON PIPE PER 86 M 34, CR 539 AutoCAD SHX Text (N62°57'39"E, 44.17)B AutoCAD SHX Text (N45°37'50"E 64.94')B AutoCAD SHX Text (S36°48'47"E 66.43')B AutoCAD SHX Text (R&C)A AutoCAD SHX Text (30.2')A AutoCAD SHX Text (S65°32')A AutoCAD SHX Text (S53°34"W)A AutoCAD SHX Text (S53°34"W)A AutoCAD SHX Text (S65°32')A AutoCAD SHX Text FOUND 1/2" IRON PIPE "RCE 6270" AutoCAD SHX Text ALL DISTANCES SHOWN ARE IN FEET AND DECIMALS THEREOF. AutoCAD SHX Text OVERHEAD UTILITY LINE AutoCAD SHX Text FENCE AutoCAD SHX Text WATER LINE AutoCAD SHX Text ( ) AutoCAD SHX Text MONUMENT FOUND AS NOTED AutoCAD SHX Text R&C AutoCAD SHX Text BENCHMARK AutoCAD SHX Text FIRE HYDRANT AutoCAD SHX Text Legend AutoCAD SHX Text STREET SIGNAGE AutoCAD SHX Text UTILITY POLE AutoCAD SHX Text GUY WIRE AutoCAD SHX Text WATER METER AutoCAD SHX Text WATER VALVE AutoCAD SHX Text INDICATES RECORD DATA AutoCAD SHX Text RECORD & CALCULATED DATA AutoCAD SHX Text GRADE BREAK AutoCAD SHX Text ASPHALT CONCRETE, AC (SHADED) AutoCAD SHX Text CONCRETE AutoCAD SHX Text SET 1/2" GALVANIZED IRON PIPE, TAGGED LS 7367, UNLESS OTHERWISE NOTED AutoCAD SHX Text WV AutoCAD SHX Text RECORD RIGHT-OF-WAY LINE AutoCAD SHX Text CONTOUR LINE AutoCAD SHX Text H AutoCAD SHX Text Y AutoCAD SHX Text D AutoCAD SHX Text WALL AutoCAD SHX Text FLOWLINE AutoCAD SHX Text BUILDING FOOTPRINT AutoCAD SHX Text GB AutoCAD SHX Text MATCH LINE AutoCAD SHX Text BOLLARD AutoCAD SHX Text WM AutoCAD SHX Text 350.0' AutoCAD SHX Text SPOT ELEVATION DERIVED FROM AERIAL PHOGRAMMETRY AND/OR 3D MOBILE LIDAR DATA. AutoCAD SHX Text 350.00' AutoCAD SHX Text SPOT ELEVATION FROM CONVENTIONAL GROUND SURVEY AutoCAD SHX Text ( )A AutoCAD SHX Text 24 M 02 AutoCAD SHX Text ( )B AutoCAD SHX Text CR539 AutoCAD SHX Text ASSESSOR'S PROPERTY LINE AutoCAD SHX Text LOT LINE PER 24 M 02 AutoCAD SHX Text 3 AutoCAD SHX Text OF AutoCAD SHX Text JOB NO. AutoCAD SHX Text G21081 AutoCAD SHX Text PREPARED AT THE REQUEST OF AutoCAD SHX Text SHEET AutoCAD SHX Text SHEETS AutoCAD SHX Text DATE AutoCAD SHX Text SCALE AutoCAD SHX Text 09/14/21 AutoCAD SHX Text DRAWN AutoCAD SHX Text VCL AutoCAD SHX Text Redwood Park Tank Project AutoCAD SHX Text Country Club Drive, Ben Lomond, CA AutoCAD SHX Text 1"=10' AutoCAD SHX Text IFLAND SURVEY AutoCAD SHX Text Surveying - Mapping - GPS AutoCAD SHX Text REVISIONS AutoCAD SHX Text APPROVED AutoCAD SHX Text SAN LORENZO VALLEY AutoCAD SHX Text WATER DISTRICT AutoCAD SHX Text Record Boundary and Topographic Survey AutoCAD SHX Text 1 AutoCAD SHX Text 0' AutoCAD SHX Text GRAPHIC SCALE: 1 INCH = FEET AutoCAD SHX Text 5' AutoCAD SHX Text 10' AutoCAD SHX Text 20' AutoCAD SHX Text 10' AutoCAD SHX Text 10 AutoCAD SHX Text Basis of Bearings AutoCAD SHX Text THE BASIS OF BEARINGS FOR THIS SURVEY IS CALCULATED BASED ON FOUND MONUMENTS ALONG THE COUNTRY CLUB DRIVE, AS SHOWN ON THAT MAP FILED IN VOLUME 24 OF MAPS, AT PAGE 02, SANTA CRUZ COUNTY RECORDS. BASIS OF BEARINGS = S72°37'48"E AutoCAD SHX Text THE ELEVATIONS SHOWN ON THIS SURVEY ARE ON AN ASSUMED DATUM. THE SITE BENCHMARK IS A SPIKE, LOCATED ON THE NORTH SIDE OF COUNTRY CLUB DRIVE, WESTERLY OF IT'S INTERSECTION WITH DUNDEE AVENUE. BENCHMARK ELEVATION = 784.00' (ASSUMED DATUM) AutoCAD SHX Text Benchmark AutoCAD SHX Text SEE SHEET 2 AutoCAD SHX Text LOT 1 AutoCAD SHX Text C o u n t r y C l u b D r i v e AutoCAD SHX Text (40' WIDE) AutoCAD SHX Text 24 M 02 AutoCAD SHX Text C o u n t r y C l u b D r i v e AutoCAD SHX Text (40' WIDE) AutoCAD SHX Text LOT 2 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 3 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 4 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 17 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 39 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 40 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 41 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 42 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 39 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 38 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 37 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 36 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text CR539 AutoCAD SHX Text LOT 1 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 2 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 34 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 16 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 15 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 14 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 13 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 12 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 11 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 10 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 9 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text 87 M 11 AutoCAD SHX Text 86 M 34 AutoCAD SHX Text 100 M 39 AutoCAD SHX Text D u n d e e A v e n u e AutoCAD SHX Text (40' WIDE) AutoCAD SHX Text D u n d e e A v e n u e AutoCAD SHX Text (40' WIDE) Te l 8 31 .4 26 .7 94 1 F ax 8 31 .4 26 .6 26 6 53 00 S oq ue l A ve nu e, S ui te 1 01 , Sa nt a C ru z, C A 9 50 62 AutoCAD SHX Text CURB AutoCAD SHX Text WM AutoCAD SHX Text WM AutoCAD SHX Text STAIRS AutoCAD SHX Text (E) RESIDENCE AutoCAD SHX Text WOOD RETAINING WALL AutoCAD SHX Text WOOD RETAINING WALL AutoCAD SHX Text FENCE AutoCAD SHX Text WM AutoCAD SHX Text CONC. AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text FOUND 3/4" IRON PIPE "LS 5946" AutoCAD SHX Text ALL DISTANCES SHOWN ARE IN FEET AND DECIMALS THEREOF. AutoCAD SHX Text OVERHEAD UTILITY LINE AutoCAD SHX Text FENCE AutoCAD SHX Text WATER LINE AutoCAD SHX Text ( ) AutoCAD SHX Text MONUMENT FOUND AS NOTED AutoCAD SHX Text R&C AutoCAD SHX Text BENCHMARK AutoCAD SHX Text FIRE HYDRANT AutoCAD SHX Text Legend AutoCAD SHX Text STREET SIGNAGE AutoCAD SHX Text UTILITY POLE AutoCAD SHX Text GUY WIRE AutoCAD SHX Text WATER METER AutoCAD SHX Text WATER VALVE AutoCAD SHX Text INDICATES RECORD DATA AutoCAD SHX Text RECORD & CALCULATED DATA AutoCAD SHX Text GRADE BREAK AutoCAD SHX Text ASPHALT CONCRETE, AC (SHADED) AutoCAD SHX Text CONCRETE AutoCAD SHX Text SET 1/2" GALVANIZED IRON PIPE, TAGGED LS 7367, UNLESS OTHERWISE NOTED AutoCAD SHX Text WV AutoCAD SHX Text RECORD RIGHT-OF-WAY LINE AutoCAD SHX Text CONTOUR LINE AutoCAD SHX Text H AutoCAD SHX Text Y AutoCAD SHX Text D AutoCAD SHX Text WALL AutoCAD SHX Text FLOWLINE AutoCAD SHX Text BUILDING FOOTPRINT AutoCAD SHX Text GB AutoCAD SHX Text MATCH LINE AutoCAD SHX Text BOLLARD AutoCAD SHX Text WM AutoCAD SHX Text 350.0' AutoCAD SHX Text SPOT ELEVATION DERIVED FROM AERIAL PHOGRAMMETRY AND/OR 3D MOBILE LIDAR DATA. AutoCAD SHX Text 350.00' AutoCAD SHX Text SPOT ELEVATION FROM CONVENTIONAL GROUND SURVEY AutoCAD SHX Text ( )A AutoCAD SHX Text 24 M 02 AutoCAD SHX Text ( )B AutoCAD SHX Text CR539 AutoCAD SHX Text ASSESSOR'S PROPERTY LINE AutoCAD SHX Text LOT LINE PER 24 M 02 AutoCAD SHX Text 3 AutoCAD SHX Text OF AutoCAD SHX Text JOB NO. AutoCAD SHX Text G21081 AutoCAD SHX Text PREPARED AT THE REQUEST OF AutoCAD SHX Text