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13020045CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 11650 REGNART CANYON DR CONTRACTOR: ARNAUD LEHORS PERMIT NO: 13020045 OWNER'S NAME: ARNAUD LEHORS 11650 REGNART CANYON DR DATE ISSUED: 10/29/2013 OWNER'S PHONE: CUPERTINO, CA 95014 PHONE NO: ❑ LICENSED CONTRACTOR'S DECLARATION JOB DESCRIPTION: RESIDENTIAL COMMERCIAL (HILLSIDE) CONSTRUCT 499 SQ FT OF ADDITIONS TO License Class Lic. # EXISTING DWELLING; CONSTRUCT A 515 SQ FT ATTACHEDGARAGE; AND A 145 SQ FT PORCH; Contractor. Date INTERIOR REMODEL: I hereby affirm that I am licensed under the provisions of Chapter 9 REV # 1 - REVISE LAYOUT OF FAMILY ROOM (TV ROOM) (commencing with Section 7000) of Division 3 of the Business & Professions AND BATHROOM - ISSUED 4/23/15 Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: 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 performance of the work for which this permit is issued. Sq. Ft Floor Area: \ a1wiiion: � J fo,0 0 I have and will maintain Worker's Compensation Insurance, as provided for by APN Number: 36633007.00 Occu pa nc� "I c pc: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT EXPIRES IF WORK IS NOT STARTED correct. I agree to comply with all city and county ordinances and state laws relating WITHIN 180 D ERMIT ISSUANCE OR to building construction, and hereby authorize representatives of this city to enter ON. 180 STC LED IN7yv- 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 expenses which may accrue against said City in consequence of the sued Dategranting of this permit. Additionally, the applicant understands and will comply withall non-point source regulations per the Cupertino Municipal Code, Section RE-ROOFS: 9.18. Signature Date 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 inspection. OWNER-BUILDER DECLARATION Signature of Applicant: Date: I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) I, as owner of the property, am exclusively contracting with licensed contractors to HAZARDOUS MATERIALS DISCLOSURE construct the project (Sec.7044, Business & Professions Code). I have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the declarations: Health & Safety Code, Section 25532(x) should I store or handle hazardous I have and will maintain a Certificate of Consent to self-insure for Worker's material. Additionally, should I use equipment or devices which emit hazardous Compensation, as provided for by Section 3700 of the Labor Code, for the air contaminants as defined by the Bay Area Air Quality Management District 1 performance of the work for which this permit is issued. will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and 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 this the Health & Safety Code, Sections 25505, 2553/3, and 25534. Owner or authorized agent: /�� Date: permit is issued. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Worker's CONSTRUCTION LENDING AGENCY Compensation laws of California. If, after making this certificate of exemption, I become subject to the Worker's Compensation provisions of the Labor Code, I must I hereby affirm that there is a construction lending agency for the performance of forthwith comply with such provisions or this permit shall be deemed revoked. work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name APPLICANT CERTIFICATION Lender's Address I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws 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 ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit. Additionally, the applicant understands and will comply with all non-poin source regulations per the Cupertino Municipal Code, Section Licensed Professional 9.18. _ Signature Date / / 1 4Sca,,� CONSTRUCTION PERMIT APPLICATION COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014-3255 (408) 777-3228 • FAX (408) 777-3333 • building CcDcupertino.orq ❑ NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION / TI LJ REVISION /DEFERRED ORIGINAL PERMIT 9 PROJECT ADDRESS ' f / ` / , APN # G 6 2 ` O PHONE Q —/ 14 771L OWNER NAME �^ +� Wo `( cf le � o� �� 4 J J f i , d -c of . (J STREET ADDRESS I /'/1 C 10J I�� >�jair.,� �� CITY, STATE, ZIP ��.L <<sV� FAX CONTACT NAME / L) iAOr PHONE E-MAIL ` STREET ADDRESS CITY, STATE, ZIP FAX OWNER LI OWNER-BUIIAER ❑ OWNER AGENT ❑ CONTRACTOR ❑ CONTRACTOR. AGENT ❑ ARCHITECT ❑ ENGINEER ❑ DEVELOPER ❑ TENANT CONTRACTOR NAME LICENSE NUMBER 7 LICENSE TYPE BUS. LIC # COMPANY NAME EMAIL FAX STREET ADDRESS CITY, STATE, ZIP PHONE ARCHITECTIENGINEER NAME LICENSE NUMBER BUS. LIC # COMPANY NAME E-MAIL FAX STREET ADDRESS CITY, STATE, ZIP PHONE DESCRIPTION nc- � - n o0 00 . i� E)CSTING USE PROPOSED USECONSTR TYPE # STORIES USE TYPE OCC. SQ.FT. VALUATION (Sj EXISTG NEW FLOOR DEMO TOTAL AREA AREA AREA NET AREA BATHROOM KITCHEN OTHER REMODEL AREA REMODEL AREA REMODEL AREA PORCH AREA DECK AREA TOTAL DECK/PORCH AREA GARAGE AREA: LJDETACH ❑ ATTACH » DWELLING UNITS: IS A SECOND UNI' ❑ YES SECOND STORY E] YES BEING ADDED? []NO ADDITION? []NO PRE -APPLICATION ❑ YES IF YES, PROVIDE COPY OF IS THE BLDG AN ❑ YES £I - TOTAL VALUATION: PLANNING APPL» n NO PLANNINGAPPROVAL LETTER EICHLER HOME? NO'S* - _ By my signature below, I certify to each of the following: I am the property owner or authorize o ac the erty owner's behalf. I have read this application and the information I have p ovided is correct. I have read the Description of Work and veri curate. I agree to comply with all applicable local ordinances and state lays relating to b T g o�C nstruction. I authorize representatives of Cupertino to enter the above -identified property for inspection purposes. Signature ofApplicant/Agent: Date: SUPPLEMENTAL II3FORMATION REQUIRED � ��` F`k,£ x. ._ PLAN CHECK T]PE � ROUTING SLIPS 3 ,F ❑ OVERTICOUNTERi"s �rBUIIDINGPLANREVIEN New SFD or Multifamily d\vellings: Apply for demolition permit for existing building(s). Demolition permit is required prior to issuance of building for new building. = fi,=,v ©r EMPRESS J +' `PI A�NNII�GPLAriREV W permit , �- r � : Y _ Commercial Bldgs: Provide a completed Hazardous Materials Disclosures t 'IM form if any Hazardous Materials are being used as part of this project. form r�� Copy Planning Approval Letter or Meeting with Planning to _ of prior -��❑ MA70R f�" 0+'SAI�TTER'ERDIST,RI submittal of Building Permit application.aw F_ZUR°- r ENL'VIItONMEN7'AL-HEAI.'I'H B1dgApp_20II.doc revised 06/21/11 i� CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 11650 REGNART CANYON DR CONTRACTOR: ARNAUD LEHORS PERMIT NO: 13020045 OWNER'S NAME: ARNAUD LEHORS 11650 REGNART CANYON DR DATE ISSUED: 10/29/2013 OWNER'S PHONE: CUPERTINO, CA 95014 PHONE NO: ❑ LICENSED CONTRACTOR'S DECLARATION JOB DESCRIPTION: RESIDENTIAL El COMMERCIAL (HILLSIDE) CONSTRUCT 499 SQ FT OF ADDITIONS TO License Class Lic. # EXISTING DWELLING; CONSTRUCT A 515 SQ FT Contractor Date ATTACHED I hereby affirm that I am licensed under the provisions of Chapter 9 GARAGE; AND A 145 SQ FT PORCH; INTERIOR (commencing with Section 7000) of Division 3 of the Business & Professions REMODEL' Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: 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 performance of the work for which this permit is issued. Sq. Ft Floor Area: Valuation: $165000 I have and will maintain Worker's Compensation Insurance, as provided for by APN Number: 36633007.00 OCeupanCy "I'N pr: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT E IBES IF WORK IS NOT STARTED correct. I agree to comply with all city and county ordinances and state laws relating WITfIIN DAYS OF PERMIT ISSUANCE OR to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save 180 DAY M LAST CALLED INSPEC ION. indemnify and keep harmless the City of Cupertino against liabilities, judgments, City in consequence of the �QR costs, and expenses which may accrue against said Issued by: Date' granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. RE -ROOFS: Signature Date 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 inspection. OWNER -BUILDER DECLARATION Signature of Applicant: Date: I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER I, as owner of the property, or my employees with wages as their sole compensation. will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) I, as owner of the property, am exclusively contracting with licensed contractors to HAZARDOUS MATERIALS DISCLOSURE construct the project (Sec.7044, Business & Professions Code). I have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the declarations: Health & Safety Code, Section 25532(a) should I store or handle hazardous I have and will maintain a Certificate of Consent to self -insure for Worker's material. Additionally, should I use equipment or devices which emit hazardous Compensation, as provided for by Section 3700 of the Labor Code, for the air contaminants as defined by the Bay Area Air Quality Management District 1 performance of the work for which this permit is issued. will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Sectio9p f5505, 25533, and 25534. 1 have and will maintain Worker's Compensation Insurance, as provided for by the for this 113 Section 3700 of the Labor Code, for the performance of work which Owner or authorized agent: Date: Zy permit is issued. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Worker's CONSTRUCTION LENDING AGENCY Compensation laws of California. If, after making this certificate of exemption, I I I hereby affirm that there is a construction lending agency for the performance of become subject to the Worker's Compensation provisions of the Labor Code, must work's for which this permit is issued (Sec. 3097, Civ C.) forthwith comply with such provisions or this permit shall be deemed revoked. Lender's Name APPLICANT CERTIFICATION Lender's Address 1 certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws 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 ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section Licensed Professional 9.18. Z Signature Date CUPERTINO CONSTRUCTION PERMIT APPLICATION COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014-3255 (408) 777-3228 • FAX (408) 777-3333 • build ing(akupertino.org \ ❑ NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION / TI ❑ REVISION /DEFERRED ORIGINAL PERMIT # PROJECT ADDRESS / / i _ APN # 3 / � _13_W7 13_W7 M �j OWNER NAME t4vI S�,t/� G HONE /"'e �� E-MAIL STREET ADDRESS it 6 st> CITY, STATE, ZIP / - �„L', ^^— ,yb FAX CONTACT NAME C ` PHONE �� Y 2 SZ o E MAIL Aa r � A � Hyl STREET ADDRESS ID S �.e CITY, STATE, ZIPS _ A / 2 FAX ❑ OwNER ❑ OwNER-BUB.DER ❑ OWNERAGENT ❑ CONTRACTOR ❑ CONTRACTOR AGENT ❑ ARCHITECT ❑ ENGINEER ❑ DEVELOPER ❑ TENANT CONTRACTOR NAME / LICENSE NUMBER LICENSE TYPE BUS. LIC # COMPANY NAME E-MAIL FAX STREET ADDRESS CITY, STATE, ZIP PHONE ARCHITECT/ENGINEER NAME LICENSE NUMBER -7091^' BUS. LIC # COMPANY NAME ^N � E-MAIL L C 141 4O('• mow' FAX STREET ADDRESS �• A _ -,� . !1_ G CITY, STATE, Z� �� S PHONE tog ��3 DESCRIPTION OF WORK'e �, p0 �.Cr o. er. O oLdA Mawr 4�6cf at rt2% EXISTING USE PROPOSED U CONSTR. �er I Q_S(� o O�JCN C TYPE ♦/�Q Y 7— #STORIES TYPE OCC. SQ.Fv/T�'. VALUATION (S) EXISTAREAL 17 yv NEW �A �JR 91 DEMO AREA TOTAL (% AREA �Z 3 1 G��U�SE ✓� "'' W � 3 1 BATHROOM REMODEL AREA I KITCHEN REMODEL AREA / OTHER REMODEL AREA -2 DECK AREA TOALDECK/PORCH AREA AREA: E1DETACH ' • 51 ATTACH # DWELLING UNITS: IS A SECOND UNIT SECOND STORY YES ' AYES BEING ADDED? NO ADDITION? Zj NO 11 ,. PRE -APPLICATION E] YES IF YES, PROVIDE COPY OF PLANNINGAPPL # PLANNING APPROVAL LETTER IS THE BLDG AN YES EICHLER HOME? NO RECEIVE Yt """ TOTAL VALUATION- ALUAT (n� ON:PLANNING PXO I By my signature bellow, I certify to each of the following: I am the property owner or authorized agent to a t 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 ordinances and state laws relating t(lbuildiag construction. I thorize r pre entatives of Cupertino to enter the above -identified property for inspection purposes. Signature of Applicant/Agent: = Date: SUPPLEMENTAL INFORMATION REQUI PLAN CHECK TYPE ROUTING SLIP ❑ OVER-THE-COUNTER BUILDING PLAN REA7Ew _ New SFD or Multifamily dwellings: Apply for demolition permit for existing building(s). Demolition permit is required prior to issuance of building permit for new building. ❑ EXPRESS PLANNING PLAN REVIEW Commercial Bldgs: Provide a completed Hazardous Materials Disclosure STANDARD ❑ PUBLIC WORKS _ form if any Hazardous Materials are being used as part of this project. ❑ LARGE FIRE