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15090173CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: CONTRACTOR: PERMIT NO: 15090173 221 LIWALLACE DR CUPERTINO CA 95014 (326 02 043)122113 WALLACE DR (NOLASCO CUPERTINO, CA 95014-0118 (326 02 043) CONSTRUCTION GROUP) MENLO PARK, CA 94025 OWNER'S NAME: SUBRAHMANYAN PRADEEP KAND KIMBERLY J DATE ISSUED: 02/26/2016 OWNER'S PHONE: 650-690-1702 PHONE NO: 650-269-6421 LICENSED CONTRACTOR'S DECLARATION BUILDING PERMIT INFO: � J License Class Lic. # � � 2 —2C -1_a PLUMB Contractor.( NOLASCO CONSTRUCTION GROUP l Date —BLDG —ELECT — MECH RESIDENTIAL COMMERCIAL I hereby affirm that I am licensed under the provisions of Chapter 9 (commencing _ _ _ with Section 7000) of Division 3 of the Business & Professions Code and that my license is in full force and effect. JOB DESCRIPTION: DEMO (E) GARAGE (400 SQ FT) AND CREATE (1) T hereby affirm under penalty of perjury one of the following two declarations: DETACHED 2ND DWELLING UNIT (580 SQ FT) WITH 1. I have and will maintain a certificate of consent to self -insure for Worker's ATTACHED GARAGE (504 SQ FT). Compe sa£on, as provided for by Section 3700 of the Labor Code, for the } ormance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which Sq. Ft Floor Area: Valuation: $80000.00 this permit is issued. APPLICANT CERTIFICATION certify that I have, read this application and state that the above APN Number: Occupancy Type: information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby 326 02 043 authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and PERMIT EXPIRES IF WORK IS NOT STARTED expenses which may accrue against said City in consequence of the WITHIN 180 DAYS OF PERMIT ISSUANCE OR granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal 180 DAYS FROM LAST CALLED INSPECTION. Code, Section 9.1 ,® Issued by: Phuong Devries Signatur _ �� _ Date ate: OWNER -BUILDER DECLARATION RE -ROOFS: I hereby affirm that I am exempt from the Contractor's License Law for one of the All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for following two reasons: 1. I, as owner of the property, or my employees with wages as their sole inspection. compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) Signature of Applicant: 2. I, as owner of the property, am exclusively contracting with licensed Date: contractors to construct the project (Sec.7044, Business & Professions Code). ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER I hereby affirm under penalty of perjury one of the following three declarations: s. I have and will maintain a Certificate of Consent to self -insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the HAZARDOUS MATERIALS DISCLOSURE performance of the work for which this permit is issued. I have read the hazardous materials requirements under Chapter 6.95 of the 2. I have and will maintain Worker's Compensation Insurance, as provided for California Health & Safety Code, Sections 25505, 25533, and 25534. I will by Section 3700 of the Labor Code, for the performance of the work for which maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Section 25532(a) should I store or handle hazardous this permit is issued. material. Additionally, should I use equipment or devices which emit hazardous 3. I certify that in the performance of the work for which this permit is issued, I air contaminants defined the Bay Area Air Quality Management District I shall not ' employ any person in any manner so as to become subject to the will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and ph Worker's Compensation laws of California. If, after making this certificate of the Health & Safety Code, Sections 25505, 2553 25534. exemption, I become subject to the Worker's Compensation provisions of the -� Labor Code, I must forthwith comply with such provisions or this permit shall Owner or authorized agent: be deemed revoked. Dater APPLICANT CERTIFICATION CONSTRUCTION Tis ING AGENCY s I hereby affirm that there is a construction lending agency for the performance I certify that I have read this application and state that the above information is of work's for which this permit is issued (Sec. 3097, Civ C.) correct. t agree to comply with all city and county ordinances and state laws Lender's Name relating to building construction, and hereby authorize representatives of this city to enter upon the !above mentioned property for inspection purposes. (We) agree to save indemnify, and keep harmless the City of Cupertino against liabilities, Lender's Address judgments, costs, and expenses which may accrue against said City in ARCHITECT'S DECLARATION consequence of the granting of this permit. Additionally, the applicant I understand my plans shall be used as public records. understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. Licensed Professional Signature Date CUPERTINO CONSTRUCTION PERMIT APPLICATION �I-3 COMMUNITY DEVELOPMENT DEPARTMENT - BUILDING DIVISION 10300 TORRE AVENUE CUPERTINO, CA 95014-3255 (408) 777-3228 - FAX (408) 777-3333 - building0cupertino.Org [:]NEW CONSTRUCTION ❑X ADDITION ❑ ALTERATION / TI ❑ REVISION 1 DEFERRED ORIGINAL PERMIT # PROJECT DRESS APN WALLACE V CUPERTINO. 1 326-02-043 OWNER NAME PHONE E-MAIL MBERLY P D P BRAN ANYAN 650-690-1702 kimberI subrahman an mail.com STREET ADDRESS CITY, STATE, ZIP FAX 22117 WALLACE DRIVE, CUPERTINO, CA 95014 CONTACT NAME PHONE 1 E-MAIL SHARVILA PATADIA 408-410-5946 SHARVILA GMAIL.COM STREET ADDRESS CITY, STATE, ZIP FAX 18801 WOOD DELL COURT SARATOGA CA 95070 11 OWNER 0 OWNER -BUILDER ❑ OWNERAGENT O CONTRACTOR. O CONTRACTORAGENT 15( ARCHITECT ❑ ENGINEER D DEVELOPER ❑ TENANT CONTRACTOR NAME LICENSE NUMBER LICENSE TYPE BUS. LIC # COMPANY NAME E-MAIL FAX STREET ADDRESS CITY, STATE, ZIP PHONE ARCHITECT/ENGINEERNAME LICENSE NUMBER BUS. LIC # SHARVILA PATADIA COMPANY NAME E-MAIL FAX SHARVILA GMAIL.COM STREET ADDRESS 18801 WOOD DELL COURT CITY, STATE, ZIP PHONE 408-410-5946 DESCRIPTION OF WORK 9 AY�l THIS PROJECT WILL ADD A DETACHED GARAGE AND vI m- ft EXISTING USE - - PROPOSED USE -- - COa—A # STORIES USE TYPE OCC. SQ.FT. VALUATION ($) EXISTG NEW FLOOR _ DEMO AREA ..AREA AREA REA .BATHROOM KITCHEN - _REMODEL AREA.' REMODELAREA APORCHAREA DECKAREA TOTALDECK/PORCHARE&REA: T DETACHATTACH# DWELLING UNITS: IS A SECOND UNIT �] YES. RY O YESBEING ADDED? []NO ONO PRE -APPLICATION OYES IF YES, PROVIDE COPY OF # PLANNING APPROVAL LETTER IS THE BLDG AN O YES EICHLER HOME? O NO IVED $Y: TOT' VALUATION,_„' --' PLANNING APPL ONO By my signature below, I certify to each of the following: I am the property owner or authoriz d agent to act on the property owner's behalf. I have read this application and the information I have provided is correct. I have read the Description of Work and verify it is accurate. I agree to comply with all applicable local and statelawsrelatingto building cons ction. I authorize representatives of Cupertino to enter the above -identified property for inspection purposes. ordinances and state laws rela Signature of n Date: Oct /. Ili J 01 SUPPLEMENTAL INFORMATION REQUIRED PLAN EHEC TYPE ROUTING SLIP p OVER TW -COUNTER I BUILDINGPLANREviEW New SFb or Multifamily dwellings: Apply for demolition permit for _ existing building(s). Demolition permit is required prior to issuance of building permit for new building.' El ! PLANNING PLAN REVIEW Commercial Bldgs: Provide a completed Hazardous Materials Disclosure s rANDaRD ruBhlC WORKS TO—TM if any Hazardous Materials are being used as part of this project. LARGE FIRE DEPT Copy of Planning Approval Letter or Meeting with Planning prior to i] MAJORSANITARY SEWER DISTRICT _ submittal of Building Permit application. ! ❑ ENVIRONMENTAL HEALTH BldgApp_2011.doc revised 06121111 8 w - CITY QF CUPERTINO FM -77 -7 vil FEE ESTIMATOR - BUILDING DIVISION ADDRESS:. 2„2W Wallace Drive FEE QTY/FEE DATE: 09/28/2015 REVIEWED BY: PAUL APN: 326 02 043 BP#: *VALUATION: 1$80,000 *PERMIT TYPE: Building Permit 0.0 PLAN CHECK TYPE: Addition PME Plan Check: PRIMARY USE: SFD or Duplex 2nd Unit? •' Yes No OTC, 0 Yes � No PENTAMATION PERMIT TYPE: 1 R3SFAD2ND WORK Demo E Garage, and Create N Detached 2nd Unit 580 S.Q with Attached Garage 504 S.f. SCOPE $0.00 PME Unit Fee: .t.Iech. Plan Check llech. 1'cr,cr t Fee: Other itech. Insp. Imp. Pee: NOTE: This estimate does not 111timb. Plan Check Elec. Plan (,heck Plumb. Permit Fee: I -Iec. Permit Fee: Other Plumb Imp.E3--L- ()7herE/cc°. Insp. Li Pht)arb. Insp. fee: Ekc. fns . hee: due to other Departments (i. e. Planning, Public Works, Fire, Sanitary Sewer District, School District, etc). These fees are based on the prelimina in ormation available and are only an estimate. Contact the Dept or addn'l info. FEE ITEMS 6(Tee Resolution 11-053 Eff. 711113) FEE QTY/FEE MISC ITEMS Plan Check Fee: $2,674.63 Select a Misc Bldg/Structure or Element of a Building Suppl. PC Fee: Q Reg. 0 OT 0.0 hrs $0.00 PME Plan Check: $0.00 Permit Fee: $1,739.91 Suppl. Insp. Feer Reg. Q OT 0,0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 Construction Tax: IBCONSTAXR 1 #new units $684.98 Administrative Ie e 0 E Work Without Permit? 