SHEET AutoCAD SHX Text SHEETS AutoCAD SHX Text DATE AutoCAD SHX Text SCALE AutoCAD SHX Text 09/14/21 AutoCAD SHX Text DRAWN AutoCAD SHX Text VCL AutoCAD SHX Text Redwood Park Tank Project AutoCAD SHX Text Country Club Drive, Ben Lomond, CA AutoCAD SHX Text 1"=10' AutoCAD SHX Text IFLAND SURVEY AutoCAD SHX Text Surveying - Mapping - GPS AutoCAD SHX Text REVISIONS AutoCAD SHX Text APPROVED AutoCAD SHX Text SAN LORENZO VALLEY AutoCAD SHX Text WATER DISTRICT AutoCAD SHX Text Record Boundary and Topographic Survey AutoCAD SHX Text 2 AutoCAD SHX Text 0' AutoCAD SHX Text GRAPHIC SCALE: 1 INCH = FEET AutoCAD SHX Text 5' AutoCAD SHX Text 10' AutoCAD SHX Text 20' AutoCAD SHX Text 10' AutoCAD SHX Text 10 AutoCAD SHX Text SEE SHEET 3 AutoCAD SHX Text LOT 35 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text SEE SHEET 1 AutoCAD SHX Text LOT 34 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 33 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 32 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 7 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 6 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 5 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 4 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 3 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 2 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 3 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 4 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 5 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 6 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 7 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 8 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 9 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 10 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 15 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 11 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 12 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 16 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text CR539 AutoCAD SHX Text 86 M 34 AutoCAD SHX Text C o u n t r y C l u b D r i v e AutoCAD SHX Text (40' WIDE) AutoCAD SHX Text D u n d e e A v e n u e AutoCAD SHX Text (40' WIDE) Te l 8 31 .4 26 .7 94 1 F ax 8 31 .4 26 .6 26 6 53 00 S oq ue l A ve nu e, S ui te 1 01 , Sa nt a C ru z, C A 9 50 62 AutoCAD SHX Text REDWOOD TANK AutoCAD SHX Text WM AutoCAD SHX Text DRIVEWAY AutoCAD SHX Text AC BERM AutoCAD SHX Text WV AutoCAD SHX Text WV AutoCAD SHX Text REDWOOD TANK AutoCAD SHX Text H AutoCAD SHX Text Y AutoCAD SHX Text D AutoCAD SHX Text AC PATCH AutoCAD SHX Text (E) RESIDENCE AutoCAD SHX Text SIGN AutoCAD SHX Text FENCE AutoCAD SHX Text FENCE AutoCAD SHX Text FENCE AutoCAD SHX Text ALL DISTANCES SHOWN ARE IN FEET AND DECIMALS THEREOF. AutoCAD SHX Text OVERHEAD UTILITY LINE AutoCAD SHX Text FENCE AutoCAD SHX Text WATER LINE AutoCAD SHX Text ( ) AutoCAD SHX Text MONUMENT FOUND AS NOTED AutoCAD SHX Text R&C AutoCAD SHX Text BENCHMARK AutoCAD SHX Text FIRE HYDRANT AutoCAD SHX Text Legend AutoCAD SHX Text STREET SIGNAGE AutoCAD SHX Text UTILITY POLE AutoCAD SHX Text GUY WIRE AutoCAD SHX Text WATER METER AutoCAD SHX Text WATER VALVE AutoCAD SHX Text INDICATES RECORD DATA AutoCAD SHX Text RECORD & CALCULATED DATA AutoCAD SHX Text GRADE BREAK AutoCAD SHX Text ASPHALT CONCRETE, AC (SHADED) AutoCAD SHX Text CONCRETE AutoCAD SHX Text SET 1/2" GALVANIZED IRON PIPE, TAGGED LS 7367, UNLESS OTHERWISE NOTED AutoCAD SHX Text WV AutoCAD SHX Text RECORD RIGHT-OF-WAY LINE AutoCAD SHX Text CONTOUR LINE AutoCAD SHX Text H AutoCAD SHX Text Y AutoCAD SHX Text D AutoCAD SHX Text WALL AutoCAD SHX Text FLOWLINE AutoCAD SHX Text BUILDING FOOTPRINT AutoCAD SHX Text GB AutoCAD SHX Text MATCH LINE AutoCAD SHX Text BOLLARD AutoCAD SHX Text WM AutoCAD SHX Text 350.0' AutoCAD SHX Text SPOT ELEVATION DERIVED FROM AERIAL PHOGRAMMETRY AND/OR 3D MOBILE LIDAR DATA. AutoCAD SHX Text 350.00' AutoCAD SHX Text SPOT ELEVATION FROM CONVENTIONAL GROUND SURVEY AutoCAD SHX Text ( )A AutoCAD SHX Text 24 M 02 AutoCAD SHX Text ( )B AutoCAD SHX Text CR539 AutoCAD SHX Text ASSESSOR'S PROPERTY LINE AutoCAD SHX Text LOT LINE PER 24 M 02 AutoCAD SHX Text 3 AutoCAD SHX Text OF AutoCAD SHX Text JOB NO. AutoCAD SHX Text G21081 AutoCAD SHX Text PREPARED AT THE REQUEST OF AutoCAD SHX Text SHEET AutoCAD SHX Text SHEETS AutoCAD SHX Text DATE AutoCAD SHX Text SCALE AutoCAD SHX Text 09/14/21 AutoCAD SHX Text DRAWN AutoCAD SHX Text VCL AutoCAD SHX Text Redwood Park Tank Project AutoCAD SHX Text Country Club Drive, Ben Lomond, CA AutoCAD SHX Text 1"=10' AutoCAD SHX Text IFLAND SURVEY AutoCAD SHX Text Surveying - Mapping - GPS AutoCAD SHX Text REVISIONS AutoCAD SHX Text APPROVED AutoCAD SHX Text SAN LORENZO VALLEY AutoCAD SHX Text WATER DISTRICT AutoCAD SHX Text Record Boundary and Topographic Survey AutoCAD SHX Text 3 AutoCAD SHX Text 0' AutoCAD SHX Text GRAPHIC SCALE: 1 INCH = FEET AutoCAD SHX Text 5' AutoCAD SHX Text 10' AutoCAD SHX Text 20' AutoCAD SHX Text 10' AutoCAD SHX Text 10 AutoCAD SHX Text SEE SHEET 2 AutoCAD SHX Text LOT 2 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text C o u n t r y C l u b D r i v e AutoCAD SHX Text (40' WIDE) AutoCAD SHX Text S c i e n i c W a y AutoCAD SHX Text (40' WIDE) AutoCAD SHX Text LOT 1 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 15 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 16 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 17 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 18 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 14 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 15 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 22 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 23 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 24 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 25 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 26 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 23 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text LOT 22 AutoCAD SHX Text 24 M 02 AutoCAD SHX Text W o o d l a n d D r i v e AutoCAD SHX Text (30' WIDE) GEOTECHNICAL INVESTIGATION For APN 078-233-05 SWIM TANK ALTERNATE SITE Ben Lomond, California Prepared For SAN LORENZO VALLEY WATER DISTRICT 13060 Highway 9 Boulder Creek, California Prepared By HARO, KASUNICH AND ASSOCIATES, INC. Geotechnical & Coastal Engineers Project No. SC11681 August 2019 HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Project No. SC11681 30 August 2019 SAN LORENZO VALLEY WATER DISTRICT 13060 Highway 9 Boulder Creek, California 95006 Attention: Mr. Rick Rogers Subject: Geotechnical Investigation Reference: Replacement Swim Tank Alternate Site Dundee Avenue and Country Club Drive APN 078-233-05 Ben Lomond, California Dear Mr. Rogers: In accordance with your authorization, we have performed a Geotechnical Investigation at the referenced alternate site for the Swim Tank replacement project in Ben Lomond, California. The accompanying report presents our conclusions and recommendations, as well as the results of the geotechnical investigation on which they are based. If you have any questions concerning the data, conclusions and recommendations presented in this report, please call our office. Respectfully Submitted, HARO, KASUNICH AND ASSOCIATES, INC. Ashton J. Buckner, E.I.T. Christopher A. George Staff Engineer C.E. 50871 AJB/CAG/cag Copies: 2 to Addressee + 1 via email (RRogers@slvwd.com) 1 pdf to Darren Langfield (dlangfield@slvwd.com) mailto:dlangfield@slvwd.com Project No. SC11681 30 August 2019 TABLE OF CONTENTS GEOTECHNICAL INVESTIGATION ...................................................................... 