WEPT _ Copy of Planning Approval Letter or Meeting with Planning prior to ❑ nLA loR SANITARY sEwER DISTRICT submittal of Building Permit application. ❑ ENVIRONMENTAL HEALTH BldgApp_201 1. doc revised 06/21/11 ,�� CITY OF CUPERTINO 1�Roff FEE ESTIMATOR - BUILDING DIVISION NOTE: This estimate does not includefees due to other Departments (i.e. Planning, Public works, Tire, aanrrary,3ewer "esiricy .3cnuut D' 7% a based on the relimina in ormation available and are onl an estimate Contact the De t or addn'l in o. strict, etc . —,=- FEE ITEMS (Fee Resolution 11-053 a.' 71'U13) ADDRESS: 11650 REGNART CANYON RD DATE: 04/23/2015 REVIEWED BY: MELISSA APN: 366 33 007 BP#: 13020045 —.r *VALUATION: Iso *PERMIT TYPE: Building Permit PLAN CHECK TYPE: Alteration / Repair PRIMARY SFD or Duplex USE: p 0.0 PENTAMATION PERMIT TYPE: WORK REV # 1 - REVISE LAYOUT OF FAMILY ROOM TV ROOM AND BATHROOM - ISSUED 4/23/15 SCOPE $0.00 NOTE: This estimate does not includefees due to other Departments (i.e. Planning, Public works, Tire, aanrrary,3ewer "esiricy .3cnuut D' 7% a based on the relimina in ormation available and are onl an estimate Contact the De t or addn'l in o. strict, etc . —,=- FEE ITEMS (Fee Resolution 11-053 a.' 71'U13) FEE /'hunh. Plan Chick Elec. Plan Check Plumh. Permit Fee: l:le( $0.00 tnsp_E37- giber lilec. insp. E3Plumb Suppl. PC Fee: Q Reg. Q OT 0.0 NOTE: This estimate does not includefees due to other Departments (i.e. Planning, Public works, Tire, aanrrary,3ewer "esiricy .3cnuut D' 7% a based on the relimina in ormation available and are onl an estimate Contact the De t or addn'l in o. strict, etc . —,=- FEE ITEMS (Fee Resolution 11-053 a.' 71'U13) FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 Select a Misc Bldg/Structure or Element of a Building Suppl. PC Fee: Q Reg. Q OT 0.0 hrs $0.00 PME Plan Check: $0.00 Permit Fee: Hourly Only? © Yes Q No $0.00 Suppl. Insp. Fee -0 Reg. Q OT 0.0 1 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 Construction Tar: T7_ Administrative Fee: O E) Work Without Permit? O Yes Q No $0.00 Advanced Planning_Fee: $0.00 Select a Non -Residential Building or Structure (F) O T'rm,el Doeumewatiun Fees: Strong, Motion Fee: $0.00 2.0 his $286.00 Inspections ISTINSP Inspection, Hourly BldgStds Commission Fee: $0.00 SUBTOTALS: $0.00 $286.00 TOTAL FEE: $286.00 Revised: 04/01/2015 2016-06-22 10:50 >> 408 777 3333 P 1/1 1�11i111in}; hcllartnunl Cil\ (11' Crlper(rlul I I l +lll l furry C L1IM1ill'). l.',105014 325 Ttli ,hollO: 40.4 777 32.4 C U P E RT I N O Fax: .409 -777-3331 CONTRACTOR / SUIX"OSTRAC'TOR LIST :.1OfI\I)I)IZI:SS.11650RegnartCanyon Dr j I'I:k,yll l 13020045 ()\\SNI ICS N,\ - I1;•ArnaudJLeHors 1Ill ION 1 408 554 1947 (oFNI"R:\1 (.'(')N I IZ-1(.' F0 S&13 Construction IWSINIiSS LILT NSF :; 29043 I A f) D R F..SS:1294 Ca1dwaiI Cn I (' I I' Y • /.I P('t) I.) I : ; Sunrlyvele, CA 94087 *0111' tills licill:'ll dude rr11uil v% :111 hllsillrlow4. wo1'ki11Q ill IIID cilY 111 Ilan c :1 ('11). of, ("IIIMI•Iino 1111s111k'\\ Iii -vow. No 1.11,;11.111\(: IAN %I. OR FINAL ()( i':1 1'.\.�1.'1 INSI'IA.AloN(S) \\'ll.l 111•: ti('111:1)I 1.1 .I) 1•\ 1'll, ("ENI•:RAL ('0N'1•ItA('I'0R AND ALL 51;1W0.X"VRA(70RS II:\V . ( RTNINED :% ('11V OF (TI'I RTlX0 BUSINESS I.I( FNSE. (� �. 06/21/2016 1.1111 11ol 11sing all\ sul►cu11lraclors: Si;;nal Date Please check applicable sullclmlraclulrti :1110 cuu(plele Ills Following information: v i til!13('(1N•I'IZM"FOR 131 SINLSS N.V-M1•: lwis \vss I,110ENSE It l•ahinrls d: ti-lill\\urk " I 1•li.�rU�ir.�tl l I .xc,'t\•ai loll I I•l'tIt;II1L' .... .. I I�ILurrn1�� (':ulu�lul;� I.inoloil11 \\'loci I I I-Icaling � lusul:►Ii1nl L.:ut�lsc,lhin;� i I.aUllin�'. � I'aintine � �`'illlllalll•I i I'arint I j I I'lumhin•a • Ituu}in!1 Spec( 1N•lc11:ll i i Shoo itlu•k _ 06/21/2016 taiiioi ('Ilulrat•Ior.4+ig1►:I/tlrr I1:It� CUPERTINO OWNER -BUILDER DISCLOSURE FORM COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014-3255 (408) 777-3228 • FAX (408) 777-3333 • building(a-cupertino.org Dear Property Owner(s): An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at: SITEADDRESS 1',6;O (ZePN rs Nub C.0 n. ,/ BP# OWNER NAME 'e S �OWNER ADDRESS DESCRIPTION OF WORK: ize ,, 7, _ -t- 01 We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION (DIRECTIONS: Please read and initial each statement below to signify you understand or verify this information.) �1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner - Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. �LL2. I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. AIY_3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. 4. 1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. kv-5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. RL� 6. 1 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. & 7. 1 understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. NUt 8. 1 understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workmanship or materials. OwnerBuilderFonn 2010.doc revised 04/14/10 9. I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. L -P 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the site address listed above. Lk 11.1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. L-9-12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. CONSTRUCTION LENDING AGENCY (DIRECTIONS: Please complete the following construction lending agency information.) I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Lender Name: Lender Address: Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verificatiol acceptable to the city may be required to be presented when the permit is issued to verify the property owner's sin e Property Owner's Signature: Date: (-, Le `> 16 --------------------------------------------------------------------------------------------------------------------------------------------- (NOTE: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder). AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Tel No I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the city may be required to be presented when the permit is issued to verify the property owner's signature. Property Owner's Signature: Date: O�i,nerBuilderFonn 2010.doc revised 04/14/10 UPP GEOTECHNOLOGY a division of C2EARTH, INC. �3a2�U Ys Time: 3:00,eLy� Date:— Project Name: Project Id, j2 To: ., � I I From: -1-1 �J J I & i tI Subject: raar /q- "r <' �'IL- FIELD MEMO -f otic 1 4.0 47 V Nt vb5ceveol v4 mei5u#",e&4 pvc�'f's' "'ar c) t t -e t `b FfY^t rt S►+ f 1 U f�-ft'� � -�— Peqn'rt'Yf CAilyamOr Vf I —D -k -A ,�� r � sr r—yt2 r-yi 0A z5t2l 1 4 41, fee -40 I poov)OCC , jn our V \1/ VV W. -UTE HELDPEIS',)."'NEL YELLOV'V' UIENT PINK FIROJECTLICE Our work does NOT include the supervision and direction of the actual work of the contractor, their employees or agents. We do not provide inspections pertaining to job or site safety. We do not inspect or verify grades. Our observations exclude the number, size and location of pier holes and footing excavations. 408.866,5436 (o) 1 868.941.6824 (f) 750 Camderi Ave, Suite A, Campbell. CA 95008 1 C2@C2Earth.com I www.C2Earth.com C JPERTINO SUBMITTAL STATEMENT OF #41AL INSPECTIONS, 2010 QOMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION ALBLR'I SALVADOR, P E, C B O., BUILDING OFFICIAL 10300 TORRE AVENUE • CUPERTINO. CA 95014-3255 GOA 177 • FAX (408) 777-33c? SITE ADDRESS I Q yto, wli� APN ;Ct - J f3P>R 3f) L CC S Owner..... .......f.( m,..A�......... ....... L.... .......................................... Contractor.............................................r.................................... ........... Address.......v.�... ................. Address......_ .................... _ .:r .. ........ Zip. Phone.J��.14.��? City/Sl................................................ zip ............... Z' ... Phone................ Applicant......Dar- ........ ...........;-Y .. ......... Engineer/Architect.. 1° Address _......9 2!J�.S. .! ... .. ........................._... Address. -.7, ......G..k1 .1 .' 1 /�.._./`►�/ C Cly/St.-Los .... A.1'b.!;l...... zip ..... Q.Y.02,Y-Phon 6ry.-r Gt /St... �1`n 6C _.... . Zi � Zip y . .,e..l.i ..... ... . PROJE T DESCRIPTION: — 1-7 cit% This STATEMENT OF SPECIAL INSPECTIONS' is submitted in fulfillment of the requirements of CBC Sections 1704 and 1705. This form is structured after and used by permission from the ss;,ciation et 'Nov.-(SEAONC) mode statement of Special Inspections Also, included with this form is the following: ❑ "LIST OF SPECIAL INSPECTION AGENCIES (page 2). A list of testing agencies and other special inspectors that will be retained to conduct the tests and inspections for this project ❑ "SCHEDULE OF SPECIAL INSPECTION' (page 3 - 6) The Schedule of Special Inspections summarizes the Special Inspections and tests required Special Inspectors will refer to the approved plans and specifications for detailed special inspection requirements- Any additional tests and inspections required by the approved plans and specifications shall also be performed. Special Inspections and Testing will be performed in accordance with the approved plans and specifications, this statement and CBC Sections 1704, 1705, 1706, 1707, and 1708 Interim reports will be submitted to the Building Official and the Registered Design Professional in Responsible Charge in accordance with CBC Section 1704 1 2 A Final Report of Special Inspections documenting required Special Inspections, testing and correction of any discrepancies noted it the inspections shall be submitted prior to isaurince of a Certificatc of Use and Occupancy (Section :70,4.1-2). The Fina! document • Required special inspections. • Correction of discrepancies noted in inspectionsE Copy. The Owner recognizes his or her obligation to ensure that the constructs' co plies w Qte approved permit documer sand to implement this program of special inspections In partial fulfillment of these obligations, the Ovmer veli retain and i;,l f; : i! - Special Inspections as required in CBC Section 1704.1. CUPERTINO This plan has been developed with the understanding that the Building Officialwill Building Department Review and approve the uallfications of the Special Inspectors twhQ wits Fpecticns . • Monitor special inspection activities on the job site to assure that the Speci are � ali�fil a nil marforming :heir duties as called for it this Statement of vpecial !specGUil. fC t • Review submitted inspection reports. • Ferfoim +rispections as required by the local budding code REVIEVVE0 FUR WDE GOMPLyf %A.N�Cy/E have read all:., a r.Vac. !u gf;rr .",l!. the IS'r :rift. Prepared By. - i keviewea i3y I I-tegisiereo uesign Proiessionai in Lriarge 1 Signature ..... ...... ..... ...................... .... ...... ....... .uc.a _._ .. ........ vase. ............. ...... r IN i r CSI - LIST OF SPECIAL INSPECTION AGENCIES APPROVAL OF SPECIAL INSPECTORS: Each special inspection agency, testing facility, and special inspector shall be recognized by the Building Official prior to performing any duties. Special Inspection agency's listed on this form must be pre -approved and listed on Cupertino's approved Special Inspector's list. Special inspectors shall carry approved identification when performing the functions of a special inspector. Identification cards shall follow the criteria set by the _California Council of Testing and Inspection Agencies. No personnel changes shall be made without first . obtaining the approval of the Budding Official. Any unauthorized personnel changes may result in a "Stop Work Order" and possible permit revocation. To be pre- approved by the City of Cupertino, refer to the SPECIAL INSPECTION CRITERIA handout. Please allow two weeks to complete the application process. The following are the testing and special inspection agencies that will be retained to conduct tests and inspection on this oroiect EXPERTISE FIRM ! INSPECTOR INFORMATION 1. Special Inspection (except for geotechnical) Firm ....jC.. r� /LC.et �.N.... 5 ............. Addr........ e. City ..................... rrL W!.�Q.�'1.. .........I........ ,..,.....S.G.Vf..............0.rx...p................... State ........ .... .......Zip Telephone.... 5.10 ... �-I?--- jglrax..... — cqep . O Email.. : ......Email_(,", �........�6/..... .eKL...4.8�� . ..... Y!2�i.1.�..... 2. Material Testing Firm ............... ........... ........... ....... ..... .................... Addr.............................. .......................................................... City.......................................................................................................... State .......................Zi Telephone.......................................Fax............................................ Email......................................................... 3. Geotechnicallnspections Firm ............................. ................... ..................... Addr..................................................................... City ................................................ ...... .... .... ..... ..... ....... ........ .... ............... State .......................Zi .................... Telephone...................................... Fax............................................ Email......................................................... 4. Other: Firm ................................................... .... .............. Addr........................ ............................................ City.......................................................................................................... Telephone...................................... Fax ....................................... State .......................Zi ..... Email.......... ..................... 'All agencies specified on this form must be pre -approved and listed on the City of Cupertino's Approved Special Inspector's List SEISMIC REQUIREMENTS (Section 1705.3.6) Description of seismic -force -resisting system and designated seismic systems subject to special inspections as per Section 1705.3: The extent of the seismic -force -resisting system is defined in more detail in the construction documents. wmu KLIJUIREMENTS (Section 1705.4.1) Description of main wind -force -resisting system and designated wind resisting components subject to special inspections in accordance with Section 1705.4.2: The extent of the main wind -force -resisting system and wind resisting components is defined in more detail in the construction documents. Speciu(nspeefion!''orin 2012.doc reviserl0) 06112 SCHEDULE OF SPECIAL INSPECTION SITE ADDRESS / v N PN r PROJECT DESCRIPTION: Notation Used in Table: Column headers: C Indicates continuous inspection is required. P Indicates periodic inspections are required. The notes and/or contract documents should clarify. Box entries: X Is placed in the appropriate column to denote either "C" continuous or "P" periodic inspections. --- Denotes an activity that is either a one-time activity or one whose frequency is defined in some other manner. Additional detail regarding inspections and tests are provided in the project specifications or notes on the drawings. VERIFICATION AND INSPECTIONC p REFERENCED IBC REFERENCE STANDARD INSPECTION OF FABRICATORS 1. ❑ Inspect fabricator's fabrication and quality control 1704.3 procedures. INSPECTION OF STEEL 1. Material verification of high-strength bolts, nuts and washers. ❑ Identification marking to conform to ASTM stds AISC 360, specified in the approved construction documents. --- X Section A3.3 and applicable ASTM material standards ❑ Inspect fabricator's fabrication and quality control procedures. 2. Inspection of high-strength bolting: ❑ Snug -tight joints. --- X ❑ Pretensioned and slip -critical joints using turn -of -nut with matchmarking, twist -off bolt or direct tension --- X AISC 360, indicator methods of installation. 1704.3.3 Section M2.5 ❑ Pretensioned and slip -critical joints using turn -of -nut without matchmarking or calibrated wrench methods X --- of installation. 3. Material verification of structural steel and cold -formed steel deck. ❑ For structural steel, identification markings to conform X AISC 360, to AISC 360. Section M2.5 ❑ For other steel, identification markings to conform to Applicable ASTM ASTM standards specified in the approved --- X material standards construction documents. ❑ Manufacturer's certified test reports. --- X SpecialnspectionForm_2012.doc revised 09/06/12 VERIFICATION AND INSPECTION C p REFERENCED STANDARD IBC REFERENCE 4. Material verification of weld filler materials: ❑ Identification marking to conform to AWS specification in the approved construction documents. --- X AISC 360, Section A3.5 and applicable AWS A5 documents 1704.3 ❑ Manufacturer's certificate of compliance required. --- X --- --- 5. Inspection of welding: a. Structural steel and cold -formed steel deck: ❑ Complete and partial joint penetration groove welds. X --- AWS D1.1 1704.3.1 ❑ Multipass fillet welds. X --- ❑ Single -pass fillet welds > 5/16" X --- ❑ Plug and slot welds. X --- ❑ Single -pass fillet welds <= 5/16" --- X ❑ Floor and roof deck welds. --- X AWS D1.3 b. Reinforcing steel: ❑ Verification of weldability of reinforcing steel other than ASTM A 706. - X AWS D1.4 ACI 318: Section 3.5.2 ❑ Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement. X --- ❑ Shear reinforcement. X --- ❑ Other reinforcing steel. --- X 6. Inspection of steel frame joints details for compliance: ❑ Details such as bracing and stiffening. --- X --- 1704.3.2 ❑ Member locations. --- X ❑ Application of joint details at each connection. --- X VERIFICATION AND INSPECTIONC p REFERENCED STANDARD IBC REFERENCE INSPECTION OF WELDING 1. ❑ Welded studs when used for structural diaphragms. --- X --- 1704.3 2. ❑ Welding of cold -formed steel framing members. --- X 3. ❑ Welding of stairs and railing systems. --- X SpecialnspectionForm 20/2. doe revised 09/06/12 VERIFICATION AND INSPECTION C P REFERENCED IBC STANDARD REFERENCE INSPECTION OF CONCRETE 1. ❑ Inspection of reinforcing steel, including prestressing --- X ACI 318: 3.5, 7.1-7.7 1913.4 tendons and placement. 2. ❑ Inspection of reinforcing steel welding in accordance AWS D1.4 ACI 318: with Table 1704.3 Item 5b. 3.5.2 --- 3. ❑ Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable X ACI 318: 8.1.3, 1911.5, 1912.1 loads have been increased or where strength design 21.2.8 is used. 4. ❑ Inspection of anchors installed in hardened concrete. --- X ACI 318: 1912.1 5. ❑ Verifying use of required design mix. 1904.2.2,1913.2, --- X ACI 318: 1913.3 6. ❑ At time fresh concrete is sampled to fabricate ASTM C 172 specimens for strength tests, perform slump and air X --- ASTM C 31 1913.10 content tests and determine the temperature of the concrete. ACI 318: 5.6, 5.8 7. ❑ Inspection of concrete and shotcrete placement for1913.6, X --- ACI 318: 5.9, 5. 10 1913.7, proper application techniques. 1913.8 8. ❑ Inspection for maintenance of specified curing --- X ACI 318: 5.11-5.13 1913.9 temperature and techniques. 9. Inspection of prestressed concrete: ❑ Application of prestressing forces. X --- ACI 318: 18.20 ❑ Grouting of bonded prestressing tendons in the X --- ACI 318: 18.18.4 seismic force -resisting system. 10. ❑ Erection of precast concrete members. --- X ACI 318: Ch. 16 --- 11. ❑ Verification of in-situ concrete strength, prior to stressing of tendons in posttensioned concrete and --- X ACI 318: 6.2 --- prior to removal of shores and forms from beams and structural slabs. 12. ❑ Inspect formwork for shape, location, and dimensions --- X ACI 318: 6.6.1 --- of the concrete member being formed. 13. Bolts Installed in Existing Masonry or Concrete ❑ Direct tension testing of existing anchors. --- X See ICC ES Reports form special inspection requirements for proprietary ❑ Direct tension testing of new bolts. --- X ❑ Torque testing of new bolts. --- X products ❑ Prequalification test for bolts and other types of -- X anchors. 14. ❑ Other: SpecialnspectionForm_2012.doc revised 09/06/12 SpecialnspectionForm_2012.doc revised 09/06/12 REFERENCE FOR CRITERIA VERIFICATION AND INSPECTION C P IBC TMS 402/ACI TMS 402/ACI SECTION 530/ASCE 5 530/ASCE 6 INSPECTION OF LEVEL 1 MASONRY 1. ❑ Compliance with required inspection provisions of the construction documents and the approved --- X --- --- Art. 1.5 submittals shall be verified. 2. ❑ Verification of f m and fAAc prior to construction ___ X --- __- Art. 1.46 except where specifically exempted by this code. 3. ❑ Verification of slump flow and VSI as delivered to X __ --- ___ Art. 1.5B.1.b.3 the site for self consolidating grout. 4. As masonry construction begins, the following shall be verified to ensure compliance: ❑ Proportions of site -prepared mortar. --- X --- --- Art. 2.6A ❑ Construction of mortarjoints. --- X --- --- Art.3.313 ❑ Location of reinforcement, connectors, --- X --- -__ Art. 3.4, 3.6A prestressing tendons, and anchorages. ❑ Prestressing technique. --- X --- --- Art. 3.66 ❑ Grade and size of prestressing tendons and ___ X --- ___ Art. 2.413, 2AH anchorages. 5. During construction the inspection program shall verify: ❑ Size and location of structural elements. --- X --- --- Art. 3.3F ❑ Type, size, and location of anchors, including ec S. 1.2.2(e), other details of anchorage of masonry to --- X --- 1.16.1 __ structural members, frames or other construction. ❑ Specified size, grade, and type of reinforcement, anchor bolts, prestressing tendons and --- X --- Sec. 1.15 Art. 2.4, 3.4 anchorages. ❑ Welding of reinforcing bars. X --- --- --- ❑ Preparation, construction and protection of masonry during cold weather (temperature below X Sec. 2104.3, --- Art. 1.8C, 1.8D 40 degrees F) or hot weather (temperature above 2104.4 90 degrees F). ❑ Application and measurement of prestressing X -_- ___ Art. 3.613 force. 6. Prior to grouting the following shall be verified to ensure compliance: ❑ Grout space is clean. --- X --- --- Art. 3.2D ❑ Placement of reinforcement and connectors and ___ X --- Sec. 1.3 Art. 3.4 prestressing tendons and anchorages. ❑ Proportions of site -prepared grout and _-- X _-_ -__ Art. 2.66 prestressing grout for bonded tendons. ❑ Construction of mortar joints. --- X --- --- Art. 3.36 7. Grout placement: ❑ Grout placement shall be verified ensure X -_- --_ ___ Art. 3.5 compliance. ❑ Observe grouting of prestressing bonded X _-- --- __ Art 3.6C tendons. SpecialnspectionForm_2012.doc revised 09/06/12 SpecialnspectionForm_2012.doc revised 09/06/12 REFERENCE FOR CRITERIA VERIFICATION AND INSPECTION C P IBC TMS 402/ACI TMS 402/ACI SECTION 530/ASCE 5 530/ASCE 6 8. ❑ Preparation of any required grout specimens, Sec. mortar specimens, and/or prisms shall be --- X 2105.2.2, --- Art. 1.4 observed. 2105.3 INSPECTION OF LEVEL 2 MASONRY 1. ❑ Compliance with required inspection provisions of the construction documents and the approved --- X --- --- Art. 1.5 submittals. 2. ❑ Verification of fm and fAAc prior to construction and for every 5,000 square feet during --- X --- --- Art. 1.41B construction. 3. ❑ Verification of proportions of materials in premixed or preblended mortar and grout as --- X --- --- Art. 1.51B delivered to the site. 4. ❑ Verification of slump flow and VSI as delivered to X --- --- --- Art. 1.5B.1.b.3 the site for self consolidating rout. 5. The following shall be verified to ensure compliance: ❑ Proportions of site -prepared mortar, grout, and --- X --- --- Art. 2.6A prestressing grout for bonded tendons. ❑ Placement of masonry units and construction of --- X --- --- Art. 3.36 mortar joints. ❑ Placement of reinforcement, connectors and --- X --- Sec. 1.15 Art. 3.4, 3.6A prestressing tendons and anchorages. ❑ Grout space prior to grouting. X --- --- --- Art. 3.2D ❑ Placement of grout. X --- --- --- Art. 3.5 ❑ Placement of prestressing grout. X --- --- --- Art. 3.6C ❑ Size and location of structural elements. --- X --- --- Art. 3.3F ❑ Type, size, and location of anchors, including other details of anchorage of masonry to X --- --- Sec.1.2.2(e) structural members, frames and other construction. ❑ Specified size, grade, and type of reinforcement, anchor bolts, prestressing tendons and --- X --- Sec. 1.15 Art. 2.4, 3.4 anchorages. ❑ Welding of reinforcing bars. X--- --- Sec. 2.1.9.7.2, --- 3.3.3.4 (b) ❑ Preparation, construction, and protection of masonry during cold weather (temperature below X Sec. 2104.3, --- Art. 1.8C, 1.8D 40 degrees F) or hot weather (temperature above 2104.4 90 degrees F). ❑ Application and measurement of prestressing X --- --- --- Art. 3.66 force. 6. ❑ Preparation of any required grout specimens, Sec. mortar specimens, and/or prisms shall be X --- 2105.2.2, --- Art. 1.4 observed. 2105.3 SpecialnspectionForm_2012.doc revised 09/06/12 VERIFICATION AND INSPECTION C p REFERENCED STANDARD IBC REFERENCE INSPECTION OF WOOD 1. ❑ Inspect prefabricated wood structural elements and assemblies in accordance with Section 1704.2. --_ 1704.6 2. ❑ Inspect site built assemblies. --- --- 3. Inspect high -load diaphragms: ❑ Verify grade and thickness of sheathing. --- --- ❑ Verify nominal size of framing members at adjoining panel edges. --- 1704.6.1 ❑ Verify nail or staple diameter and length, --- --- ❑ Verify number of fastener lines, --- --- ❑ Verify spacing between fasteners in each line and at edge margins. 