0 Yes (F) No $0.00 Advanced Planning Fee: IPLLONGR $151.76 Select a Non -Residential Building or Structure E) 0 Strong Motion Fee: 1BSE1SMICR $10.40 Select an Administrative Item Bldjz Stds Commission Fee: 1BCBSC $4.00 SUBTOTA4 $5,265.68 $0.00 $5,265.68 Revised: 07/02/2015 ALEA & BRAZE ENGINEERING, INC. CIVIL ENGINEERS I LAND SURVEYORS April 11, 2016 City of Cupertino Community Development — Planning Cupertino City Hall 10300 Torre Avenue Cupertino, Ca 95014 Phn-408-777-3200 Subject: 22117 Wallace Drive Cupertino, California APN: 326-02-043 Job No. 2160025 SU To the Department: M Ft E Main Office: � V �a 1b. 2495 Industrial Pkwy. West Hayward, CA 94545 Ph: 510.887.4086 Fx: 510.887.3019 Sacramento Region: 3017 Douglas Blvd., Ste, 300 Roseville, CA 95661 Ph: 916.966.1338 Fx: 916.797.7363 Please consider this letter my certification that we have field verified the location of the concrete foundation forms for the proposed detached garage & living unit on the subject property and found them to agree with the approved plan and to be completely within the building setback lines. The field data is shown tabulated below. Description Distance (property line to closest concrete form Yard Setback Rear 6.10' 6.00' (north) Right Side 3.01' 3.0' (east) Top of forms elevation: 96.35' Adjacent grade: 95.75' Proposed Finished Floor: 96.35' (shown as 6" above grade) Please call me with any questions. Sincerely, Alexander Abaya Land Surveyor cc: Tony Nolasco (Nolasco Construction Group) email: tony((t�,nolascoconstruction.com Lea & Braze Engineering, Inc. 9 www.leabroze.com ( ) Earth Investigations Consultants Kimberly Subrahmanyan 22117 Wallace Drive Cupertino, California 95014 December 21, 2015 Job 2693.01.00 RECEIVED RE: GEOTECHNICAL PLAN REVIEVi!��-' �� Structural Only 3 Proposed Garage and Guesthouse Building Department 22113 Wallace Drive ' Cupertino, California i JAN 2 5 ?nth REVIEVvED SOK CODE COMPLIANCE Dear Ms. Subrahmanyan: kev'ri:wea 8y yAr1"11 Pursuant to your authorization, we have completed review of the structural sheets you submitted. They includes Sheets S1 through S4 prepared by BCA Structural Engineering; Inc, latest revision dated 12/17/15. It is our opinion that the plans submitted have been prepared in general conformance with the recommendations presented in our December 14, 2015 report. Please note Details 3 and 8 presented on Sheet 3 have a typo related to recommended thickness of crushed rock beneath the slab. Instead of 4 inches, it should be 5 inches as noted on the other details on that sheet and on Sheet S2 have the correct thickness, We trust this provides you with the information you require at this time. If you have any questions, please call. Very truly yours; ��fl C",�-r., BALD �0 rth Inv ' tigations Consultants, Inc. �� o�ti No. EG 11322 CERTIFIED ENGINEERING cP GEOLOGIST„ Joel E. Baldwin. II Oj C'�`" Engineering Geologist 1132 (Renewal 2/28/17) JEB:DWB:jb:gi Distribution: efile and 2 paper copies mailed to addressee OFFICE COPY Geologists & Engineers P.O. Box 795 0 Pacifica, CA 94044 0 (650) 557-0262 0 Fax (650) 557-0264 • earthinvestigations@comcast.net CUPERTINO 01:119>-1* CALGREEN RESIDENTIAL CHECKLIST - MANDATORY ITEMS COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION ALBERT SALVADOR, P.E., C.B.O., BUILDING OFFICIAL 10300 TORRE AVENUE • CUPERTINO, CA 95014-3255 (408) 777-3228 •FAX (408) 777-3 0FRGE COPS The 2013 CalGreen Code applies to all newly constructed hotels, motels, lodging houses, dwellings, dormitories, condominiums, shelters, congregate residences, employee housing, factory -built housing and other types of swellings with sleeping accommodations and new accessory buildings associated with such uses. Existing site and landscaping improvements that are not otherwise disturbed are not subject to the requirements of CALGreen. Project Name: Project Address: Project Description: Instructions: Subrahmanyan Residence 2211% Wallace Drive New Detached Unit 1. The Owner or the Owner's agent shall employ a licensed professional experienced with the California Green Building Standards Codes to verify and assure that all required work described herein is properly planned and implemented in the project. 2. The licensed professional, in collaboration with the owner and the design professional shall initial Column 2 of this checklist, sign and date Section 1 - Design Verification at;t p� -e'Khbchecklist and have the checklist printed on the approved plans for the project. 3. Prior to final inspection by the Building Department, the licensed profesesional-Agrgomplete Column 3 and sign and date Section 2 - Implementation Verification at the end of this checklist and submit the completed form to the Building Inspector. tEVIEVVt D�Ljr< CUDE COMPLIANCE Kevieweo 13y: MANDATORY FEATURE OR MEASURE Planning and Design - Site Development Column 2 Project ;auirements Column 3 Verification 4.106.2 Storm water drainage and retention during construction. A plan is developed and implemented to manage storm water drainage during ❑ ❑ construction. 4.106.3 Grading and paving. The site shall be planned and developed to keep surface water away from buildings. Construction plans shall indicate how ❑ site grading or a drainage system will manage all surface water flows. Page 1 of 5 BY 691, CalGreen 2014.doc revised 01/15/14 A4.2 General 4.201.1 Low-rise residential buildings shall meet or exceed the minimum ❑ standard design required by the California Energy Standards. .. .3 WATER EFFICIENCY AND CONSERVATION Indoor Water Use 4.303.1 Water conserving plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the following: ® 4.303.1.3.2 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specifications for Tank -type Toilets. ❑ 4.303.1.3.2 Urinals. The effective flush volume of urinals shall not exceed 0.5 gallons per flush. 0 4.303.1.3.1 Single Showerheads. Showerheads shall have a maximum flow rate of not more than 2.0 gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for showerheads. ❑ 4.303.1.3.2 Multiple Showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gallons per minute at 80 psi, or the shower shall be ® ❑ designed to allow only one shower outlet to be in operation at a time. ❑x 4.303.1.4.1 Residential lavatory faucets. The maximum flow rate of residential lavatory faucets shall not exceed 1.5 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be less than 0.8 gallons per minute at 20 psi. CU LRTINO El 4.303.1.3.2 Lavatory faucets in common and public use areas. The a BuilCin C`p�rG��gi maximum flow rate of lavatory faucets installed in common and public use JANareas (outside of dwellings or sleeping units) in residential buildings shall -��. not exceed 0.5 gallons per minute at 60 psi. Fp FOR i;JJE C M�'LIA\10E ❑ 4.303.1.4.3 Metering faucets. Metering faucets when installed in deliver than 0.25 `,iewed By: �� residential buildings shall not more gallons per cycle. •� ❑x 4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi. 4.303.2 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with the California Plumbing Code, ® ❑ and shall meet the applicable standards referenced in Table 1401.1 of the California Plumbing Code. Page 2 of 5 CalGreen_2014.doc revised 01115114 Outdoor Water Use 4.304.1 Irrigation controllers. Automatic irrigation systems installed at the time of final inspection shall be weather -based. ❑ 4.304.1.1 Controllers shall be weather- or soil moisture -based controllers that automatically adjust irrigation in response to changes in plants' needs as weather conditions change. ❑ ❑ ❑ 4.304.1.2 Weather -based controllers without integral rain sensors or communication systems that account for local rainfall shall have a separate wired or wireless rain sensor which connects or communicated with the controller(s). Soil moisture -based controllers are not required to have rain sensor input. A4.4 MATERIAL• • RESOURCE Enhanced Durability and Reduced Maintenance 4.406.1 Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in plates at exterior walls shall be protected ❑ ❑ against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Construction Waste Reduction, Disposal and Recycling 4.408.2 Construction waste management plan. Where a local jurisdiction does not have a construction and demolition waste management ordinance, a ® ❑ construction waste management plan shall be submitted for approval to the enforcing agency. Building Maintenance and Operation 4.410.1 Operation and maintenance manual. At the time of final inspection, ® ❑ an operation and maintenance manual shall be provided to the building occupant or owner. A4.5 ENVIRONMENTALQUALITY Fireplaces 4.503.1 General. Install only a direct -vent sealed -combustion gas or sealed ❑ ❑ wood -burning fireplace, or a sealed woodstove. Pollutant Control 4.504.1 Covering of duct openings and protection of mechanical ❑ equipment during construction. Duct openings and other related air X❑ distribution component openings shall be covered during construction. 4.504.2.1 Adhesives, sealants and caulks. Adhesives, sealants and caulks © ❑ shall be compliant with VOC and other toxic compound limits. 4.504.2.2 Paints and coatings. Paints, stains and other coatings shall be ❑ ❑ compliant with VOC limits. 4.504.2.3 Aerosol paints and coatings. Aerosol paints and other coatings ❑X ❑ shall be compliant with product weighted MIR Limits for ROC and other toxic compounds. Page 3 of 5 CalGreen_2014.doc revised 01/15/14 4.504.2.4 Verification. Documentation shall be provided to verify that ❑ ❑ compliant VOC limit finish materials have been used. 4.504.3 Carpet Systems. Carpet and carpet systems shall be compliant with ❑ ❑ VOC limits. 4.504.4 Resilient flooring systems. Eighty (80) percent of floor area receiving resilient flooring shall comply with the VOC-emission limits defined in the Collaborative for High Performance Schools (CHIPS) Low -emitting ❑X ❑ Materials List or be certified under the Resilient Floor Covering Institute (RCFI) FloorScore program. 