1 Introduction ............................................................................................................. 1 Purpose and Scope ................................................................................................ 2 Site Location and Conditions .................................................................................. 3 Project Description ................................................................................................. 5 Field Exploration ..................................................................................................... 5 Subsurface Conditions ........................................................................................... 7 Groundwater ........................................................................................................... 7 Laboratory Testing .................................................................................................. 8 Seismicity ............................................................................................................... 9 Slope Stability ....................................................................................................... 11 DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS .......................... 12 Site Grading .......................................................................................................... 13 Cut and Fill Slopes ............................................................................................... 16 Spread Footing Foundations ................................................................................ 17 California Building Code Seismic Design ............................................................ 19 Retaining Wall Lateral Pressures ......................................................................... 20 Concrete Slabs-on-Grade ..................................................................................... 23 Utility Trenches ..................................................................................................... 24 Site Drainage ........................................................................................................ 25 Erosion Control .................................................................................................... 25 Plan Review, Construction Observation and Testing ............................................ 26 LIMITATIONS AND UNIFORMITY OF CONDITIONS .......................................... 27 APPENDIX A ........................................................................................................ 28 Site Vicinity Map ....................................................................................... Figure 1 Regional Geologic Map ........................................................................... Figure 2 Boring Site Plan ........................................................................................ Figure 3 Cross Section A-A' ................................................................................... Figure 4 Location of Exposed Bedrock ................................................................ Figure 5 Key to Logs ............................................................................................... Figure 6 Logs of Test Borings ......................................................................... Figures 7 - 9 Sieve Analysis Test ................................................................................ Figure 10 Unconfined Compression Test ....................................................... Figures 11-12 Atterberg Limits Test Results ........................................................ Figures 13-14 Project No. SC11681 30 August 2019 1 GEOTECHNICAL INVESTIGATION Introduction This report presents the findings, conclusions and recommendations of our Geotechnical Investigation for an alternate site for the proposed Swim Tank Replacement project in Ben Lomond, California. As shown on the Site Vicinity Map (see Figure 1 in Appendix A), the alternate site is located on a gently sloping parcel at the intersection of Dundee Avenue and Country Club Drive in Ben Lomond, California. A Topographic Map for the alternate site, dated June, July 2019, and a Swim Tank Alternate Siting Study, dated June 2019, were provided for our use. Both maps were prepared by Paul Jensen. The Siting Study map, which depicts the locations of the proposed 30-foot diameter steel water tank, was projected onto the Topo Map, which depicts the slope contours of the site. The merged map was used as a base for our Boring Site Plan (see Figure 3 in Appendix A). Cross Section A-A’ (see Figure 4 in Appendix A) was drawn based on contours shown on the topographic map. Exploratory boring locations were not surveyed and should be considered approximate only. Site descriptions, elevations, slope gradients and distances referred to in this report are based on review of the topographic map and site visits by the engineer. Foundation and grading plans for the replacement tank or improvements had not been developed at the time this report was prepared. Haro, Kasunich and Associates should be Project No. SC11681 30 August 2019 2 provided an opportunity to review the project plans prior to finalizing to evaluate if the criteria and recommendations presented were properly interpreted and implemented and determine if this report is adequate and complete for proposed project. Purpose and Scope The purpose of our investigation was to evaluate the soil and bedrock conditions at the alternate tank site and develop geotechnical design criteria and recommendations for the proposed water tank foundation. It is presumed the most current California Building Code (CBC) edition design considerations, specifically the seismic factors and coefficients from Chapter 16, Volume II, will be followed during design and construction of the projects. The specific scope of our services was as follows: 1. Site reconnaissance and review of available data in our files regarding the site and vicinity. 2. A field exploration program consisting of logging and interval sampling of soils encountered in three (3) exploratory borings drilled to depths of 26.5 to 31.5 feet. Standard Penetration Tests (SPT) were performed during sampling operations. The soil samples obtained were sealed and returned to the laboratory for testing. 