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.02 EXC-2007-09, TR-2007-04 Yates .. CITY OF CUPERTINO 10300 Torre Avenue, Cupertino, California 95014 DEPARTMENT OF COMMUNITY DEVELOPMENT REPORT FORM Application: Applicant: Property Owner: Property Location: EXC-2007-09; TR-2007-04 Kathy Yates Kathy and Michael Yates 22292 Regnart Road Agenda Date: August 14, 2008 Application Summary: Hillside Exception to demolish an existing house and construct a new 5,188 square foot residence with a 2,625 basement on slopes greater than 30% and to decrease the setback of the second story downhill-facing wall plane. Tree Removal request to remove two oak trees with 10" and 14" diameters. RECOMMENDATION: Staff recommends that the Planning Commission approve file no. EXC-2007-09 and TR- 2007..04 subject to the model resolution. PROJECT DATA: Existing Zoning District: RHS-175 (Residential Hillside Zoning) Proposed Ordinance Allowed Residence Square Footage: 1 st & 2nd Floors Garage( semi-deta.ched) Basement (not counted as sq. ft.) 5,188 sq.ft. 842 sq.ft. 2,625 sq.ft. 6,030 sq.ft. 6,500 sq.ft. Setbacks: Front Sides Rear From Creek 92 feet 80 feet min. 40 feet 100 feet 1st Floor 2nd Floor 20 feet 25 feet 10 feet 15 feet 20 feet 25 feet 100 feet Building Height: Grading Quantity 26' 4" 641 cubic yards 30 feet 2,500 cubic yards Environmental Review: Categorically Exempt, Class 32: infill development 2 - 1 EXC:-2001~9, ~-2007-04 August 14,2007 Page 2 BACKGROUND: The subject lot is situated at the southern reaches of Regnart Canyon bordered on the north by Regnart Road, to the east by Regnart Creek and lands of the Midpeninsula Regional Open Space District, and to the south and west by other RHS-zoned properties.. The existing residence is accessed via a lSD-foot long paved driveway from Regnart Road. The residence occupies the most westerly bench of three benches on the property that are separated from each other by a band of steeper slopes. From this upper bench the property declines to the east toward Regnart Creek. The property is not on a prominent ridgeline. DISCUSSION: Zoning Consistency The proposed dwelling complies with the RHS zoning regulations with respect to most setbacks, building height, square footage, and grading quantity (See Project Data). Hillside exceptions are being requested for building features that do the meet zoning regulations as discussed below. . Exception for Developments on Slopes Greater Than 30% The RHS- Hillside Ordinance prohibits any structures or improvements over 500 square feet in area to occur on slopes greater than thirty percent unless an exception is granted. The proposed house is largely located on the flat, upper bench; however, to the south, a portion of the house, basement lightwell, outdoor. patio, and several stairwells encroach on steeper (over 30% ) slopes. In addition, about half of the new leachfield lines are on the steeper slopes. Cumulatively, the area of development on steeper slopes requires an exception. Exception for Setback of Second Story Downhill Facing Wall Plane The RHS-Hillside Ordinance specifies that at least 75% of the second story downhill- facing wall plane shall be setback an average of 7.5 feet and in no case less than 5 feet from the first story Wall plane. The policy is intended to address highly visible arid unarticulated wall masses facing downhill slopes. The northeastern (rear) building elevation faces the primary downhill slope (Sheet A-5 of the plan set). Thirty~two feet (45 %) of the second story wall plane has sufficient setback. The applicant has sought to break-up the visual impact of the two-story tall wall plane by introducing a shed roof above the kitchen wall and placing a redwood arbor over the eastern terrace. Given the residence's placement in a less visible hillside location, staff feels this is an acceptable solution that could be improved by continuing the shed roof across the two. story wall plane. This design change is incorporated in the model resolution. 2-q EXC-2007-09, TR-2007-04 ,August 14, 2007 Page 3 ' Geological Review The City Geologist, Cotton Shires Associates, has reviewed the geotechnical report submitted by the project geologist, UPP Geotechnology, Inc., and concludes that the project is geotechnically feasible (Exhibit A & B). The City Geologist recommended that a grading and drainage plan be prepared and that isolated, saturated ground conditions, observed during a site visit, be investigated. A grading and drainage plan has been prepared and is in the plan set. It depicts the location of the storm drain lines away from the septic leachfields. Staff walked the property and found no saturated ground conditions. The applicant believes he overwatered the lawn area, leading to the temporary, saturated conditions. The City Geologist's recommendations are incorporated in the model resolution. Tree Removal . The project site is heavily wooded. The tree survey was p'repared by City Arborist, David Babby using the new City tree ordinance, and was confined to that area immediately in the vicinity of the proposed residence. In the project vicinity, 62 trees of 15 species were surveyed (Exhibit C). Of these trees, only nine are considered "protected trees" - all of them Coast Live Oaks. Forty -four trees conflict with the proposed house design and will require removal, only two of them are considered protected trees: tree #23 (a 14" oak) and tree #18 (a 10" oak). The remainder slated for removal are mainly Monterey Pines (24 trees), fruit and nut-bearing trees (5 trees), and small diameter Douglas Firs (3 trees). The applicant states that he would like to retain the oaks, but the fact is these oaks are located in the new leachfield area and the leach lines cannot be setback 15 feet from the trunks as recommended by the City Arborist. Staff is recommending removal and replacements of three 24" boxed native trees. Submitted by: Colin Jung, Senior Planner ~ Approved by: Steve. Piasecki, Director of Community Developme~ Enclosures: Model Resolution Exhibit A: Supplemental Geologic Review Letter by Cotton Shires & Associates, dated July 2, 2007 Exhibit B: Geotechnical Investigation, New Single-Family Residence, Yates Property, 22292 Regnart Road, Cupertino, California, prepared by Upp Geotechnology; Inc. and dated March 11, 2004. 2-3] . EXC-2007-09, TR-2007-04 August 14, 2007 Page 4 Exhibit C: A Tree Inventory and Review of the " Proposed Development at 22292 Regnart Road, Cupertino, California, prepared by Arbor Resources and dated June 22, 2007. Plan Set G: \Planning\PDREPORT\pcEXCreports\2007excreports\EXC-2007-09.doc 2 -44 . . EXC-2007 -09 CITY OF CUPERTINO 10300 Torre Avenue Cupertino, California 95014 RESOLUTION NO. . OF THE PLANNING COMMISSION OF THE CITY OF CUPERTINO APPROVING A HILLSIDE EXCEPTION FOR A NEW 6,030 SQUARE FOOT RESIDENCE ON SLOPES GREATER THAN 30% AND EXCEPTION TO THE SETBACK OF THE SECOND-STORY, DOWNHILL-F ACING WALL PLANE AT. 22292 REGNART ROAD. SECTION I: PROTECT DESCRIPTION Application No.: Applicant: Location: EXC-2007-09 Kathy Yates 22292 Regnart Road SECTION II: FINDINGS FOR EXCEPTION WHEREAS, the Planning Commission of the City of Cupertino received an application for a Hillside Exception, as described on Section II of this Resolution; and WHEREAS, the necessary notices have been given in accordance with the Procedural Ordinance of-the City of Cupertino, and the Planning Commission has held one or more Public Hearings on this matter; and WHEREAS, the applicant has met the burden of proof required to support this application, and has satisfied the following requirements: 1. The proposed development will not be mJunous to . property or improvements in the area nor be detrimental to the public health and safety. 2. The proposed development will not create a hazardous condition for pedestrian or vehicular traffic. 3. The proposed development has legal access to public streets and public serVices are available to serve the development. 4. The proposed development requires an exception which involves the least modification of, or deviation from, the development regulations prescribed in this chapter necessary to accomplish a reasonable use of the parcel because the residence is not visible from City established vantage points, the house design as revised minimizes any negative visual impacts. 5. All al~ernative locatioriS for development on the parcel have been considered and have b~en found to. create greater environmental impacts than the location of the proposed development. 6. The proposed development does not consist of structures on or near known ge'ological or environmental hazards that have been determined by expert testimony to be unsafe or hazardous to structures or persons residing the:reiti. Resolution No. Page 2 EXC-2007 -09 August 14, 2007 7. The proposed development includes grading and drainage plans that will ensure that erosion and scarring of the hillsides caused by necessary construction of the housing site and improvements will be minimized. 8. The proposed development consists of structures incorporating designs, colors, materials, and outdoor lighting which blend with the natural hillside ~nvironment and which are designed in such a manner as to reduce the effective visible mass, including building height, as much as possibie without creating other negative environmental impacts. 9., The proposed development is located on the parcel as far as possible from public open space preserves or parks (if visible therefrom), riparian corridors, and wildlife habitats unless such location will create other, more negative environmental impacts. 10. The proposed development is otherwise consistent with the City's General Plan and with the purposes of this chapter as described in Section 19.40.010. NOW, THEREFORE, BE IT RESOLVED: That after careful consideration of maps, facts, exhibits, testimony and other evidence submitted in this matter, application no. EXC-2007-09 is hereby approved; and That the subconclusions upon which the findings and conditions specified in this Resolution are based and contained in the Public Hearing record concerning Application EXC-2007-09, as set forth in the Minutes of the Planning Commission Meeting of August 14,2008, and are incorporated by reference herein. ' SECTION III: CONDITIONS ADMINISTERED BY THE COMMUNITY DEVELOPMENT DEPT. 1. APPROVED EXHIBITS Approval is based on the plan set titled: "Yates Residence, 22292 Regnart Road, Cupertino, Calif." dated 7-07-07 and consisting of 11 sheets labeled Al through A9, 1, and C2 and the material board, except as may be amended by this resolution. 2. DESIGN REVISION The shed roof on the rear eleyation shall be extended across the two-story wall to the satisfaction of the Director of Community Development. 3. GEOTECHNICAL REVIEW Prior to building permit approval, the applicant shall comply with the recominendations outlined in the Cotton Shires & Associates, Inc. Supplemental Geologic Review Letter dated July 2, 2007 and pertaining to the proposed development. 2-62 Resolution No. Page 3 EXC-2007-09 August 14,2007 4. NOTICE OF FEES, DEDICATIONS, RESERVATIONS OR OTHER EXACTIONS The Conditions of Project Approval set forth herein may include certain fees, dedication requirements, reservation requirements, and other exactions. Pursuant to Government Code Se<;:tion 66020 ( d) (1), these Conditions constitute written notice of a statement of the amount of such fees, and a description of the dedications, reservations, and other exactions. You are hereby further notified that the 90-day approval period in which you may protest these fees, dedications, reservations, and other exactions, pursuant to Government Code Section 66020(a), has begun. If you fail to file a protest within this 90-day period complying with all of the requirements of Section 66020, you will be legally barred from later challenging such exactions. 5. TREE PROTECTION & REPLACEMENT Prior to building permit approval, the applicant shall comply with the recomme,ndations stated in the Arbor Resources report, dated June 22, 2007, for the trees slated for retention. The two, specimen-size Coast Live Oak trees approved for removal shall be replaced with three 24" box native trees. Exact locations to be approved by the Director of Community Development. SECTION IV: CONDITIONS ADMINISTERED BY TIlE PUBLIC WORKS DEPARTMENT 6. STREET WIDENING Street widening, improvements and dedications shall be provided in accordance with.City Standards and specifications and as required by the City Engineer. 7. CURB AND GUTTER IMPROVEMENTS Curbs and gutters, sidewalks and relafed structures shall be installed in accordance with grades and standards as specified by the City Engineer. 8. STREET LIGHTING INSTALLATION . Street lighting shall be installed and shall be as approved by the City Engineer. Lighting fixtures shall be positioned so as to preclude glare and other forms of visual inferference to adjoining properties,. and 'shall be no higher than the maximum height permitted by the zone in which the site is located. . 9. TRAFFIC SIGNS Traffic control signs shall be placed at locations specified by the City. 2-~ Resolution No. Page 4 EXC-2007-09 August 14, 2007 10. STREET TREES Street trees shall be planted within the Public Right of Way and shall be of a type approved by the City in accordance with Ordinance No. 125. 11. GRADING Grading shall be as approved and required by the City Engineer in accordance with Chapter 16.08 of the Cupertino Municipal Code. 401. Certifications a,nd 404 permits maybe required. Please contact Army Corp of Engineers and/ or Regional Water Quality Control Board as appropriate. All new retaining wall work requires calculations and details included within gr(iding plan set. All grading plans must include an erosion control plan. If site grading (excluding the building envelope) exceeds 1000 cubic yards, then the applicant must pursue a Supervised Grading Permit with the City as described iri Cupertino Municipal Code 16.08.230. 12. DRAINAGE Drainage shall be provided to the satisfaction of the City Engineer. Pre and Post-development calculations must be provided to identify if storm drain facilities need to be constructed or renovated. 13. FIRE PROTECTION Fire sprinklers shall be installed in any new construction to the approval of the City and Santa Clara County Fire Department 14. UNDERGROUND UTILITIES The developer shall comply with the requirements of the Underground Utilities Ordinance No. 331 and other related Ordinances and regulations of the City of Cupertino, and shall coordinate with .affected utility providers for installation of underground utility devices. Ordinance No~ 331 requires all overhead lines to be underground whether the lines are new or existing. The developer shall submit detailed plans showing utility underground provisions. Said plans shall be subject to prior approval of the affected Utility provider and the City Engineer. 15. IMPROVEMENT AGREEMENT The project developer shall enter into a development agreement with the City of Cupertino providing for payment of fees, including but not limited to checking and inspection fees, storm drain fees, park dedication fees and fees for under grounding of utilities. Said agreement shall be executed prior to issuance of construction permits. 2-~ Resolution No. Page 5 EXC-2007-09 August 14, 2007 Fees: a. Grading/ Retaining Wall Permit: Greater of $2,163.00 min. or 6% of Imp. Cost b. Development Maintenance Deposit $ 1,000.00 c. Storm Drainage Fee: $ 3,083.10 Bonds: a'. On & Off-Site Improvements Bond: 100% Performance Bond -The fees described above are imposed based upon the current fee schedule adopted by the City Council. However, the fees imposed herein may be modified at the time of recordation of a final map or issuance of a building permit in the event of said change or changes, the fees changed at that time will reflect the then current fee schedule. 