4.504.5 Composite wood products. Particleboard, medium density fiberboard (MDF), and hardwood plywood used in interior finish systems shall ❑X ❑ comply with low formaldehyde emission standards. Interior Moisture Control 4.505.2 Concrete slab foundation. Required vapor retarders and capillary ® ❑ breaks are also required to comply with CalGreen Section 4.505.2.1. 4.505.3 Moisture content of building materials. Moisture content of building ❑ ❑ materials used in wall and floor framing is checked before enclosure. Indoor Air Quality and Exhaust 4.506.1 Bathroom exhaust fans. Exhaust fans which terminate outside the ❑ ❑ building are provided in every bathroom. Environmental Comfort 4.507.2. Duct systems are sized and designed and equipment is selected using the following methods: 1. Establish heat loss and heat gain values according to ACCA Manual J or equivalent. ❑X ❑ 2. Size duct systems according to ACCA 29-D (Manual D) or equivalent. 3. Select heating and cooling equipment according to ACCA 36-S (Manual S) or equivalent. INSTALLER AND SPECIAL- QUALIFICATIONS Qualifications 702.1 Installer training. HVAC system installers are trained and certified in ❑ ❑ the proper installation of HVAC systems. 702.2 Special inspection. The Licensed Professional responsible to verify CALGreen compliance is qualified and able to demonstrate competence in the ® ❑ discipline they inspect and verify. Verifications 703.1 Documentation. Verification of compliance with CALGreen may include construction documents, plans, specifications, builder or installer certification, inspection reports, or other methods acceptable to the enforcing ❑ agency which show substantial conformance. Implementation verification shall be submitted to the Building Department after implementation of all required measures and prior to final inspection approval. Page 4 of 5 CalGreen_2014.doe revised 01/15/14 Project Name: Project Address: Project Description: CALGREEN SIGNATURE DECLARATIONS Subrahmanyan Residence 22117 Wallace Drive New Detached Unit SECTION 1 — DESIGN VERIFICATION Complete all lines of Section 1 — "Design Verification" and submit the completed checklist (Columns 1 and 2) with the plans and building permit application to the Building Department. The owner and design professional responsible for compliance with CalGreen Standards have revised the plans and certify that the items checked above are hereby incorporated into the project plans and will be implemented into the project in accordance with the requirements set forth in the 2013 California Green Building Standards Code as adopted by the City of Cupertino. Owner's Signature ee P, 0"t� Owner's Name (Please Print) Design Professional's Signature HA -PV I LSF 7 D� Design Professional's Name (Please Print) Signature of License Professional responsible for CalGreen compliance Miles Hancock Name of License Professional responsible for CalGreen compliance (Please Print) cbell.net Email Address for License Professional responsible for CalGreen compliance SECTION 2 — IMPLEMENTATION VERIFICATION G '1 i Date q12_3/-MK— Date 1Z3/-Ml - Date 09/10/15 Date (650) 804-9064 Phone Complete, sign and submit the competed checklist, including column 3, together with all original signatures on Section 2 to the Building Department prior to Building Department final inspection. I have inspected the work and have received sufficient documentation to verify and certify that the project identified above was constructed in accordance with this Green Building Checklist and in accordance with the requirements of the 2013 California Green Building Standards Code as adopted by the City of Cupertino. Signature of License Professional responsible for CalGreen compliance Date Name of License Professional responsible for CalGreen compliance (Please Print) Phone Email Address for License Professional responsible for CalGreen compliance Page 5 of 5 CalGreen 2014.doe revised 01/15/14 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Description: Title 24 Analysis Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Input File Name: Subrahmanyan Unit SP580N.xml CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION 01 Building Complies with Computer Performance 01 Project Name Subrahmanyan Detached Unit 03 This building incorporates one or more Special Features shown below 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 2Q44WWallace Drive Compliance Margin Percent Improvement 04 City Cupertino 05 Standards Version Compliance 2015 06 Zip Code 95014 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ4 09 Software Version EnergyPro 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 225 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 580 15 Number of Zones 1 16 Slab Area (ft) 580 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft) N/A 21 Glazing Percentage (%) 12.2% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 06 rn :3o Registration Number: 215-N6320610A-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 15.66 21.01 -5.35 -34.2% Space Cooling 13.34 18.45 -5.11 -38.3% IAQ Ventilation 1.67 1.67 0.00 0.0% Water Heating 35.45 20.46 14.99 42.3% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 66.12 61.59 4.53 6.9% rn :3o Registration Number: 215-N6320610A-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Description: Title 24 Analysis Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Input File Name: Subrahmanyan Unit SP580N.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cathedral Ceiling HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 9 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: - None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDVlf2-yr)* 160.52 155.99 4.53 2.8% * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Subrahmanyan Detached Unit 580 1 1 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Main Floor Conditioned HVAC Systeml 580 8 DHW Sys 1 Registration Number: 215-N632061oA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml CF1 R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 06 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Front Wall Main Floor R-13 Wall 225 Front 55 30 90 Left Wall Main Floor R-13 Wall 315 Left 200 32.8 90 Rear Wall Main Floor R-13 Wall 45 Back 223 4 90 Right Wall Main Floor R-13 Wall 135 Right 164 20 90 Interior Surface Main Floon>_Garage_ R-13 Wall1 147 Roof 2 Main Floor R-30 Roof Attic 576 Front Wall 2 _Garage_ R-0 Wall 225 Front 168 112 90 Left Wall 2 _Garage_ R-0 Wall 315 Left 117 17.8 90 Rear Wall 2 _Garage_ R-0 Wall 45 Back 21 90 Right Wall 2 _Garage_ R-0 Wall 135 Right 147 90 Roof 3 _Garage_ R-0 Roof Attic 504 OPAQUE SURFACES — Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof Main Floor R-30 Roof Attic1 - specify - 4.1 4 4 0.33 18.43 0.1 0.85 0.07 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Garage Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Attic Main Floor Attic RoofMain Floor Ventilated 4 0.1 0.85 Yes No Registration Number: 215-N632061oA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml CF1 R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) 1.1 -factor SHGC Exterior Shading Window Window Front Wall (Front -225) ---- ---- 1 10.0 0.34 0.30 Insect Screen (default) Window 2 Window Left Wall (Left -315) ---- ---- 1 32.8 0.34 1 0.30 Insect Screen (default) Window 3 Window Rear Wall (Back -45) ---- ---- 1 4.0 0.34 0.30 Insect Screen (default) Window 4 Window Right Wall (Right -135) ---- ---- 1 20.0 0.34 0.30 Insect Screen (default) Skylight Skylight Roof (- specify --0) 1 4.0 0.50 0.26 DOORS 01 02 03 04 Name Side of Building Area (ft2) 1.11 -factor Door Front Wall 20.0 0.50 Door 2 Front Wall 2 112.0 1.00 Door 3 Left Wall 2 17.8 0.50 Registration Number: 215-N632061OA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml CF1 R -PRF -01 Page 5 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Main Floor 580 81 None 0.8 No • Inside Finish: Gypsum Board _Garage_ 504 65 None 0 No • Cavity/Frame: no insul. /2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofMain Floor Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-13 / 2x4 • Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.095 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-30 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 30 0.032 Over Floor Joists: R-20.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-30 / 2x4 • Roof Deck: Wood Siding/sheathing/decking R-30 Roof Atticl Cathedral Ceilings Wood Framed Ceiling 2x4 @ 24 in. O.C. R 30 0.042 Roofing. Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -13/2x4 R-13 Wall Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Main Floor 580 81 None 0.8 No Slab -on -Grade 2 _Garage_ 504 65 None 0 No Registration Number: 215-N6320610A-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- CF1 R -PRF -01 Page 6 of 9 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0 0.82 199000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 --- --- -- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE Registration Number: 215-N632061OA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml CF1 R -PRF -01 Page 7 of 9 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 10 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 6 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required --- HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Waft Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 215-N632061oA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml CF1R-PRF-01 Page 8 of 9 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 20.8 0.25 Default 0 Required Registration Number: 215-N632061oA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Subrahmanyan Detached Unit Calculation Date/Time: 06:08, Thu, Sep 10, 2015 Calculation Description: Title 24 Analysis Input File Name: Subrahmanyan Unit SP580N.xml CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: y, Miles Hancock Company: Signature Date:j r Energy Design Group 2015-09-10 06:13:24 LABEC BE Address: CEA/HERS Certification Identification (If applicable): 2149 Dartmouth St R13-14-10047 (A1Auf"At54 w*A o(OWf Enr+ 4nnwharnc City/State/Zip: Phone: Palo Alto, CA 94306 650-424-1189 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: / Miles Hancock - Company: Date Signed: Energy Design Group 2015-09-10 06:14:11 Address: License: 2149 Dartmouth St N/A City/State/Zip: Phone: Palo Alto, CA 94306 650-424-1189 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N632061oA-000000000-0000 Registration Date/Time: 2015-09-10 06:14:11 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-10 06:09:07 S t r u c t u r a l E n g i n e e r i n g Incorporated °aN°,=°a°OFFICE COPY DATE: 9/18/15 STRUCTURAL CALCULATIONS For SUBMITTAL NEW GARAGE AND LIVING UN1T1 At SUBRAHMANYAN RESIDENCE 2211-1 WALLACE DRIVE CUPERTINO, CA. .�,E Ic Dapartment �✓�,� S3662 Exp : 3/31/2017 Jt: C;UMPLIANCE ):-c * � BY BCA Structural Engineering, Inc. K1300 industrial Road, S 1 [T] 650.508.2500 San Carlos, California 0 [FJ 650.508.2505 www . B C A e n g. net 1300 #1 Industrial Road BCA STRUCTURAL San Carlos, CA W70 DESIGNED G. C. JOB No. 53t3® Ll ENGINEERING 650-508-2500 FAX 650-50a-2505 CHECKED SHT OF PROJECT SUBJECT DATE CODES: 2013 C.B.C. ASCE-7-10 DESIGN LOADS: SLOPED ROOF: w/ clg finish w/o clg finish Roof Material 5.0 psf 5.0 psf Roof Live Load Calculations Sheathing 2.0 psf 2.0 psf R2 = 1 for F<=4 Framing 3.0 psf 2.0 psf R2 = 1.2-0.05F for 4<F<12 Insulat/Sprinkler/Mech 2.0 psf R2 = 0.6 F>=12 Gypsum 2.0 psf Dead load 14.0 psf 9.0 psf Adjust dead load for slope: 4/12 Adjusted dead load 15.0 psf 9.0 psf Live load 20.0 psf 20.0 psf Total load 35.0 psf 29.0 psf FLOOR: at conv. frmg. EXT WALL: Finish 5.0 psf Stucco 10.0 psf Plyd 2.0 psf Plyd 2.0 psf Framing 3.0 psf Framing 3.0 psf Insulat/Sprinkler 1.0 psf Insulation 2.0 psf Gypsum 2.0 psf Gypsum 3.0 psf 20.0 psf Dead load 13.0 psf Live load 40.0 psf Total load 53.0 psf INT WALL: w/o ply'd w/ ply'd Gypsum 6.0 psf 6.0 psf _ Framing 3.0 psf 3.0 psf plywood 0.0 psf 2.0 psf 9.0 psf 11.0 psf SEISMIC: Cs = Sds W Cs= 0.202 W I = 1 < 300 occupants R/I R = 6.5 V= Cs * F V= 0.202 W Fa = 1 F= 1 1 Story Sms = 1.967 F= 1.1 2 Story Working Stress Design V/1.4 = V= 0.144 W Sds = 1.311 F= 1.2 3 Story See CBC 1605.3.2 Site Class = D Seismic Design Category = E Information from USGS Ground Motion Parameter Calculator See Output MATERIALS: CONCRETE: fc = 2500 psi REINFORCING: Fy = 40,000 psi for #4 & smaller, Fy = 60,000 psi for #5 & larger TIMBER: Framing No. 2 DF Fb = 900 psi Fv = 180 psi E = 1.6EE6 4 x Beams No. 1 DF Fb = 1000 psi Fv = 180 psi E = 1.7 EE6 S.S DF Fb= 1500 psi Fv= 180 psi E= 1.9 EE6 Cf for 4"=1.5 Cf for 6"=1.3 Cf for 8"=1.2 & 1.3 Cf for 10"=1.1 & 1.2 Cf for 4x12 = 1.1 6 x Beams No. 1 DF Fb = 1300 psi Fv = 170 psi E = 1.6 EE6 GLULAMS: 24F 44 DF/DF Fb = 2400 PSI Fv = 265 PSI E = 1.8 EE6 Z— LATITUDE & LONGITUDE CONVERSION Latitude Longitude deg min sec deg* min sec 37 20 5.26 -122 03 42.31 DECIMAL EQUIVALENT Latitude Longitude 37.3348 -122.0618 * Longitude deg should be entered as a NEGATIVE in the Western Hemisphere U S V S DATA SDs 1.311 SD1 0.741 Sims 1.967 SMI 1.111 Fa 1.000 Fv 1.500 Ss 1.967 S1 0.741 STRUCTURAL DESIGN CATEGORY D Min Design Maps Summary Report W-,&tilm jSo Design Maps Summary Report User -Specified Input Report Title Garage & Living, Unit Fri September 18, 2015 18:24:13 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 37.33480N, 122.0618°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III { SOoOm 4Portola Valloy j a .aipqu• i USGS-Provided Output MOM SS= 1.967g S,5= 1.967g Ss= 1.311g Sl= 0.741g S"= 1.111g Soi= 0.741g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 2.20 2.00 1.90 1.60 1.40 a 1.20 1.00 0.90 0.60 0.40 0.20 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (set) For PGAM, TL, CRS, and CRI values, please view the detailed report. Design Response Spectrum 1.40 1.26 1.12 0.99 0.70 0.56 0.42 0.29-- 0.14-- 0.00 .290.140.00 0.00 0.20 0.+10 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period. T (sec) 3 http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitu... 9/18/2015 1300 #1 Industrial Road BC STRUCTURAL son Carlos, CA 94070 ENGINEERING 650-508-2500 FAX 650-508-2505 DESIGNED G. C• CHECKED JOB No. SIFT /5 350 OF PROJECT SUBJECT BEAMS: SEE COMPUTER PRINTOUT -LOADS 0 -] R = ( R -46 / C USE p Z o R.= Pfd USE LOADS OL = 1 - - ►'p - Z . 0 tt IZ R = O (�- = 2'1 oQj ��5 R USE LOADS BCA Structural Engineering Inc 1300 Industrial Road Suite 1 B B C A San Carlos, CA 94070 Ph (650) 508-2500 Fax (650) 508-2505 Project Title: Garage and Living Unit Engineer: G.C. Project ID: 15380 Project Descr: 5 - Printed: 18 SEP 2015. 11:51AM Wood Beam File =s:\ENERCA-1\data\2015J0-1\15360.ec6 ENERCALC, INC. 1963-2015, Build:6.15.7.30, Ver.6.15.7.30 KW -06002019 Licensee : BCA Structural Engineering Inc Description : R13-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 900.0 psi Ebend-xx 1,600.Oksi 4x10 Fc - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Location of maximum on span = Wood Grade : No.2 Fv 180.0 psi Maximum Deflection Overall MINimum Ft 575.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 0.466 0.466 D 0.126 Lr 0.28 1.446 1.446 Lr Only 0.980 0.980 Applied Loads Beam self weight calculated and added to loads 0.041 in Uniform Load : D = 0. 1260, Lr = 0.280, Tributary Width =1.0 ft, (W) DESIGN SUMMARY Max Upward Transient Deflection Maximum Bending Stress Ratio = 0.451: 1 Section used for this span 4x10 fb : Actual = 608.21 psi FB : Allowable = 1,350.00 psi Load Combination +D+Lr+H Location of maximum on span = 3.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Overall MINimum 4x10 Span = 7.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Max Downward Transient Deflection 0.041 in Ratio= 2039 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.061 in Ratio = 1382 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Firm c 0,232 : 1 4x10 52.31 psi 225.00 psi +D+Lr+H 6.234 It Span # 1 Load Combination Span Max.'-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr+H 1 0.0608 3.526 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.446 1.446 Overall MINimum 0.466 0.466 D Only 0.466 0.466 +D+Lr 1.446 1.446 Lr Only 0.980 0.980 BCA Structural Engineering Inc 1300 Industrial Road Suite 1 B San Carlos, CA 94070 B G Ph (650) 508-2500 Fax (650) 508-2505 Project Title: Garage and Living Unit Engineer: G.C. Project ID: 15380 Project Descr: 4 Printed: 18 SEP 2015, 11:52AM Wood Beam File=s:\ENERCA-1\data\2015JO-1\15380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30 KW -Q6002019 Description : HIP -1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Load Combination Fc - PHI 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi 0.196 : 1 Wood Grade : Parallam PSL 2.0E Fv 290.0 psi 3.5x11.875 fb : Actual = Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 3,625.00 psi Fv : Allowable = 3.5x11.875 Span = 16.0 ft Applied Loads Span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads +D+Lr+H 1 0.3503 Load for Span Number 1 Vertical Reactions Varyinq Uniform Load : D(S,E) = 0.0090->0.1260, Lr(S,E) = 0.020->0.280 k1ft, Extent = 0.0 —>> 16.0 ft, Trib Width =1.0 ft, (W1 W2) Load Combination DESIGN SUMMARY Support 2 • Maximum Bending Stress Ratio 0.3021 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 1,095.32 psi fv : Actual = 70.94 psi FB : Allowable = 3,625.00 psi Fv : Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.051 ft Location of maximum on span = 15.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.228 in Ratio= 842 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.350 in Ratio= 548 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.3503 8.292 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support t Support 2 Overall MAXimum 1.341 2.347 Overall MINimum 0.488 0.800 D Only 0.488 0.800 +D+Lr 1.341 2.347 Lr Only 0.853 1.547 BCA Structural Engineering Inc 1300 Industrial Road Suite 1 B CASan Carlos, CA 94070 Ph (650) 508-2500 Fax (650) 508-2505 Wood Beam Description : HIP -2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: Garage and Living Unit Engineer: G.C. Project ID: 15380 Project Descr: Primed: 18 SEP 2015. 