3. Laboratory testing and classification of select samples obtained. Moisture Project No. SC11681 30 August 2019 3 content and dry density tests were performed to evaluate the consistency of the in-situ soils. Gradation analysis was performed to aid in soil classification. Atterberg Limits tests were performed to evaluate the expansion potential of clay soil encountered in the course of our exploration. Unconfined compression tests were performed on selected samples to determine the in-situ strength properties of site soils. 4. Engineering analysis and evaluation of the resulting data. We developed geotechnical design parameters for foundations, concrete slabs-on-grade, retaining walls, and recommendations for site grading, drainage and erosion control. We also visually observed the soil and bedrock conditions in road cuts between the existing Swim Tank site and the Alternate site to evaluate the feasibility of installation of a 3-foot-deep waterline in the roadway between the sites. 5. Preparation and submittal of this report presenting the results of our investigation. Site Locations and Conditions The Alternate Swim Tank Site (APN 078-233-05) is a small (6534 square foot) undeveloped parcel located northwest of the intersection of Country Club Drive and Dundee Avenue in Ben Lomond, California. The parcel is bordered on the west and south Project No. SC11681 30 August 2019 4 by Country Club Drive, Dundee Avenue to the east, and a residence to the north. The west third of the parcel slopes to the east at a gradient of about 35 percent. Within the proposed location of the tank, the site slopes toward Dundee Avenue to the east at gradients of 20 to 5 percent. On the eastside of the parcel, a 3 foot high (±) cut slope descends to Dundee Avenue. A wooden fence stands about 3 feet north of the proposed tank site. The proposed footprint of the new 30-foot diameter water tank is clear of trees and thickly vegetated with ivy. A redwood grove about 18 feet south of the proposed tank has numerous 16 to 38 inch diameter trees. Pipeline Alignment The current Swim Tank site is approximately 400 feet southeast of the alternate site with an elevation loss of about 70 feet between the sites. Along the left-hand side of Country Club Drive, traveling from the existing Swim Tank site to the Alternate site, there is approximately 30 feet of stiff weathered siltstone bedrock visible in the slope cut (See Figure 5 in Appendix A). A review of our exploratory boring logs for the original site indicates the stiff weathered siltstone was found from depths of 2 feet to depths of 13 to 16.5 feet in the borings. In Boring 3, located at elevation 738 feet, very hard Monterey Formation siltstone bedrock (67 blows/12 inches) was found at a depth of 13 feet (elevation 725 feet) in Boring 3. On Woodland Drive and Country Club Dive, below the current Swim Tank site, the road elevation is 714 feet and rises to elevation 775 feet south of the alternate site. Depending on the strike and dip of hard bedrock, there is potential for Project No. SC11681 30 August 2019 5 encountering hard siltstone in the pipeline trench where the trench elevation is below elevation 725 feet and excavation may be difficult. Excavation in the weathered siltstone such as is exposed in the road cut should not present problems. Project Description A new 30-foot diameter steel water storage tank is proposed at the alternate swim tank site to replace the existing redwood tanks at the end of Country Club Drive. A reinforced concrete ring foundation on a graded cut and fill building pad is anticipated for the new 30- foot diameter and 24-foot-high bolted steel tank. Vegetation and roots will be cut back and removed from the building area. The project will also include the construction of a baserock surfaced or paved driveway. Grading for the project will consist of cut and fill grading to construct a level pad for the tank and apron and re-densification of near surface soil under the tank pad, excavations for ring footings, and compaction of subgrade soil and baserock for the driveway. A retaining wall may be constructed upslope of the tank to provide access around the tank. Field Exploration Subsurface conditions were investigated on 16 July 2019 by drilling three (3) exploratory borings to depths of 26.5 and 31.5 feet. The boring locations were not surveyed and should be considered approximate only. The borings were drilled with 4-inch diameter, continuous flight auger equipment mounted on a motor driven limited access drill rig. The approximate Project No. SC11681 30 August 2019 6 locations of the borings are shown on the Boring Site Plan (Figure No. 3 in Appendix A). Representative soil samples were obtained from the exploratory borings at selected depths, or at major strata changes. These samples were recovered using a 3.0 inch outside diameter (O.D.) Modified California Sampler (L), or by a 2.0-inch O. D. Standard Terzaghi Sampler (T). The soils encountered in the borings were continuously logged in the field and visually described in accordance with the Unified Soil Classification System (ASTM D2487). The Logs of Test Borings are included in the Appendix of this report. The Logs depict subsurface conditions at the approximate locations shown on the Boring Site Plans. Subsurface conditions at other locations may differ from those encountered at the explored locations. Stratification lines shown on the logs represent the approximate boundaries between soil types; actual transitions may be gradual. The penetration blow counts noted on the boring logs were obtained by driving a sampler into the soil with a 140-pound hammer dropping through a 30-inch fall. The sampler was driven up to 18 inches into the soil and the number of blows counted for each 6-inch penetration interval (Standard Penetration Test). The numbers indicated on the logs are the total number of blows that were recorded for the second and third 6-inch intervals, or the blows that were required to drive the penetration depth shown if high resistance was encountered. Project No. SC11681 30 August 2019 7 Subsurface Conditions Based on the results of our subsurface exploration, the Alternate Swim Tank site is underlain by compressible firm sandy silt topsoil and lean clay from the surface to depths of 2 to 21⁄2 feet. Below the topsoil, stiff to very stiff sandy silty lean clay was found to a depth of 15 feet in Boring 2 and stiff to very stiff sandy silt and siltstone was found to a depth of 20 feet in Boring Nos. 1 and 3. Stiff weathered siltstone and hard siltstone was encountered from 15 or 20 feet to the depth explored in B-1 (31.5 feet), B-2 (26.5 feet) and B-3 (26.5 feet). A review of "The Geologic Map of Santa Cruz County, California" (Brabb, 1989) indicates that the site is mapped as Tm: Monterey Formation (middle Miocene) - Medium to thick- bedded and laminated olive-gray to light gray semi-siliceous organic mudstone and sandy siltstone. Includes a few thick dolomite interbeds. Thickness about 2,675 feet on north limb of Scotts Valley syncline (Clark, 