16. BEST MANAGEMENT PRACTICES Utilize Best Management Practices (BMP's), as required by the State Water Resources Control Board, for construction activity, which disturbs soil. PASSED AND ADOPTED this 14th day of August 2007, at a Regular Meeting of the Planning Commissio~ of the City of Cupertino by the following roll call vote: AYES: NOES: ABSTAIN: ABSENT: COMMISSIONERS: COMMISSIONERS: COMMISSIONERS: COMMISSIONERS: ATIEST: APPROVED: Steve Piasecki Director of Community Development Cary Chien, Vice' Chair Cupertino Planning Commission G: \ Planning \ PDREPORT\ RES \ EXC-2007-09res.doc 2-9,5 TR-2007-04 CITY OF CUPERTINO 10300 Torre Avenue Cupertino, California 95014 RESOLUTION. NO. . OF TIlE PLANNING COMMISSION OF TIlE CITY OF CUPERTINO APPROVING A TREE REMOVAL PERMIT TO REMOVE TWO SPECIMEN SIZE . COAST LIVE OAK TREES AT 22292 REGNART ROAD SECTION I: FINDINGS WHEREAS, the Planning Commission of the City of Cupertino received an application for a Tree Removal, as described in.Section II of this Resolution; and WHEREAS, the necessary public notices have been given in accordance with the Procedural Ordinance of the City of Cupertino, and the Planning Commission has held one or more public hearings on this matter; and WHEREAS, the applicant has met the burden of proof required to support said application; and has satisfied the following requirements: 1) The location of the trees restricts the economic enjoyment of the property by severely limiting the use of property in a manner not typically experienced by o'YlLers of similarly zoned and situated property. NOW, THEREFORE, BE IT RESOLVED: That after careful consideration of maps, facts, exhibits, testimony and other evidence submitted in this matter, the application for Tree Removal is hereby approved, subject to the conditions which are enumerated in tJUs Resolution beginning on Page 2 thereof; and That the subconclusions upon which the findings and conditions specified in this resolution are based and contained in the public hearing record concerning Application TR-2007-04 as set forth in the Minutes of the Planning Commission Meeting of August 14, 2007, ~d are incorporated by reference as though fully set forth herein. SECTION II: PROTECT DESCRIPTION Application No.: TR-2007-04 Applicant: Kathy Yates . Location: 22292 Regnart Road 2 -10 Resolution Page 2 TR-2007-04 August 14, 2007 SECTION III: CONDITIONS ADMINISTERED BY THE COMMUNITY DEVELOPMENT DEPT. 1. TREE REMOVAL The applicant is authorized to remove two coast live oak trees of 10" and 14" in diameter and identified as trees nos. 18 and 23, respectively, in an arborist report prepared by Arbor Resources for the subject development at 22292 Regnart Road, and dated June 22, 2007. 2. TREE REPLACEMENT To mitigate the loss of the subject oaks, the applicant shall plant three (3) 24" box native trees. Specific planting locations are subject to the approval of the . Director of Cpmmunity Development. 3. NOTICE OF FEES, DEDICATIONS, RESERVATIONS OR OTHER EXACTIONS The Conditions of Project . Approval set forth herein may include certain fees, dedication requirements, reservation requirements, and other exactions. Pursuant to Government Code Section 66020(d) (1), these Conditions constitute written notice of a statement of the amount of such fees, and a description of the dedications, reservations, and other exactions. You are hereby further notified that the 90-day approval period in which you may protest these fees'. dedications, reservations, and other exactions, pursuant to Government Code Section 66020 (a), has begun. If you fail to file a protest within this 90-day period complying with all of the requirements of Section 66020, you will be legally barred from later challenging such exactions. PASSED AND ADOPTED this 14th day of August 2007, at a Regular Meeting of the Planning Commission of the City of Cupertino, State of California, by the following roll call vote: . . AYES: NOES: ABSTAIN: ABSENT: ATTEST: COMMISSIONERS: COMMISSIONERS: COMMISSIONERS: COMMISSIONERS: APPROVED: Steve Piasecki Director of Community Development G:\Planning\PDREPOR1\RES\2007\TR-2007 -04 res. doc Cary Chien, Vice Chair Planning Commission 2 - 11 ~ COTTON, SHIRES & ASSOCIATES, INC. alii CONSULTING ENGINEERS AND GEOLOGISTS Exhibit A July 2, 2007 C0044A TO: ColinJung Planning Department CITY OF CUPERTINO 10300 Torre Avenue Cupertino~ California 95014 SUBJECT: RE: Supplemental Geologic Review Yates, Proposed Residence 22292 Regnart Road At your request, we have completed a supplemental geologic review of the permit application for a new residence using the following documents: . Septic System Design (1 sheet, 20-scale), prepared by Armand Louie, REHS, dated March 14, 2007; and . Architectural Plans, in~iuding: Site, Floor, BI1d, Basement P~ans, Sections and Elevations (9 sheets, '16- and 4-scales), prepared'by Robert Avlles Design, dated April 7, 2007. . . Documents Previously Submitted for Our Review: . Geotechnical Investigation (report), prepared by Upp Geotechnology, Inc., dated March 11, 2004; . Architectural Plans, including: Site, Floor, and Basement Plans, and Elevations (7 sheets, 16- and 4-scales), prepared hy Robert Aviles Design, undated; and . Topographic Map (1 sheet, 16-scale), prepared by Ward Surveying, dated February 21, 2002. In addition to evaluation of the above referenced documents, we have reviewed pertinent technical dOctiinents from our office' files 'and p~rfornied a recent site inspection. . ...' . , .. N orthem California Office 330 Village Lane Los Gatos, CA 95030-7218 (408) 354-5542 · Fax (408) 354-1852 e-mail: losgatos@cottonshires.com www.cottonshires.com Central California Office . 6417 DOgtoWIl Road Sant.u~, CA 95249-9640 (209) 736-4252 · Fax (209) 736-1212 e-mail: cottonshfres@starband.net ColinJung Page 2 July 2, 2007 C0044A DISCUSSION It is our understanding that the applicant proposes to demolish the existing residential structure and construct a new residence in approximately the same general vicinity as the existing residence. The new developm~t is to include a basement level, ground level, second story, and detached garage. Access to the new development will be via the existing driveway alignment. In our previous review report, dated April 22, 2004, we concluded that the project appeared feasible; however, it was unclear at the time how much grading would be performed or the method of septic discharge. We recommended that a grading and drainage plan be developed and that the method of septic discharge be specified, and that architectural and structural plans be developed that include the recommendations of the Project Geotechnical Engineer. CONCLUSIONS AND RECOMMENDED ACTION The proposed development is potentially constrained by steep slopes, expansive surficial soil materials, surficial soil creep and shallow landsliding, shallow groundwater, non-engineered fill with the potential for settlement and creep, and the susceptibility of the site to very strong seismic ground shaking. The Project Geotechnical Consultant has performed a geotechnical investigation at the project site and provided design criteria that, in general, appear appropriate for the site conditions. These recommendations include founding the residence and retaining walls on a pier and grade beam foundation system with minimum 16-inch diameter piers embedded a minimum of 8 feet into bedrock. Foundation recommendations also include incorporating a foundation subdrain and constructing the foundation grade beam with a 3-inch void (beneath the beam). Recommendations have been provided that include removing all non-engineered fill in the vicinity of newly proposed structures and replacing these materials with engineered fill. The submitted documents do not include a Grading and Drainage Plan, as recommended in our April 22, 2004 letter, A Septic System Design Plan has been su bmitted that includes the proposed septic system layout. A new leachfield appears to be proposed for the first graded bench below the proposed residence. Duririg our recent site reconnaissance, we noted saturated ground conditions on this graded pad, near SP1,' The Project Geotechncial Consultant should evaluate this area and determine the source of the water and ramifications on septic leachfield performance. We do not have geotechnical objections to the basic proposed development concepti however, a detailed grading and drainage plan has not been submitted. Due to shallow groundwater, the proximity to Regnart Creek, and the septic system layout, a detailed drainage plan should be developed illustrating how surface watet will be directed away from the septic leachfields. We recommend that the following items be satisfactorily addressed prior to issuance of construction permits: 2 -13 COTTON, SHIRES & ASSOCIATES, INC. ColinJung Page 3 July 2, 2007 C0044A 1. Grading and Drainage Plan - A grading and drainage plan should be submitted that depicts all proposed excavation and fill areas. Grading quantities should be provided. All surface and subsurface drainage pathways and discharge points should be identified. 2. Development Plans - Structural and Architectural Plans should be generated that include the recommendations of the Project Geotechnical Engineer. 3. Geotechnical Report Update and Plan Review - The applicant's geotechnical consultant should review and approve all geotechnical aspects of the development plans (i.e., site preparation and grading, site drainage imptovements and design pararneters for foundations and retaining walls) to ensure. that their recommendations have been properly incorporated. Since approximately 3 years has elapsed since the Geotechnical Report was generated, the consultant should provide an update of theil' original investigation, as necessary. . The Project Geotechnical Consultant should evaluate the saturated bench area and determine the source of the water and ramifications on future septic leacbfield performance. . Geotec1Ulical recommendations have been provided that indicated that materials excavated from the site can be re-used for engineered fill. However, the surficial soils at the site have,been shown to be potentially expansive. Consequently, the Project Geotechnical Consultant should consider providing recommendations that include removing the potential expansive soils from tlle building si~, or effectively mixing these soils with non-expansive materials. The' geotedUlical consultant should be onsite during the grading operations. The results of the Geotechnical Plan Review should be summarized in a letter and submitted to the City for review by. the City Engineer. The following item should be performed prior to final project approval: 4. Geotechnical Field Inspection - The geotechnical consultant should inspect, test (as needed), and approve all geotechnical aspects of the project construction. The inspections should include, but not necessarily be limited to: site preparation and' grading, site surface and subsurface drainage improvements and excavations for foundations and retaining walls prior to the placement of steel and concrete. 2 -14 COTTON, SHIRES & ASSOCIATES, INC. ColinJung Page 4 July 2, 2007 C0044A The results of these inspections and. the as-built conditions of the project should be described by the geotechnical consultant in a letter and submitted to the Town Engineer for.review prior to final project approval. LIMITATIONS This review has been performed to provide technical advice to assist the City with discretionary permit decisions. Our serVices. have been limited to review of the documents previously identified, and a: visual review of the property. Our opinions and conclusions are made in accordance with generally accepted principles and practices of the geotechiucal profession. This warranty is in lieu of all other warranties, either expressed or implied. Respectfully submitted, COTION, SHIRES AND ASSOCIATES, INC. CITYGEOLOGICC NSULTANT {\ Jo M. Wallace Principal Engineering Geologist CEG 1923 Patrick O. Shires Senior Principal Geotechnical Engineer GE 770 POS:JMW:st 2 -15 COTTON, SHIRES & ASSOCIATES, INC. I I I I I I I I I I I. I I I I I I I I Exhibit B GEOTECHNICAL INVESTIGATION NEW SINGE-FAMILY RESIDENCE YATES PROPERTY 22292 REGNART ROAD CUPERTINO, CALIFORNIA PREPARED FOR MR. AND MRS. MICHAEL YATES 22292 REGNART ROAD CUPERTIN~, CALIFORNIA MARCH 11, 2004 This document is protected under Federal Copyright Law. Unauthorized use or copying of this document is strictly prohibited. See "APPLICATION FOR AUTHORIZATION TO USE"located at the end of this document if use or copying is desired by anyone other than the client(s) and for the project identified above. ... UPP GEOFECHNOLOGY, INC. . Engineering Geology · Geotechnical Englneering 2 -16 I I I I I I I I I 'I I I I I I I I I I upp GEOTECHNOLOG~ INC. Engineering Geology · Geotechnical ~nglnee'rlng Mr. and Mrs. Michael Yates 22292 Regnart Road Cupertino, CA 95014 March 11, 2004 Project No. 2711.1Rl Serial No. 12114 SUBJECT: GEOTECHNICAL INVESTIGATION NEW SINGLE-FAMILY RESIDENCE YATES PROPERTY 22292 REGNART ROAD CUPERTINO, CALIFORNIA 'Dear Mr. and Mrs. Yates: As you requested, we have performed a geotechnical investigation for the construction of a new single-family residence on your property located at 22292 Regnart Road in Cupertino, California. The accompanying report presents the results of our investigation and testing, and our conclusions and recommendations concerning the geotechnical engineering aspects of the project. The fmdings and recommendations presented in this report are contfugent upon our -review of the final grading, foundation and drainage control plans and our observation of the grading and the installation of the foundation and drainage control systems. CRH/RRU:jc Copies: Addressees (5) 750 Camden Avenue. Suite A · Campbell. CA 95008 (408' 866-5436 · FAX: (408' 866.9436 2 -17 I I I I I I "I I I I I I I I I I I" I I INTRODUCTION Th~s report presents the results of our geotechnical investigation for the construction of a new single-family residence on the Yates property located at 22292 Regnart Road in Cupertino, California (see Figure 1, Site Location Map). The purpose of our investigation was to explore the soil and geologic conditions on the subject property and to'develop findings and recommendations for the earthwork and foundation engineering aspects of the proposed development. We understand that you are planning to raze the existing one- and two-story home, and construct a new two-story residence with a partial basement in approximately the same location on the property. We also understand that you are planning to construct a new, detached three-car garage. SCOPE OF SERVICES Our scope of services for this investigation included a review of geologic literature and aerial . photographs of the site vicinity; engineering geologic reconnaissances and mapping; preparation of two slope profiles; subsurface exploration; field and laboratory testing; geotechnical engineering analyses of collected data; and the preparation of this report. This report has been prepared as a product of our service for the exclusive use of Mr. and Mrs. Michael Y ate~ for the construction of the proposed residence and garage. This report must not be used by other parties or for other . purposes without prior written authorization from Upp Geotechnology, Inc. Tbis investigation has been conducted in accordance with the scope and conditions presented in our proposal dated December 5,2003. No other warranty, either expressed or implied, is made. Copyright - Upp Geotechnology, Inc. upp GEOTECHNOLOG'Y.. INC. 2 -18 I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 