11:55AM Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Span = 8.0 ft Fc - Prll 2,900.0 psi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling File = s:\ENERCA-1\data\2015J0-1\15380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30 E: Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,016.54ksi Density 45.050 pcf 3.5x9.5 3.5x9.5 Span = 8.0 ft Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Varyinq Uniform Load : D(S,E) = 0.0->0.1260, Lr(S,E) = 0.0->0.280 k/ft, Extent = 0.0 -->> 20.0 ft DESIGN SUMMARY ' Maximum Bending Stress Ratio 0.2431 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb : Actual = 882.45psi fv : Actual = 75.55 psi FB: Allowable = 3,625.00psi Fv : Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7.307ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio= 1251 Max Upward Transient Deflection -0.022 in Ratio= 4373 Max Downward Total Deflection 0.172 in Ratio= 836 Max Upward Total Deflection -0.032 in Ratio= 2993 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. '+° Defl Location in Span 1 0.0000 0.000 +D+Lr+H -0.0321 4.916 +D+Lr+H 2 0.1721 6.637 0.0000 4.916 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.167 2.708 1.728 Overall MINimum -0.036 0.933 0.571 D Only -0.036 0.933 0.571 +D+Lr -0.167 2.708 1.728 Lr Only -0.132 1.775 1.157 B� STRUCTURAL 13Sa #Carlos, CA IndustrialRoadDESIGNED ENGINEERING 650-508-2500 FAX 650-508-2505 G C CHECKED DATE JOB No. /�3 0 SHT `9 OF PROJECT SUBJECT BEAMS: SEE COMPUTER PRINTOUT R = R = USE LOADS CEI u� G QST? R = R = USE LOADS f/ ° R R = 5f go L5 65 USE LOADS 163 - , -I- 15¢7 4-115 6841 5 o-- =9 0115r BCA Structural Engineering Inc 1300 Industrial Road Suite 1B B C A San Carlos, CA 94070 Ph (650) 508-2500 Fax (650) 508-2505 Project Title: Garage and Living Unit Engineer: G.C. Project ID: 15380 Project Descr: �^ Printed: 18 SEP 2015, 11:42AM Wood Beam File =s:1ENERCA-1\data\2015J0-1\15380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30 KW -06002019 Licensee : SCA Structural Engineering Inc Description : RAFTER CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Load Combination Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 0 <180 Wood Grade No.2 Fv 180.0 psi 0.126 0.126 Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.280 Repetitive Member Stress Increase D 0.018 Lr o.04 2x8 Span = 14.0 ft AAlied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0090, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (W) DESIGN SUMMARY Maximum Bending Stress Ratio 0.8361 Section used for this span 2x8 fb : Actual = 1,297.66psi FB: Allowable = 1,552.50psi Load Combination +D+Lr+H Location of maximum on span = 7.000ft Span # where maximum occurs = Span # 1 Maximum Deflection 0 <180 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.456 in Ratio= 368 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.662 in Ratio= 253 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections • 0.229 : 1 2x8 51.50 psi 225.00 psi +D+Lr+H 13.438 ft Span # 1 Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr+H 1 0.6616 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.406 0.406 Overall MINimum 0.126 0.126 D Only 0.126 0.126 +D+Lr 0.406 0.406 Lr Only 0.280 0.280 BCA Structural Engineering Inc 1300 Industrial Road Suite 1 B B C� San Carlos, CA 94070 Ph (650) 508-2500 Fax (650) 508-2505 Project Title: Garage and Living Unit Engineer: G.C. Proiect ID: 15380 Project Descr: to Printed: 18 SEP 2015. 11:44AM Wood Beam File =s:\ENERCA-1\data\2015J0-1\15380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30 0.it . Inc Description : CEILING JOIST CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.00665 Lr 0.0266 2x8 Span = 15.0 ft Aoolied Loads Uniform Load : D=0.0050, Lr = 0.020 ksf, Tributary Width =1.330 ft, (W) DESIGN SUMMARY 900.0 psi Maximum Bending Stress Ratio = 0.550: 1 Section used for this span 2X8 fb : Actual = 853.98psi FB : Allowable = 1,552.50psi Load Combination +D+Lr+H Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Maximum Deflection 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 0 <360 180.0 psi 0.500 in 575.0 psi Density 31.20pcf Max Upward Total Deflection Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Max Downward Transient Deflection 0.400 in Ratio= 450 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.500 in Ratio= 360 Max Upward Total Deflection 0.000 in Ratio= 0 <180 0.141 : 1 2x8 31.63 psi 225.00 psi +D+Lr+H 14.398 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+Lr+H 1 0.4998 7.555 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.249 0.249 Overall MINimum 0.050 0.050 D Only 0.050 0.050 +D+Lr 0.249 0.249 Lr Only 0.200 0.200 BCA Structural Engineering Inc 1300 Industrial Road Suite 1 B San Carlos, CA 94070 B C Ph (650) 508-2500 Fax (650) 508-2505 Project Title: Garage and Living Unit Engineer: G.C. Project ID: 15380 Project Descr: II Printed: 18 SEP 2015. 11:58AM Wood Beam File =s:1ENERCA-1\data12015J0-1115380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30 KW -06002019 Licensee : BCA Structural Engineering 1w Description : CB -1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2900 psi Ebend- xx 2000 ksi Overall MINimum Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Wood Species : il-evel Truss Joist Fc - Perp 750 psi 0.343 1 Maximum Shear Stress Ratio Wood Grade : Parallam PSL 2.0E Fv 290 psi Section used for this span 3.5x9.5 Ft 2025 psi Density 45.05pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling F13: Allowable = 3,625.00 psi Fv : Allowable = 362.50 psi Load Combination n11.8371 Lr(3-684) 3.5x9.5 Span = 15.0 ft Applied Loads 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Support notation : Far left is #1 Values in KIPS Load Combination Point Load: D =1.837, Lr = 3.684 k @ 14.0 ft, (P) Support 2 Overall MAXimum 0.695 Uniform Load : D = 0.0050, Lr = 0.020 ksf, Tributary Width =1.330 ft, (W) Overall MINimum 0.250 DESIGN SUMMARY D Only 0.250 1.842 Maximum Bending Stress Ratio = 0.343 1 Maximum Shear Stress Ratio = 0.678 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fo : Actual = 1,243.42psi fv : Actual = 245.72 psi F13: Allowable = 3,625.00 psi Fv : Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 13.960ft Location of maximum on span = 14.234 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio= 740 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.373 in Ratio= 482 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max. '=" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+Lr+H 1 0.3728 8.321 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.695 5.480 Overall MINimum 0.250 1.842 D Only 0.250 1.842 +D+Lr 0.695 5.480 Lr Only 0.445 3.638 1300 #1 Industrial Road BC STRUCTURAL San Carlos, CA 94070 ENGINEERING 650-508-2500 FAX 650-508-2505 DESIGNED CHECKED DATE G. C. JOB No.`� SHT -, OF PROJECT SUBJECT BEAMS: SEE COMPUTER PRINTOUT _l ,�f.a LL ;d 0 ,� 1 ! tG'�n,.I�a ST R = I�s R = 102 - USE LOADS k T USE LOADS 0 R = R = USE LOADS BCA Structural Engineering Inc 1300 Industrial Road Suite 1 B San Carlos, CA 94070 B C APh (650) 508-2500 Fax (650) 508-2505 Project Title: Garage and Living Unit Engineer: G.C. Project ID: 15380 Project Descr: 13 Printed. 18 SEP 2015. 1 H3PM Wood Beam File=s:\ENERCA-1\data\2015JO-1\15380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.7.30 1.11 1 BCA Structural Engineering InJ! Description : GARAGE HEADER CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr 1.023 Overall MINimum Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Section used for this span 3.5x14.0 Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling Q(0.045Lr o.06 3.5x14.0 Span =17.0ft Applied Loads 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E: Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,016.54ksi Density 45.050 pcf Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Support 1 Support 2 Overall MAXimum Uniform Load : D = 0.0450, Lr = 0.060 , Tributary Width =1.0 ft, (W) 1.023 Overall MINimum DESIGN SUMMARY 0.510 D Only • Maximum Bending Stress Ratio = 0.128 1 Maximum Shear Stress Ratio = 0.075 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fo : Actual = 456.23 psi fv : Actual = 27.20 psi FB : Allowable = 3,563.50psi Fv : Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.500 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio = 2879 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.142 in Ratio= 1435 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. Defl +D+Lr+H 1 0.1421 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 1.023 1.023 Overall MINimum 0.510 0.510 D Only 0.513 0.513 +D+Lr 1.023 1.023 Lr Only 0.510 0.510 Location in Span Load Combination Support notation : Far left is #1 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS BCA Structural Engineering Inc Project Title: 1300 Industrial Road Suite 1B Engineer: B C A San Carlos, CA 94070 Project Descr: Ph (650) 508-2500 Fax (650) 508-2505 Garage and Living Unit G. C. Project ID: 15380 Q4-- Printed: 18 SEP 2015, 12:04PM Wood Beam File =s:\ENERCA-lldata\2015J0-1\15380.ec6 ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver.6.15.7.30 KW -06002019 Licensee : SCA Structural Engineering Ini-6 Description : HEADER AT CB -1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Maximum Bending Stress Ratio = Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 1,462.50 psi Wood Grade : No.2 Fv 180.0 psi 4.009ft Span # where maximum occurs = Ft 575.