1981, p.21). The weathered siltstone and clayey siltstone and hard siltstone encountered in our borings is typical of the Monterey Formation mudstone and siltstone. Groundwater Groundwater was not encountered in our borings. However, groundwater levels will fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climate conditions as well as other factors. Therefore, water observations at the time of the Project No. SC11681 30 August 2019 8 field investigation may vary from those encountered during the construction phase and/or post-construction of the project. The evaluation of such factors is beyond the scope of our study. Laboratory Testing The laboratory testing program was directed toward determining pertinent engineering and index soil properties. The natural moisture contents and dry densities were determined on selected samples and are recorded on the boring logs at the appropriate depths. Since the engineering behavior of soil is affected by changes in moisture content, the natural moisture content will aid in evaluation of soil compressibility, strength, and potential expansion characteristics. Soil dry density and moisture content are index properties necessary for calculation of earth pressures on engineering structures. The soil dry density is also related to soil strength and permeability. Atterberg Limits tests were performed on selected soil samples to evaluate the range of moisture contents over which the soil exhibits plasticity, and to classify the soil according to the Unified Soil Classification System. The plasticity characteristics of a soil give an indication of the soil's compressibility and expansion potential. Grain size analysis tests were performed to aid in soil classification. The results of Atterberg Limits tests (PI=18 and PI=20, respectively) and Grain size analysis tests indicate the soils from depths of 2.5 feet Project No. SC11681 30 August 2019 9 to 4.0 feet in Boring 2 and Boring 3 at the Alternate Swim Tank Site are classified as lean clay (CL). The strength parameters of the underlying earth materials were determined from an Unconfined Compression Test performed in the laboratory and from Standard Penetration Test (SPT) blow count measurements obtained in the field during sampling of in-situ soil. The results of the field and laboratory testing appear on the "Logs of Test Boring" opposite the sample tested. Seismicity The following is a general discussion of seismic considerations affecting the project area. Detailed studies of seismicity, faulting and other geologic hazards are beyond the scope of this study. The Swim Tanks site is located at Latitude 37.081638° North and Longitude 122.093787° West (Google Earth). The active San Andreas Fault Zone and the potentially active Zayante Fault Zone and Ben Lomond Fault are located about 6.8 miles, 2.5 miles, and 0.3 miles from the project site, respectively. The San Andreas Fault zone is a major fault zone of active displacement which extends from the Gulf of California to the vicinity of Point Arena, where the fault leaves the California coastline. Between these points, the fault is about 700 miles long. The fault Project No. SC11681 30 August 2019 10 zone is a break or series of breaks along the earth's crust, where shearing movement has taken place. This fault movement is primarily horizontal. The largest historic earthquake in Northern California occurred on 18 April 1906 (M8.3+). The 17 October 1989 Loma Prieta earthquake (M6.9) is also considered to have been associated with the San Andreas Fault system. This event was the second largest earthquake in Northern California this century. Strong ground shaking was experienced throughout Santa Cruz County during both of these seismic events. Although research on earthquake prediction has greatly increased in recent years, seismologists have not yet reached the point where they can predict when and where another large earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed development will be subject to at least one moderate to severe earthquake during the fifty-year period following construction. Potential seismic hazards include surface ground rupture, liquefaction effects, damage from strong seismic shaking, and landsliding. Since no known faults cross the project site, the potential for surface ground rupture is low. Because of the stiff to very stiff consistency of the weathered siltstone and clayey siltstone and hard siltstone underlying the Swim Tanks site, the potential for seismic induced liquefaction at the site is low. During a major earthquake there is potential for severe Project No. SC11681 30 August 2019 11 ground shaking at this site. In our opinion, structures designed in accordance with the most current California Building Code (2013 CBC) should perform adequately during strong seismic shaking. Slope Stability During our field investigation and site reconnaissance, we did not observe any visual indications of instability of the relatively gentle natural slopes at the alternate tank site. A review of the Preliminary Map of Landslide Deposits in Santa Cruz County (Cooper-Clark, 1974) indicates the site is an area mapped as a large probable landslide deposit of about 450 acres (±) in size. The mapped landslide deposit encompasses hundreds of occupied parcels. We have reviewed a geologic report in our files for another property within the suspected landslide deposit. The geologist noted that the deposit was not mapped on a regional geologic map. In an examination of stereo aerial photographs, he concluded there was no evidence in the aerial photographs to support the existence of the landslide, notably the absence of a landslide headscarp. As we noted above, we did not observe any indications of instability on the site nor did conditions encountered in our borings indicate potential instability. However, a quantitative analysis of the static and seismic stability of the site and large landslide is beyond the scope of work detailed in our proposal agreement. Project No. SC11681 30 August 2019 12 DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS Based on the results of our investigation, the proposed construction of a water tank on the Alternate Swim Tank Site is acceptable from a geotechnical standpoint, provided the following geotechnical criteria and recommendations are incorporated into the design and construction of the project. Geotechnical considerations at the Alternate Swim Tank Site include the presence of firm to stiff compressible near surface soil, providing firm uniform bearing support for the new water tank foundations, the potential for strong seismic shaking, and providing adequate site drainage. Based on our subsurface exploration and testing, the near surface soil at the tank site consists of firm to stiff sandy silt and lean clay topsoil, stiff to very stiff weathered siltstone and clayey siltstone of variable strength. Test results indicate the soil contains 80 percent fines (clay and silt). The fine-grained soils are moderately expansive, difficult to