2 of 29 Because of possible future changes in site conditions or the standards of practice for geotechnical e~gineering and engineering geology, the fmdings and recommendations of this report may not be considered valid beyond three years from the report date, without review by Upp Geotechnology, Inc. In addition, in the event that any changes in the nature or location of the proposed improvements are planned, the conclusions and recommendations of this report may not be considered valid unless such changes are reviewed, and the conclusions and recommendations presented in this report are modified or verified in writing, by this firm. METHOD OF INVESTIGATION Geologic maps and aerial photographs were reviewed as part of our reconriaissance investigation to evaluate, the prevailing geologic conditions on the site and in the vicinity. An initial site reconnaissance was made by our project geologist on December 1, 2003. Subsequently, several additional site visits were performed by our project geologist and staff engineer to conduct additional engineering geologic mapping and prepare slope profiles using tape, compass, and band- level techniques. Subsurface conditions were investigated on January 16, 2004 by excavating four test borings using both a truck-mounted drill rig and portable drilling equipment. The locations of the test borings are shown on Figure 3, Partial Site Plan and Engineering Geologic Map. The boring locations were approximately determined by measuring distance and bearing from mown points on the supplied Copyright - Upp Geotechnology, Inc. upp GEOTECHNOLOGy;. INC. 2 -19 ..I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 3 of 29 site plan and should be considered accurate only to the degree implied by the mapping technique used. The test borings were logged by our staff engineer in general accordance with the Unified Soil Classification System described on Figure 6, Key to Logs. A Summary ofField Sampling Procedures is presented on Figure 7. The boring logs. are presented on Figures 8 through 11. The logs show our interpretation of the subsurface conditions at the locations and on the dates indicated and it is not warranted that they are representative of the subsurface conditions at other locations and times; Soil samples obtained from the borings were retained for laboratory classification and testing. The results bf moisture content, dry density, and shear strength tests are presented on the logs. The results of the plasticity tests are presented on Figure 12, Plasticity Chart. GEOLOGY AND SEISMICITY Geolo~ The subject property is located along the east side of the central Santa Cruz Mountains, a northwest- trending range within the <;alifomia Coast Ranges geomorphic province. According to the Geologic Map of the Sargent-Berrocal fault zone between. Los Gatos and Los Altos Hills (Sorg~ D. H. and McLaughlin, R. J., 1975), the site is in an area underlain at depth by Santa Clara Formation bedrock. The Santa Clara Formation is generally described as Pliocene to Pleistocene age (approximately 5.3 Copyright - Upp Geotechnology. Inc. upp GE'OTECHNOLOGY,. INC. 2 -20 I I I I I I I I I I I I I I I I I I' I Yates - Geotechnical Investigation March 11, 2004 Page 4 of 29 million years old to 11,000 years old), yellowish-orange to reddish-brown, moderately consolidated to well-consolidated stream deposits consisting of pebble and cobble gravels with lesser amounts of sand, silt, and clay. The bedrock is overlain by slope debris (colluvial soil) on the subject property and across most of the hillside areas in the site vicinity. Where the colluvial soil is located on moderate to steep slopes, it is' subject to downhill creep, a process by which the soil moves . downslope at an imperceptibly slow rate as a result of gravity (see Figure 2, Local Geologic Map). Seismicity The greater San Francisco Bay Area is recognized by geologists and seismologists as one of the most active seismic regions in the United States. The three major . faults that pass through the Bay Area in a northwest direction have produced approximately 12 earthquakes per century strong enough to cause structural damage. The faults causing such earthquakes are part of the San Andreas falJlt system, a major rift in the earth's crust that extends for at least 700 miles along the California Coast, which includes the San Aridreas, HaYward, and Calaveras fault zones. The main trace of the active San Andreas fault is located approximately 2% southwest of the subject property. The Hayward and Calaveras faults are located approximately 13~ and 17~ miles northeast of the site, respectively. In addition, nearest trace of the potentially activ'e Monte Vista Fault is located approximately % mile northeast of the subject site. The Monte Vista Fault is characterized as a sinuous, southwest dipping thrust fault that, in this area, h~s t~st older Monterey Formation bedrock above younger Santa Clara Formation bedrock and Copyright - Upp Geotechnology, Inc. 2 - 21 upp GEOTECHNOLOG~ INC. I I I I I 1 I I I 1 I 1 I I 1 1 1 I .1. Yates - Geotechnical Investigation March 11, 2004 Page 5 of 29 younger alluvium. According to the City's Geotechnical Hazards Map, the site is located in an F-I zone. An F-I zone indicates that the site could experience strong ground sh~g and ground failure (landsliding) during an earthquake along the Monte Vista Fault. Based on analyses by the U.S. Geological Survey's Working Group on California Earthquake Probabilities (2003), the San Francisco Peninsula segment of the San Andreas fault is estimated to have a 21 % probability of producing an earthqu~e with a magnitude of 6.7 or greater by the year 2032. . The magnitude of an earthquake is a measure of the amount of energy released during a seismic event, as determined by seismo'graphic measurements. The probability of at least one magnitude 6.7 or greater earthquake on one of the active faults in the San Francisco Bay area by the year 2032 is estimated to be 62%. The intensity of an earthquake differs from the magnitude in that intensity is a measure of the effects of an earthquake rather than a measure of the energy released. These effects can vary considerably based on the earthquake magnitude, distance from the earthquakes epicenter, and site geology. Because of the site's proximity to the San Andreas fault and the site geology, maximum anticipated ground shaking intensities, given a large earthquake on the fault in the site vicinity, are characterized as very ~trong and approximately equal to a Modified Mercalli intensity of VllI (Borcherdt, et. al., 1975). A Modified Mercalli intensity ofVllI typically could cause slight damage to specially designed earthquake-resistant structures, considerable damage in well built ordinary Copyrlght- Upp Geotechnology, Inc. upp GEOTECHNOLOG~ 'NC. 2 - 22 I I I I I I I I. I I I I I I I I I I I Yates - Geotecbnimi.l Investigation March 11, 2004 . Page 6 of 29 structures, and partial collapse in poorly built or designed structures (Yanev, 1974) (see Table I, Modified Mercalli Scale of Earthquake Intensities). Aerial Photo!!ranh Review Two sets of stereo graphic aerial photographs were reviewed to evaluate the historic site changes and to aid in identifying faults and landslides. The first photograph set was taken in 1965 and the second was taken in 1982. The 1965 photo shows that site grading was being performed at that time to create the level pad for the existing residence. The 1982 photo shows the existing residence on the building pad. In addition, it appears that Regnart Road was realigned at some time between the two photographs. We did not observe any evidence of faulting or photo-lineament on either set of photographs within the subject property. In addition, no evidence of landsliding was observed in the imniediate site . vicinity in either set of photographs. SITE CONDITIONS Site Descrintion The irregularly shaped property is situated on a northeastern facing slope near the. base of a large north-trending drainage on the eastern flank of the central Santa Cruz Mountains. The subject property is bounded to the north by Regnart Road, to the south and east by open-space district, and to the west by a private developed property. Copyrighl- Upp Geotechnology, Inc. upp GEOTECHNOLOG'Y, INC. 2 -23 I I I I I I I I I' I I I I I I I I I I Yates - Geotechnical Investigation March 11,2004 Page 7 of 29 A private shared driveway leads from Regnart Road along the northern property boundary to a short private driveway that extends uphill to the south to the existing residence. The residence is a two- story, wood framed structure located in the central portion of an existing cut-fill pad. A short cutslope is located on the west (uphill) side of the driveway on the uphill side of the pad. Grading to create the pad has resulted in a fill slope on the south and east sides of the pad. Based on , our, observations, it appears that fill was also placed in the southwest portion of the pad to fill in a natural drainage swale (see Figure 3). Gradients ofthe fill slope are approximately 2:1 (horizontal to vertical). A chicken coup and pen are currently located in this area. A narrow path also constructed using cut/fill' techniques leads from this southwest comer of the pad and trends southeast off the property. Below the fill slope is a cut slope with a gradient of approximately 2~: 1, located on the uphill side of a second cut-fill pad. A similar fill slope is located on the downhill side of this pad. Again, it appears that fill has been placed in the southwest comer of this second pad toinfill a portion of the native drainage swale. :Two small sheds are located on this pad. Drainage across the site is generally characterized as uncontrolled sheet flow to the east and northeast to the property boundary. Vegetation 'on the 'site consists predominantly of mature pine and oak trees with various, planted fruit trees and landscaping around the home. Copyright - Upp Geotechnology, Inc. 2 - 24 upp GEOTECHNOLOGY,. INC. I I I I I I I I I I I I I. I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 8 of 29 Subsurface Four test borings were excavated on the existing cut-fill pad in the areas of the proposed residence and garage, at the approximate locations shown on Figure 3. Boring 1 encountered approximately 4 feet of dark yellowish brown, clayey silt artificial fill underlain by approximately 3 feet of yellowish brown clayey silt colluvium. Beneath the colluvium we encountered weathered sandstone and siltstone bedrock of the Santa Clara Formation that persisted to the bottom of the boring at a depth of approximately 16~ feet (see Figure 8, Log of Boring 1). Boring 2 encountered approximately 3 feet of stiff, yellowish brown clayey silt colluvium underlain by weathered, very dense sandstone and siltstone bedrock of the Santa Clara Formation. The Santa Clara Formation materials persisted to the bottom of the boring at a depth of approximately 17 feet (see Figure 9, Log of Boring 2). Boring 3 encountered approximately 4 feet of dark yellowish brown, clayey silt artificial fill underlain by approximately 5 feet of dark brown silty clay colluvium. The'colluvium is underlain by very dense sandstone and siltstone bedrock that persisted to the bottom of the boring at a: depth of approximately 16~ feet (see Figure 10, Log of Boring 3). Boring 4 encountered approximately 2 ~ feet of dark brown silty clay colluvium underlain by dense to very dense, weathered siltstone and sandstone bedrock of the Santa Clara Formation. These materials persisted to the bottom of the boring at a depth of approximately 15~ feet (see Figure 11, Log of Boring 4). Copyright - Upp Geotechnology. Inc. 2 - 25 upp GEOTECHNOLOG~ INC. I I 'I I I I 'I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 9 of 29 Our interpretation of subsurface conditions is presented on Figures 4 and 5, Geologic Cross,. Sections A-A' and B-B'. Based on the results of a Plasticity Index test on a sample of the native colluvium, we determined that these materials are moderately to highly expansive, with a Plasticity, Index (PI) of 31 % (see Figure 12). Groundwater Stabilized free groundwater was encountered at a depth of approximatel}f 5Y2 feet in Boring 3. Groundwater was not encountered in any of the other test borings. However, it should be noted that fluctuations in the level of subsurface water could occur due to variations in rainfall, temperature, and other factors not evident at the time our observations were made. FINDINGS Based upon the results of our investigation, it is our opinion, from a geotechnical engineering perspective, that the proposed residence and garage may be constructed as planned, provided that the recommendations presented in this report are incorporated into their design and construction. hi our opinion, the primary constraints to the' proposed development include the thick layer of non- supportive topsoil and artificial fill that mantle the property, and the proximity of the potentially active Monte Vista fault and the active San Andreas fault. Copyrighl- Upp Geotechnology, Inc. 2 - 26 upp GEOT.CHNOLOG~ INC. I I I I I I I I I I I. I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 10 of 29 foundations of a proposed residence and associated improvements. Landslidine: Based on our investigation, we observed no evidence cif recent landsliding within the subject property in the area of the proposed residence and garage.. However, as described above, large Quaternary age landsli~e deposits are 'located north and west of the subject property. Based on the location and geometry of these landslides, it is our opinion that these features do ~ot pose a significant threat to the proposed residence and garage. Because of the moderate slopes and the layer of non-supportive colluvial soil that blankets the proposed building site, the occurrence of a new shallow landslide within or adjacent to the subject property cannot be exCluded. A new shallow landslide in this area could be triggered by excessive precipitation or strong ground shaking associated with an earthquake. In our opinion, a landslide of this nature should not constitute an immediate threat to the integrity of the proposed residence and associated improvements, provided that they are designed and constructed in accordance with the recommendations of this report. Copyright - Upp Geotechnology, [TIC. 2 - 27 upp GEOTECHNOLOGY,. INC. I I I I I I I I I I I '.1 I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 11 of29 The long-term stability of many hillside areas is difficult to' predict. A hillside will remain stable only as long as the existing slope equilibrium is not disturbed by natural processes. or by the acts of . Man. Landslides can be activated by a nw:nber of natural processes, such as the loss of support at the bottom of a slope by stream erosion or the reduction of soil strength by an increase in groundwater level from ,excessive precipitation. Artificial processes caused by Man may include improper grading activities; or the introduction of excess water through excessive irrigation, improperly designed or constructed leacl;J.fields, or poorly controlled surface runoff. It should be noted that although our knowledge of the causes and mechanisms of landslides has greatly increased in recent years, it is not yet possible to predict with certainty exactly when and where all landslides' will occur. At some time over the span of thousands of years, most hillsides will experience landslide movement as mountains are reduced to plains. Therefore, a small, but unknown, level of risk is always present to structures located in hilly terrain. Owners of property . located in these areas must be aware of, and willing to accept, this unknown level of risk. Seismicity