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 0.485 0.581 Applied Loads Beam self weight calculated and added to loads 0.056 in Uniform Load : D = 0.120, Lr = 0.160, Tributary Width = 1.0 ft, (W) Point Load : D = 0.250, Lr = 0.4450 k ® 4.50 ft, (P) 0.000 in DESIGN SUMMARY 0 <360 Maximum Bending Stress Ratio = 0.611: 1 Section used for this span 4x8 fb : Actual = 893.44psi FB: Allowable = 1,462.50 psi Load Combination +D+Lr+H Location of maximum on span = 4.009ft Span # where maximum occurs = Span # 1 Maximum Deflection 4x8 Span = 6.50 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.056 in Ratio= 1380 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.096 in Ratio= 809 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections 0.326 : 1 4x8 73.28 psi 225.00 psi +D+Lr+H 5.907 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr+H 1 0.0963 3.369 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.142 1.409 Overall MINimum 0.485 0.581 D Only 0.485 0.581 +D+Lr 1.142 1.409 Lr Only 0.657 0.828 1300 #1 Industrial Road STRUCTURAL San Ca650-508—rlos, CA 94070 BC�AENGINEERING SIGNED Q C. JOB No. /,5350 2500 FAX 650-508-2505 CHECKED DATE SHT OF PROJECT SUBJECT I FOUNDATION DESIGN ASSUME A SOIL BEARING CAPACITY OF 1500 PSF PER CBC TABLE 1806.2 pol m I- L'Ok'05 - F75 01 �� /19,/ /Z f F775' Ok rov'r- '�cq-g' O. 3CII-,F 6A 4 P 1300 #1 Industrial Road STRUCTURAL DESIGNED G. C. JOB No. 1'5380 San Carlos, CA 94070 BC ENGINEERING 650-508-2500 FAX 650-508-2505 CHECKED r SHT L OF PROJECT DATE SUBJECT LATERAL DESIGN WIND LOAD = SEE SHEET SEISMIC = 0.144 W USE 8 PSF AT ROOF FOR WALL LOAD IN SEISMIC DESIGN REDUNDANCY= 1.3 SEISMIC LOADS ROOF = ( 15 + 8 ) x 0.144 x 1.3 = 4.31 PS BCA Structural Engineering 9/18/2015 FIRST FLOOR WALLS ROOF LATERAL LOAD PER SQUARE FOOT SEE SHEET L-1 = WALL NUMBER 1 2 3 4 5 6 7 1ST FLR ROOF AREA 396 278 311 290 318 700 300 LATERAL LOAD LBS 1706 1198 1340 1249 1370 3015 1292 4.31 PSF Job No 15274 Sht No ...` : 1300 #1 Industrial Road STRUCTURAL son Carlos, CA 94070 BC�AENGINEERING DESMED a C• JOB No. /'5380 650-508-2500 FAX 650-508-2505 0.6 W (—,-3 1 CHECKED DATE SHT OF PROJECT SUBJECT A Ps = A Iw ps30 = WIND LOAD: Category 2 110 MPH Exp B Method 2 ASCE 7-10 (Chapter 28 pg 245) Allowable Strength Design 0.6 W A = 1 Iw = 1 WIND ZONE DESIGN CRITERIA FOR 20 DEG A Ps = A Iw ps30 = 16.0 psf B Ps = A Iw ps30 = -4.2 psf C Ps = A Iw ps30 = 10.6 psf D Ps = A Iw ps30 = -2.3 psf E Ps =A Iw ps30 = -13.9 0 psf F Ps =A Iw ps30 = -9.6 0 psf G Ps =A Iw ps30 = -9.6 0 psf H Ps = A Iw ps30 = -7.3 0 psf E oh G oh OVER HANG Ps = A Iw ps30 = -19.38 -15.2 psf BCI STRUCTURAL 13001 Industrial Road Son carIos, CA 94070 DESK�VED G. C• JOB No. f ENGIN EER I N G 650-508-2500 FAX 650-508-2505 CHECKED DATE SHT L--4' OF PROJECT SUBJECT CAPACITIES FOR SHEAR ELEMENTS 16d NAILS = 105(1.333) 140 Ibs/nail 5/8" 0 ANCHOR BOLT 2x MUDSILL = 930(1.333) = 1230 Ibs/bolt 5/8"0 ANCHOR BOLT 3x MUDSILL = 1180(1.333) = 1560 Ibs/bolt 3/4" 0 ANCHOR BOLT 2x MUDSILL = 930(1.333) = 1680 Ibs/bolt 3/4" 0 ANCHOR BOLT 3x MUDSILL = 930(1.333) = 2053 Ibs/bolt NATIONAL DESIGN SPECIFICATION N.D.S. 2012 TABLE 11E PAGE 93 LPT4 CLIP = 670 Ibs/clip A35 CLIP = 695 Ibs/clip 1/2" 0 x 6" LG. LAG SCREW = 390(1.333) = 500 Ibs/screw PLYWOOD SHEAR WALLS NATIONAL DESIGN SPECIFICATION -SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC, SEE ATTACHED. OVERTURNING DESIGN IGNORES DEAD LOAD, UPLIFT= SHEAR/ft.(WALL LENGTH)(WALL HEIGHT) WALL LENGTH WALL LENGTH CANCELS OUT, THEREFORE UPLIFT = SHEAR/ft. (WALL HEIGHT) BCA Structural Engineering 9/18/2015 TABLE 4.3A NDS -SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Job No 15380 Sht No ....... SHEATHING PANEL THICKNESS (in.) MIN. FASTENER PENETRATION IN FRAMING (in.) FASTENER TYPE PANEL EDGE FASTENER SPACING in. UNIT SHEAR FOR SEISMIC LOADS PLF UNIT SHEAR FOR WIND LOADS PLF 6 4 3 2 6 4 3 2 5/16" 1-1/4" 6d 400 600 780 1020 560 840 1090 1430 STRUCT 1 3/8" 1-3/8" 8d 460 720 920 1220 645 1010 1290 1710 7/16" 510 790 1010 1340 715 1105 1415 1875 15/32" 560 860 1100 1460 785 1205 1540 2045 15/32" 1-1/2" 10d 680 1020 1330 1740 950 1430 1860 2435 ASD TABLE 4.3A NDS-SDPWS ASD REDUCTION = 2.0 SHEATHING PANEL THICKNESS (in.) MIN. FASTENER PENETRATION IN FRAMING (in.) FASTENER TYPE PANEL EDGE FASTENER SPACING in. UNIT SHEAR FOR SEISMIC LOADS PLF UNIT SHEAR FOR WIND LOADS PLF 6 4 3 2 6 4 3 2 5/16" 1-1/4" 6d 200 300 390 510 280 420 545 715 STRUCT 1 3/8" 1-3/8" 8d 230 360 460 610 322.5 505 645 855 7/16" 255 395 505 670 357.5 552.5 707.5 937.5 15/32" 280430 550 730 392.5 602.5 770 1022.5 15/32" 1-1/2" 10d 340 1 510 665 870 475 715 930 1217.5 LRFD TABLE 4.3A NDS-SDPWS LRFD RESISTANCE = 0.8 SHEATHING PANEL THICKNESS (in.) MIN. FASTENER PENETRATION IN FRAMING (in.) FASTENER TYPE PANEL EDGE FASTENER SPACING in. UNIT SHEAR FOR SEISMIC LOADS PLF UNIT SHEAR FOR WIND LOADS PLF 6 4 3 2 6 4 3 2 5/16" 1-1/4" 6d 320 480 624 816 448 672 872 1144 STRUCT 1 3/8" 1-3/8" 8d 368 576 736 976 516 808 1032 1368 7/16" 408 632 808 1072 572 884 1132 1500 15/32" 448 688 880 1168 628 964 1232 1636 15/32" 1-1/2" 10d 544 816 1064 1392 760 1144 1488 1948 BCA Structural Engineering 9/18/2015 Job No 15274 Sht No ....... FIRST FLOOR WALLS WALL No SHEAR WALL LENGTH SHEAR/ft SHEATHING EDGE PLATE BLOCKING HOLDOWNS ANCHOR WALL Ibs ft Ibs/ft NAILING NAILING NAILING BOLTS TYPE 1 1706 13 131 1/2" PLYD 8d @ 6" o.c. 16d @ 6" o.c. PLYD O6R A35 @ HDU5 5/8" @ 4'-0" A 2 1198 14 86 1/2" PLYD 8d @ 6" o.c. 16d @ 6" o.c. PLYD OR A35 @ HDU5 5/8" @ 4'-0" A 16" 3 1340 12 112 1/2" PLYD 8d @ 6" o.c. 16d @ 6" o.c. PLYD OR A35 @16„ HDU5 5/8" @ 4'-0" A 4 1249 18 69 1/2" PLYD 8d @ 6" o.c. 16d @ 6" o.c. PLYD O6R A35 @ HDU5 5/8" @ 4'-0" A 5 1370 23 60 1/2" PLYD 8d6" o.c. @ 16d 6" o.c. @ PLYD OR A35 @ HDU5 5/8 @ 4'-0" A 16" 6 3015 23 131 1l2" PLYD 8d @ 6" o.c. 16d @ 6" o.c. PLYD OR A35 @16„ HDU5 5/8" @ 4'-0" A 7 1292 7 185 1/2" PLYD 8d @ 4" o.c. 16d @ 4" O.C. PLYD O6R A35 @ HDU5 5/8" @ 2'-8" B UrLir i = 185 x 8 = 1477 < 8645 HDU5 Norz- Cil kAW H�Gtri 0 u GEOTECHNICAL INVESTIGATION Proposed Garage and Guesthouse 22113Wallace Drive Cupertino, California Prepared for: Ms. Kimberly Subrahmanyan 22117 Wallace Drive Cupertino, California 95014 December 14, 2015 Job 2693.01.00 Earth Investigations Consultants, Inc. P.O. Box 795 Pacifica, California 94044 Phone 650-557-0262 earth investigations@comcast. net Earth Investigations Consultants December 14, 2015 Job 2693.01.00 Kimberly Subrahmanyan 22117 Wallace Drive Cupertino, California 95014 RE: GEOTECHNICAL INVESTIGATION Proposed Garage and Guesthouse 22117 Wallace Drive Cupertino, California Dear Ms. Subrahmanyan: INTRODUCTION Site Location and Proposed Project Pursuant to your authorization, we have completed the referenced project located in Cupertino, California (Plate 1, Vicinity Map). The proposed project will entail removal of the existing wood garage in favor of a new garage and attached guesthouse in approximately the same location (Plate 2, Site Plan, Cross Section A -A' and Photos 1 and 2). We anticipate the project will involve minimal grading and construction of a new driveway extending from the street to the garage, as well as hardscape surfaces adjoining the new building. Purpose and Scope of Services The purpose of this investigation was to characterize the foundation soils, and provide geotechnical parameters for the proposed improvements. The scope of services included: • Review of pertinent geologic and geotechnical maps and reports on file in our office. Plate 3 illustrates the general geologic setting of the site region, • Site observations and drilling of 2 borings in the proposed building foundation area on November 25, 2015 at the locations illustrated on Plate 2. Continuous samples of the earth materials encountered at the boring locations were retrieved by driving a 1% -inch O.D., split -spoon sampler to practical refusal with a portable, gas -powered, percussion Geologists & Engineers P.O. Box 795 0 Pacifica, CA 94044 0 (650) 557-0262 0 Fax (650) 557-0264 * earthinvestigations@comcast.net Kimberly Subrahmanyan Job 2693.01.00 December 14, 2015 Page 2 hammer (Wacker BH -30S) that imparts 35 ft. lbs. of force at a rate of 1270 blows per minute. The Logs of Borings are contained on Plate 4. Descriptions of the terms and symbols on the logs are contained on Plate 5, Key to Borings; • Laboratory testing of selected samples collected from the borings. Soil testing included moisture content and dry density. The test results are tabulated on the boring logs; • Analysis of the data collected from the investigation. A representative cross section of the foundation soil profile derived from interpretation of the soils encountered at the boring locations is illustrated on Plate 2 (Site Plan, Cross Section A -A' and Photos 1 and 2); • Preparation of this report containing our findings, conclusions, and pertinent development geotechnical recommendations. GEOLOGIC SETTING The site is located at an approximate elevation of 282 feet above sea level on a gentle, northeasterly sloping alluvial plain within the Stevens Creek drainage basin, east of the central Santa Cruz Mountains foothills (Plates 1 and 3). Earth materials underlying the site are described as older, Quaternary alluvium comprised of weakly consolidated gravels, sands, silts, and clays (Brabb and others, 1998). Bedrock was not exposed on the site. Landslides or active faults are not mapped across the site, nor does the site occupy a seismic hazard zone (California Geological Survey, 2002). The active San Andreas fault zone is mapped approximately 5 miles to the southwest. The northeastern margin of the potentially active thrust fault of the Sargent Berrocal fault zone is mapped approximately 2 miles to the southwest. The active Hayward fault is mapped approximately 12 miles to the northeast. The Working Group (2008) predicts a 63 percent chance within the next 21 years of a magnitude 6.7 or greater earthquake on one of the active Bay Area faults. For this same period and magnitude earthquake, they predict a 21 percent chance of a significant earthquake on the San Andreas fault, and a 31 percent chance on the Hayward fault. Very strong to violent ground shaking is expected in the site area during a nearby major earthquake on either of these faults (Petersen and others, 1999). Earth Investigations Consultants Kimberly Subrahmanyan Job 2693.01.00 SITE CHARACTERISTICS Surface Features December 14, 2015 Page 3 The site is virtually flat. At the time of our