compact and unsuitable for use as structural fill. To provide firm uniform support for the replacement water tank, we recommend the top 3 feet of soil at the site be sub-excavated, removed off site and replaced with select non-expansive engineered fill. In addition, there should be a minimum of 3 feet of engineered fill below the bottom of the ring foundation. Concentrated surface runoff from the project site should not be allowed to flow onto the Project No. SC11681 30 August 2019 13 slopes at the site. We recommend roof and surface runoff be directed to collection facilities and conveyed to the paved road downslope of the Alternate Swim Tank site. The project site is located within a seismically active area. The proposed water tank should be designed in accordance with the most current CBC (2016) seismic design standards. The following recommendations should be used as guidelines for preparing project plans and specifications. Site Grading 1. The geotechnical engineer should be notified at least four (4) working days prior to any grading or foundation excavating so the work in the field can be coordinated with the grading contractor and arrangements for testing and observation can be made. The recommendations of this report are based on the assumption that the geotechnical engineer or representative will perform the required testing and observation during grading and construction. It is the owner's responsibility to make the necessary arrangements for these required services. 2. Where referenced in this report, Percent Relative Compaction and Optimum Moisture Content shall be based on ASTM Test Designation D1557. Project No. SC11681 30 August 2019 14 3. Near surface soil on the tank site should be removed and replaced with select non- expansive engineered fill where foundations and improvements are planned. We estimate the top 3 feet of soil of the tank pad area will need to be sub-excavated and removed offsite and replaced with select non-expansive engineered fill. In addition, there should be a minimum of 3 feet of engineered fill below the bottom of footings. The sub-excavation should extend a minimum of 5 feet beyond foundation perimeters. The geotechnical engineer should evaluate site conditions during initial grading to confirm that loose soil has been removed and the required depth of sub-excavation was achieved. 4. Areas to be graded should be cleared of all obstructions, including existing foundations and structures, old fill, trees not designated to remain and other unsuitable material. Disturbed soil resulting from removal of roots, stumps and clearing operations should be removed off site. Existing depressions or voids created during site clearing should be backfilled with engineered fill. 5. The remaining cleared areas should then be stripped of organic-laden topsoil. Stripping depth is anticipated to be from 4 to 6 inches. Actual depth of stripping should be determined in the field by the geotechnical engineer. Strippings should be wasted off-site or stockpiled for use in landscaped areas if desired. 6. Following clearing and stripping, the bottom of the subexcavation and all areas to receive fill should be scarified, moisture conditioned (or allowed to dry as necessary) to Project No. SC11681 30 August 2019 15 produce a moisture content 3 to 5 percent over laboratory optimum value, and uniformly compacted to a minimum of 90 percent relative compaction based on ASTM Test D1557- 10. The required depth of sub-excavation should be confirmed in the field by the engineer during grading. 7. If grading is performed during or shortly after the rainy season, the grading contractor may encounter compaction difficulty, such as pumping or bringing free water to the surface in the near surface soils. If compaction cannot be achieved after reducing the soil moisture content, it may be necessary to overexcavate the subgrade soil and replace it with angular crushed rock to stabilize the subgrade. The need for ground stabilization measures to complete grading effectively should be determined in the field at the time of grading, based on exposed soil conditions. 8. Select non-expansive engineered fill should be placed in thin lifts not exceeding 8 inches in loose thickness, moisture conditioned, and compacted to a minimum of 95 percent relative compaction. The upper 6 inches of slab or pavement subgrade and aggregate base below pavements should also be compacted to a minimum of 95 percent relative compaction. 9. The on-site silt and clay soil is not acceptable for use as engineered fill. Soil imported for use as engineered fill should consist of a predominantly granular non- expansive soil, free of organic material conforming to the quality and gradation Project No. SC11681 30 August 2019 16 requirements as follows: 1. Imported soil should be relatively and contain no rocks or clods greater than 4 inches in diameter, with no more than 15 percent larger than 21⁄2 inches. 2. The material should be predominately granular with a liquid limit less than 35 and a plasticity index (PI) 12 3. No more than 35 percent should pass the No. 200 sieve 4. Engineered fill should have sufficient binder so that footing and utility trenches do not collapse. 10. We estimate shrinkage factors of 15 to 25 percent for imported materials when compacted as engineered fill. Cut and Fill Slopes 11. Temporary excavations should be properly shored and braced during construction to prevent sloughing and caving at sidewalls. The contractor should be aware of all CAL OSHA and local safety requirements and codes dealing with excavations and trenches. 12. Permanent cut slopes should be inclined no steeper than 2:1 (horizontal to vertical). The top of all cut slopes should be rounded off to reduce soil sloughing. If seepage is observed, the geotechnical engineer should provide additional recommendations. Cut slopes with these recommended gradients may require periodic maintenance to remove minor soil sloughing. Project No. SC11681 30 August 2019 17 13. Compacted fill slopes should be constructed at a slope inclination no steeper than 2:1 (horizontal to vertical). Fill slopes with this recommended gradient may require periodic maintenance to remove minor soil sloughing. All fills must be adequately benched into competent material. Keyways for stability are required at the toe of fill embankments. Toe keys should be at least 6 feet wide and should extend at least 11⁄2 feet into competent soil or bedrock. The bottom of the toe key should be sloped downward at about 2 percent toward the back of the key. Where seepage is observed, keyways should have subdrains. The location of subdrains and outlets should be determined by the geotechnical engineer in the field during grading. 14. Following grading, exposed soil should be planted as soon as possible with erosion-resistant vegetation. 