4. ❑ Metal -plate -connected wood trusses spanning 60 feet or greater: Verify temporary installation restraint/bracing and the permanent individual truss --- X --- 1704.6.2 member bracing are installed in accordance with the approved truss submittal package. REQUIRED VERIFICATION AND INSPECTION OF SOIL 1. ❑ Verify materials below footings are adequate to X achieve the desired bearing capacity. 2. ❑ Verify excavations are extended to proper depth and X have reached proper material. 3. ❑ Perform classification and testing of compacted fill X materials. --- Table 1704.7 4. ❑ Verify use of proper materials, densities and lift thicknesses during placement and compaction of X --- compacted fill. 5. ❑ Prior to placement of compacted fill, observe subgrade X and verify that site has been prepared properly. REQUIRED VERIFICATION AND INSPECTION OF DEEP DRIVEN FOUNDATION ELEMENTS 1. ❑ Verify element materials, sizes and lengths comply X --- with the requirements. 2. ❑ Determine capacities of test elements and conduct X additional load tests, as required. 3. ❑ Observe driving operations and maintain complete X and accurate records for each element. 4. ❑ Verify locations of piles and their plumbness, confirm type and size of hammer, record number of blows per --- Table 1704.8 foot of penetration, determine required penetrations to X --- achieve design capacity, record tip and butt elevations and document any damage to foundation element. 5. ❑ For steel elements, perform additional inspections in accordance with Section 1704.3. _ 6. ❑ For concrete elements and concrete filled elements, perform additional inspections in accordance with --- --- Section 1704.4. SpecialnspectionForm_2012.doc revised 09/06112 VERIFICATION AND INSPECTION C P REFERENCED STANDARD IBC REFERENCE 7. ❑ For specialty piles, perform additional inspections as determined by the registered design professional in --- --- --- Table 1704.8 responsible charge. REQUIRED VERIFICATION AND INSPECTION OF CAST -IN-PLACE DEEP FOUNDATION ELEMENTS 1 Observe drilling operations and maintain complete and X --- accurate records for each element. 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable), and X --- --- Table 1704.9 adequate end -bearing strata capacity. Record concrete or grout volumes. 3. X For concrete elements, perform additional inspections in accordance with Section 1704.4. HELICAL PILE FOUNDATIONS 1. ❑ Record installation equipment used, pile dimensions,--- 1704.10 tip elevations, final depth, final installation torque. SPRAYED FIRE-RESISTANT MATERIALS Physical and visual tests 1. Condition of substrates. ❑ Inspect surface for accordance with the approved fire - resistance design and the approved manufacturer's --- --- written instructions. ❑ Verify minimum ambient temperature before and after X application. --- 1704.12.1 ❑ Verify ventilation of area during and after application. --- X 2. ❑ Measure average thickness per ASTM E605 and --- --- Section 1704.12.4. 3. ❑ Verify density of material for conformance with the approved fire-resistant design and ASTM E605. (Ref. --- --- Section 1704.12.5) 4. ❑ Test cohesive/adhesive bond strength per Section 1704.12.6. 5. ❑ Condition of finished application. MISCELLANEOUS 1. Mastic and Intumescent Fire -Resistant Coating. --- --- --- 1704.13 2. Exterior Insulation and Finish Systems (EIFS). Water - resistive barrier coating when installed over a sheathing --- --- --- 1704.14 substrate. 3. Special Cases --- --- --- 1704.15 4. Smoke Control System --- --- --- 1704.16 5. Seismic Resistance ❑ Suspended ceiling systems and their anchorage. --- --- --- 1705.3 SpecialnspectionForm 2012. doe revised 09/06/12 VERIFICATION AND INSPECTION C p REFERENCED STANDARD IBC REFERENCE 6. Wind Resistance ❑ Roof cladding and roof framing connections. --- --- --- ❑ Wall connections to roof and floor diaphragms and framing. ❑ Roof and floor diaphragm systems, including collectors, drag struts and boundary elements. ❑ Vertical wind -force -resisting systems, including braced frames, moment frames, and shear walls. ❑ Wind -force -resisting system connections to the foundation. ❑ Fabrication and installation of systems or components required to meet the impact resistance requirements --- --- --- of Section 1609.1.2. SPECIAL INSPECTION FOR WIND REQUIREMENTS 1. Structural Wood ❑ Inspect field gluing operations of elements of the main X wind -force -resisting system. --- 1706.2 ❑ Inspect nailing, bolting, anchoring, and other fastening of components within the main windforce-resisting X system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs. 2. Cold -Formed Steel Framing ❑ Welding of elements of the main wind -force -resisting _ X system. ❑ Inspection of screw attachments, bolting, anchoring, and other fastening of components within the main --- 1706.3 wind -force -resisting system including shear walls, --- X braces, diaphragms, collectors (drag struts) and hold- downs. 3. Wind -resisting components ❑ Roof cladding. --- X --- 1706.4 ❑ Wall cladding. --- X SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. ❑ Special inspection for welding in accordance with the X --- 1707.2 quality assurance plan requirements of AISC 341. 2. Structural Wood ❑ Inspect field gluing operations of elements of the X _ seismic -force -resisting system. ❑ Inspect nailing, bolting, anchoring, and other fastening of components within the seismic -force -resisting 1707.3 system, including wood shear walls, wood --- X diaphragms, drag struts, braces, shear panels and hold-downs. 3. Cold -Formed steel light -frame construction ❑ Welding of elements of the seismic -force -resisting _ X 1707.4 system. SpecialnspectionForm_2012.doc revised 09/06/12 ❑ Inspection of screw attachments, bolting, anchoring, and other fastening of components within the seismic- X force -resisting system including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs. 4. Storage racks and access floors ❑ Anchorage of storage racks 8 feet or greater in height X 1707.5 and access floors. 5. Architectural components ❑ Inspect erection and fastening of exterior cladding weighing more than 5 psf and higher than 30 feet --- X above grade or walking surface. ❑ Inspect erection and fastening of veneer weighing more than 5 psf.and higher than 30 feet above grade --- X or walking surface. --- 1707.6 ❑ Inspect erection and fastening of all exterior non- bearing walls higher than 30 feet above grade or --- X walking surface. ❑ Inspect erection and fastening of all interior non- bearing walls weighing more than 15 psf and higher --- X than 30 feet above grade or walking surface. 6. Mechanical and Electrical Components ❑ Inspect anchorage of electrical equipment for --- X emergency or stand-by power systems. ❑ Inspect anchorage of non -emergency electrical X equipment. ❑ Inspect installation of piping systems and associated mechanical units carrying flammable, combustible, or --- X --- 1707.7 highly toxic contents. ❑ Inspect installation of HVAC ductwork that contains X hazardous materials. ❑ Inspect installation of vibration isolation systems X where required by Section 1707.7. 7. ❑ Verify that the equipment label and anchorage or mounting conforms to the certificate of compliance ___ 1707.8 when mechanical and electrical equipment must be seismically qualified. 8. ❑ Seismic isolation system: Inspection of isolation ___ X ___ 1707.9 system per ASCE 7 — Section 17.2.4.8 9. ❑ Obtain mill certificates for reinforcing steel, verify compliance with approved construction documents, --- --- --- 1708.2 and verify steel supplied corresponds to certificate. 10. ❑ Structural Steel: Invoke the QAP Quality Assurance ___ 1708.3 requirements in AISC 341. 11. ❑ Obtain certificate that equipment has been seismically ___ _ _ --- 1708.4 qualified. 12. ❑ Obtain system tests as required by ASCE 7 Section--- ___ 1708.5 17.8. --- SpecialnspectionForm 2012. doc revised 09106112 CUPERTINO RECOGNIZED SPECIAL INSPECTION AGENCY LIST 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) 777-3333 • building(@cupertino org The following list of Special Inspection Agencies and their special inspectors are approved by the City of Cupertino to provide specific inspection in their respective field until the expiration date listed. Agency Name, Address and expiration date Special Inspectors RC PC Special Inspection Field SM ss sw FP s w cc Applied Materials &Engineering, Inc. 980 41 st Street Oakland, CA 94608 Tel: (510) 420-8190 Fax: (510) 420-8186 Expires: 12/19/2014 Email: infona appmateng com Aaron Hardy X X X AnthonyKlarich X X X X X X Armen Ta Irian, P.E. X Bryan Jackson X X David Jackson X X X X X X Diego Bertolino X X X Harold Walrath X X X X X Ken Maloney X X X Michael Knowles X X X X X Oswaldo Dominguez X X X X X Sean Guches X X X Biggs Cardosa Associates, Inc. 865 The Alameda San Jose, CA 95126 Tel: (408) 296-5515 Fax: (408) 296-8114 Expires: 7/11/2014 www.biqqscardosa.com SUBMITTKoley, Castro, Roberto Chan, David X X Ghorbani, Behrooz Lazzarini, Dan rIN Y Rivas, RicardoR Rosales, Adolfo 'I E U. Rosellini, Daniel Sanchez, Adam -r %I I -riM w Ar -,n% ^ ' Tan, Claudiu X X Mark X X X X X ane, Robert tF BSK Associates Engineers & Laboratorie-O�pr 324 Earhart Way �, Livermore, CA 94551 Tel: (925) 315-3151 Fax: (925) 315-3152 j,-. Expires: 9/06/2014 ' --�� www.bskassociates.com Auser, Jim X X X Bos ue, Jeff X X X Clary, Mike X X X X X vans, Keven X X Minerales, Gilbert Ness, Dennis X X X X Olsten, Ken X X X Reeves, Ben Rodriguez, Tim X X X Schurman, Peter X RC = Reinforced Concrete SW = Steel 8 Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code &Nle c oey SpeciallnspectionList.doc revised 04/22/13 Agency Name, Address and expiration date Special Inspectors Special Inspection Field RC PC SM Ss SW FP S w CG Capex Engineering Inc. 571 Seville Place Fremont, CA 94539 Tel: (510) 668-1815 Fax: (510) 490-8690 Expires: 6/25/2014 Gary Hsu X X X X X X Chow, Erwin 1105 Belmont Ave. Long Beach, CA 90804 Tel: (562) 449-7491 Expires: 4/24/2014 Erwin Chow X X RC = Reinforced Concrete SW = Steel 8 Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code SpecialinspectionList.doc revised 04/22/13 Agency Name, Address and expiration date Secial Insectors pp Special Inspection Field RC PC SM ss sw FP S W CG Consolidated Engineering Laboratories 2001 Crow Canyon Road, Suite 100 San Ramon, CA 94583 Tel: (925) 341-7100 Fax: (925) 855-7140 Expires: 6/25/2014 www.ce-labs.com Ahmed, Badaruddin Alexander, David X X X X Andersen, Calvin X X X Bartlett, Dennis X X Bobrovitsk , Edward X X X Bolen, Michael X X X X Brooks, Brendan X X X X X X Brown, Ronald X X X X X X Buchmiller, Kenn Cottingham, Paul Currier, James X X Eschliman, Duaine Eschliman, Kevin Fuller, Mark X X X Halloran, James X X X X X X Harrington, Wayne X X X Hassebrock, Scott X X X X X X Healy, Michael X X Heilmann, Mark X X X X Hornyak, John X X X X X Hyslop, John X X X X X King, Phillip X X X X X Kmitt, Stanley X X X Liebold, Jeffrey X X X X X X Lozano, Alfonso Art Ma, Steven X Marlik, William X X X McCutcheon, Thurmond X X X McKenzie, Quinten McLaughlin, Lori X X X Miner, Dwight X X X Murphy, Don X X Pastora, George X X X X X Rodriguez, Sandra X X X Si mon, Josephine Sisson, James X X X X Small, Michael X X Van Horn, Bradford X X X X Walters, Michael Zuerner, Robert X X X RC = Reinforced Concrete SW = Steel & Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofn CG = CalGreen Code Speciallnspectionbst.doc revised 04/22/13 Agency Name, Address and expiration date Special Inspectors Special Inspection Field RC PC SM ss SW FP S w CG Construction Testing Services 2174 Rheem Dr., Ste. A Pleasanton, CA 94588 Tel: (925) 462-5151 Fax: (925) 462-5183 Expires: 6/26/2014 www.cts-l.com Brian Arnold X X X X Edward Bindert X X X X X Jeremy Brown X X X X James Brumley X X Jared Byers X X Richard Collin X X X X Robert Cortez X X X X X X Robert Criswell X X X X Mark Dornan X X X X X Tom Edwards X X X X X X Tim Farley X X X X X X X Gary Fechner X X X X Mike Gaunt X X Ron Harr X X X X X Neal Hoellwarth X Richard Jones X X X X X Rick Mann X X X Kevin McCurdyX X Kevin Meyers X X Kevin Moore X X Craig Nagle David Puskarich X X X X William Radulovich Brian Ragan X X X X X X John Rink X X George Rockenstein