Our reconnaissance and our review of published geologic maps and aerial photographs revealed that no known active or potentially' active faults pass through the subject property. However, it is reasonable to assume. that the site will be subjected to very strong ground shaking from a major earthquake on' at least one of the nearby active faults during the design-life of future improvements. Copyright - Upp Geotechnology. Inc. upp GEOTECHNOJ.OG~ INC.. 2 - 28 I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 12 of29 During such an earthquake, it is our opinion that the danger from fault offset through the site is negligible. RECOM::MENDATIONS The following recommendations must be incorporated into all aspects of future development: Location of ProDosed Improvements The proposed improvements must be confined to the approximate building area shown on Figure 3. Construction of improvements outside of this generalized area is not recommended without written approval from this fmn. In addition, if other structures are planned in the future, we should be contacted to evaluate their location and to provide appropriate geotechnical engineering design criteria. Seismic Deshm Criteria We recommend that the project structural design engineer provide appropriate seismic design criteria for proposed foundations and associated improvements. The following information is intended to aid the project stnJctural design engineer to this end and is based on criteria set forth in Chapter 16 of the" 200 1 California Building Code (CBC) (futernational Conference of Building Officials, 2002). Copyrlghl- Upp Geotechnology, Inc. 2 - 29 upp GEOTECHNOLOGY,. INC. I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 13 of 29 The subject property is located within Seismic Zone 4, as depicted in Figure 16A-2 of the 2001 CBC. Based on Table 16A-J and the defmitions presented in Section 1636A of the 2001 CBC, in our opinion, Soil Profile Type Sc must be used for structural analyses. Based on Appendix A of the . report, entitled "Probabilistic Seismic Hazard Assessment for the State of California" (CDMG and USGS, 1996), and Table 16A-U of the 2001 CBC, the San Andreas fault is classified as a Seismic Source Type A fault and is located approximately 4.4 Ian from the subjec~ property and the Monte Vista Fault is classified as a Seismic Source Type B fault, and is located approximately 1.2 Ian from the subject property. . Experience has shown that earthquake-related distress to structures can be substantially mitigated by quality construction. We recommend that the residence and ~sociated improvements be built by a qualified and reputable contractor and skilled craftsmen. We also recox:nmend that the construction be monitored by the project structural design engineer and project architect to make sure that their designs and recommendations are properly interpreted and constructed. Earthwork We anticipate that a moderate amount of spoils will be generated from the excavations for the residence foundation and basement, and that some or all of these spoils will be placed as engineered fill on the slope behind the northeast comer of the proposed residence. We also recommend that any . . existing fill located in areas of proposed structures or flatwork be removed and replaced as Copyrighr- Upp Geotechnology. Inc. 2 - 30 upp G.OTECHNOLO~ INC. I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 14 of29 engineered fill. All engineered fill should be placed in accordance with the recommendations provided below: 1. Clearini! and Site Preoaration Any areas to be graded must initially be cleared of all obstructions, including brush, trees not designated to remain, and debris remaining from the razing of the existing home. Holes or depressions resulting from' the removal of underground obstructions below proposed finished sub grade levels must be cleared,' and backfilled with suitable material compacted to the requirements for engineered fill given below. After clearing, the site must be stripped to a sufficient depth to remove all surface vegetation and organic-laden topsoil. At the time of our field investigation, we estimated that a stripping depth of approximately 3 to 4 inches would be required on natural slope areas. This material must not be used as engineered fill;. however, it may be used for landscaping purposes. 2. Fill Material On-site materials having an organic content of less than 3% byvolume can be used as engineered fill. Material used for fill must not contain rocks or lumps greater than 6 inches in diameter, and no more than 15% of the fill material must be larger than 2~ inches in diameter. Based on our investigation, the subsurface materials. enco.untered in the borings are suitable for use as fill. Any' required imported fill must have a plasticity index of 15% or less. Copyright - Upp Geolechnology, Inc. 2 - 31 upp GEOTECHNOLOGy;. INC. I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 15 of29 3. Kevwavs and Benches Fill placed on slopes in excess of 5:1 must be keyed and benched into the underlying supportive material to provide a firm, stable surface for support of the fill. A keyway, located at. the toe of proposed fill, must be excavated a minimum of 3 feet into the supportive material, as measured on the downhill side of the keyway. As a minimum, the keyway must be 8 feet wide at -its base. Benches generally. must be a minimum of 8 feet wide and must be excavated entirely into the supportive material. Based on our investigation, temporary- back slopes may be vertically excavated provided they are constructed in the dry season and meet Cal OSHA requirements. Both the keyway and any required benches must be provided with a 2% downslope in the uphill direction to provide resistance to lateral movement and to facilitate proper subdrainage. The !!eotechnical enl!ineer must evaluate the actual location. size and denth of the required keyway and benches at the time of construction. 4. Subdrains The need for sub drains' must be determined by the geotechnical engineer at the time of construction. In general, fills exceeding 5 feet in depth should be provided with a subdrain. Subdrains must consist of a 4-inch diameter rigid heavy-duty perforated pipe (Schedule 40, SDR 35 or equivalent), approved by the Soil Engineer, embedded in drainrock (crushed rock or gravel). Flexible corrul!'ated nine should not be used. The pipe must be placed with the perforations down on a 2- Copyright - Upp Geotechnology, Inc. 2 - 32 UPP. GEOTECHNOLOG~ INC. I I I I I I I I I I. I I I I I I I I I Y ates- Geotechnical Investigation . March 11, 2004 Page 16 of29 to 3-inch bed of drainrock. The drainrock must he separated from the fill and the native material by a geotextile filter fabric, approved by the soil engineer Subdrain pipes must be provided with clean-out risers at their up-gradient ends and at all sharp changes in direction. Changes in pipe direction must be made with "sweep" elbows to facilitate future inspection and cleanout. Subdrain systems must be provided with a minimum 2% gradient and must discharge onto an energy dissipater at an appropriate downhill location approved by the soil engineer. 5. Compaction Procedures Prior to fill placement, the surface to receive the fill must be scarified to a depth of 6 inches, moisture conditioned to approximately the materials' optimum moisture content and then compacted as engineered fill. Fill material must be. moisture conditioned to approximately the materials' optimum moisture content and then spread and compacted in lifts not exceeding 8 inches in loose thickness. In general, fill should be compacted to at least 90% relative compaction by the Modified Proctor Test method,' in general accordance with the ASTM Test Designation D1557 (latest revision). 6. Permanent Slopes Any proposed cut slopes in the surficial soil and any required fill slopes must have gradients no steeper than 2: I (horizontal to vertical). Any proposed cuts in the bedrock may be steeper than 2: 1, Copyright - Upp Geotechnology. Inc. 2 - 33 upp GEOTECHNOJ.OGY,. INC. I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 17 of29 depending on the nature of the bedrock material. If cuts steeper than 2: 1 in the bedrock are planned, we must evaluate the stability of these cuts during construction. If, based on our evaluation, these bedrock cuts cannot support gradients in excess of 2: I, then retaining walls may be required. All graded surfaces or areas of disturbed ground must be revegetated prior to the onset of the rainy season following construction to prevent soil erosion. If vegetation is not established, other erosion control provisions must be employed.. Ground cover vegetation, once established, must be properly. maintained to provide long-term erosion control. 7. Trench Backfill All utility trenches must be backfilled with compacted engineered fill. If on-site soil is used, the material must be placed in lifts not exceeding 8 inches in uncompacted thickness, and must be compacted to at least 90% relative compaction by mechanical means only. Imported sand may also be used for backfilling trenches, if it is compacted to at least 90% relative compaction. Water jetting to obtain the minimum degree of compaction in imported sand backfill is not permitted. fu all pavement areas, the upper 6 inches of all trench backfill must be compacted to at least 95% relative compaction. Foundations Because of the moder~tely. steep slopes and the presence of non-supportive artificial fill and colluvium in the downhill portion of the building pad in the area of the garage and the rear/right side Copyright - Upp Geotechn%gy. Inc. 2 - 34 upp GEOTECHNOLOGlr, 'NC. I I I' I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 18 of29 of the proposed residence, we recommend that the proposed residence and associated structures be supported on drilled, cast-in-place, straight-shaft concrete friction piers gaining support in the underlying bedrock. 1. Drilled Piers and Grade Beams We recommend that drilled piers have a minimum diameter of 16-inches and be embedded a minimum of 8 feet into the underlying bedrock or the depth equal to the thickness of non- supportive overburden, whichever is greater. Support should be measured from the point where there is a minimum of 5 feet of horizontal separation between the downhill face of the pier and the surface of the bedrock. Total pier depth will vary across the building site depending on the depth of the non-supportive soil and the extent of prior grading. Base4 on our subsurface investigation and the currently proposed development concept, we anticipated p~er depths for the house of approximately 8 feet to 16 feet below the proposed basement level and pier depths of between 14 and 22 feet in the area oIthe proposed garage. The portion of the piers in the bedrock may be designed using a skin friction value of 400 psf for dead plus live loads, with.a 1/3 increase for transient loads, including wind and seismic. Any portion of the piers in the fill and non-supportive colluvial soil and any point-bearing resistance must be neglected for support. Active loads on the upper portion of the piers in the fill and non-supportive colluvial soil must be figured on the basis of an equivalent fluid weight of 45 pcf taken over 2 pier diameters. The depth of Copyright - Upp GeoteclmoJogy, ["c. UPPG.OT.CHNOLOaY,IN~ 2 - 35 I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 19 of29 the active loads will vary across the building site depending on the depth of the non-supportive material. Where the surficial soil and fill is removed by grading or the basement excavation, active loads 'will be negligible. However, where proposed structures are built at existing grades, active loads may extend to depths of up to approximately 10 feet. To facilitate construction, it may be appropriate for the structural engineer to prepare a table that provides pier depths and design based on an active, ~one that could vary' from 0 to 11 feet. ,Lateral loads can be resisted using a passive pressure equal to an equivalent fluid weight of 350 pcf to a maximum of 3,000 psf may be taken over 1 ~ pier diameters for the length of the piers in the bedrock (below the plane at which there is a minimum of 5 feet horizontal separation between the downhill face of the pier and the surface of the bedrock). The bottoms of the pier excavations must be ,free of all loose cuttings and soil fall-in prior to the installation of the reinforcing steel and the placement of the concrete. Any accumulated water in the excavations should also be removed prior to the placement of the steel and concrete. If, because of high groundwater, it is !lot possible to dewater the pier holes, the concrete may be placed underwater by the Tremie method. In this case, the concrete must be placed'by a contractor experienced in the tremie method. Because of. high groundwater, the pier holes may be subject to partial collapse before pouring concrete. We recommend that the concrete be poured as soon after drilling as practical. In addition, Copyright - Upp Geotechnology, Inc. 2 - 36 upp GEOTECHNOLO~ INC. I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 20 of 29 t~e contractor must be prepared to use other methods, such as removable casing, to keep the hole open until the c~mcrete is poured. Because the surficiai soil is moderately expansive, the pier holes must be kept moist prior to pouring concrete to prevent the development of shrinkage cracks. fu addition, sono tubes must be used in the . tops of the hole to prevent overpour (mushrooming) of the concrete. The bedrock at the site has variable consistency and locally can be very hard. We recommend that a high-powered well-maintained drill rig equipped with rock teeth be used to drill the holes. If drilling refusal is met above the design depth, UOI and the structural design. engineer must be contacted to revise the design !ecommendations. Hard cobbles or even small boulders may be encountered during drilling. The contractor must plan for this condition in choosing the appropriate means and methods of drillin&. Because of the moderately expansive nature of the surficial soil, we recommend that a 3-inch void be created below the grade beams over the soil.' During construction, the soil engineer should determine where voids. are required. Degradable cardboard forms or other methods approved by the soil engineer must be used to create the voids. Galvanized flashing or other non-degradable material must be placed on each side of the void to ensure that it remains open for the life of the foundation. Any concrete overpour must be removed before the concrete has achieved its design strength. As a minimum, piers should be reinforced with a cage of four No.5 steel reinforcing bars, provided full length. The actual number, size, location, depth, spacing, and reinforcement of the piers must be Copyright - Upp Geotechnology, Inc. 2 - 37 upp GEOTECHNOLOGy;. INC. I I I I I I I I I I I I I I I I I I I . Yates - Geotechnical fuvestigation March 11, 2004 Page 21 of29 determined by the structural design engineer based on the anticipated building loads and the soil engineering design parameters provided above. . To verify that the piers are founded in material of sufficient supporting capacity, are of sufficient depth, and have been properly prepared, it is essential that we observe the Diers as thev are bein!! drilled. Grade beams must be reinforced with top and bottom reinforcement to provide structural continuity and to permit the spanning of local irregularities. fu addition, good structural continuity must be provided between the grade beam and the piers. The structural design engineer must determine the actual size and reinforcement of the grade beams. 