15. After the earthwork operations have been completed and the geotechnical engineer has finished his observation of the work, no further earthwork operations shall be performed without the direct observation and approval of the geotechnical engineer. Spread Footing Foundations 16. The actual dimensions of the ring-type footings should be determined by the design professional. However, as a minimum, footings should be 15 inches in width, penetrate loose soil and be embedded a minimum of 18 inches into engineered fill. The footings Project No. SC11681 30 August 2019 18 should be reinforced as required by the structural designer based on the actual loads transmitted to the foundations. 17. The bottom of all foundation elements should have a minimum setback of 5 feet horizontally from adjacent slopes. 18. The foundation trenches should be kept moist and be thoroughly cleaned of all slough or loose materials prior to pouring concrete. In addition, all footings located adjacent to other footings should have their bearing surfaces founded below an imaginary 11⁄2:1 plane projected upward from the bottom edge of the adjacent footings or utility trenches. 19. Provided the water tank pad is redensified as recommended in the grading section of this report and the water tank and foundations are embedded in and underlain by redensified engineered fill, foundations may be designed for an allowable soil bearing pressure of 2500 psf for dead plus live loads. This value may be increased by one-third to include short-term seismic and wind loads. 20. Provided our recommendations are followed during design and construction of the project, post-construction total and differential settlement of foundations are expected to be less than 1 inch and 1⁄2 inch, respectively. 21. Lateral load resistance for the tank footings may be developed in friction between Project No. SC11681 30 August 2019 19 the foundation bottom and the supporting engineered fill subgrade. A friction coefficient of 0.35 is considered applicable. An allowable passive pressure of 200 pcf may be used below a depth of 12 inches. 22. All footings should be reinforced in accordance with applicable CBC and/or ACI standards. We recommend the footings contain a minimum steel reinforcement of four (4) No. 4 bars; i.e., two near the top and two near the bottom of the footing. 23. The footing excavations should be thoroughly cleaned and observed by the geotechnical engineer prior to placing forms and steel, to verify subsurface soil conditions are consistent with the anticipated soil conditions and the footings are in accordance with our recommendations. California Building Code Seismic Design 24. For CBC seismic design, the soil properties at the site are classified as Site Class “D” based on definitions presented in Chapter 20 of ASCE 7. The longitude and latitude were determined using a satellite image generated by Google Earth. These coordinates were taken from the approximate middle of the area of the proposed alternate tank site: Longitude = 121.7625° West , Latitude = 36.9321° North 25. The coordinates listed were used as inputs in the OSHPD Seismic Design Maps created by California’s Office of Statewide Health Planning and Development (OSHPD) to determine the ground motion associated with the maximum considered earthquake (MCE) SM and the reduced ground motion for design SD. The results are as follows: Project No. SC11681 30 August 2019 20 Site Class D SMs= 1.5g (0.2- second period) SM1= 0.9g (1.0 - second period) SDs= 1.0g (0.2 - second period) SD1= 0.6g (1.0 - second period) 26. A maximum considered earthquake geometric mean (MCEG) peak ground acceleration (PGA) was estimated using the OSHPD Seismic Design Maps. The mapped PGA was 0.512 g and the site coefficient FPGA for Site Class D is 1.0. The MCEG peak ground acceleration adjusted for Site Class effects is PGAM = FPGA * PGA PGAM = 1.0 * 0.512g = 0.512g Retaining Wall Lateral Pressures 27. Where retaining walls are designed for support of the cut or fill slopes, the walls should be designed to resist both lateral earth pressures and any additional surcharge loads. Spread footings may be used for walls provided there is a minimum of 5 feet horizontally from the foundation to adjacent slopes. Where retaining walls will be constructed on slopes steeper than 5:1, the wall should be founded on reinforced concrete piers. For design of fully drained retaining walls up to 10 feet high, the following design criteria may be used: A. Active earth pressure for walls allowed to yield (up to 1⁄2 percent of wall height) is that exerted by an equivalent fluid weight of 45 pcf for a level backslope gradient and 60 pcf for a 2:1 (horizontal to vertical) backslope gradient. This Project No. SC11681 30 August 2019 21 assumes a fully drained condition. B. Where walls are restrained from moving at the top, design for a uniform rectangular distribution equivalent to 30H psf per foot of wall height for a level backslope, and 39H psf per foot of wall height for a 2:1 backslope (where H is the height of the wall). C. In addition, the walls should be designed for any adjacent surcharge loads which will exert a force on the wall. D. For retaining walls founded on spread footings embedded in firm native soil, use an allowable bearing pressure of 1200 psf plus a one-third increase for short term wind and seismic loads. E. Use a coefficient of friction = 0.30 between the base of foundations and native soil. Where retaining wall footings are poured neat against native soil, a passive resistance of 170 pcf (EFW) may be used. The top 12 inches of soil should be neglected when computing passive resistance. F. Where retaining walls are founded on reinforced concrete piers, the piers may be designed for an allowable skin friction of 350 psf plus a 1/3 increase for short term wind and seismic loads. The top 1 foot of soil in the pier hole Project No. SC11681 30 August 2019 22 should be neglected for pier design. G. Piers should have a minimum diameter of 18 inches and reinforced as required by the structural designer. Actual reinforcement requirements should be determined by the structural designer. H. For lateral resistance, the piers may be designed for a passive pressure equivalent to a fluid weight of 170 pcf and may be assumed to act against 11⁄2 pier diameters. The top 1 foot of soil should be neglected for pier design. I. The geotechnical engineer should observe the footing or pier excavations during pier drilling to confirm anticipated soil conditions. Prior to placing steel reinforcement and pouring concrete, pier holes should be thoroughly cleaned of loose soil. J. For seismic design of retaining walls, a dynamic surcharge load equal to 12H2 per foot of wall, acting at 0.6H from the top of the wall, where H is the height of the wall, should be added to the above active lateral earth pressures. K. Fully drained walls should be backfilled with drainage materials consisting of Class 1, Type A permeable material complying with Section 68-1.025 of Caltrans Standard Specifications, latest edition. Project No. SC11681 30 August 2019 23 L. The drainage material should be at least 12 inches thick. The drains should extend from the base of the walls to within 12 inches of the top of the backfill. A perforated, rigid pipe should be placed (holes down) about 4 inches above the bottom of the wall and be tied to a suitable drain outlet. Wall backdrains should be capped at the surface with clayey material to prevent infiltration of surface runoff into the backdrains. A layer of filter fabric (Mirafi 140N or equivalent) should separate the subdrain material from the overlying soil cap. Concrete Slabs-on-Grade 28. Concrete slabs should be constructed on properly moisture conditioned and compacted engineered fill. Engineered fill should be prepared and compacted as recommended in the section entitled "Site Grading". 