X X Larry Rothey X X Erin Salazar X X Robert Schulze X Donald ShirleyX X X Tom Shuster X X X X X X Larry Slater X X Daryl Spieker X X Gary Stapleton X X X X Matt Swope X X Travis Taylor X X X Vinny Vinavong X X Shawn Vucenic X X John White X X X X X X Isidoro Za ien X X X X RC = Reinforced Concrete SW = Steel & Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code SpeciallnspectionList.doc revised 04/22//3 Agency Name, Address and expiration date Special Inspectors Special Inspection Field RC Pc SM SS SW FP S w CG Earth Systems Pacific 446 S. Hillview Dr. Milpitas, CA 95035 Tel: (408) 934-9302 Fax: (831) 637-0510 Exp: 6/28/2014 www.earthsystems.com George Barnett X X Jeff Bryan X X Norman Engen X X X X X Cal Hicks X X X X X X Dennis Hurley X X rus Meda ENGEO Incorporated 2010 Crow Canyon Pl., Suite 250 San Ramon, CA 94583 Tel: (925) 866-9000 Fax: (888) 279-2698 Exp: 7/06/2014 www.engeo.com Tim Benton Greg Hudson X Mike Huener ardt X X X X X Kevin Lecce James "Chip" Moore X X X Rand Mues X Jonathan Parker X X X X Rich Rose X X X H P Inspection, Inc. 690 Sunol ST, Building H San Jose, CA 95126 Tel: (408) 288-8460 Fax: (408) 271-0902 Expires: 11/15/2014 Larry Castrence Tony Cotta X X X Mark Cotter Chuck Pinkham X X X X David Pinkham X X X X X P. Scott Pinkham X X X Gary Stafford X X X X X X Jason Waugh X X X X X X RC = Reinforced Concrete SW = Steel & Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code Special/nspectionList.doc revised 04/22//3 Agency Name, Address and expiration date Special Inspectors S =Soils PC = Pre-stressed/Post-tensioned Concrete Special Inspection Field W = Wood RC PC SM SW HB FP S w CG Inspection Services, Inc. 1798 University Ave. Berkeley, CA 94703 Tel: (510) 900-2100 Fax: (510) 900-2101 Expires: 03121/2015 www. inspectionservices. net Alakbarov, Ha dar X Amos III, Jessie X Baccus, Garrett X X Baek, Byung Gi X X X X X X Barone, Judith X X X Celik, Can X X X X X X X Colby, Paul X X Ehrsam, Gary X Falk, Andrew X X X X Flynn, Chris X X X X X X Gaut, Tobin X X X X Llames, Fernando X X X X Lon, Rand "Roy" X X X X X X Patterson, Rodger X X Putman, Edward X X X X X Sandoval, Carlos X X X X X X Shebesta, Todd X Simonton, Cy -Leon X Solis, Winnie X X Stafford, William X Stark, Douglas X X X X Toschi, Patrick X X X X X Wheeler, Steven X X X X X Kleinfelder 2601 Barrington Court Hayward, CA 94545 Tel: (925) 484-1700 Exp: 7/10/2014 www. kleinfelder.com Anderson, Tim X X X X X X Brewster, Steve X Burton, Nathan X X X Craig, Cliff X X X X X X Delabriandais, Gary X X X Eres, Mark X X X X X Foster, Stephen X X X X Hammon, Robert X X X X Johnson, Josh X Kesler, Timothy X Milla e, Leonard X X X X X Nicoletti, Johnathon X X Oandason, Jose X X X X X X Rommel, Daniel X X Saber, Sam X X X Swank, Phillip X X X RC = Reinforced Concrete SW = Steel & Welding S =Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roorin CG = CalGreen Code Speciaiinspectionbst.doc revised 04/22/13 Agency Name, Address and expiration date Special Inspectors S = Soils PC = Pre-stressed/Post-tensioned Concrete Special Inspection Field RC Pc SM SS SW FP S w CG Krazan &Associates, Inc. 6711 Sierra Court, Ste B Dublin, CA 94568 Tel: (925) 307-1160 Fax: (925) 307-1161 Exp: 2/6/2014 www.krazan.com James Allen X X X James Benefeito X X X X Larry Borges X X X X X Ron Chandler X X Van DeMent X X X Gregory Fernald Matthew Fernald Lewis Franklin X X X X X X Ken Hafeli X X X X Andy Morris X X X X X Sidney Moss X X X X X Matt Romero X Gregory Ruf MatriScope Engineering Laboratories, Inc. 4730 Contractors Common Livermore, CA 94551 Tel: (925) 606-7700 Fax: (925) 606-7702 Expires: 7/26/2014 www.matriscope.com D'Souza, Andrew Fannin, Dana X X X Ho elian, Joseph X X X X Keller, Don X X Kohls, Kristin Lake, Adam X X Mathis, Q. Shane X X X X X Nieser, Paul X Palmer, Scott Reese, Mark X Scoble, Kod Selvage, Kevin Shelton, James X X X X X X Sta ner, Jack X X X X X X Swartz, Jud Tadlock, K. Scott X X X X X X Tadlock, Robert X X X X X X Thomas, Chris X Varella, Joe PacificlnterWest Bldg Consultants, Inc. 1600 South Main St, Suite 380 Walnut Creek, CA 94596 Tel: (925) 939-5500 Fax: (925) 939-9561 Expires: 9/6/2013 www.pacificinterwest.com Cope,Doug X RC = Reinforced Concrete SW = Steel 8 Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code SpeciallnspectionList.doc revised 04/22/13 Agency Name, Address and expiration date Secial Insectors pp Special Inspection Field RC PC SM SS SW FP S w CG PSI, Inc. 365 Victor Street, Ste. C Salinas, CA 93907 Tel: (831) 757-3536 Fax: (831) 757-6265 Expires: 1/10/2015 www.psiusa.com Albert George X X X X X X Deborah White X Michael Winter X X William Monger X X X X X Brand Burfield X Ezekiel Robles X Stephen Ramos X Darwin Zackary X X RMA Group of Northern California 6296 San Ignacio Ave., Suite A San Jose, CA 95119 Tel: (408) 362-4920 Fax: (408) 362-4926 Expires: 04/01/2012 www.rmacompanies.com Alley, Maurice X X Bosque, Jeff X X X Carr, Greg Cecconi, Joe X Chinn, Gordon X X X X Francis, Chris X X Geraghty, Rich X X X Gillespie, John X X X X X Gundersen, Al X X X Haff, Tiffany Hughes, Dottie X X X Sondrol, Jeff X X X X Stocke, Jacob X Swain, Pat X Tellesen, Mike X X Tonkovich, Bill X X X X Walters, Chris X X X X X X Zeiher, Adam X RC = Reinforced Concrete SW = Steel & Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code SpeciallnspectionList.doc revised 04/22/13 Agency Name, Address and expiration date Special Inspectors S = Soils PC = Pre-stressed/Post-tensioned Concrete Special Inspection Field RC PC SM SW HB FP S w CG Smith -Emery Company Corporate Office: 781 E. Washington Blvd. Los Angeles, CA 90021 Testing Facilities: 1940 Oakdale Ave. P.O. Box 880550 San Francisco, CA 94124 Tel: (415) 642-7326 Expires: 4/09/2015 www.smithemerysf.com Allder, Scott CG = CalGreen Code Brunett, John X X X Caraisco, Thomas X X X X X X Chuong, Jason X Contreras, Roberto X X X X X Cross, Len Cunningham, Jim Daniels, Jodie X X Daquinag, Bonafacio Docena, Bernard Drake, Barry X X Joakimson, Robert X X X X X X K lopson, Paul X X X Mazuk, Ray X McCarron, Liam X X X Merino, Salvador X X X X X Miranda, Allen Murphy, Mike Nadler, Joel X X X Nickerson, Scott X X X X Ross, Jason X X Serrano, Ramon Sherwood, Tony X X X X X X Starkey, Raymond Stevenson, Wylie Viramontes, Keith X X X Stevens, Ferrone & Bailey 1600 Willow Pass Court Concord, CA 94520 Tel: (925) 688-1001 Fax: (925) 688-1005 Expires: 8/09/2014 wvvw.sfandb.com Babione, Martin X X X Conner, Scott X X X X X X Fletcher, Brett X X X X X X X Minor, Matt X X X Quinn, Tom X X X X Thielges, Jon RC = Reinforced Concrete SW = Steel & Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = SprapApplied Fireprooring CG = CalGreen Code Speciallnspectionbst.doc revised 04/22/13 Agency Name, Address and expiration date Special Inspectors Special Inspection Field RC PC see SW HB FP s W CG Testing Engineers, Inc. 2811 Teagarden Street San Leandro, CA 94577 Tel: (510) 835-3142 Fax: (510) 834-3777 Expires: 4/22/2015 testing-engineers.com Ardizonne, Mike X Dougherty, John X X X X Ganly, Jim Geraghty, Richard X X X j X Grossman, Peter, P.E. X Gunderson, Al X X X X Hernandez, Frank X X X X X Mendosa, John X Muzika, Bruce X X Ronald, Seth X Souza, Jason X X Tellesen, Mike X X Thomas, Paul X X X X Watanabe, Dan X Williams, Brian X White, Walker X Yoka, John X X X Western Technologies, Inc. 3480 South Dodge Blvd. Tucson, AZ 85713 Tel: (520) 748-2262 Expires: 8/29/2014 www.wt-us.com Tiedemann, Thomas X RC = Reinforced Concrete SW = Steel 8 Welding S = Soils PC = Pre-stressed/Post-tensioned Concrete HB = High -Strength Bolding W = Wood SM = Structural Masonry FP = Spray -Applied Fire roofin CG = CalGreen Code SpeciallnspectionList.doc revised 04/22/13 Special Inspection and TestingI 3 0 Construction Observation Engineering Consultants Cf oto It 4XINICOC14ING 1 %. /A*A� R 0. Box 14198, Fremont, CA 94539 - Tel: (510) 668-1815 - Fax: (510) 490-8 0 E-mail: capexinc888@gmail.comle I" '�� _.._ SPECIAL INSPECTORS DAILY REPORT PROJECT NAME: ' w "'- 4""( AP41(kr A, PROJECT #: PROJECT ADDRESS: 44*�" BUILDING PERMIT #: INSPECTOR: Gf`�" t I. D. # o �� CONTINUOUS PE DIC SPECIAL INSPECTION PERFORMED: 1, Ai 1' ��'� %�� k't'S DESCRIBE INSPECTIONS MADE INCLUDING LOCATIONS: LIST TESTS MADVS 04 Sr-'frc f2 ' LIST ITEMS REQUIRING CORRECTION 1V G"�P LIST CHANGES TO APPROVED PLANS AUTHORIZED BY ARCHITECT OR ENGINEER: COMMENTS: Z -V NOTE - USE REVERSE SIDE FOR ADDITIONAL SPACE FOR ANY ITEM To the best of my knowledge work inspected was in accordance with the Building Department approved design drawings, specifications & applicable workmanship provisions of the CBC except as noted above. SIGNED: DATE: Special Building Inspections, LLC www.SBIUSA.net Post Office Box 1467 - Los Altos, California 94023-1467 - 650-949-3774 :L.EifEL: READI NGS-ARE-1K1.1t4CHES-RELATE-:-:-: "0" ASSUNtED -THE41 AdSt)RED:---:-"-:-:-: Y 1.6 -1.0 4 ,.. 15 •x� -"" . .............",.,.,", ;; :'w`.'............ ....,........1lt AMP.01 l(L ARTIAL'"'PLl' T"PLAW& LEVEL SURVEY 11650 REGNART CANYON DR., CUP Jl 1-174 11650 Regnart Canyon Dr., Cupertino Page 3:2 S112f,�I�e�I� &901�o �� = �r u�e��u r 1 E�nl . i [i�e�e.r OIL � Ln c�. Ji 274 E. Hamilton Avenue, Suite C Campbell, California 95008-0240 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SMSEinc.com Email: SMSEinc(o)aol.com June 13, 2014 City of Cupertino Building Department, Plan Check Division 10300 Torre Avenue Cupertino, CA 95014 408-777-3228 RE: Structural observation for roof and ceiling faming. 1 -story Addition & Remodel Le Hors Residence 11650 Regnart Canyon Drive Cupertino, CA 95014 SMSE Job Number: 4486-12 Dear Building Official(s): Structural observation as stated in 2010 California Building Code, Section 1710 in Sheet S1.0 is a generic requirements for any of structures. We assume that structural observation on this conventional wood framed roof and ceiling for 1 -story residential building by a project engineer may not be required unless requested mandatorily by the city code or statement. Please call with any questions and/or comments you may have. Sincerely, Q�S/0 F� G�,,BRIAN,��F,y� ` V Bonggi "Brian" Moon, P.E. N 089 Principal Engineer Exp. 6.30.2015 CI'v t�!` _ tofI UPP GEOTECHNOLOGY Engineering Geology Mr. Arnaud Le Hors 11650 Regnart Canyon Drive Cupertino, CA 95014 Geotechnical Engin ging I SUBJECT: CONSTRUCTION OBSERVATIONS DRILLED PIER EXCAVATIONS LE HORS RESIDENCE 11650 REGNART CANYON DRIVE CUPERTINO, CALIFORNIA Dear Mr. Le Hors: a division of C2EARTH, INC. 26 February 2014 Document Id. 12003C -02L3 Serial No. 16710 As you requested, we have provided engineering observation services during the excavation of the drilled piers for the garage and addition to your residence at 11650 Regnart Canyon Drive in Cupertino, California. Our representatives visited the site on 15 and 31 January 2014 to observe the pier excavations. The piers that we observed were found to be in general accordance with our recommendations. In our opinion, from a soil and foundation engineering perspective, the piers are ready for steel and concrete. We do not undertake the guarantee of the construction or relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. A letter providing pier depths and locations will be provided at the end of construction. Sincerely yours, Iq Trt:asrohh Upp Geotechnology Q��Q. \G N. RFiMr a division of C2Earth, Inc. usi No, 74259 /V Craig N. Reid, Principal �OF ca,Lt�P�`R Certified Engineering Geologist 2471 Registered Civil Engineer 74259 THIS DOCUMENT HAS BEEN DIGITALLY SIGNED Distribution: Addressee (via e-mail to alehors@yahoo.com) This document is protected under Federal Copyright Laws. Unaudmrized use or copying of this document by anyone other than the clients) is strictly prohibited. Contact C2Earth, Inc. for 'APPLICATION TO USE. " 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com /,702 av Ys F� CAPEX ENGINEERING.INC P.0.90X 14199, FREMONT, CA 94539 TCI:(510)668-1915 Fav (510)490-9690 Project No. 8822 February 3, 2014 Building Department City of Cupertino 10300 Torre Ave. Cupertino, CA 95014 Subject: Addition and Remodel at 11650 Regnart Canyon Dr. Cupertino. CA (Permit No. 13020045) SPECIAL INSPECTION SERVICES FINAL AFFIDAVIT FOR DOWELS INSTALLATION WITH EPDXY AND REINFORCING STEEL PLACEMENT IN DRILLED PIERS Dear Sir: CAPEX ENGINEERING INC„ has provided testing and special inspection services at the subject site in accordance with section 1704A of the California Building Code (2010 Edition) as listed below: (1) Visually inspected #5 x 6" min. embedment; dowels installation with Epoxy for connection of new and existing concrete footings at specific location. (2) All drilled holes for receiving all dowels installation were cleaned of dust and debris and adequate in depth to embed into existing concrete. (3) Visually inspected reinforcing steel cage placement in (45) 16-0 drill piers at room addition area. Personnel under the general supervision of a registered Civil Engineer performed these inspections. Based on the inspections performed and upon our substantiate reports that the inspected work was performed, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of the California Building Code. Sincerely, CAPEX EIJGINEERING INC., Gary su, P.E Principal QROFESS/p ��Q�4 Up.AY HgVFyc� W U W EnPIL&14 M CAPEX ENGINEERING INC. OFCJ�. ,k S� COTTON, SHIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS April 16, 2013 C5063 TO: Piu Ghosh Planning Department CITY OF CUPERTINO 10300 Torre Avenue Cupertino, California 95014 SUBJECT: Geotechnical Peer Review RE: Le Hors, Proposed Additions and Foundation Underpinning 11650 Regnart Canyon Drive At your request, we have completed a geotechnical peer review of the permit application for the proposed residential additions and foundation underpinning using: • Limited Soil and Foundation Study (report), prepared by Upp Geotechnology, dated January 25, 2013; • Architectural Plans and Energy Analysis (8 sheets, various scales), prepared by Darko Designs, dated February 3 and 8, 2013; and • Structural Plans (10 sheets, various scales), prepared by Sezen and Moon Structural Engineers, Inc., dated September 4, 2012. In addition to evaluating the referenced documents, we also reviewed pertinent technical documents from our office files and performed a recent site reconnaissance. DISCUSSION The applicant proposes to add an attached garage (515 square feet), three small additions (499 square feet), implement drainage improvements, and install foundation underpinning to a small portion of the existing single -story residence. The existing residential footprint is to be expanded to the west and the foundation underpinning is to be added to support the east side of the residence. The proposed project is located within an earthquake -induced landslide hazard zone as mapped by the California Geologic Survey. Estimated earthwork quantities appear to be minimal and are not indicated on the plans. SITE CONDITIONS The project site is characterized, in general, by steep to very steep (approximately 50 to 73 percent inclination), northeast and southeast -facing hillside topography. Grading for Northern California Office Central California Office Southern California Office 330 Village Lane 6417 Dogtown Road 550 St. Charles Drive, Suite 108 Los Gatos, CA 95030-7218 San Andreas, CA 95249-9640 Thousand Oaks, CA 91360-3995 (408) 354-5542 • Fax (408) 354-1852 (209) 7364252 • Fax (209) 736-1212 (805) 497-7999 • Fax (805) 497-7933 www.cottonshires.com Piu Ghosh April 16, 2013 Page 2 C5063 the initial residential development has resulted in a relatively level cut/fill building pad. A steep (approximately 73 percent inclination) fill slope is located on the eastern portion of the building pad. Steep cuts are located along the western portion of the building pad adjacent to the existing residence. Drainage at the site is generally characterized by sheetflow directed toward the southeast. The middle to lower portion of the property appears to be underlain by mapped landslide deposits; however, the existing residence and proposed additions appear to be located outside of these mapped landslide deposits. The Project Geotechnical Consultant has noted that a floor level survey of the residence reveals four inches of differential movement from back to front, and that foundation grade beam cracks are present in the northeastern corner of the residence. Our site mapping and aerial photograph review indicates that the majority of the site is located within a broad colluvial swale with an over steepened, undocumented fill prism supporting the residence. It appears that pad fill may have been placed over the top of colluvium. The site is mapped as being underlain, at depth, by bedrock materials of the Santa Clara Formation (i.e., poorly to moderately consolidated sandstone, conglomerate, and potentially expansive claystone). The City Geologic and Seismic Hazards Map indicates that the existing residence and proposed additions are located within an "S" zone, which is characterized as: "Area including all recognized landslide deposits, and steep walls of Stevens Creek Canyon, with a moderate to high landslide potential under static and seismic conditions." This area also reflects the mapped zone of potential earthquake -induced landsliding prepared by the California Geological Survey (2002). A trace of the potentially active Monta Vista fault has been mapped approximately 0.5 mile northeast of the site. The active San Andreas fault zone is mapped approximately 3.1 miles southwest of the site. CONCLUSIONS AND RECOMMENDED ACTION The proposed residential additions are potentially constrained by differential settlement of undocumented fill, seismic slope instability, performance differences between the new and existing footings, and landsliding within fill and colluvium beneath or into the proposed building areas. The Project Geotechnical consultant has provided geotechnical recommendations for the proposed additions that appear appropriate for the identified site constraints, including recommendations for pier -supported foundations that derive support in competent bedrock materials. The Consultant has recognized a potential for continued differential settlement of non -supportive and undocumented fill, downhill creep, and earthquake -induced landsliding (and possibly static instability) at the subject property. Recommendations have been provided for underpinning portions of the residential footings. However, it is apparent that only a small portion of the existing residential footing is to be underpinned. We are in agreement that underpinning of the residential foundation COTTON, SHIRES AND ASSOCIATES, INC. Piu Ghosh Page 3 April 16, 2013 C5063 appears warranted and should reduce the potential for future distress to the residence; however, we have not been provided with the floor level survey data. Consequently, we cannot provide a thorough peer review and provide comments on the proposed location and design of foundation underpins. Therefore, the following should be addressed prior to approval of the permit application from a geotechnical standpoint: 1. Supplemental Geotechnical Criteria - The applicant's geotechnical consultant should address the following items: • Floor level survey data for the existing residence should be provided along with a discussion justifying the location of the limited foundation underpinning piers; • The consultant has indicated that the existing foundation contains pier support. Documentation of the existing pier depth, diameter and location should be provided; • The proposed additions are to be located near the base of the very steep cut upslope from the residence. The geotechnical consultant should evaluate the stability of this cutslope and comment on the need for retaining walls or other mitigation measures (as deemed appropriate) to protect the new structures from slope debris failing off of the unsupported cut; and • Portions of the existing structure appear to be supported by undocumented fill. The new additions are to be pier -supported with embedment into competent bedrock materials. The consultant should provide an evaluation of the likely performance differences between the old and the new structures, and coordinate with the Project Structural Engineer to provide recommendations for minimizing the performance differences. The Owner should be made aware of the potential for distress to the residence due to performance differences between old and new structural components. 2. Geotechnical Plan Review - The applicant's geotechnical consultant should review and approve all geotechnical aspects of the project building and grading plans (i.e., site preparation and grading, site drainage improvements and design parameters for foundations and underpins, retaining walls and driveway) to ensure that their recommendations have been properly incorporated. COTTON, SHIRES AND ASSOCIATES, INC. Piu Ghosh April 16, 2013 Page 4 C5063 The results of the supplement geotechnical criteria and geotechnical plan review should be summarized by the geotechnical consultant and submitted to the City Engineer and City Geotechnical Consultant for review and approval prior to issuance of permits. LIMITATIONS This geotechnical peer review has been performed to provide technical advice to assist the City with its discretionary permit decisions. Our services have been limited to review of the documents previously identified, and a visual review of the property. Our opinions and conclusions are made in accordance with generally accepted principles and practices of the geotechnical profession. This warranty is in lieu of all other warranties, either expressed or implied. JMW:DTS:st Respectfully submitted, COTTON, SHIRES AND ASSOCIATES, INC. CITY GEOTECHNICAL CONSULTANT r \ JWallace Principal Engineering Geologist CEG 1923 E)(3.jvj David T. Schrier Principal Geotechnical Engineer GE 2334 COTTON, SHIRES AND ASSOCIATES, INC. rA6. Y COTTON, SHIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS TO: Piu Ghosh Planning Department CITY OF CUPERTINO 10300 Torre Avenue Cupertino, California 95014 September 16, 2013 C5063A RECEIVED BY* SEP 18 2013 SUBJECT: Supplemental Geotechnical Peer Review RE: Le Hors, Proposed Additions and Foundation Underpinning 11650 Regnart Canyon Drive At your request, we have completed a supplemental geotechnical peer review of the permit application for the proposed residential additions and foundation underpinning using: • Response to Comments and Plan Review (letter -report), prepared by Upp Geotechnology, dated July 17, 2013. In addition to evaluating the referenced documents, we also reviewed pertinent technical documents from our office files. DISCUSSION The applicant proposes to add an attached garage (515 square feet), three small additions (499 square feet), implement drainage improvements, and install foundation underpinning to a small portion of the existing single -story residence. The existing residential footprint is to be expanded to the west and the foundation underpinning is to be added to support the east side of the residence. The proposed project is located within an earthquake -induced landslide hazard zone as mapped by the California Geologic Survey. Estimated earthwork quantities appear to be minimal and are not indicated on the plans. In our previous review report, dated April 16, 2013, we recommended that supplemental geotechnical criteria be provided prior to geotechnical approval of the permit application. These criteria were to include: 1) floor level survey data for the existing residence; 2) documentation of the existing pier depth, diameter and location; 3) evaluation of the stability of an existing cutslope and the potential need for retaining walls or other mitigation measures (as deemed appropriate) to protect the new structures from slope debris failing off of the unsupported cut; and 4) an evaluation of the likely performance differences between the old and the new structures. Northern California Office 330 Village Lane Los Gatos, CA 95030-7218 (408) 354-5542 • Fax (408) 354-1852 Central California Office 6417 Dogtown Road San Andreas, CA 95249-9640 (209) 736-4252 • Fax (209) 736-1212 www.cottonshires.com Southern California Office 550 St. Charles Drive, Suite 108 Thousand Oaks, CA 91360-3995 (805) 497-7999 • Fax (805) 497-7933 Piu Ghosh September 16, 2013 Page 2 C5063A CONCLUSIONS AND RECOMMENDED ACTION Our review of the referenced document indicates that the Project Geotechnical Consultant has provided supplemental geotechnical criteria to address the above recommended items, and has reviewed the development plans from a geotechnical engineering standpoint. Supplemental geotechnical criteria provided in the July 17, 2013 letter -report include the floor level survey by Special Building Inspections, LLC (undated), which reveals that the southeast portion of the residence has experienced considerable settlement as an apparent result of undocumented fill