2. Retainin!! Walls Basement and site retaining walls must be supported on foundations designed in accordance with the recommendations given above for the support of the proposed residence. We recommend that retaining walls be designed to resist both lateral earth pressures and any additional lateral loads caused by surcharge loads on the adjoining ground surface. fu addition, we recommend that retaining walls adjacent to living spaces be provided with appropriate waterproofing. We recommend that unrestrained walls be designed to resist an equivalent fluid pressure of 45 pcf. Restrained walls must be designed to resist an equivalent fluid pressure of 45 pcfphis an additional uniform lateral pressure of 8 H psf, where H = height of backfill above the top of the wall footing in Copyright - Upp Geotechnology. Inc. 2 - 38 UPPGEOTBCHNOLOG~'N~ I I .1 I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 22 of 29 feet. Wherever the walls will be subjected to surcharge loads, they must be designed for an additional uniform lateral pressure equal to 1/2 or 1/3 the anticipated surcharge load for restrained or unrestrained walls, respectively. In addition, walls with sloping backfill must be designed for an additional 1 pcf for each 3 degrees of slope inclination. The preceding pressures assume that sufficient drainage is provided behind the walls to prevent the buildup of hydrostatic pressures from surface or subsurface water infiltration. Adequate drainage. may be provided by means of a backdrain system consisting of an approximately I-foot thick curtain of drainrock (crushed rock or gravel) placed behind the wall. The drainrock must be separated from the backfill by a geotextile filter fabric, such as Mirafi 140 or.an alternate, approved by the soil engineer. A 4-inch diameter heavy-duty rigid perforated subdrain pipe (Schedule 40, SDR 35 or equivalent), approved by the soil engineer, must be placed with the perforations doWn on a 2- to 3- inch layer of drainrock at tbe base of the drain. Where sub drain pipes will be buried at depth greater than 10 feet, Schedule 80 or equivalent pipe must be used. Flexible corrul!:ated DiDe must not be .~ Perforated retaining wall sub drain pipes must be dedicated pipes and must not connect to the surface drain system. The sub drain pipes should be installed with a positive gradient of at least I % and must be provided with clean-out risers at their up-gradient ends and at all sharp changes in direction. Changes in pipe direction must be made with "sweep" elbows to facilitate future inspection and cleanout. The perforated pipes must be connected to buried solid pipes to convey collected runoff to Copyright - Upp Geolechnology, Inc. 2 - 39 upp GEOTECHNOLOGl';. INC. I I I I I I I I I I I I I I I I I I. I Yates"": Geotechnical Investigation March 11, 2004 Page 23 of 29 discharge onto an energy dissipater at an appropriate downhill location, approved by the geotechnical engineer. Backfill placed behind the walls must be compacted to at least 90% relative compaction, using light compaction equipment, in accordance with the compaction procedures given above. If heavy compaction equipment is used, the walls should be appropriately temporarily braced, as the situation requires. If backfill consists entirely of drainrock, it should be placed in approximately 2-foot lifts . . and must be compacted with several passes of a vibratory plate compactor. We recommend that annual maintenance of retaining wall backdrain systems be performed. This maintenance must include inspection and flushing to make sure that sub drain pipes are free of debris and are in good working order; and inspection of sub drain outfall locations to verify that introduced water flows freely through the discharge pipes and that no excessive erosion has occurred. If erosion is detected, we must be contacted to evaluate its extent and to provide mitigation recommen~ations, if needed. 3. Concrete Slabs It is anticipated that concrete slabs-on-grade may be used for the garage, basement, driveway, patios, and walkways. We recommend that slabs-on-grade be supported on a min~um of 12 inches of non- expansive fill compacted to 90% relative compaction to provide a uniform surface for slab support. Prior to placement of the non-expansive fill, the sub grade must be scarified to a depth of 6 inches Copyright - Upp GeotechlloTogy. Inc. 2 -40 upp GEOTECHNOLOGY, 'NC. I I I I I I I I I 'I I I. I I I I I I I yates...... Geotechnical Investigation March 11, 2004 Page 24 of 29 and compacted to 90% relative compaction. Prior to placement of reinforcing steel, the surface of the non-expansive fill should be proof-rolled to provide a smooth firm surface for slab support. In areas where floor wetness is undesirable, 4 inches of free-draining gravel must be placed beneath the floor slab to serve as a capillary barrier between the sub grade soil and the slab. In order to minimize vapor transmission, a heavy-duty, impermeable membrane must be placed over the gravel. The membrane should be covered with 2 inches of sand to protect it during construction. The sand should be lightly moistened just prior to the placement of the concrete. The gravel, moisture barrier, and sand may be used in lieu of the upper 6 inches of recommended non-expansive fill. . Slab reinforcement must be provided in accordance with anticipated use and loading; but, at a ' minimum, slabs must be reinforced with 6 inch by 6 inch 10/10 gauge. wire mesh tension reinforcement sheets (not rolls) placed mid-height in the slab. We recommend that the reinforcing be supported from below on concrete blocks (or similar) during concrete pouring to make sure that it remains mid-height in the slab. To help control cracking, concrete slabs should be grooved at 10-foot intervals or in accordance with the structural engineers recommendations. Draina!!e Control of surface drainage is critical to the successful development of hillside properties. The results of improperly controlled rurioff may include foundation beave and/or settlement, erosion, Copyrighl- Upp Geotechnology. Inc. upp GEOTECHNOLOGY,. INC. 2 - 41 I I I I I I I I I I I I I I I I I I I Yates - Geotechnical fuvestigation March 11, 2004 Page 25 of 29 gullying, ponding, and potential slope instability. Surface water must be prevented from ponding in pavement areas and adjacent to the foundation of the proposed residence and garage. Pavement areas must be constructed for proper drainage by sloping them away from the resid~nce and by providing area drains. To mitigate ponding water adjacent to the residence, we recommend that the ground surface around the structure be provided with a positive gradient of at least 5% sloping away from structure for a minimum distance of 5 feet or, as an alternative, area drains could be installed . to collect surface runoff. We recommend that the proposed structure be provided with roof gutters and downspouts. Water collected in the gutters must not be allowed to discharge freely onto the ground surface adjacent to the foundation and must be conveyed away from the residence via buried closed conduits or lined surfaces. Where downspouts are connected to buried pipes, they must be provided with slip-joint connectors or cleanouts to facilitate maintenance. Becau~e the house will be located on a cut/fill pad adjacent to a naturally occurring swale, there exists a potential for groundwater to surface into any crawlspace beneath portions of the home that extend beyond the limits of the basement. To mitigate this condition, we recommend that a subsurface intercept (foundation) drain be installed along the upgradient sides of the house. We also recommend that a similar foundation drain be installed along the upgradient sides of the detached garage. We recommend that the subdrain consist of a I-foot wide trench dug to a minimum depth of 2 feet and filled with drainrock (crushed rock or gravel). A 3-inch diameter rigid heavy-duty pipe Copyright- Upp Geatechnalogy. Inc. 2 - 42 upp GEOTECHNOLOG~ INC. I' I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 26 of 29 (Schedule 40,. SnR 35 or equivalent) .approved by the soil engineer, must be embedded in the bottom of the drainrock (crushed rock or gravel). Flexible corrugated pipe must not be used. The pipe must be placed with the perforations down on a.2- to 3-inch bed of drainrock. The drainrock must be separated from the soil by a geotextile filter fabric, such as Mirafi 140 or alternate, approved by the soil engineer. Where appropriate, the separate solid surface/downspout drainpipe may be. placed in the upper part of the sub drain trench Subsurface intercept drains must be provided with clean-out risers at their up-gradient ends and at all sharp changes in direction. Changes in pipe direction must be made with "sweep" elbows to facilitate future inspection and cleanout. Subdrain systems must be provided with a minimum 1 % gradient and must discharge onto an energy dissipater at an appropriate downhill location approved by the soil engineer. While control of surface drainage and/or the ~ubsurface intercept drain should prevent water from ponding in the crawlspace areas beneath structures, we also recommend that crawlspace areas be . graded to slope to on~ or more low areas. These low areas must be provided with area drains to collect any water that may accumulate in the crawlspace. Concentrated surface runoff must not be allowed to flow over the top of any artificial slope. If necessary, the ground surface at the top of the slope should be graded to slope away from the.slope; or a berm or lined drainage ditch must be provided at the top of the slope. In addition, surface runoff Copyright - Upp Geotechnology, Inc. 2- 43 upp GEOTECHNOLOG~ 'He. I I I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 27 of 29 must not be allowed to pond adjacent to retaining walls. Lined drainage ditches should be provided at the tops of retaining walls located at the base of descending slopes. All collected water must be conveyed away from the residence via buried closed conduit or hard surfaced drainage way and discharged onto an energy dissipater at an appropriate downslope location approved by the soil engineer. Energy dissipaters may consist of an approximately 6-foot long "T" fitting of perforated rigid pipe placed in a shallow trench and covered with a mound of cobbles. Discharge must not .be located on or adjacent to steep~potentially unstable terrain. We recommend that annual maintenance of the surface drainage systems be perfonned. This maintenance must include inspection and testing to make sure that roof gutters and downspouts are in good working order and do not leak; inspection and flushing of area drains to make sure that they are free of debris and are in good working ord~r; and inspection of surface drainage outfall locations to verify that introduced water flows freely through the discharge pipes and that no excessive erosion has occurred. If erosion is detected, this office must be contacted to evaluate its extent and to .provide mitigation recommendations, if needed. PLAN REVIEW AND CONSTRUCTION MONITORING We must be retained to review the final grading, foundation, and drainage control plans in order to verify that our recommendations have been properly incorporated into the proposed project. WE MUST BE GIVEN AT LEAST ONE WEEK TO REVIEW THE PLANS AND PREPARE A PLAN REVIEW LETTER. Copyrighl- Upp Geotechnology, Inc. upp GEOTECHNOLOGY,. INC. 2 -44 I I I I I I I I I I I I I .1 I I .1 I I Yates -. Geotechnical Investigation March 11, 2004 Page 28 of 29 We also must be retained to observe the grading and the installation of foundations and drainage systems in order to: . Verify that the actual soil conditions are similar to those encountered in our investigation . Provide us with the opportunity to modify the foundation design, if variations in conditions are encountered '. Observe whether the recommendations of our report are. followed during construction Sufficient notification prior to the start of construction is essential in order to' allow for the scheduling of personnel to insure proper monitoring. WE MUST BE NOTIFIED AT LEAST TWO WEEKS PRIOR TO THE ANTICIPATED START-UP DATE. IN ADDITION. WE MUST BE GIVEN AT LEAST TWO WORKING DAYS NOTICE PRIOR TO THE START OF ANY ASPECTS OF CONSTRUCTION WHICH WE MUST OBSERVE. The phases of construction to be observed by this firm must inclu.de, but are not necessarily limited 'to, the following: 1. EARTHWORK: During construction to observe keyway and bench. excavations, to evaluate the need for subdrainage, and to test compaction of engineered fill 2. DRILLED PIER EXCAVATION: During drilling to evaluate depth to supp'ortive material and final pier depths 3. RETAINING WALL BACKDRAIN: During installation, if retaining walls are planned Copyright - Upp Geotechnology, Inc. upp GEOTECHNOLOG~ INC. 2 -45 I .1 I I I I I I I I I I I I I I I I I Yates - Geotechnical Investigation March 11, 2004 Page 29 of 29 4. RETAINING WALL BACKFILL: During backfill to observe and test compaction, if retaining walls are planned 5. SLABS-ON-GRADE: Prior to and during placement of non-expansive fill to observe the sub grade preparation and to test compaction ofnon..expansive fill 6. SURFACE DRAINAGE SYSTEMS: Near completion to evaluate installation and discharge locations. ********* A Bibliography, a List of Aerial Photographs, and the following Figures arid Table are attached and complete this report: FIGURE NO. SITE LOCATION MAP...... ..... ............ ...... ....... ............... ............. .... ..~.. 1 LOCAL GEOLOGIC MAP .................................................................... 2 PARTIAL SITE PLAN AND ENGINEERING GEOLOGIC MAP ...... 3 GEOLOGIC CROSS-SECTION A-A' ................................................... 4 GEOLOGIC CROSS-SECTION B-B'...............;.................................... 5 KEY TO LOGS.... ..................... .......... .......... ................ .............. ........... 6 SUMMARY OF FIELD SAMPLING PROCEDURES ......................... 7 LOGS OF BORINGS 1 THROUGH 4................................................... 8 - 11 PLASTICITY CHART............. ................ ................ ................. ............. 12 TABLE NO. MODIFIED MERCALLI SCALE OF EARTHQUAKE INTENSITIES I .Copyright - Upp Geotechnology, Inc. 2 -46 upp aEOTECHNOLOGY,. INC. I I .1.