field investigation, it was occupied by an intact, approximately 63 -year old, ranch -style house, and concrete -paved driveway leading to the detached garage behind the house (Plate 2). There was no observed evidence of distress to the exterior of the residence. The property is sparsely landscaped. The proposed new building area occupies a barren soil area with a large conifer tree at the rear of the lot. Runoff would tend to sheet sluggishly to the street. There was no observed evidence of seepage, expansive soils, or surface erosion. Where exposed, the surface soils consisted of silty sand with some gravel. Subsurface Explorations Boring 1 was drilled on the north side of the proposed building footprint (Plates 2 and 4). It encountered approximately '/2 -foot of medium dense Silty SAND topsoil mantling dense, Gravelly Silty SAND alluvium. The Gravel content increased at an approximate depth of 3 feet. Refusal to penetration was encountered approximately 4 feet below the ground surface. Boring 2 was drilled on the southern front side of the proposed building footprint. It encountered approximately 4 feet of dense, Gravelly Silty SAND that graded to dense Gravelly SAND/Sandy GRAVEL to the depth of penetration refusal at 6'/2 feet. Seepage or free ground water was not encountered encountered in the borings ranged from dry to moist. Earth Investigations Consultants The alluvial soils Kimberly Subrahmanyan December 14, 2015 Job 2693.01.00 Page 4 DISCUSSION AND CONCLUSIONS It is our opinion that the proposed residential garage and guesthouse development is feasible from a geotechnical standpoint. It is not constrained by geologic hazards or expansive soils. This region is expected to experience very strong to violent ground shaking during a nearby, major earthquake (Petersen and others, 1999). We concur with the State of California seismic hazard mapping, the risk of earthquake -induced soil liquefaction is low given the dense nature of the alluvial soils encountered in the borings. The relatively flat surface of the site precludes rapid flow of runoff. We suspect that during periods of rainfall, water pools on the site or eventually seeps into the subsurface. Hence, the primary geotechnical considerations include the need to design the proposed structure for strong ground shaking during a nearby future earthquake, and to protect the foundation soils from saturation by maintaining strict and comprehensive drainage controls. In our opinion, these considerations can be adequately mitigated by prudent structural and civil engineering design measures. Given the above findings, we judge the proposed new garage and guesthouse can be supported by conventional spread footings embedded into the dense alluvial soils. RECOMMENDATIONS Seismic Desian The proposed structure should be designed for the following seismic design criteria derived from the subsurface exploration data and the 2013 California Building Code (2010 ASTM 7 with July 2013 errata): • Site Location: Latitude = 37.335; Longitude = —122.062 • Site Soil Class: D Spectral Response Acceleration Values (g): Fv = 1.5 Ss = 1.966 S1 = 0.740; SDs = 1.311; SD1 = 0.740 Earth Investigations Consultants Kimberly Subrahmanyan December 14, 2015 Job 2693.01.00 Page 5 Site Preparation Grading and Compaction Voids resulting from site demolition should be backfilled with engineered fill. The site soil exhibits low plasticity and can be used as a source for engineered fill provided it is relatively free of organic and construction debris. However, our field representative should be present during grading to confirm the quality of prospective fill soils. If import fill is required to establish the desired grades, it should be non -expansive soil with a plasticity index of 12 or less. Areas to be developed should be stripped of all vegetation and organic material for a distance of 3 feet from the proposed foundation and pavement areas. Depth of organic stripping should be determined in the field at the time of construction, but for planning purposes, an average stripping depth of 3 to 4 inches may be assumed. Any organic material from the stripping procedure may be stockpiled for subsequent use in landscaping. Once organic and construction debris is removed in the building foundation area, we recommend the proposed pavement, slab -on -grade and other hardscape area be scarified to a minimum depth of 8 inches, moisture conditioned to near optimum, and compacted to at least 90 percent relative compaction of the maximum dry density (MDD) of the materials as determined by the ASTM D1557 laboratory compaction test procedure. All structural fill required for the project should be spread onto the subgrade, prepared as described above, and placed in 6- to 8 -inch thick loose lifts, moisture -conditioned near optimum and compacted to at least 90 percent relative compaction. As much as practical, the building site and driveway should be finish graded to achieve positive flow of runoff away from foundations and pavement subgrade. Utility Trenches Vertical trench excavations up to 5 feet deep should be capable of standing with minimal bracing for short construction periods. However, contractors should be alert to potential unstable conditions. Local conditions may require that trenches less than 5 feet be cut and braced as specified in the State of California Safety Ordinance dealing with Excavations and Trenches. Utility trenches should be designed to prevent the transportation of water into foundations, slabs, or pavement subgrade soils. In particular, where utilities cross foundations, trenches should be plugged with compacted soil or concrete for their full depth, and for a distance of at least 2 feet on either side of the foundations. Earth Investigations Consultants L� Kimberly Subrahmanyan December 14, 2015 Job 2693.01.00 Page 6 On-site, inorganic soil may be used as utility trench backfill. Special compaction of trench backfill will be necessary under and adjacent to the proposed structures, concrete slabs, and engineered fill. In these areas, backfill should be placed as engineered fill, as described above. The upper two feet of trench backfill under slabs and pavements should consist of non -expansive, granular soils compacted to at least 95 percent MDD. Fni inrlatinnc Footings to support buildings should bear on dense native soil or engineered fill, as assessed by our Field Engineer prior to forming. On this basis, footings should be designed with the following geotechnical parameters: • Footings should have a minimum width of 12 inches, and extend at least 18 inches below lowest adjacent grade; • Allowable bearing value of 2500 pounds per square foot (psf) for dead plus live loads. Increase this value by 1/3 to account for wind and seismic loads; • Passive equivalent fluid pressure of 300 pounds per cubic foot (pcf) beginning at a depth of 6 inches foot below the ground surface; • Coefficient of friction of 0.30 Slabs -on -Grade All pavement surfaces should be constructed on the subgrade prepared as described earlier. Exterior slabs should be placed on at least 4 inches of Class 2 aggregate baserock compacted to at least 95 percent. Interior slabs should be placed on a capillary moisture break consisting of at least 5 inches of clean, 3/4- to 1 "/2 -inch free -draining, crushed rock. Migration of moisture vapor through interior slabs can be mitigated by placing an impermeable moisture vapor barrier (15 -mil Stego wrap) over the crushed rock. Slabs should be at least 5 inches thick and reinforced with at least No. 4 bars placed orthogonally 18 inches apart. The slabs should contain control joints to help control the distribution of cracking should it occur. Earth Investigations Consultants Kimberly Subrahmanyan December 14, 2015 Job 2693.01.00 Page 7 Driveway Pavement Section If the driveway surface is to be replaced, we recommend that after the existing pavement is removed, the exposed upper 8 inches of driveway subgrade soil be scarified and compacted to 90 percent MDD. The pavement section should consist of a minimum of 6 inches of baserock compacted to 95 percent beneath a minimum of 2'/z inches of asphalt or 5 inches of concrete. Redwood or durable synthetic headers should be provided at the edges of the driveway to prevent surface water from migrating into the baserock and subgrade soils. Drainage As much as practical, establish positive surface drainage gradients of at least 2 percent for a distance of at least 3 feet away from the building foundation and pavements. We recommend that the proposed structures be provided with roof gutters and downspouts. The downspouts should be connected to solid PVC pipes and these pipes should discharge into the street gutter or onto an erosion -protected surface well away from the building foundation and pavements. Alternatively, roof runoff can be captured in cisterns for use as irrigation. I�ilL91 I 1ill L•L19] Periodic land maintenance may be required. Surface and subsurface drainage facilities should be checked frequently, and cleaned and maintained as necessary. SUPPLEMENTAL SERVICES We recommend that we review the final foundation, grading and drainage plans for conformance with the intent of our recommendations. During construction, we should observe the rough and finished grading operations, foundation excavations prior to steel placement, and the installation of all drainage facilities prior to burial to ascertain that our recommendations are followed. Upon completion of the