beneath this portion of the structure. Therefore, underpinning recommendations have been confined to this portion of the structure. The anticipated performance differences between the new structures and existing residence have been evaluated, and ramifications discussed with the owner. The consultant has indicated that no documentation of the existing foundation piers could be found, and thus, new additions will be structurally independent of the existing foundation. Additionally, the existing steep cutslope has been evaluated and the Project Geotechnical Consultant has indicated that there is a low risk of debris impacting the residence. The referenced report adequately addresses the outstanding geotechnical issues raised in our September 6, 2013 letter; consequently, we recommend approval of the building permit application from geotechnical standpoint. The following should be performed prior to final (as -built) project approval: 1. Geotechnical Field Inspection - The Project Geotechnical Consultant should inspect, test (as needed), and approve all geotechnical aspects of the project construction. The inspections should include, but not necessarily be limited to: site preparation and grading, site surface and subsurface drainage improvements, and excavations for foundations and retaining walls prior to the placement of steel and concrete. The following should be addressed: • The Project Geotechnical Consultant should closely inspect all foundation excavations to assure that they extend through artificial fill and loose colluvial soil and achieve sufficient embedment into competent, low -expansion potential earth materials. The results of these inspections and the as -built conditions of the project should be described by the Project Geotechnical Consultant in a letter and should be submitted to the City Engineer for review prior to final (as - built) project approval. COTTON, SHIRES AND ASSOCIATES, INC. Piu Ghosh September 16, 2013 Page 3 C5063A LIMITATIONS This geotechnical peer review has been performed to provide technical advice to assist the City with its discretionary permit decisions. Our services have been limited to review of the documents previously identified, and a visual review of the property. Our opinions and conclusions are made in accordance with generally accepted principles and practices of the geotechnical profession. This warranty is in lieu of all other warranties, either expressed or implied. JMW:DTS:st Respectfully submitted, COTTON, SHIRES AND ASSOCIATES, INC. CITY GEOTECHNICAL CONSULTANT �jo M. Wallace Principal Engineering Geologist CEG 1923 David T. Schrier Principal Geotechnical Engineer GE 2334 COTTON, SHIRES AND ASSOCIATES, INC. LINE ROP I \ fq F REPRESENTS SU BSURFARCE� T REPRESENTS 10' SIDE INTERCEPT DRAIN PER B!g�, SETBACK SOILS ENGINEER -SEE DETAIL \ + +i V (D2428' E�FIGM RETAINING (D POWER POLE T WOOD WALLNEED DTO rlLACE \ 32 HILLSIDE ELOPE UP) WHERE NEEDED TO UT6H` \ - _------__� LOOSE DEBRIS \ /i+€AyStiMv �. ADDITION Slope 2A 152 sq R ADDITION UPGRADE MAIN LLEQRIUL ADDITION J U 11 186 R PANELT0200A 43% R ADDITION w ft/(E) 1 NEyy (SEPTIC GARAGE PORCH g G 7-- 1 E) HOUSE it �I, 1 it REMODEL 1740at T 0 +I m 1 � m 1\ 1 REPRESENTS SOLIQ OUTFALL PIPE PERI SOILS ENGINEER 1 1 REPRI REAR [ U[i[KMIry [U bT JV LJ [rvV rv[[K UU KIrvV' Q LD LOT AREAS,B77.2 SF CONSTRUCTION, SEE DETAIL 189.3 SF 1.97 AC (E)WATER METER - SREPRESENTSTBACK15' SIDE ( J EW LOTAREA � SETBACK 4507.8 SF — �'-J-_ REPRESENTS 20' FRONT SETBACK a� / f , 4 / / f � r / 1 / e L R�ORE 20?01 pa\ / \ I PROPERTY UN SITE PLAN NOTES 1\ 1- Approval of tkese plans does not release the Owner and/or Contractor of the responsibility for the corrections of mistakes, errors, or omissions contained therein. 12)- Contact Public Works, (408)777-3104, for inspection of grading, storm drainage, and public improvements. 3)- All public improvements must be completed prior to occupancy. i 4)- Contractor is responsible for dust control and ensuring the area adjacent to the j work is left in a clean condition. 5)- Contractor shall review City Detail 6-4 on Vee protection prior to accomplishing / any work or removing any trees. 6)- Utilize Best Management Practices (BMP's), as required by the State Water Resources Control Board, for ANY activity, which disturbs the soil. Y 7)- A work schedule of grading and erosion and Sediment Control Plan shall be T•— provided to the City Engineer by August 15. No Hillside grading shall be performed i "s �� 9 E_ between October i to April 15. j 8)- N/A )U NtY 9)- To initiate release of bonds, contact the Public Works Inspector for Final // Inspections. T M I 10)- All downspouts to be released to the ground surface, directed away from building !.!/1, J. JTA, ` �� foundations and directed to landscape areas. jn G 11)- WA j 12)- Prior to beginning any work within the Public Right of Way, the Contractor will be _1J. responsible for pulling an encroachment permit from the Public Works Department. 11650 REGNAR.I.TL C CUPERTINO, CA iNIIlillllllllllillllllImo' I _L AREAL FRONT YARD SITE INFORMATION LOT AREA 85,677.2 SF EXISTING- CHANGE- TOTAL PROPOSED HABITABLE LIVING AREA 1,740 SF 484 SF 2,224 SF NON HABITABLE GARAGE - SF 479 SF 479 SF PORCH 291 SF -146 SF 145 SF 2031 SF 2899 SF - 3.4% 1740 SF 2703 SF 3.15% SLOPEAVE. - 30% FAR MAX - 6500 SF - A=(LOT-10000/1000)(59.59) +4500 FAR CALC. A=(85677.2-1 0000/1 000)59.59+4500=9009 SF FAR SLOPE ADJUSTMENT - C=A X (1- (1.5 X (D-.1)) C= 9009 X fl- (9) = 63063 SF PROIECT IMFORMATION APN No. 366-33-007 ADDRESS 11650 Regnart Canyon Dr. STORIES 1 USE SINGLE FAMILY RESIDENCE OCCUPANCY R3,U ZONING RHS -40 TYPE. OF CONST. TYPE V -B FIRE SPRINKLERS NO SCOPE OF WORK ADD APPROXIMATE 499 SF OF NEW HABITABLE AREA. ADD NEW GARAGE. ADD NEW BATHROOM AND ADD A TV ROOM, STUDY, LAUNDRY AND FOYER. REMODEL DININGAIVING ROOM AND KITCHEN. NEW HEAT PUMP SYSTEM AND ADD NEW WATER HEATER. UPGRADE ELECTRICAL PANEL TO 200AMP. APPLICABLE CODES 2010 CRC, CBC, CGBC (CALGREEN), CPC, CMC AND CEC as Amended by the state California and local .lunsdicbons. 2010 BUILDING ENERGY EFFICIENCY STANDARD T-24 ENERGY COMPLIANCE NOTES 1. AT LEAST 50% OF INSTALLED WATTAGEAT KITCHEN MUST BE HIGH EFFICACY 2.HIGH EFFICACY UGHTING MUST BE SWITCHED SEPARATELY FROM LOW EFFICACY LIGHTING. 3.ALL RECESSED LUMINARIES IN INSULATED CEILINGS. SHALL BE IC RATED, ELECTRONIC BALLAST AND AIR -TIGHT (AT). DESIGNER DARKO DEKOVIC 905 RUSSELL AVE. LOS ALTOS, 94024 650-464-2520 email: darkod@mac.com OWNER ARNAUD LEHORS 11650 REGNART CANYON DRIVE CUPERTINO, CA 408-554-1947 STRUCTURAL ENGINEER SEZEN & MOON STRUCTURAL ENGINEERS, INC. BRIAN MOON 274 E. HAMILTON AVE., SUITE C CAMPBELL, CA 95008 408.871.7273 email: SMSEINC@AOL.COM GEOTECHNICAL ENGINEER UPP GEOTECHNOLOGY CRAIG REID 750 CAMDEN AVE. SUITE A CAMPBELL, CA 95008 408.866.5436 email: C2®C2EARTH.COM SHEET INDEX ID NAME Al COVER SHEET AND SITE PLAN A2.1 EXISTING PLAN AND PHOTOS A2.2 PROPOSED PLANS A2.3 PROPOSED PLANS A3.1 ELEVATIONS A4.1 SECTIONS AND SCHEDULES A5.1 DETAILS T24-1 TITLE 24 -ENERGY S1.0 GENERAL NOTES S1.1 SWS AND DETAILS S1.2 HOLDOWN DETAILS S1.3 TYPICAL DETAILS S2.0 FOUNDATION AND FRAMING PLAN S2.1 1 ST FLOOR SHEAR S2.2 FOUNDATION AND FRAMING DETAILS S2.3 FOUNDATION AND FRAMING DETAILS S3.0 ROOF/CEILING FRAMING PLAN S3.1 ROOF/CEILING FRAMING DETAILS 905 RUSSELL AVE. LOS ALTOS.CA, Locale min 30- z 30' (762mm z 762mm) access opening within 20' (80922' x llummx 62mmon: Ybe22'z30' , _ip z 762mmbe rowed y�gesl Pew of eouipmeN can ATTIC FURNACE DIAGRAM PLASS Q SHOWER AND TUBSHOWER SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THE THERMOSTATIC MIXING VALVE TYPE. FOR BISHOWEP- TILE OR NON- ABSORBENT MATERNO NAL- 72" MIN. ABOVE DRAIN INLET �i GLASS IN SHOWER AND BATHTUB ENCLOSURE SHALL BE TEMPERED AND DOOR SHALL BE A MIN. OF 22" AND SWING OUT CEGRESS) RESCUE WINDOW, SHALL PROVIDE A CLEAR OPENING OF NOT LESS THAN 5.7 S.F. (5.0 S.F. 1 ST FLOOR) AND SHALL HAVE; - MIN. WIDTH OF 20" -MIN. HEIGHT OF 24" MAX. HEIGHT TO BOTTOM OF OPENING OF 44" a BE NO GREEN BOARD OR OTHER GYPSUMSHALL SED TILE BACKER AT ANY SHOWERS Di THERE SHALL BE TEMPERED GLASS SHOWER ENCLOSURE OR SHOWER CURTAINS AND RODS AT ALL SHOWER AND TUBISHOWER LOCATIONS Qe SHOWER HEADS AT ALL SHOWER AND TUBI SHOWER LOCATIONS SHALL NOT BE DIRECTED TOWARD THE SHOWER OR TUB/SHOWER ACCESS. 0 ALL EGRESS WINDOWS WITH TWO OR MORE LATCHES SHALL HAVE THE LATCHES INTERCONNECTED AND OPERABLE FROM THE LOWEST LATCH. 11650 1 st FLOOR PLAN AND POWER AND SIGNAL 3 SCAL : 114' Tcpv UNDER FLOOR VENTILATION 2263 5.F. TOTAL AREA 2143 s n VENT AREA REQ. (2263.144/150) l 67 sq. n. VENT AREA (.6)6X14= Tsq.in. 32 VENTS REQUIRED OTALVENTS 2143/67 VI F EXISTING AND ADDTO NEW AREA ADDITION AREA VENT AREA REQ. 499z144/150I VENT AREA (BWX14= CUPERTINO) Santa Clara County Department of EnvironlnOtal Health 1555 Berger D&e, Ste. 00 San Jose, CA 95112-2716 rp,1rJIQ6 4-?> %- '2- Q� ZZ>a 1.-� LEGEND g DIMMER SWITCH SWITCH OCCUPANCY SENSOR °i "MANUAL ON AUTOMATIC OFF" m RECEPTACLE OUTLET (E) EXISTING WP SUITABLE FOR WET LOCATIONS DAMP SUITABLE FOR DAMP LOCATIONS ® 6' RECESED LIGHT- CFL OR DIMMING CFL OR "CERTIFIED LED ® 4" RECESED LIGHT- CFL OR DIMMING CFL OR "CERTIFIED LED ® CABINETUNDERIOVER FLOURESCENT LIGHT O FLOURESCENT CEILINGUGHT BATHROOM VENTILIGHT COMBO -50 CFM GO MIN. SWITCHED INDEPENDENTLY WI BACK- DRAFTDAMPER ¢a VANITY WALL SCONCE OWALL SCONCE R INCANDESCENT WELIGHT DIMMER R WALL SCONCE lJ FLOURESCENT UGHT ® WALL SCONCE LIGHT o EXTERIOR WALL SCONCE UGHT-CFLWI MOTION SENSOR ® SMOKE DETECTOR CARBON MONOXIDE ALARM O CEILING PENDANT LIGHTING 'CERTIFIED LED OR CFL ®1 'NETWORK CABLE OUTLET OAxIAL TV CABLE UT 6 TLET ® 2=HEATER REGISTERS ® HEAT PUMP ZONE UNITS FAN ONLY MINIMUM REQUIREMENTS FOR AN LED TO BE CERTIFIED WITH MGH EFFICACY GENE_ RA_ L NA ��S 1). PROVIDE A DEDICATED 20'AMP CIRCUIT TO SERVE BATHROOM OUTLETS. 2). PROVIDE TWO 2D -AMP SMALLAPPLL NCE BRANCH CIRCUITS FOR THE KITCHEN COUNTER OUTLETS. 3)AUND, PROVIDE A DEDICATED 2D.AMP BRANCH CIRCUIT TO SUPPLY THE LRY RECEPTACLE OUTLET. 4) ALL NEW RECEPTACLE OUTLET SHALL BE UST ED TAMPER RESISTANT INONIDSHOWERCONAND VALVE600 THE UALTITUB PRESSURE BSK0kLL BE OED WITH ALANCE OR THE TERMOSTAC MIXING VALVE TYPE. �, EXHAUST FAN IN THE BATHROOM SHALL BE CAPABLE TO PROVIDE 5 AIR CI AN�� ABT OUR (AM ,,NGT 1gOF 70FAN FTDUCTED TO THE OUTSIDE (MIN. 4' ITH 7), PROVIDE 4' DIAMETER DRYER EXHAUST TO OUTSIDE WI BACK DRAFT DAMPER. C O NG OF QUTICK A�CINSHGWVAASLH�ERSPAPRESgUREA BSORBING B)PROVWURES RESULTINGFROM , VIC.S ON THEOUCK g), ALL COUNTER RECEPTACLE OUTLET AT KITCHEN AND BATHROOM SHALL BE GFl 10) ALL EiNWRONMENTALAIR DUCTS SHALL TERMINATEAMIN. OF 3FEET FROM ANY OPENING INTO THE BUILDING 11H C RCUR3 THAT SUPPRC725 VOITRSING E PHASE 15- h 20FAMPERE RECEPTACLE IN ALL HABITABLE ROOMS, PER CEC PAide 210.12(8). 12), WATER CLOSET SHALL BE 1.2B GALLONWFLUSH MAX. 131, DISHWASHER MUST HAVE AN APPROVED AIR GAP FITTING. 14). PROVIDE ALL CLEANOUTS AT EXTERIOR OF THE BUILDING 15), PROVIDE BACK FLOW DEVICE ON ALL HOSE BIBS. 16j. PROVIDE AMIN. CLEARANCE OF 8' BETWEEN FLOURESCENT LIGHT OR LED LIGHTS TO COMBUSTIBLE MATERIAL AT STORAGE SPACE. 17), PROVIDE LIGHT FIXTURE IN TUB OR SHOWER ENCLOSURE WITH LABEL •SUITABLE FOR DAMP LOCATIONS' 1S, PROVIDE SEPARATE CIRCUIT FOR DISHWASHER. GARBAGE DISPOSAL AND FURNACE. 19). PROVIDE WATER HAMMER ARRESTOR CLOTH WASHER PND DISHWASHER N THE KITCHEN SHALLA MIN OF i DUCTED T� THE OUTS DE (MIN. S DIA FLEX DUCT WITHIAOMAXLENGTH OF Y.CFM EXHAUST F� FT. 905 RUSSELL AVE, LOS ALTOSOCAA. BUILDING ENERGY ANALYSIS REPORT PROJECT: 11650 Regnart Canyon 11650 Regnart Canyon Drive Cupertino, CA 95014 Project Designer: DarkoDesigns 905 Russell Ave. Los Altos, CA 94024 650-464-2520 Job Number: 1302005 Date: 2/3/2013 CUPERTINO Buildinq Department (IC,T 1 1 2013 REVIEWED FUR CODE COMPLIANCE Revlevveo By je-'q' h/row The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EneravPro 5.1 by EnergvSoft User Number. 20009 RunCode: 2013-02-03715:34:05 0:1302005 Report Prepared by: Darko Dekovic Z 905 Russell Ave. Los Altos, CA 94024 650.464.2520 Job Number: 1302005 Date: 2/3/2013 CUPERTINO Buildinq Department (IC,T 1 1 2013 REVIEWED FUR CODE COMPLIANCE Revlevveo By je-'q' h/row The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EneravPro 5.1 by EnergvSoft User Number. 