- I I I I I I I I I I I I I I I I BffiLIOGRAPHY BORCHERDT, R. D., J. F. GffiBS, and K. R. LAJOIE, 1975, Mans Showinl! Maximum Earthquake Intensity Predicted in the Southern. San Francisco Bay Region. California. for Large Earthquakes on the San Andreas and Hayward Faults, U.S. Geological Survey, Miscellaneous Field Studies Map MF-709. CITY OF CUPERTINO, 1977, Geologic and Seismic Hazards Map, 1:12,000. INTERNATIONAL CONFERENCE OF BUll,DING OFFICIALS, 2002, -2001 California Building Code, California Code of Regulations, Title 24, Part 2 (Volume 2), lCBO, Whittier, CalifornIa. . ROGERS, T. H. and J. W. WILLIAMS, 1974, Potential Seismic Hazards in Santa Clara County. California, California Division of Mines and Geology, Special Report 107, 39 p., 6 plates. SORG, D. H., and R. J. MCLAUGHLIN, 1975, Geologic Map of the Sar~ent.Berrocal Fault Zone between Los Gatos and Los Altos Hills. Santa Clara County. California, U.S. Geological Survey Miscellaneous Field Studies Map MF-643, 1 :62,500. U.S. GEOLOGICAL SURVEY, 2003, Understanding Earthauake Hazards in the San Francisco Bay Region, U.S. Geological Surve)kFact. Sheet 039-03. WORKING GROUP ON CALIFORNIA EARTHQUAKES, 2003, Understanding Earthquake Hazards in the San Francisco Bay Region, U.S. Geological Survey Fact Sheet-039-03~ Y ANEV, P., 1974, Peace of Mind in Earthquake Country: Chronicle Books, San Francisco, California. LIST OF AERIAL PHOTOGRAPHS "BAY AREA TRANSPORTATION STUDY", black and white, dated May 14,1965, at a scale of 1" = 1,000', Aerial Survey Contract No. 67615, Serial Nos. SCL 5-100 and 5-101, State of California Highway Transportation Agency, Division of Highways. upp GI!OT.CHNOLOG~ INC. 2 -47 I I I I I I I I I I I I I. I I I I I I D.S.GEOLOGICAL SURVEY, black and white, dated January 8, 1982, at a scale of 1 :20,000, Serial Nos. JSC 7-22 and 7-23. upp GEOT.CHNOLO~ INC. 2 -48 I I I I I I I I I I I I I I I I I I I Base: USGS Topographic Map; HORIZONS TECHNOLOGY, INC.; 1997 SITE LOCATION MAP UPPGEOTECHNO~G~IN~ YATES PROPERTY 22292 Regnart Road Cupertino, California f;n9'"~nng Gt'CNogy. C..eorf'CflnltaJ ~nt'Cnng APPROVED BY SCALE DATE March 2004 PROJECT NO. 2711.1R1 1" = 2000' Figure 1 Copyright. Upp Geotechnology, Inc. 2 -49 I I I I I I I I I I I" I I 1 I EXPLANATION I Qls - Landslide Debris QTs - Santa Clara Formation ~ strike and dip landslide syncline ". f . -r--... fold aiels dotted where concealed arrow show direction of plunge I @adscarp ) \ ' general direction \ of movement I BASE~ Geologic Map of the Sargent-Berrocal Fault Zone Between Los Gatos and Los Altos Hills, Santa Clara County, California; Sorg and MCLaughlin; 1975 LOCAL GEOLOGIC MAP __ ~===JN~ I YATES PROPERTY 22292 Regnart Road Cupertino, California APPROVED BY SCALE PROJECT NO. DATE 1" = 1000' 2711.1R1 March 2004 Figure 2 2 - 50 Copyright - Upp Geotechnology, Inc. \ \~ ~l\~' ; If\;I~ .~ lr {-'~ !. ; ~ r 1t-j-..l--__ ______ . ~/1.,fl , i -;-___.......... I .- f.........~ ~----.-- -...., ., ----- ...... , ., . I ...._---___.... ....,.... ", , 8 'ill 13 IH b 1 1 8 'w oS .~ .8 ~ I d dl~ ~ ~ ~~J I N IS '.::I !! oS !l ::::I I .. g, ~ B f la :J ~ 'iil, 0' HH~ t-I 'rl Y. sf ~i 5j I!!' sf if a ".... \~ \1<;. \~ \ i M I' i:: ~ I .. S~ J ci Zg ~ . ~~ w 0 ...lM ~ II . ..... 2 - 51 .A - Iv lf5E -=::::;... 510 j:.' ~ ~ 5lIO <. ~ s: lAt lii '(SO ~ j:: <' ... ~ ac:: IV,. ~,o ~ _ L....TIO~ t>I' (P) I$l/DnlUE I BASE: Tape, CCIIplSS, and hand level survey; llPP G&JIE:llNOLClGr, niC.I 2-6-04 I\.) C11 I\.) =, I I i -.;:: 8'- SANTA CLARA FoP.MA.1'lo/J SAWDSTONE AND SILTSTONE BEDR.oC.K AI N'8E-=- GIOClIOOIC CRCES-SPX:TI~ A-ll.' ~., upp GEOTl!CHNOLOGY U Engh......lleaIosw.-lftgfNBfng YATES ~ 22292 Regnart Road Cupertino, California SCAlE 1" = 20' PROJECT NO. 2711.1R1 DATE March 2004 I Figure 4 I ccp,rigl1l- upp -......,. Inc. ~ s ~ ~ .... ~ 111 ~ I{j ~ j:: < ..... .... Q( B ~N'3V- f APPRO"/. IL>cATlluJ "J: P"o"oS~JJ_II.ESI DENlt; .. . 510 I{,o m SANTA C/..AAA FoR.MATIO)J .s1l1J~'srONE A)lD :!./LT 5ToNIi 16&DR,OC/< B' GEXlLCGIC CR~CN B-B' -tY1i1 UPP GEOTECHNOLOGY UJ ~ng-' _IaIEnglnftrtng SCAlE 1" = 20' Bl\SE: Tape, c:x:rIi'Msr and hand .level survey; UPP GEXJrEJ:HNC][L'r ItI::.; 2-6-04 I\) CJ1 W YATES. PRClPEXI'!' 22292 Regnart Road Cupert1no, Califomia PROJECT NO. 2711.1R1 DATE March- CappIIghI-lJPP GoaIodIoaIagr, Inc:. I I I I I I I I I I I ~ ~ 63 z ~ t:) ...J ~ ~~ 15 i ~ u. ~ c;; ~ ~ w %:a:~ ~;Cii i!:...J ~!:2 ~ PRIMARY DIVISIONS GRAVELS MORE THAN HALF OF COARSE - FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS 1 HAN 5% FINES) GRAVEL WITH FINES CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES SILTS AND CLAYS LIQUID LIMIT IS LESS 'THAN 50% SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% HIGHLY ORGANIC SOILS, GROUP SYMBOl GW GP GM GC SW SP SM SC ML CL OL MH CH OH Pt SECO~RY DIVISIONS Well graded grallels, gravel-sand mixtures, little or no fines. Poorly praded gravels or gravel-sand mixtures little or no fineS. ' Si~ty gravels. gravel-sand-silt mixtures, non-plBStic fines. Clayey gravels. gravel-sand-c1ay mixtures, plastic fines. Well graded sands, gravelly sands, little or no fines. Poorly graded sands or gravelly sands, little or no fines. Silty sands, sand-silt mixtures, non-plastic fines. Clayey ~nds, sand,..clay mixtures, plastic fines. Inorganic silts and very tine sands, rock..~pur si/t.y or clayey fine sands or clayey silts with s,""ht plasticity. Inorganic claY>" of low to medium plasticity, gravelly clays, san~y clays, slltv clays, lean clays. Organic 'silts and organic silty clays of low plasticity. Ino~nic sjhs, micaceous or diatomaceous fine sandy or Silty solis, elastic slits. . InorganiC clays of high plasticity. fat clays. Organic clays of medium to l:Iigh plasticity, organic silts. UNIFIED SOlL CLASSlFICATION SYSTEM Peat and other highly organic soils. 200 U.S. STANDARD SERIES SIEVE 40 10 SAND 4 CLEAR SQUARE SIEVE OPENINGS 314M 311 12" GRAVEL FINE I CMRSE SILTS AND CLAYS I I I I ! ~ ~ fa z ~ t:) UJ Z tr ~ 15f5lii ~j~ ~:~ a:i ~ i~, FINE I MEDIUM " COARSE GRAIN SIZES COBBLES BOULDERS SANDS AND GRAVELS BLO\NS/FOOT t SILTS AND CLAYS STRENGTH · Bl.DNSIFOOT t VERY LOqSE 0-' 4 VERY SOFT 0 - 1/4 o - 2 SOFT 1/4 - 1/2 2 - 4 LOOSE 4 -10 FIRM 112 - 1 4 - 8 MEDIUM DENSE 10 - 30 STIFF 1 - 2 8 ... 16 DENSE ~-50 VERY STIFF 2 - 4 16 - 32 VERY DENSE ()JER 50 HARD OVER 4 OVER 32 tJ upp GEorECHNOLOG~ 'NC. Englneerfng Geology . Geotechnical Engl~erlng RELATIVE DENSITY CONSISTENCY + Nmnber of blows of 140-pomd luunmer falling 30 inches to drive a 2-inch OD. (1 3/8-inch LD.) split ~ :J: Unconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated in general conformance ~th the standard penetratiOn test (ASTM 0.1586), pocket penetrometer, torvane. or visual observation SOIL STRENGTH KEY TO LOGS YATES PROPERTY Cupertino, California PROJECT NO. 2711.1R1 DATE March 2004 Figure 6 I I I I L -"'"1' I I, I I ,I I I I I I I I. I I I I' I I I the standard petietrati.on resistance (8PT) blow counts are Qbtained, in general accordance 'With ASTM Test Pesignation.D1586. The drive weight assembly consists ofa 140-pound weight dropped through ~ 30~inch free fall.' A standard 2-inch outer diameter split-barrel sampler is driven 18 inches, ' or to practical refusal, and the number of blows are recorded for each 6-inch penetration interval (see , , Figure A below). The blows per foot recorded on the boring iogs represent the accumulated number of blows required to drive the sampler the final 12 inches. Samples holding 2 x 4-inch (see Figure ~ below) and 2~ x 6-inch liners (see Figure C below) are used to obtain "undisturbed" samples. Blow counts are converted to SPT counts by the following relation: . ' B =, .00051lE D~ - D~ Where: B '= Equivalent number of' blows per foot with a SPT H = Number of blows per foot actually recorded. E = Energy in inch-pounds per blow. Do = Outei4e dia~~ter of. the sampler. Di. . = .Inside dianl~t~r of the sampler. Occasionally a portable power driven sampler holding 1 x 6-inch liners is used for field ~ampling (see Figure D below). Resistance is measured in seconds per foot an4 does not correlate with the ASTM SPT. Undisturbed sampl~ may also be collected us~g a Pitcher Barrel sampler (see Figure E below). Material recovered over the length of the sampler is shaded. A measure of resistance is not collected' with this techniq.ue. ' m ~ ~ ~ ~ 8PT 21L Liner 2.511 Liner 111 Liner Pitcher Barrel Figure A Figure.B Figm:e C Figure D Figure E , . - Und.i?t:u.med Semple X -.Distw:bed Semple. Whet~ Qbtained, the' $hear strength of the soil samples using either TOrVane (TV) or Pocket Penetrometer (PP) devices is 'shown on the:boring logs in the far right-hand column.. ' tI ~ OF FIELD ~LIbl"J ~ YATES PROPERTY' 22292 Regnart Road Cupertino, California up.~ GEOTEGHM),l,Oq~ I~C. Engineering Geology. Geotechnical Engineering DATE March' 2004 PROJECT NO. 2711.1Rl Figure 7 2 - 55 I I I I I I I I I I I I I I I I I I I EQUIPMENT Minuteman' DEPTH TO GROUNDWATER Not Encountered RELATIVE ELEVATION DEPTH TO BEDROCK DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMAKS CLAYEY SILT; dark yellowish brown; scattered rock fragments up to 0.5"; plastic; moist to wet (Fill) CONSIST. Firm to Stiff ML to MH ------------------ CLAYEY SILT; yellowish brown; 10-15% Stiff ML subrounded scattered rock fulgments up to 0.5"; moist to wet (Colluvium) ~---------------- SANDSTONE & SILTSTONE; brownish yellow Very (rock) siltstone grades to dark yellowish brown Dense sandstone with depth; slightly mottled; trace rock fragments up to 0.5" in the siltsone and 2" or more in the sandstone; sandstone is coarse to medium grained, sub angular, and well sorted (Bedrock) Bottom of Boring = 16.5' tJ upp GEOTECHNOLOGY;. INC. l:nglneerlng Geology' GectechnJcaI EnglneeTtng Copyright- upp Geolechnology, Inc. SOIL TYPE -16- IX 63 -17 - .18 - .19. -20- LOG OF BORING 1 YATES PROPERTY Cupertino, California PROJECT NO. DATE 2711.1Rl March 2004 16 FIGURE NO. B 2 - 56 I I I I I I I I I I I I I I I I I I I Copyright. Upp Geotechn%gy, Inc. EQUIPMENT Minuteman RELATIVE ELEVATION 499' LOGGED BY C. Reid DEPTH TO GROUNDWATER Not Encountered DEPTH TO BEDROCK 3.2' DATE DRILLED 1-16-04 DESCRIPTION AND CLASSIFICATION OEPTIi !:l ~i~ ~~~ ~Ig ~i~ c.. DESCRIPTION AND REMAKS CONSIST. SOIL (FEET) ~ 1U5~ ~8 U) ~ TYPE ~~ en CLAYEY SILT; yellowish brown; scattered Stiff ML - rock fragments up to 0.25"; plastic; moist to wet; . 1 . scattered rootlets (Colluvium) . .~. ~' - 3 . 17 21 101 -----------~- -- -- - . SANDSTONE & SILTSTONE; brownish yellow Very (rock) siltstone grades to dark yellowish brown Dense .~. ~ sandstone with depth; slightly mottled; trace rock fragments up to OS' in the siltsone and 2" or - 5 - 77 17 114 more in the sandstone; sandstone is coarse to medium grained, sub angular, and well sorted; - 6 . weathered to less weathered below 13' - (Bedrock) . 7 - - . 8 - . ~ 9 . - -10 - - .11 . . .12 - t--r-- - -13. ~~ . 85 -14. . -15. ~ 50 / 2" - . . .16 - - ~ 50/3" Bottom of Boring = 16.8' . II . . .18. . .19- - -20 - LOG OF BORING 2 II YATES PROPERTY UPP GE01ECHNOL~ INC. Cupertino, California EngIneering Geology. Geotechnical engineering PROJECT NO. DATE FIGURE NO. 2711.1Rl March 2004 9 2 - 57 I I I I I I I I I I I I I I I I I I I Copyright- Upp Gtoltchnology, Inc. EQUIPMENT 8-24 Truck Mounted RELATIVE ELEVATION 500' . LOGGED BY C. Reid DEPTH TO GROUNDWATER 5.4' DEPTH TO BEDROCK 9.0' DATE DRILlED 1-16-04 . DESCRIPTION AND CLASSIFICATION DEPTH ~ ~ig m!g ~i~ ~ DESCRIPTION AND REMAKS CONSIST. SOIL (FEET) ! ~~l ~8 c I~~ TYPE CLAYEY SILT; dark yellowish brown; scattered Firm ML r . rock fragments up to 0.5"; plastic; moist to wet to to - 1 . (Fill) Stiff MH 9 21 104 . . . 2 . . - 3 - 10 23 105 2.5 - .......~----------- -- -- - 4 - ...;. 6 SILTY CLAY; dark brown; scattered subrounded Firm CH - -""- rock fragments up to 0.25"; plastic; scattered to .~. ~ rootlets; wet (Colluvium) Stiff u - - 6 - 10 . 22 102 - 7 - . - 8 . . ------------- -- -- . 9 - SANDSTONE & SILTSTONE; brownish yellow Very (rock) - siltstone grades to dark yellowish brown Dense :~:: ~ sandstone with depth; slightly mottled; trace rock fragments up to 0.5" in the siltsone and 2" or more in the sandstone; sandstone is coarse to 69 29 100 medium grained, sub angular, and well sorted (Bedrock) -12 - - -13. . .14. . .15. -- . .16. X 75 15 Bottom of Boring = 16.5' -17 - . .18. . -19. - -20- LOG OF BORING 3 II YATES PROPERTY UPP GEOTECHNOJ.OGY;. INC. Cupertino, California EngIneering GeoIDgy. GeDleChn/cal Englneertng PROJECT NO. DATE FIGURE NO. 2711.1R1 March 2004 10 2 - 58 I I I I I I I I I I I I I I I I I I I Copyright. Upp Geolechnology, Inc. EQUIPMENT 8-24 Truck Mounted RElATIVE ELEVATION 500' LOGGED BY C. Reid DEPTH TO GROUNDWATER Not Encountered DEPTH TO BEDROCK 2.7' DATE DRlUED 1-16-04 DESCRIPTION AND CLASSIFICATION DEPTH ~ ~~it m~~ >-~a::- ml[ (FEET) ~ I~i lS!2o SOIL !!eS wE!::. DESCRIPTION AND REMAKS CONSIST. Ci50 c TYPE ....ll:!~ U> SILTY CLAY; dark brown; scattered subrounded Very CH - rock fragments up to 0.25"; plastic; scattered Stiff . 1 - rootlets;. moist (Colluvium) 16 21 103 1.3 - - 2 - X ------------- - 28 -- -- 22 106 SANDSTONE & SILTSTONE; brownish yellow Dense (rock) - 3 - siltstone grades to dark yellowish brown - sandstone with depth; slightly mottled; trace rock - 4 - ~"- 33 fragments up to 0.5" in the siltsone and 2" or . more in the sandstone; sandstone is coarse to -- -5-~ medium grained, sub angular, and well sorted Very - ~ . X (Bedrock) Dense 86 14 120 7.8 - 7 - - - 8 - - - 9 - . .10- -r-- - -11- ~'- 90 . .12. - .13. . -14. - -15. xr 50/6" 19 Bottom of Boring = 15.5' -16 - - -17 - - -18. - -19 - . - 20- . LOG OF BORING 4 tJ YATES PROPERTY UPP GE01ECHNO~ INC. Cupertino, California Engineering Geology. Geotechnical EngIneering PROJECT NO. DATE FIGURE NO. 2711.1R1 March 2004 11 , 2 - 59 I I I I I I I I I I PLASTICITY CHART I I 60 50 - ';F. 40 - ~ c 25 ~ 30 (3 i= j 20 Q. 10 0 0 I I I I I .............. .GI.; : Ml.; . . _ _ . _ _ ML I 10 20 I 40 50 60 LIQUID LIMIT ('Yo) 3D 70 80 90 100 ~.. ;-,L"";tl ~ i-"""~'... ,,:..~.,.. ~~ ( !J...; ~.,~H~~t....~::yL,~~...~ 'T' ..~....), . ,,:...-;'t ~~',.,.lJ~~,1.:.( r 15~"~J .:..l;f'..::'"l ~J-:'" f,..,r,'~ "'t'~"- II' fu;,'\~t~!-i:.'f~t. ~~'11 h' l' :fi('.~i';.~1 ~.l.,,J"..'!l.... )~... -~);o,\:.-r ."", , '--. I ,?1~~, '_ I L ~ 1 ~,~~ '-;..i..f, ,I ~ _ 1 ,. ,. I" I.. 'CO If .,,""'~' ~,,;,~,,,""" "-." d. ~r. ,,- "..."""iJ\tLld-C~' "' ,,1\< ,PI.. +.",,,,,,~,. 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DA TE 2711.1Rl March 2004 Figure 12 Copyright - Upp Geotechllology IlIc. 2 - 60 I I I I I I 'I I I I I I I I I I I I I APPLICATION FOR AUTHORIZATION TO USE COPYRIGHTED DOCUMENT NOTE: TillS APPLICATION MUST BE COMPLETED FOR USE OR COPYING OF THE FOLLOWING DOCUMENT BY ANYONE OTHER THAN THE CLlENT. GEOTECHNICAL INVESTIGATION NEW SINGLE-FAMILY RESIDENCE YATES PROPERTY 22292 REGNART ROA.D CUPERTINO, CAUFORNIA MARCH J J, 2004 PROJECT NO. 2711.JRJ TO: Upp Geotecbnology, Inc. 750 Camden Avenue - Suite A Campbell, CA 95008 FROM: Please clearly identify name and address of person/entity applying to use or copy this document APPLICANT: hereby applies for permission to use the above referenced document for the following purpose(s): Applicant understands and agrees that the document listed above is a copyrighted document, that Upp Geotecbnology, Inc. is the copyright owner and that unauthorized use of copying of the document is strictly prohibited without the express written permission of Upp Geotechnology, Inc. Applicant understands that Upp Geotecbnology, Inc. may withhold such permission at its sole discretion, or grant such permission upon such terms and conditions as it deems acceptable, such as the execution of a Hold Harmless Agreement or the payment of a re-use fee. Dated: Signature Title upp GI!OTECHNOLOGY,. INC. 2 - 61 . ARBOR RESOURCES Professional Arboricultural Consulting & Tree Care Exhibit C A TREE INVENTORY AND REVIEW OF THE PROPOSED DEVELOPMENT AT 22292 REGNART ROAD CUPERTINO,CALIFO~ Submitted to: Colin Jung Community Development Department City of Cupertino 10jOO Torre Avenue Cupertmo, CA 95014-3255 Prepared by: David L. Babby, RCA ASCA Registered Consulting Arborist #399 ISA Certified Arborist #WE-4001A June 22, 2007 P.O. Box 25295, San Mateo, California 94402 . Email: arborresources@comcast.net Phone: 650.654.3351 . Fax.; 650.240.0777 . Licensed Contractor #796763 2 - 62 David L. Babby, Registered Consulting Arborist June 22, 2007 SECTION 1.0 2.0 3.0 4.0 5.0 6.0 6.1 6.2 EXIllBIT A B TABLE OF CONTENTS TITLE PAGE. INTRODUCTION ..... ........................ ............. ........... ...... 1 TREE COUNT AND COMPOSITION ..................................1 SffiTABILITY FOR TREE PRESERVATION ....................... 3 PROJECT REVIEW.... ......... ... ... ... ....... ... ..... ... ............ ..-. 4 TREE REPLACEMENTS.. ............... I,................... ... ......... 5 RECO~NDATIONS ....... ...... ................. ....... ............ .... 5' Design Guidelines .................................,............;........ 5 Protection Measures Before and During Development. . .... . .. .. 