29. The project design professional should determine the appropriate slab reinforcing and thickness, in accordance with the anticipated use and loading of the slab. However, we recommend a minimum reinforcement of #4 bars spaced 16 inches on-center in both directions. The steel reinforcement should be held firmly in the vertical center of the slab during placement and finishing of the concrete with pre-cast concrete dobies. In addition, we recommend that consideration be given to a minimum slab thickness of 5 inches and steel reinforcement necessary to address temperature and shrinkage considerations. Project No. SC11681 30 August 2019 24 Utility Trenches 30. Trenches must be properly shored and braced during construction or laid back at an appropriate angle to prevent sloughing and caving at sidewalls. The project plans and specifications should direct the attention of the contractor to all CAL OSHA and local safety requirements and codes dealing with excavations and trenches. 31. Utility trenches should be placed so that they do not extend below an imaginary line sloping down and away at a 11⁄2:1 (horizontal to vertical) slope from the bottom outside edge of all footings. The structural design professional should coordinate this requirement with the utility layout plans for the project. 32. Trenches should be backfilled with granular-type material and uniformly compacted by mechanical means to the relative compaction as required by county specifications, but not less than 95 percent under paved areas and 90 percent elsewhere. The relative compaction will be based on the maximum dry density obtained from a laboratory compaction curve run in accordance with ASTM Procedure D1557. 33. Trenches should be capped with a minimum of 12 inches of compacted relatively impermeable soil. Project No. SC11681 30 August 2019 25 Site Drainage 34. Surface drainage should include provisions for positive gradients so that surface runoff is not permitted to pond adjacent to tank foundations, pavement or other improvements. Roof and surface runoff should be directed away from foundations to collection facilities and conveyed via buried plastic pipes to the toe of slopes at the tank sites. The pipe outlet facilities should be designed so that instability and/or erosion does not occur at the outlet. Concentrated surface runoff should not be allowed to flow on the slopes below the tank site. Erosion Control 35. The soil at the project site has potential for erosion where unvegetated. We recommend the following provisions be incorporated into the project plans: A. All grading and soil disturbance shall be kept to a minimum. B. No eroded soil shall be allowed to leave the site. C. All bare soil should be seeded and mulched immediately after grading with barley, rye, grass and crimson clover and covered with straw. D. Prior to the rainy season bare soil on cut or fill slopes should be well vegetated or protected from erosion by installation of ground cover or properly installed erosion control blankets. 36. The migration of water or spread of extensive root systems below foundations, slabs, or pavements may cause undesirable differential movements and subsequent Project No. SC11681 30 August 2019 26 damage to these structures. Landscaping should be planned accordingly. Plan Review, Construction Observation and Testing 37. Haro, Kasunich and Associates must be provided an opportunity to review project plans prior to construction to evaluate if our recommendations have been properly interpreted and implemented. We should also provide foundation excavation observations and earthwork observations and testing during construction. This allows us to confirm anticipated soil conditions and evaluate conformance with our recommendations and project plans. If we do not review the plans or provide observation and testing services during the earthwork phase of the project, we assume no responsibility for misinterpretation of our recommendations. Project No. SC11681 30 August 2019 27 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report are based upon the assumption that the soil conditions do not deviate from those disclosed in the borings. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the time, our firm should be notified so that supplemental recommendations can be given. 2. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are called to the attention of the Architects and Engineers for the project and incorporated into the plans, and that the necessary steps are taken to ensure that the Contractors and Subcontractors carry out such recommendations in the field. The conclusions and recommendations contained herein are professional opinions derived in accordance with current standards of professional practice. No other warranty expressed or implied is made. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or to the works of man, on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated, wholly or partially, by changes outside our control. Therefore, this report should not be relied upon after a period of three years without being reviewed by a geotechnical engineer. Project No. SC11681 30 August 2019 28 APPENDIX A Site Vicinity Map Geologic Vicinity Map Boring Site Plan Cross Section A Location of Exposed Bedrock Key to Logs Logs of Test Borings Sieve Analysis Unconfined Compression Test Atterberg Limits Tests FIGURE NO. 1 SITE VICINITY MAP HARO, KASUNICH & ASSOCIATES, INC. GEOTECHNICAL AND COASTAL ENGINEERS 116 E. LAKE AVENUE, WATSONVILLE, CA 95076 (831) 722-4175 SCALE: DATE: DRAWN BY: REVISED: JOB NO. SHEET NO. AUGUST 2019 SC11681 BEN LOMOND, CALIFORNIA APN: 078-233-05 DUNDEE AVE & COUNTRY CLUB DR TSM NTS FROM: BEN LOMOND TOPO MAP IN SANTA CRUZ COUNTY, CALIFORNIA SITE LOCATION FIGURE NO. 2 REGIONAL GEOLOGIC MAP HARO, KASUNICH & ASSOCIATES, INC. GEOTECHNICAL AND COASTAL ENGINEERS 116 E. LAKE AVENUE, WATSONVILLE, CA 95076 (831) 722-4175 SCALE: DATE: DRAWN BY: REVISED: JOB NO. SHEET NO. AUGUST 2019 SC11681 BEN LOMOND, CALIFORNIA APN: 078-233-05 DUNDEE AVE & COUNTRY CLUB DR TSM NTS KEY: FROM: Qal: ALLUVIAL DEPOSITS, UNDIVIDED (HOLOCENE) Tm: MONTEREY FORMATION (MIDDLE MIOCENE) Tlo: LOMPICO SANDSTONE (MIDDLE MIOCENE) GEOLOGIC MAP OF SANTA CRUZ COUNTY, CALIFORNIA COMPILED BY EARL E. BRABB DIGITAL DATABASE PREPARED BY S. GRAHAM, C. WENTWORTH, D. KNIFONG, R. GRAYMER AND J. BLIESSENBACH 1997 SITE LOCATION