project, we should perform a site observation and report the Earth Investigations Consultants Kimberly Subrahmanyan December 14, 2015 Job 2693.01.00 Page 8 results of our work in a final report. These services are outside the present scope and will be billed on a time and expense basis, in accordance with Schedule of Charges current at that time. These services will be performed only if we are provided with sufficient notice to perform the work. We do not accept responsibility for items that we are not notified to observe. We recommend that the Owner be responsible for notification, no less than 48 hours before the requested site visit. INVESTIGATION LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices, and is in accordance with the standards and practices set by the geotechnical consultants in the area. This acknowledgment is in lieu of any warranty. We offer no guarantees. Subsurface conditions could vary between those indicated by the explorations and interpreted from surface features. A qualified geotechnical consultant should be retained to provide construction observation services, to observe the exposed geotechnical conditions, to modify recommendations, if necessary, and to ascertain that the project is constructed in accordance with the recommendations. This report is submitted with the understanding that it is the responsibility of the Client (Owner) to ensure that the applicable provisions of the recommendations contained herein are made known to all design professionals involved with the project; that the recommendations are incorporated into the construction drawings; and that the necessary steps are taken to see that the contractor and subcontractors carry out the recommendations in the field. We judge that construction in accordance with these recommendations will be stable, and that the risk of future instability is within the range generally associated with construction in this area. If conditions different from those described in this report are encountered during construction, or if the project is revised, we should be notified immediately so that we may modify our recommendations, if warranted. The practice of geotechnical engineering changes, and, therefore, we should be consulted to update this report if construction is not performed within 12 months. Earth Investigations Consultants Kimberly Subrahmanyan December 14, 2015 Job 2693.01.00 Page 9 REFERENCES Brabb, E.E., Graymer, R.W., and Jones, D.L., 1998, Geologic map and digital database of the Palo Alto 30'x60' quadrangle, California: U.S. Geological Survey Miscellaneous Filed Studies Map MF -2332. California Geological Survey, 2002, Seismic hazard zones. Cupertino 7'/2 minute quadrangle, California: California Department of Conservation, map scale 1:24,000. Petersen, M. and others, 1999, Seismic shaking maps of California: California Division of Mines and Geology Map 48. Wagner, D.L., Bortugno, E.J. and McJunkin, R.D., 1991, Geologic map of the San Francisco — San Jose quadrangle, California Division of Mines and Geology, map scale 1:250,000. Working Group on California earthquake probabilities, 2008, The uniform California earthquake rupture forecast, version 2 (UCERF 2): U.S. Geological Survey Open File Report 2007-1437. The following plates are attached and complete this report: Plate 1 —Vicinity Map Plate 2 — Site Plan, Cross Section A -A' & Photos 1 and 2 Plate 3 — Geologic Map Plate 4 — Logs of Borings 1 and 2 Plate 5 — Key to Borings Earth Investigations Consultants Kimberly Subrahmanyan Job 2693.01.00 December 14, 2015 Page 10 We trust this report provides you with the information you require at this tirne. If you have any questions, please call. Very truly yours, EaInvestigations Consultants, Inc Joel E. Baldwin, II 7niring Geologist 1132 (Renewal 2/28/17) David W. Buckley Civil Engineer 34386 (Renewal 9/30/17) �R-D Gr LD BAp �C3 O No. EG 13? * CERTIFIED ENGINEERING GEOLOGIST aF Q ,OFESSI - y�•,ti h c. 34386Z� JEB:DWB: b: I sT CI\ J 9 "�T�OFCA�>A`. Distribution: efile and 3 bound copies mailed to addressee_ Earth Investigations Consultants i '�- , ,.. __ �� f ' - - �u r CASCADE Di MORTON AVF �!`1L f THF DALL £S AVE C, �Hot T AVE j !iTFF ire�--� pP West, Valley ..� HELENA Sch ` o ` Cupe no tai Ch ac 1 �� U \ 1 i. >✓ .' 260 HOMES RG We r . ; Nomrst an1 ; r if �� ' tiighf S -- ��E� y / ERRA i Tank, =':• -`; "SCM'' Ga Sc SITE _ FT q. L.,._ --- ;;' Steven t iI` Sch W �---�— --I ----j f Park w t { S bsta Q i.; ` sTEvNs 3 drFtac 01 385 ROAO ` c, 4� ... ��--�_. �, l0 Col De 'Black r y _ r s .. .. ,� 0 2000 ft. Scale Contour interval approx. 150' Base from U.S. Geological Survey Cupertino 7 1/2' quadrangle Earth Investigations Job No. 2693.01.00 VICINITY MAP Plate Consultants By. SEB 22117 Wallace Drive Data 12/11/15 Cupertino, California A B-1 1 ------------------ i O kylightLU � I IZ PROPOSED 1 r - - L - - -1-BED UNIT 10I PROPOSEDI : r ' I GARAGE I 1 0- I I� I I, - 1 B-2 1 AREA OF WORK 1 -- - - - -- - - - - -- Wallace A' Drive EXPLANATION B-1 Approximate Location of Boring 1 A— —A' Line of Cross Section A -A 0 10 ft. Scale Site plan from SheetA0.1 prepared by Sharvila Patadi, dated 9/25/15 garage and living space at north end of driveway. Photo 2. Northerly view across proposed development area. Existing garage will be removed to accommodate the new building footprint. Proposed Structure B-1 B-2 A I I A, 10 Medium dense Silty SAND (Topsoil) Dense Gravelly Silty SAND (Alluvium) Refusal@4'�-----------2---------- 2----------- -------- — Dense Gravelly SAND/Sandy GRAVEL (Alluvium) Refusal @ 6 1/2' 0- Qpaf �L SITE CATS c 80 T\ II l \ 6� 22 8 �2 16 % 6 5 X75 spy 25 20�-� t Cha Qyf Qhaf EXPLANATION OF SYMBOLS Qal - Modern alluvium Qyf - Younger (inner) alluvial fan deposits (Holocene) Qhaf - Alluvial fan and fluvial deposits (Holocene) Qpaf - Alluvial fan and fluvial deposits QTSC - Santa Clara Formation (lower Pleistocene and upper Pliocene) 0 3000 ft. Approx. Scale 50� Strike and dip of strata Source: Brabb and others, 1998 Earth Investigations Job No. 2693.01.00 GEOLOGIC MAP Plate AWvmd By- Consultants JEB 22117 Wallace Drive 3 Date 12/11/15 Cupertino, California Refusal @ 6'/2' �? LOGS OF BORINGS Plate Earth Investigations AWVnd By JEB BORING 1 Consultants 22117 Wallace Drive /1 Date 12/11/15 Cupertino, California `j� Penebuaw Cf) E EgLdM d Portable Percussion Rig pRafe (�A) Elevation --282' p� 11/25/15 0 900 _ dark brown Silty SAND; damp, medium dense (TOPSOIL) ' 118.0 5.4 NSM6" SM_ Yellowish brown Gravelly Silty SAND, dry, dense (ALLUVIUM)- 127.0 6.1 GM Increases in Gravel, dense at 3' Refusal at 4' L 5 n. aD o - 10 BORING 2 Elevaflon -282' Date 11/25/15 0_ Dark yellow brown Gravelly Silty SAND, moist, dense 1 Li 122.9 7.7 (ALLUVIUM) N SM 113.2 7.4 o o gradational transition aa)i ■TITI Gravelly SAND/Sandy GRAVEL, dry, dense (ALLUVIUM) 130.9 4.8 0 5 SP- I -.- -- . GP Refusal @ 6'/2' J Ift 2693.°1.°° LOGS OF BORINGS Plate Earth Investigations AWVnd By JEB Consultants 22117 Wallace Drive /1 Date 12/11/15 Cupertino, California `j� Prima Divisions Primary GROUP SYMBOL Secondary Divisions j Q J o Q w o C) Q N LU i Z w Z N O LL = cn GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN GRAVELS o (LESS THAN 5/o FINES) GW Well graded gravels, gravel -sand mixtures, little or no fines. GP Poorlygraded ravels or ravel -sand mixtures, little or no fines 9 g 9 GRAVEL WITH FINES GM Silty gravels, gravel -sand -silt mixtures, non -plastic fines. GC Clayey ravels, gravel -sand -clay mixtures, plastic fines. Y Y 9 9 Y T_j LU W Z (w7 Q � � Q Q w U) O 0O — rJ SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANDS ( ) LESS THAN 5% FINES SW Well graded sands, gravelly sands, little or no fines. SP Poorly graded sands or gravelly sands, little or no fines. SANDSSilty WITH FINES SM sands, sand -silt mixtures, non -plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. w O w �U_ � o J Q o w Q J = U O U) ly Z t_n SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Orangic silts and organic silty clays of low plasticity. (f)O = -� z > W W i-– Q Q w SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic. Z w _ rn W w �- LIQUID LIMIT IS GREATER THAN 50% CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. U.S. Standard Series Sieve Gear Square Sieve Openings 200 40 10 4 3/4" 3" 12" SAND GRAVEL SILTS AND CLAY COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE Grain Sizes Unified Soil Classification System (ASTM D-2487) 40 F 30 N 20 3 SAND AND GRAVELS PENETRATION RATE` VERYLOOSE 0-7 LOOSE 7-18 MEDIUM DENSE 18-53 DENSE 53-88 VERY DENSE OVER 88 Relative Density Medium Dense SILTS AND CLAYS STRENGTH" PENETRATION RATE` VERY SOFT 0-1/4 0 - 6 SOFT 1/4 - 1/2 6 - 11 FIRM 1/2 - 1 11 -23 STIFF 1 - 2 23-47 VERY STIFF 2 - 4 47-94 HARD OVER 4 OVER 94 40 F 3C 2C 3 Consistency Hord Very st ' 10.. ` t m 10 :; _ _ - t St ff Ilf 'f Loose Firm 0 Very Loose O - - Soft , 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 80 90 100 110 120 Penetration Rate (sec /ft ) Penetration Rate (sec./ft) Seconds per foot, based on a portable percussion rig advancing a 1 1/2 -inch diameter split -spoon sampler with a force of 35 ft. Ib. at a rate of 1270 blows per minute " Unconfined compressive strength in tons/sq. ft, as determined by laboratory testing or approximated by the standard penetration test (ASTM D-1586), pocket penetrometer, torvane, or visual observation .pro. 2693.01.00 KEY TO BORINGS Plate Earth Investigations ,q„ilt,cirtzId By JEB Consultants 22117 Wallace Drive 5 Date 12/11/15 Cupertino, California J