7 EXHmITS TITLE TREE INVENTORY TABLE SITE MAPS 2 - 63 David L. Babby, Registered Consulting Arborist June 22, 2007 1.0 INTRODUCTION I have been retained by the City of Cupertino Community Development Department to review the following items associated with a proposal for the futur~ deve~opment of 22292 Regnart Road, Cupertino: [I] demolish an existing residence, [2] construct a new residence and detached garage, and [3] install an expanded septic leachfield downhill from the home. Tasks performed for this review a,re as follows: · Identify trees situated within the immediate proximity of the area proposed for development. · Distinguish between "protected trees" versus not-protected trees (pursuant to Section 14.18.035 of Cupertino's Municipal Code). · Estimate their trunk diameters at approximately 54 inches above grade or as appropriate to obtain the most representative sample of trunk size. · Estimate canopy spread and ascertain the trees' health and structural integrity. · Determine the trees' suitability for preservation (e.g. high, moderate or low). · Review the two survey plans by Ward Surveying, dated 3/14/07. · Assign numbers to each tree and plot these numbers on the two maps presented in Exhibit B (the maps are copies of the survey plan showing the proposed features). · Recommend replacement trees, and comment on planting trees in leachfields. · Prepare a written report containing t~e aforementioned information, and provide measures to help avoid or mitigate anticipated impacts to trees that will be retained. 2.0 TREE COUNT AND COMPOSITION Sixty-two trees of fifteen various species were inventoried for. this report. They are sequentially numbered as I thru 25,1 and the table presented on the next page identifies their name, number and percentage. Specific information recorded for each tree can be viewed in Exhibit A (Tree Inventory Table). 1 Note that trees #24 and 25 are comprised of separate groves of trees, 16 trees for #24 and 11 trees for #25. 22292 Regnart Road, Cupertino . .City o/Cupertino Community Development Department Page 1 0/9 2 - 64 David L. Babby, Registered Consulting Arborist June 22, 2007 Almond 28,29 2 3% Avoaado 26 1 2% California Black Walnut 24 1 2% Chinese Elm 12,33 2 3% Coast Live Oak 1-4, 6, 15-21, 23, 30, 15 24% 31 Douglas-Fir 9-11 3 5% Hollywood Juniper 8,25,27 3 5% Incense Cedars 25 2 3% Italian Cypress 34-37 4 6% Linden 7 1 2% Madrone 13 1 2% Monterey Pines 22,24,25 24 39% Persimmon . 32 1 2% Shamel Ash 14 1 2% Wattle . 5 1 2% Total 62 100% Nine of the inventoried trees are defined as "protected trees" (Section 14.18.035 of City Code); they include #1-4,15,16,18, 23 a~d 31, all of which are coast live oaks. 22292 Regnart Road, Cupertino City o/Cupertino Community Development Department Page 2 0/9 2 - 65 David L. Babby, Registered Consulting Arborist June 22, 2007 Forty-four of the total 62 trees are nof shown on the plans; they include #4, 6, 8-11, 13, 14, 17-21, 23-26, 30 and 33-37; note that tree #24 is comprised of 12 trees not shown, and #25 of 11 trees not shown. The roughly approximate locations of these trees are presented on the map in Exhibit B; however, no~e that they were visually estimated and shall not be construed as accurate or being surveyed. Two of the inventoried trees, #26 and 32, are fruit-bearing trees. Three additional trees are nut-bearing and include #24, 28 and 29; each is very small in size and are less than 10 inches in trunk diameter. 3.0 SUITABILITY FOR TREE PRESERVATION Each tree has been assigned either a "high," "moderate" or "low" suitability for preservation rating' as a means to cumulatively measure their physiological health, structural integrity, anticipated life span, location, size and specie type. These ratings and applicable tree numbers are presented below; note that the "high" category is comprised of 11 trees (or 18-percent), the "moderate" category 21 trees (or 34-percent), and the "low" category 30 trees (or 48-percent). Hie:h: Applies to trees #2-4,15-19,21,23 and 31. These trees appear in overall good health, seem structurally stable, and have a seemingly high potential of providing a long-term contribution to the site. Moderate: Applies to trees #1, 6-14, 20, 22, 27, 28, 30, 32-37. These trees require frequent care throughout their remaining life span and provide less significance than those assigned a high suitability. Low: Applies to trees #5, 24 (16 trees), 25 (11 trees), 26 and 29. These trees are predisposed to irreparable health and/or structural problems that are expected to worsen regardless of measures employed. 22292 Regnart Road, Cupertino City o/Cupertino Community Development Department Page 3 0/9 '2 - 66 David L. Bobby, Registered Consulting Arborist June 22, 2007 4.0. PROJECT REVIEW Forty-four trees are in direct conflict with the proposed design and will require removal; they include #7-11, 13, 14,20,21,23-29,32,34 and 35. One of these, #23, is regarded as a "protected tree" as it is a native oak. with a trunk diameter of approximately 14 inches; it appears stable and in vigorous condition. If its long-term survival is expected, the leachfield lines should be established at least 15 feet from its trunk. There' are two additional "protected trees" that would be adversely impacted through implementation of the proposed plans. One includes #18, a 10-inch diameter oak. in overall good condition, and the other is #31, a 20-inch diameter oak also in good condition. As for tree #31, the impacts include trenching within its root zone, an activity that can be. easily mitigated through hand-digging where within 15 feet from its trunk. Tree . , #18, however, will require the leachfield lines be'setback by at least 15 feet from its trunk. Tree #5, a fairly large wattle, has a large crack through the middle of the trunk at about 20 feet high where two leaders originate. Consequently, the tree should be removed, regardless of the proposed project, as the top portion is at severe risk of splitting and falling from the tree. All other, trees are expected to survive and be adequately protected provided the recommendations presented in the next section are carefully followed and incorporated into the project plans. 22292 Regnart Road, Cupertino City of Cupertino Community Development Department P{1ge 4 of9 2 - 67 David L. Babby, Registered Consulting Arborist June 22,2007. 5.0 TREE REPLACEMENTS I recommend Table A, Sect~on 14.18.185 of the City Code, is used as a basis for determining the size and amounts of replacement trees. Trees planted beyond the leachfield (such as 20 feet beyond) should be comprised of any of the following: coast live oak (Quercus agrifolia), valley oak (Quercus lobata), big-leaf maple (Acer macrophyllym), .. and/or California buckeye (Aesculus californica). ~s for trees planted within the leachfield area, significant consideration should be given for small, less-aggressive species due to the risk of woody roots from larger trees clogging and damaging the lines. Several options of trees that may be appropriate include strawberry tree (Arbutus unedo), elegant tristania (Tristania laurina) and Carolina laurel cherry (Prunus c. 'Bright 'n Tight'); I caution that any tree selected should be slow-growing and not require high-water use. To achieve the greatest assurance of proper installation, all new trees shall be installed, including necessary irrigation, by an experienced and knowledgeable state-licensed landscape contractor (or a professional tree company). The work shall be performed to professional industry standards. 6.0 RECOMMENDATIONS Recommendations presented within this section serve as guidelines for achieving adequate protection of trees that will be retained. Please note that any or all recommendations are subject to revision upon reviewing any revised plans. 6.1 Design Guidelines 1. The plans should show the location and assigned number of each inventoried tree. 2. The location of trees #4, 18 and 23 should be surveyed to identify their specific locations on the site (these are three of the "protected trees" not currently shown on the 22292 Regnart Road, Cupertino City o/Cupertino Community Development Department Page 50/9 2 - 68 . David L. Babby, Registered Consulting Arborist June 22, 2007 plans). I also recommend the canopy dimensions of all nine "protected trees" (#1-4, 15, 16, 18,23 and 31) are shown on t~e plans. 3. In the event trees #18 and/or 23 are to be retained, I recommen4 a minimum IS-foot setback from their trunks for any leachfield line. 4: This report should be incorporated into the final set of project plans, titled Sheets T-1, T-2, etc. (Tree Protection Instructions), and referenced on the Site Plan and landscape plans. 5. The permanent and temporary drainage design, including downspouts, should not require water being discharged beneath the trees' canopies. 6. Except as otherwise addressed in this report, all new utilities and services must be routed beyond the canopies of retained trees (see Section 6.2 for fencing locations). In the event this is not possible, I should be consulted for alternative installation methods. 7. The proposed landscape design should conform to the following guidelines: a. Turf and plant material should be avoided beneath the oak canopies; as an alternative, I suggest a four-inch layer of coarse wood chips (decorative or from a tree company). b. Irrigation beneath the oak and cedar canopies can impose adverse impacts and should be avoided. If applied, it should be low-volume, applied irregularly (such as only once or twice per week), temporary (such as no more than three years), and not strike within five feet of its trunks. Irrigation should not strike the trunks of any other trees (new or existing). c. In the event trenches for irrigation and/or lighting are required beneath a canopy, , they shall be installed in a radial direction to the trees' trunks. If irrigation trenches cannot be routed as such, the work may need to be performed using a pneumatic air device, such as an Air-Spade@, to avoid unnecessary root damage. 22292 Regnart Road, Cupertino City afCupertino Community Development Department Page 60f9 2 - 69 David L. Babby, Registered Consulting Arborist June 22, 2007 d. Stones, mulch and fencing should not be placed against the trunks of existing or new trees. Plastic ground cover should also be avoided beneath canopies. e. Tilling beneath canopies should be avoided, including for weed control. f. Bender board or other edging material proposed beneath the canopies should be established on top of existing soil grade (such as by using vertical stakes). 5.2 Protection Measures before and during Development 8. Tree protective fencing shall be installed prior to any demolition, grading,. trenching or site clearing work. It shall be established to restrict access beneath the canopies of retained trees, and established at least 12 feet southeast from the trunks of trees #1 thru 4. It must be comprised of six-foot high chain link mounted on eight-foot tall, two- inch diameter steel posts that are driven 24 inches into the ground and spaced no more than 10 feet apart. Once established, all fencing must remain undisturbed and be maintained throughout construction until final inspection. 9. Unless otherwise approved, all development activities must be conducted outside the fenced areas (even after fencing is' removed) and off unpaved areas beneath the canopies of trees inventoried and not inventoried for this report. These activities include, but are not limited to, the following: demolition, grading, stripping of topsoil, trenching, equipment cleaning, stockpiling/dumping of materials, and equipment/vehicle operation and parking. 10.1\11 existing, unused lines or pipes beneath the canopies of retained trees should be abandoned and cut off at existing soil grade (versus being dug up and causing . subsequent root damage). 11. Any approved digging or trenching beneath the trees' canopies shall be hand manually performed (Le. hand dug) using shovels. Roots exposed with diameters of two inches and greater should remain intact, and if necessary, tunneled beneath. If an exposed root must be severed, the work should be performed within 24 hours and the root cut along the tree side ofthe excavated area.. 22292 Regnart Road, Cupertino City o/Cupertino Community Development Department Page 70/9 2 -70 David L. Babby, Registered Consulting Arborist June 22, 2007 12. Excavation for the section of basement within 20 feet of tree #4 should not require more than a 24-inch overcut; to achieve this, soil nailing and shotcrete construction may be necessary. 13. Any trench dug beneath or near canopies of retained trees should not require more than a 24-inch overcut towards a tree's trunk. 14. Prior to demolition, I recommend a four-inch layer of coarse wood chips (~- to %- inch in size) is manually spread on unpaved soil beneath the canopies of trees #2 thru 4. These chips must not be placed against the trees' trunk, should remain throughout . construction, and can be obtained from a tree service company and/or by contacting www.reuserinc.com. 15. Any approved activity required beneath a tree's canopy (within and. beyond the designated . fenced areas) should be performed under the direction of an individual. certified.by the International Society of Arboriculture (ISA). 16. Each recommendation that is presented within Section 6.1 of this report and applicable to implementing the project plans shall be followed. 17. Soil extracted from any trench shall not be spread or displaced for more than 48 hours beneath a tree's canopy. 18. Throughout development during the months of May thru October, supplemental water should be provided to retained trees. In doing so, a substantial amount of water, such as 10 gallons per every inch of trunk diameter, should be applied every three to four weeks on the ground beneath. the canopies using soakers hoses or by hand-watering. The focus is to uniformly wet the area to a 24- to 36-inch depth, and permitting the soil to dry between applications. 22292 Regnart Road, Cupertino City of Cupertino Community Development Department Page 80f9 2 -71 David L. Babby, Registered Consulting Arborist June 22, 2007 19. The pruning and removal of trees shall be perfonned under the supervision of an individual certified by the ISA (and not perfonned by construction personnel). Any tree stu.mps being removed beneath or near canopies of retained trees should be ground below grade rather than pulled up with an excavator. 20. Great care must be taken by equipment operators to avoid the trunks and branches of trees during operation. 21. The disposal of harmful products (such as chemicals, oil and gasoline) is prohibited beneath canopies or anywhere on site that allows drainage beneath canopies. Herbicides should not be used beneath the trees' canopies; where used on site, they should be labeled for safe use near trees. Prepared By: ./.... . ~. . ~. Date: June 22. 2007 David L. Babby, RC 22292 Regnart Road, Cupertino City of Cupertino Community Development Department Page 9 of9 2 -72 David L. Babby, Registered Consulting Arborist June 22, 2007 EXHIBIT A: TREE INVENTORY TABLE 22292 Regnart Road, Cupertino City of Cupertino Community Development Department 2 -73 :mg'::,~. '. .., . 'Nb::, ':- ""., <fREENAME- ,: ;:~ '-~ ... .., ... , " 0:' .. .. l...' . TREE INVENTORY TABLE ": " " ." ::{ >i>f <gt":"iI:n f~":';:<.~? . ~,-..' : :3~" >.g.s..: i:.s' :~.lr .::,::'j,.:~'if~:~~: :::~8:' 't::: '. .~ '~ , '. . ; .:ai' '.' . ~.~' ..... ". "0 .~... ,:,' OS....ij. <'. ":':".~ ....0,--' ,.. C:'.,' -, ...q ",.' .. ~ ~ .: "d'::I <.8:.:' :l-.jr: >'r~ -.!:i::---: >.:g~c' ~:i':.:. tJ.:..c -". ~ .. ~ :~ >>: ~ v . v.~ ".. ~: I.' ' . .,,...,,.... ~ .~. '_ ':1::;~.'., '0 ib'~"o" ",. fO..,,~ " :.:!'tiI:l.: :::~~"":';:S:~: ,:1r~-c,,: :':l~: :llir Jfl<:"i.- <:.:c:::.:. " '''13;' ".. 'V'O .. c -. ./:l"0. ''?' -.... .'g-:.::l" .... ,II., . .c. .0.. ...1"<.... "0"" -' .fI).^. "~d: "ifl).O" ",0.',-,,'. ''''fI).e.'.Ec '.E,~, ...~; c.., '.; Comments: Coast Live Oak (Quercus agrifolia ) 75% 50% Comments: Contains trunk damage likely due to deer. Linden (TWa cordata) Comments: Hollywood Juniper (Juni erus c. 'Torulosa') Comments: Douglas-Fir (Pseudotsuga menziesii) Comments: Site: 22292 Regnart Road, Cupertino Prepared for: City of Cupertino Prepared by: David L. Babby, Consulting Arborlst 10f4 June 22, 2007 2 -74 .TREE INVENTORY TABLE .,; }.> tJ~:~:<:1: ~{:b: :;J:; :;:::j l::: : ::.. :> . .:: .. , ."" ,..~,., ,', e .,Ik ,".~Ik" 'd'~" ,ri,,~, . < tL3 . 1:)' <.' ..", .,a.. <l;~:.': ..:- :~.:::. "'"~J{~;':," :~~~':: ~:~~=8~ :~,::~:;~>::: .:} ~';~~:'.~; ,.: :7e{:':':(:~ .:: . f::(" a'. 'U""" .,:S ..!. ., ',E"tf... - ~ .~. " , . .;:1.., 0 .. . "<0:0:.1'..0. ~L , 'f'< .". ..0. . .. . .... ";.0, "'<'"d'Z" <.'g:, :>>..Q>: ;:8"lf:,;:>.:g::Arf .:Y:~ ':-:0>: :.>~>: " . " .' ~'..B' :,,"o.~.. ','P"I'.' ."......'.'.ta..&f....'. "'.:'. ".'~':'.'. "'. .,:.t:.~.., '.".," ".~' '..'it... ......'tr-g. ",.o,,_,.g.,. '..' , , . : ~~ ~,', ,,:~ ]:-: :-:-s~<.::~:;t< <]:-a: :::~:'i;:.:::~tE. ';=>[:. :~> >~> " .'.'.1RE..'.E."N".....m. " .a' . ..t:l.~. '''''].0. .....6.O.....?'~."..'s.;,;:I...:s..Il....~:t.e..".€.. "".'0,', :,.,..... ./'UVlC ...... " A.' ..~'CI)....:I:.c:. ""CI),,'C' ..o.~..~.,.CI)~.:..,..=rc\s,~ .~, .,"z..... Douglas-Fir (Pseudotsuga menziesii) Comments: Madrone (Arbutus menzlesii ) Comments: Asymmetrical canopy, Shamel Ash (Fraxinus uhdei) Comments: Coast Live Oak (Quercus agrifolia ) Comments: Coast Live Oak (Quercus agrifolia ) Comments: Coast Live Oak (Quercus agrifolia ) 50% Comments: Asymmetrical canopy, at downhill side of staircase. Site: 22292 Regnart Road, Cupertino Prepared for: City of Cupertino Prep;fred by: David L. Babby, Consulting Arbor/st 20f4 June 22, 2007 2 -75 .', TRER ,NO.> TREE INVENTORY TABLE ," . ,,: ;:~.:.:~" ',', <i.:~ ,>' ::;:l::::> :.;:~{. .:~>.".~ :-.,;.:-:. , ". e ' .. . O' ...' 'g" ... c: ,.,..,' ... ~' ..;.d'" .. '" , " .. >>:' :.<-:~, . .-:...~... ~<..,.R~ >- u;.~::> :~'-~: :'~>:- '-:.'< .-::~.::: 'j' ..,"',"~.<o,,'_" 't:l'~li' ,,~"Jb,', .".g ~. e.:9. '-~Q ,U"c' "_'.'. v;.!,, '. . ". ,... "0" , ,., 0.'0'" 'Qj)"~. ":j:l' 0 " ~u'ii. - Po.".l .-, bO' , '-u' . c:L/- ,- ,'. ..."""".....sr.'. . ,"','c.o"""'B"c.;;>'."'v,:,a'o. ,'..'....:e..'. ..8.Jli.' -,r:s"f'i' . .u'. ....c-',;. "'8"'S~' .. ()."...., .;-.:a"fl', :', :f;l,.tf-, ""'c:l,~". " '.g"u',", ,.t:;"'...r"'-cft:5" , ,,~-,""",'..C1-, ':-'3:'lf:"" "'-.'. :'g:.g.......:::8:.~.,..,::~:~':;:::.8:~:.. .<.~-oi-o.....:.: ::~...J....... ;',ft. :."8' :::-0.11)::: ::::~'.-:: .. ~"'d) -.. ,:a; '..g- " ":s'l' "'B'~ ,', ~.'O.:' ,':s"" ,~-'bO; ,.O,'fIl. < .'B'.: ",-]. :-'~:J: :-'.Jf. [:: :: ] gO:: :': j :8:-. :~. :..8':: : <. - ,~:~":. J _~'.:'~.' ~ . :~:;. :.~: . -.~."". '.Jhn.-' ;:ff.o.:.' '. CI)":::;" "0.8,'. . "CI)..:z,;,', .;S'c' '.s;~. ;.'.~ ':.'Z',' Monterey Pine Pinus radiata) Comments: Avocado (Persea americana 75%' 25% Comments: Trunk is about one-foot from existing home, Hollywood Juniper (Juni erus c, 'Torulosa') Comments: Comments: Site: 22292 Regnart Road, Cupertino Prepared for: City of Cupertino Prepared by: David L Babby, Consulting Arborlst 30f4 June 22, 2007 2 -76 TREE INVENTORY TABLE . .. ". . .. _. .- -, - .. "' . . ., " .. - .. . > ' r:l ,.. ::~":..:;.:<:'::::: ..:.::~.<:":'?~l"'....<:::>'~:;:.,' ::::~:::~::::: :>>"':' . <"::,' ". .. .. " , . , . ". ".' " .~., .b"~" ." 'I -. " ", ~.~ .' - 'ts '3: . ..,~- , " c..,,, . 'i"" .':: i ~:':'~:~'~:l :',::: .:::$ :~:'.: : :~::'J.~': :.' ;::,::.~:: : ;.::~:~: ~': .~.~$: ,~~:~~,'~: :<~t~~ ~>t~~~ , ~' a'. 'u"'" ..:0 .+t. , ,.' .s"tr '. . r:l'~ .' ,,,.8.. u ,. .,,' "~'..J< . ...0. "" "r-; ,.,., ,,0, , ....]:~':: '::.ig':' .:::8:~':"':>.~:'f> :,;~:~=. ;:.:.:g:8i, ::~,:~J.'::~::1S: ':)io:~:: :.:::r;: . "N' U...... ". 'N' I" .. .,.;3 ~. "'..a"~ ""t'd'-a ' . ".~" '," ,.~.....b.O. .as..""... ".".oJ:l., :"'J' :.I:l.,,, >.,,~:- " ':'~~, ,U'~", ,,"~'~": '.:'::3< '." .:la:!E< ,.=.:& <"':<~:', , "ca...... """" i3'0 .. '" ]'-0.' '."?' ,. r. 'S.;;;:!, , ....,2 .11." . 1=l.'O. . .e. '0" ',' ,A..'.. "t/.). ',,"::1::'.0.' ',; ,'t/.),,:;:j;. '.d,~', ':'t/.),e;.', ,.Erc' '.s.. ..... ,", ~./' ',.,',Z'" Comments: Chinese Elm (Ulmus parvifolia ) Comments: Comments: Italian Cypress ressus sempervirens ) Comrp.ents: Comments: Italian Cypress ressus sempervirens ) Comments: Site: 22292 Regnart Road, Cupertino Prepared for: City of Cupertino Prepared by: David L. Babby, Consulting Arbor/st 40f4 June 22, 2007 2 -77 David L. Babby, Registered Consulting Arborist June 22, 2007 EXHIBIT B: SITE MAPS 22292 Regnart Road, Cupertino City o/Cupertino Community Development Department 2 -78 o z ~ W D.. ::) (.) C <C o 0:: ~ <C z C) w 0::' N en N N N L /..->0( \7::::1 ~I -- .:::J-L S - an N ::::J ... .c: ~ U) =1:1: U) Cl) ~ ~ - - .cia _ ;1903 ~"g / -"r-:::::--=--=---"-"-~' _Ha~2. \!!/ ~'2Y@;l~ ~O~ ~ -/- ~ /r -- -- --. - - - - ..;;-----. ; %Q) ..' ('~ -- .. ~~ - '--" - .. " ~ - ~ ----...: + '-' ,,/ ---------"- --......~ --,' ~~~ / (/) ~ /" ,,_ _ . .,. ,'" ~~H .9 · · / ________ _ __ ". '0--,. " ",-'~ '0 z /: ___ __'_. .... '", ' ,,__" / z - --- _: - - - - -".. ../" /__------' ~._._ u.:::' .~~~,' a /' ,// __ ___ _.j} "_ .~.. ' . ' ___ UJ / __ _=~,_ __ ,,"----._?t---- " ....... ,_ 0- 7''' . ,,:0.- 'c"..0 _ _ *___ .~ .....:----- - - - D. /~....J ~f.:-""""'- ~"_ __. __ ~==-~-.... -.f}.......... ---. ----___--~. ~ Z .A" . .. - "-' ~ .' - . ~ . ~ --::.._ __, C', __-:.." ;-:--' .,..,------' -' .L , / .:f ' 101,""'';- -. .~ '.';:;' ~. ':--, - ------- -- I A~ t mil -- ~!l;~f(:- . ~~~<>:~--:::::.<::-.....~'< & '"'V-1J r><o - , . "'"- ..... ' ....... ~. '-....... If !< !l!),iD .--.~"--II '----..~- -,-~ ~'-..., --<:' "...."""- ::L . '"' 'U \J .,_..--:" I \/ .. .. ~' '---- (), , ..... '- ---;ft j ~ It' /....... "'" .' "" '.. ~~ -- -r.o'" .... ---~ . . . _./ .... I .. Y" . --x' },-, ."" ~' " ", .... "- ~ : '^!f ~_' _ ~ ~~----~,...:,';:," :"'" -~" '-....._,-1-- . . ,~~-:.._ 1//' o-........~~::.. ..~~~. ---......, ~.~:, " _ , _ />Y'.I ." _ . ... ", .~..... ~ Os' ':. .- /\. . V ,/ ./ ~-~!~ 1 ~ ,'- ... -' . ,. _ . ? /,4/\,...:: / ,~__ ~~'7- ........... -~ ......... r.Jl< - '<. ........ \' " , j/Jf 1/; /<::::..-=--=---'- :- .-- -- -~ ., ......... .......~........" '" \ \ -, ../ ~..~/ Y /:/ </ ~ -= _-_ ;.-:::"< ~-;:-~ .............. :'----,'"-t. \\ ~. ' " ,. ~/_. _ " _ v,. ~.. "'<t. ~,f <" / /' ".4V '.u 0';' " -- A:O _____..... ., ~ .......... ; IL '---- ..... 0. '\ \ --- / %h ~~ _ 7- ""'._.-r.~~~~~"'09 ,)~\:\ . / . ;''/,1/. j / /]!: -:- - -f' 7" g} ~. .....~ .-:~~ ~\ ~-= k1i ~ lI! n '" s' /" . -....", ~~, ~ ," .it,... \, ...... ~ - ' II ( II \" . "'::; - ,,,./ [Y) "~~~* ,.I\i~..,."'-' ,.:::----_:i \ \ I.~ J 0) " - - -,,, - - rFr-"!rJ~ -.........' ~" " '" ----:-- ~ \ . I' r.:, q..,.~" T r .",5' . ~3'd ....J t:C' -" (10-- ~.......~-::J \ ~~\ \ \ ~:t:.~ _~ _ - - fi <( ~ - ~"'''~~::-..'?::.~~ ~ \ ~ \. \ ,.\'.\C\8'-i . " ",",' .",on ~ I = ---- "--=::" ,'- -.....; I ,.... _ ,,, r .' v "- 't ,~ T . - ~ -........... ~.. \' '. . '- _~ . ,'. . "::!.:. ," ,..,.~ "'-'-- _ \'1 ' ~ -.!0 L dS --- . -- \~' . '-.... ,,~ ~ ,..." ...... -\X .,._,,_......--. -----.---- - 0 . ---' i ,.....-> ,.\ """ . - 'C'- · - - .", OOT.7 - ~":JII. ~ \ ',' j'" \;] I \ 1 ~ "\",~""_-,,,--,,,~,,:p,,"'.:'_-"'-''''-''' ...,.--,'~' 'il}dO :--..... 'itf/ '. . 0 \ \ ,r.".& \ I ....-' -,,-- ,s -- ' .' ,..~ .___' . ," ."__.....--0-- ~ "''' ~ .-'\ . l ~\It \~\ I 1.-.' ;{-:-. ';' · , /' --------- ---- /---- .,., . -- -- : ~~... ;- ..:::::..~:" \~ ; \; \1//;;-;6 ::t>/'/-:://<=:" 1---:;'~~"~"""! - ..!) .' ~\ J~~~~/\~/:;;;;;~~t-~::~ ~-":~:..:::~~~~~ \ \\\\ /.... r-/ ..cv-' ~-=--.a-=--- "," "- \" . -- ____ _ \ \ \ \ W "/~ ~ ..-/ .,~ ---- - '" 59 -~--~ - --, '; "- ............ ...........; ,:::; \ \ \ ,\ \ \. '\"'~" N;-'i.r~ ,/// . '(;, "'J4,,,~ '----....', \ \ >, '-. ,"'- \ \. <....:... ( '\ / _ / ' 11"", 1</00 ''''. --........-,;.--0:>.......... ' 'it $q .........-........; . L~ ',-<'\\\ . \ '\ ~ :I)f:)Va' ,./"..'..... 0 ------ ' ",..'" . \ -r' \' \ \' . _..as. ,"'" , " ,--_----/ ..' ,. \ ./ ""Do '. . .... . , \ '\.\\ '~\ ~ " ,_/ ,_ r ",. ......... I, . ,\ \ .... 0 ....:-" l '0 . '\ \' ~ - ....,,- .... ,,' \ \ ,,/ ... ", " " " ,,' '\v' ",' .... '. PARKING REQUIREMENT: HOTEL GUESTROOM UNIT MIX: 1llIlII..' -- .--- T i I I WI 1oIR. t. . I . a .... .. t I . .. alR. .. 1 I . '" .... M 1 I . .. .. II I .. 11 1tlWJ 1tlWJ ... 0PP-e11IDT rAIUCNI PRO\/IDI!D : IM.ACD WGEIICMIOUND,AIIICINO'ItOVIJED: "".ACEIi ACCESSIBLE AND HEARING IMPAREDRODMS awl. BE PROVIDED IN ACCORDANCE wmtALL nEAPPI..JCAIIl& CODES OF THE AUniORI1'Y HA\IHI JURISDIC11DN. IU.tBER OF RECIlIRED ACCE.SIal.E 0t.ES1RClClNS SHAlL BE CONFIRMED BY lHEMatlECT OF RECORD FOREAai8PECtFICPROJECT. AU.ACCEBSaE tlIJESTROOMS IlUIIT BE IN1SICllNEC1Hl ROOMS AND tHE TOTAL NUMBER lIHALL~a::>>.A.YWl1H MARRIOTT DESKIN AND CONSTRUC11ON av1iRIA. ~ aT&VENI CRIiEk BOULEVARD PRELIMINARY SITE PLAN A ~ --- I lCAL&:r'-4a-G" DI! NfZA cotJ.aOECMA.8 I..!!!!.!lI.... II' filii 11,..1, ,... H.t llIllcla. CA '4$18 T,I: 1717) 141.1111 ~ UI ...,I,llrnl . VIlI'Jo, CA .41la hi: (111)111-1111 .'...'.llIIu.IIII..I..... ---ci' ~ m M ~ w a ~ 0 0: UJ D.. W Z ~ ~ 0 t; ~ ~ olS :IE It) cS co UJ ~ Z ~ ~ ~ w w C!l D.. j; ~ i: 0 - ~ :IE 8 ~ ~ c; 0: ~ I w 0 D.. Z ~ I ~ ~ D.. cS ..... ~ ..... ..... i :i: w c en I :z ~ i1S ~ I J I DAre: 5-3()"()7 . . REV. NO. REV. 1>>.1& I 8-08-07 . 8-28-07 . 8-28-07 i 7-'0-07 i 7-12-07 8-08-07 PREUMlNARY . I SITE PLAN A ! . I DR :.!JI JOB NO.; SHP03 ~"-----'\.o...__..",.__ . TOPOGRAPHIC SURVEy, WARD SURVEYJNG 1729 SEABRIGHT l\..VE.STE. A SA.NTA CRUZ,CA. 95062 PRroECT NO. 02117 DATED' 2/211'2002 thru 51'2007 GEOTECHNICAL INVESTIGl\TIO/:L: UPI' GEOTECHNOLOGY, INC. 750 Cl\!IDEN AVE. STE. A CAMPBELL,CA.95008 PROJECT NO. 2711.lRl SERIAL NO. 12114 DATED: 3/11/2004 \ RECEIVED AUG 0 2 l007 ..... /' r ~ ',J '\., (:!! ,,/' '\;t>, .,' j.! I /' '-, /"'" ~ f,l.-;} )\ t/?" ,., \ \~l< ( < JA~)' ~.t " ('it' I ,,,-!J 'x '\. "'~ f .... ' I .~~ ~ v/' '\ , '---' ",. J~ '- "." ~ '\ \ It+----------- .r;\ ~ .\ \ _--....!~~ J '. /x .', '~ t. " / ."t?' ~'\~/ .~':-~ ~\ ~,\', \ ",l~'''.'o ~...~\ '. ,I '\ \_I.~" \~~l{ \' ~ \ '.~' \ '-. , " '" ." '''\ '''\ . '''\ .J "- " '\ ,\ ,.-'\ J; /~ ~,^,. ; >. .' '" .."" ." '",I'LL>"-'lIHE! c>F'=>1Re"'r1 " .<- \ t1A)(IMUH HoU,:>E'SIZ.E. ~. (1!:>-lo,0x>)/l0c0('./~,'J'3)+4!:>(Xl (le2, ~':I2-10,cro)/lroo~"fl.'?~ (112, ~?2.). '12..'l?U?"I,"::A..IO.~a...209 1000 +~,!:>Q?ODO Mp.,~1 f1 UM I-lOU'7~ 01Z-l: '" 14-, t>lXO.':209 ~FT- BY: "5LOPE J>..oJU-:.THEf.lT A)((Ht.~ ~(l'-O.I))) 1+, WG..1.0'3 (1-( f."? ",~~-o.1)) (1-(1.">x ('2'3.'~) ( , -(44-.&";>) 14,e,oG..2~9", t43.e,';))~ W+~2.">O C. (Pf"l'2..!:>O~.FT.'" (.:,O:V}'),;,', !! ~. . EOl:>E,e: 01' I"AvltM\O:f.l1 -4~=--\ _ A-~"~ i'y <~~::- "\f~~Q .~. ., 1'1 OJ . '-.. -'- fa,'< '-~ ;"'- I'"' " ^' .+~;. j I J I ;' /- /" 0)\9 o ,(I' ,,(...."''tJ.., '..: /"~. RJ\o ~- ~, l~ ,,,,.,' . ,.\V'" ll.','l-'t ~'" I ~~ uI~ ~'.~ tl<!-, o~ / Sw "':! ,~~ : \ .., ",'~ -;; .>> \ r~~~p~ "- Tof' Of !>. ./1,14. ~ K. - -.... ----- -. -, -'- FLOOR AREA SUMMARY: 1. BASEMENT LVL: 2624.50 sq.ft. (exempt from F.A.R.) 2. GROUND FLOOR: 2641. 50 sq. ft. 3. 2nd FLOOR: a) 2281.75 sq.ft. (habitable) bl 340.00 sq.ft. (outdoor patio) -.-.--.-----.--.---.----.----...-.--------.---..--..- 4. TOTAL FLOOR: 5263.25 sq.ft. (allowed 6500.00 sq.ft.) ~\ J ~~ ~;> "-'", . vJ' 4: 1 i , IQ l;e ;,/ / / .( g g ->1'1' <f> ~ .~ 2.78AC. NET P CL. :1... 'Z'Z8.09 ~k! ""'~,'i ~- 4-t"t4-wr A.-' I '~"fZ11Plillf'~L. ,\r' .NO,!) I ;::'>5M. " t...NQP5 Of-'N.E..U.1S ~ X, .~'''T'''6 ____ e~~.....,.,,, fb<<. 1'0>\""""', ,r;- ;-~... C...O';~Lt\!~\NW~\<. Ml1~t';\0~ I'elC\c ...~..../ THE l'ROPOSED RESIDENCE AND THE PROPOSED GARAGE SHALL HAVE A RESIDENTIAL FIRE Sl'RINI<LER SYSTEM INSTALLED PER NFPASTANDARD 13D " .~~ ~SITE . FLI\W 1/tu-11 = II_orl /.; .. ....." ~""."""._, <"'''''"''0, ""'" '''''q // " 'APJ.j; ~(;;(P~+1'1'!:>~,~':-47.b8: // / . r~l<:CEl- "O(2E: .of.10Ac:m:T.~ 1e?~,C!>'Oz:;OO~~ ZONli-.lG~RHS I Mq.'O'.DP8! )~o/,; PA~CEI. j../!'O P,A:J:;?CEL I1~P i/Dt':M-3 ~!'r_~~.9KI'..! DAVID L. BABBY. RCl\ ARBOR RESOURCES P.O. BOX 25295 SAN MATEO,CA. 94402 DATED: 6(221'2007 /.~.. ",-- U u'~. ~. .~. <:;.. O~ " 96'>, ..'~+, .. !/J< ':10' 7. ~ in J' ll.l r- U . () _ncr ~ 'II i) . III ~.~ J.j ~~ > III -.J ~ -<l.. ::J <(Jl ~\.) . \- . ~ ~.. ~ ..J t- III Ill~ {).0I:'> ::J , ~ (}-- ()~()~ il."\-\OdJ ".,1 ~ o ulli u u: Z~::J lUa::..( 9zU U) \'! .. 1U1llO ~~! \f!N~ 1i.1611ll l-;~L 4., N :J >- ('l U 1"'. "," 1'7' II t'2-I~O,1 11'.CP" I}].d' ~~c:>'1 .0 ~ ! ~, --~ ~ --J......"'. 1_ \...J '_ ,) ~%~M~H ~/ i ___ _..I..., FtM. ~r< ~ '<7 I ..:::s; ~~- ---::- ~- + I / /J __ / / /: /'J / / Ji!( /1/ .' H '" I I I II l : .: <= ' I, V , ~ _.... '.'_ ...... ..IIJ Ittt-I.-~ ' ; iL.L~:h L+---- I III ~ I , ; ~ . V f ILl, I ! iLL ' , 1 ~ : h [ i_ I III' I L ' _>1\ ' 1\ I v. ) ;"I~'''OS. 1 ~'Pt' """'H...,.." 1___,'" LI .1..L j U I f/ /~11.llS- r<~~i<lNoo'U>~~ ~ ~~ RH ; ; t-' V T . i Ii .... I''';'' L I I. r;;, · ~""tlf'. ' -0 I - '5TO~"''::;E. ~. I ,'"", . :.L., Tcf'.r<P.CE AElO\J1O- I _ L .~" un- \ I Ir7\I1 ! .,.9 ~."""""'<;.!.~ WI"" C-Ea-I..--/>..F<- \~I i (j~IIUl"lt- _ = · rtl-, .' ~rutlf'."'. . , i lf~'ilt.~;. i ! " ~" "'''',...... '.~ - ~". C( ~~-Q ..~+ ~ ;:!1t.-1f.'" .' 'L ....'.' roW"'"-!:> ~, r !, .n-~ 'lj(p ',,- 0 l ,. / .......--,-.:.10.. t \ ':---lll Y tl:~:.::C.!::- !; ,.;j. , _ I .' \ ; . · !Y-,.?Jftff I I .. ... \ : ' . .' I _-------'_._......_ .' ___, ________._.__._____ _--_ ____-+ . _I l' \...----..-.. .....+,-.-.--....-...-. i: l .. 1fl: . 'i\! \!V,.,. PN-la.. .. . . . . I ,I ..~ l~~~ ~'-'. '. l-z.tx~' . f2.Cc... ,.t:z..t"1. " CO~ ~",e. w/~t:>I/>..iJT HEAT V .' . -HIm: o. ..h." . , _ i -1!&T.'""'w ".' ~H. Clt-. -r.U.~747.5l) ~ 6~.1? I II . . l':;..."t>~ _, " '. '. l) '. 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"'iij .:i'<l> i~ ~~ ::l ~ ~71ol ~ ?~& p ~ ~ ~ !:. ~ ,~ r ~ z: r------ I I I I - ,--+-., "N ~ L____ ~ '" ! ~ l:. : ~~ \'Om Ii "'... ,~'" I - - - --- - - -1- - - - - - - - '" ~ ~ ~ .{ ,]I 'gi ~~ --..;~ ~;J ~m \1'-" -13 ~~ I ; i ,_-Ijr-_ I I ' I ! i ! - -,-- ~ i i-- ,----.----------------. ' . . _._-~_....__.._------------- I- i I I 1 1 I I I I I I I I I I I I I I _.. _J '\. ~- - -- - - - - - - - - - -- / , / / / / , " " '\. 'r---------- I I I I I I I I I I I , I " I ________..:>1 '\. " , , , , " " , " :YATE5 RE51t?E.I-.JCE 222Cf2 RE:'GhJ At:< T' DR. CUP~RTI f.../O, CA 95014- 1'<. R. :1 " _._H :; I, II ,; -rl --m~----.-----t----- r . -.------- -- I . I ' I -_.-..-- I I I F2o~E..f<.T AVlle~ OE:.'OI~N . "t6~~ <5Dq)UE.t.. O~. 50cpuet...) CAL.If.9507~ B~1-~1&; ~ ~(p~Cp i i ~ REVISIONS I BY I1I~iot-l "'-...,. ,"",F' TILZ-:. _~O/I~/~2." ("l)f'\.'I F'I.-tW!:'. ~HT'Gt; ,/' _'2,<& tzA~,~t.O.t.. r- tr~o e>ATr:> w/.RADIMT .r>AAF-leR. HALL- MASTER. BAT~ F.F. 7(P7. ':>0 " .l{'l!w.~,t:WP.~<- ~/+.TI!a.C:DXl"Ll'w". --., SIl~PL-~. o/l17/e,' 7JI .~.J~T. .1 LAlJtlG FOYEK' KITC.I-lE-W f.F. """1.:'1) ~/tl TtGol:Pj( f'l.iiltP. .~t>FL-Fl. <>/11 Tie! TJI i"l-i'f. J..-r. S II!! TP'E-1 '1,1 ~YP. &tt. e C-EIL-l/o/<!o-ryr; HAL.L :.~_Xf...(f; --"X1:r'-'- /'? 1~bl>,rT5 T1'P. .nR;O{~I'1T.. WINEO(.EL-L-AR ~ 141. ~ j1.'TH~MI>,,. .~ ~wA-u::RI.'~r"",", PEte WlL...IeEfO~T e9 CROS5SE.CTIOI--! '-':'~~.':":'=--~-=-~-~~~~'-~--.' ."" LrRePAgli""b~T~"'''T1;. I"~ ~IL- ~Ila.lfit;:~ 11'/ e,!\r JI J~T. Wi R'?O~Tf~ ~ T~.~7~~CE t.i~--' SIlT; ~rwEO I< l-M.TOMe;F<I<:, .w. "-1 I ~~~~~~~;~L-~ ~~t LIVIWG RH. r.r7%.'3\ DlhllhlG t:<.M. ~"T."'R.I~ot-l ~l.I>-1/O.._ TiP. _ '!>/+' T'~ CDX. Pl-Y""P.O/ 11 TIe-" iJj FLll.J~. TY~ ~~'i. <.LV.. =. ~O.'Yl. 7. \5 in .0 III r- U .0 U)cl~ D III ~~ .J-,_~ >Ill-'~ ..(:]<(JI ~\). i- S~ ~ III t-- ul 't' {).() :J I G~ ~~ !1. ~ \0 \0 -." -;;. '2>-11> F\.P..1OP /I.- 71C,.r;.o i....~~<1I.~.~ ~ a> -Ill -i ~ -' II) 'EJIl:.Gl',:7SU.OO -!. HE:C.H. 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