20009 RunCode: 2013-02-03715:34:05 0:1302005 PERFORMANCE CERTIFICATE: Residential cart i of 5 U-1 n Project Name 11650 Regnant Canyon Building Type 0 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 213/2013 Project Address 11650 Regnart Canyon Drive Cupertino California Energy Climate Zone CA Climate Zone 04 Total Cond. Floor Area 2,263 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes © No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes El No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity Features see Part 2 of 5 Status Floor Wood Framed w/Crawl Space R-30 499 New Wall Wood Framed R-13 671 New Door Opaque Door None 34 New Roof Wood Framed Attic R-30 499 New Floor Wood Framed w/Crawl Space R-30 1,764 Altered Wall Wood Framed R-13 1,164 Altered Door Opaque Door None 20 Existing Roof Wood Framed Attic R-30 1,764 Altered FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidef ins Shades Status Front (S) 78.0 0.390 0.37 none none Bug Screen New Rear (N) 32.5 0.390 0.37 none none Bug Screen New Left (tM 30.5 0.390 0.37 none none Bug Screen New Right (E) 307.6 1.190 0.83 none none Bug Screen Existing Rear (N) 83.8 0.390 0.37 none none Bug Screen Altered Left (M 30.5 0.390 0.37 none none Bug Screen Altered Right (SE) 18.4 0.390 0.37 none none Bug Screen New Rear (NE) 20.4 0.390 0.37 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.10 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Elec. 50 0.95 Kitchen Pipe Ins New r.....,...,0— c 4 ti.. C. 'C-0 I/— Numher 9nn0Q Runrnde- 2013-02-03T15s34:0 0:1302005 Page 3 of 12 1 11. .- .,.. -••- a, PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R Project Name 11650 Regnart Canyon Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration I Date 2/3/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. Ener Pro 5.1 by Ener Soft User Number: 20009 RunCode: 2013-02-03T15:34:0 ID: 1302005 P�4o PERFORMANCE CERTIFICATE: Residential cart 3 OT,-)) c;1-1 K Project Name Building Type 2 Single Family ❑ Addition Alone Date 11650 Regnari` Canyon ❑ Multi Family ❑ Existing+ Addition/Alteration 2/3/2013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/f - r Space Heating 66.59 30.80 35.80 Space Cooling 32.10 26.83 5.28 Fans 9.28 7.93 1.35 Domestic Hot Water 17.64 29.74 -12.10 Pumps 0.00 0.00 0.00 Totals 125.61 95.29 30.32 Percent Better Than Standard: 24.1% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S) 180 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (S) 487 78 Fuel Available at Site: Natural Gas (M 688 61 Raised Floor Area: 2,263 (N) 596 137 Slab on Grade Area: 0 (E) 720 326 Average Ceiling Height: 8.0 Roof 2,263 0 Fenestration Average U -Factor: 0.80 TOTAL: 602 Average SHGC: 0.61 Fenestration/CFA Ratio: 26.6% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Darko Dekovic 2/3/2013 Address 905 Russell Ave. Name City/State/ZipCfty/State/Zip Los Altos, CA 94024 Phone 650.464.2520 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company DarkoDesignsf 1V Address 905 Russell Ave. Name Darko Dekovic - -1i 3 en City/State/Zip Los Altos, CA 94024 Phone 650-464-2520 Signed Lice # Date QAAAl1 in- limns Pane 5 of 12 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name 11650 Regnart Canyon Building Type 21 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/3/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Floor 499 0.028 R-30 01 180 New 4.4.1-A7 Zone 1- addition Wall 179 0.102 R-13 1801 90 New 4.3.1-A3 Zone 1- addition Wall 1371 0.102 R-13 01 90 New 4.3.1-A3 Zone 1- addition Wall 356 0.102 R-13 270 90 New 4.3.1-A3 Zone 1- addition Door 17 0.500 None 270 90 1 New 4.5.1-A4 Zone 1- addition Roof 499 0.031 R-30 180 0 New 4.2.1-A20 Zone 1- addition Floor 1,764 0.028 R-30 0 180 Altered 4.4.1-A7 (E=4.4.2 -A1) Zone 2 Wall 106 0.102 R-13 180 90 Altered 4.3.1-A3 (E=4.3. 1 -A 1) Zone 2 Door 17 0.500 None 180 90 New 4.5.1-A4 Zone 2 Wall 268 0.102 R-13 90 90 Altered 4.3.1-A3 (E=4.3.1 -A 1) Zone 2 Door 20 0.500 None 90 90 Existing 4.5.1-A4 Zone 2 Wall 193 0.102 R-13 0 90 1 Altered 4.3.1-A3 E=4.3.1 -A1 Zone 2 Wall 2541 0.102 1 R-13 270 4.3.1-A3 (E=4.3.1 -A1) Zone 2 Roof 1,764 0.031 R-30 180 4.2 1-A20 E=4.2.1 -A2 Zone 2 Wall 107 0.102 R-13 225 LAItered4.3.1-A3 E=4.3.1 -A1 Zone 2 Wall 106 0.102 R-13 135 4.3.1-A3 (E=4.3.1 -A1) Zone 2 FENESTRATION SURFACE DETAILS ID Type I Area U -Factor SHGC Azm Status Glazing Type Location/Comments 1 70.0 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low -E Vinyl Zone 1- addition 2 32.5 0.390 NFRC 037 NFRC 0 New Milgard Classic Low -E Vinyl Zone 1- addition 3 rdo 30.5 0.390 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Zone 1- addition 4 8.0 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low -E Vinyl Zone 2 5 307.6 1.190 Default 0.83 Default 90 Existing Single Non Metal Clear Zone 2 6 Window 83.8 0.390 NFRC 0.37 NFRC 0 Altered Milgard Classic Low -E Vinyl Zone 2 7 Existing 1.190 Default 0.83 Default Single Non Metal Clear pre -altered for above 8 Window 30.5 0.390 NFRC 0.37 NFRC 270 Altered Milgard Classic Low -E Vinyl Zone 2 9 Existing 1.190 Default 0.83 Default Single Non Metal Clear pre -altered for above 10 Window 18.4 0.390 NFRC 0.37 NFRC 135 New Milgard Classic Low -E Vinyl Zone 2 11 Window 20.4 0.390 NFRC 0.37 NFRC 45 New Milgard Classic Low -E Vinyl Zone 2 (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Window Exterior Shade Type SHGC -HqA FWd Ove hang Left Fin Right Fin Len H t LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Screen 0.76 11 _Bug Bug Screen 0.76 Ener Pro 5.1 by Ener Soft User Number. 20009 RunCode: 2013-02-03T15:34:0 ID: 1302005 Page 6 of 12 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name 11650 Regnart Canyon Building Type © Single Family ❑ Multi Family ❑ Addition Alone ❑ Existing+ Addition/Alteration Date 2/3/2013 OPAQUE SURFACE DETAILS Surface U- Insulation Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 130 0.102 R-13 45 90 Altered 4.3.1-A3 (E=4.3.1 -A1) Zone 2 FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window ID Exterior Shade Type SHGC H t Wd Ove hang Len H t LExt RExt Left Fin Right Fin Dist Len H t Dist Len H t Ener Pro 5.1 by Ener Soft User Number: 20009 RunCode: 2013-02-03T15:34:0 ID: 1302005 Pae 7 of 12 CERTIFICATE OF COMPLIANCE: Residential cart 5 OT -3 t.11— Project Name 11650 Regnart Canyon Building Type 2 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/3/2013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built HVAC System Zone 1 -addition 499 3,992 Zone 2 1,764 14,112 1960 Totals 499 1,764, 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 1 Split Heat Pump 8.10 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 ❑ New 13 WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input (Btu h) Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status A O Smith Water Products 1 Small Elec. Kitchen Pipe Ins 15,359 50 0.95 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control E T w cL Hot Water Piping Length ft o u Q System Name Pipe Length Pipe Diameter Insul. Thick. Qt . HP Plenum Outside Buried ❑ ❑ Ener Pro 5.1 by Ener Soft User Number: 20009 RunCode: 2013-02-03T15:34:0 ID: 1302005 Page 8 of 12 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name 11650 Regnart Canyon Date 2/3/2013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 4118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a : Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. 150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 d : Minimum R-13 insulation in raised wood -frame floor or equivalent U -factor. 4150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fire laces, Decorative Gas Appliances and Gas Log Measures: 150 e 1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)113: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-13. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 1500)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §1500)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 20009 RunCode: 2013-02-03T15:34:05 ID: 1302005 Page 9 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF-1 R Project Name Date 1 11650 Regnart Canyon 2/3/2013 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low eff icacy luminaire asspecified by §150 k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoff User Number: 20009 RunCode: 2013-02-03715:34:05 ID: 1302005 Page 10 of12 MANDATORY MEASURES SUMMARY: Residential Pa e 3 of 3 MF -1 R Project Name Date 11650 Regnart Canyon 2/3/2013 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)l3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)l4: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoft User Number: 20009 RunCode: 2013-02-03715:34:05 0:1302005 Page 11 of 12 HVAC SYSTEM HEATING AND COOLING LOADS 5UMMAKY Project Name 11650 Regnart Canyon Date 2/3/2013 System Name HVAC System Floor Area 2,263 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 1,778 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 60,000 41,509 1,540 1,131 40,721 Total Output(Btu h 60,000 0 Output Btuh/s ft 26.5 1,620 1,930 Cooling System 0 0 Output perSystem 59,000 0 0 0 0 Total Output Btuh 59,000 0 1,540 0 Total Out ut Tons 4.9 1,620 1,930 Total Output Btuh/s ft 26.1 Total Output s ft/Ton 460.3 44,749 44,580 Air System CFM perSystem 0 HVAC EQUIPMENT SELECTION Airflow cfm 0 Carrier 25HCR36OC30 50,216 6,877 39,541 Airflow cfm/s ft 0.00 Airflow cfm/Ton 0.0 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 50,216 6,877 39,541 Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions Aug 3 PM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak - - --- 0 Outside Air Ar 0 cfm 0 - FIT1:1 J Heating Coil 10301 ROOM COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) ipop Outs de Air Ar 0 cfm 79 / 63 OF 19 / 63 IF 55 1 53 "F 56/54°F Cooling Coit 41.7% ROOM �H I Fn up— h�, Fn —uQnft IIsar Ni mhar 9nnn9 RunCode: 2013-02-03715:34:05 0: 1302005 Page 12 o1 12 / �a00 Y-5- Se��g1a;M�oo'nlSiru�c�t��a�l1E�n �1n�eerin�, Lr�, 274 E. Hamilton Avenue, Suite C Campbell, California 95008-0240 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SMSEinc.com Email: SMSEinc(a)aol.com CUPERTINO VROFES- 'yam . No. ]�ls92 ;z f -n �r Exp, 6.30.20 X013 C.z�VIL \F CALIF0R�� Y Structural Calculations For: 1 -story Addition & Remodel Le Hors Residence 11650 Regnart Canyon Drive Cupertino, CA 95014 SMSE Job Number: 4486-12 OWNER: ARCHITECT/CONTRACTOR: Arnoud Le Hors Darko Dekovic 11650 Regnart Canyon Drive Phone. 650-464-2520 Cupertino, CA195014 Email: darkod@mac.com Email: alehors@yahoo.com September 04, 2012 F `` i 1 En ineerin by: Boni "Brian" Moon Principal En FY .E. p Table of Contents 1. Dead Load Calculations 2. Roof & Ceiling Framing Summary and Analysis 3. Lateral Analysis 3.1. Determination of lateral Loads • Determination of Lateral Wind Loads • Determination of Building Mass • Determination of Seismic Loads • Vertical Redistribution of lateral Forces • Determination of Diaphragm Loads 3.2. Diaphragm lateral Analysis 3.3. Reliability/Redundancy Analysis 3.4. Shear Wall Analysis 3.5. Shear Collector Analysis 4. Detailed Foundation Analysis and Summary 1. Dead load Calculations The date is 11/05/12 Sezen & Moon Structural Engineering, Inc. Voice: 408-871-7273 274 E. Hamilton Avenue, Sulte C Fax: 408-871.7274 Campbell, CA 95008 Project name: Le Hors Residence ,lob No.: 4486-12 Roof Dead Loading written by Kent S. Saxon, MS, BE Title: Roof Dead Loading (Rafters) Roof Loadin Roof slope in degrees vertical horizontal 18.43 4.00 12.00 thickness weight Roofing psf pcf material inches quantity In psf roofing paper ( 15# felt) 0.50 2 1.00 gravel 104.00 2.00 0 0.00 epom membrane (1 ply) 1.00 0 0.00 two 15# (felt) + 90# 1.70 0 0.00 three 15# (felt) + 90# 2.20 0 0.00 three ply (felt) + ready roofing 1.00 pane 0 0.00 four ply (15# felt) + gravel (0.4 in) 5.50 thickness quantity psf 0 0.00 five ply (15# felt) + gravel (0.4 in) 6.00 Inches # panes? Mullens? 0 0.00 glass 155.00 0.13 1.00 2.00 0 0.00 wood shingles 4.35 0 0.00 "Monier"file 9.00 0 0.00 clay tile 16.00 0 0.00 clay tile + mortar 26.00 0 0,00 light weight tile 8.00 0 0.00 simulated slat roofing 6.00 0 0.00 metal roofing 1.50 steel 0 0.00 asphalt shingles 2.00 3.5 7.00 waterproofing (liquid applied) 1.00 0 0.00 waterproofing (single sheet) 0.70 0 0.00 thickness weight Topping psf/inch (inch) psf quantity In psf concrete topping 12.50 2.50 31.25 0 0.00 Fir Sheathing quantity In psf 3/8" plywood 1.10 0 0.00 1/2" plywood 1.50 1 1.50 5/8" plywood 1.80 0 0.00 3/4" plywood 2.30 0 0.00 1 1/8" plywood 3.40 0 0.00 1x sheathing 2.30 0 0.00 2x decking 4.30 0 0.00 3x decking 7.00 0 0.00 4x decking 9.30 0 0.00 thickness weight Insulation psi/inch pct inch psf quantity in (psf) Temlock 1.20 3.50 4.2 0 0.00 styrofoam 0.20 3.75 0.75 0 0.00 foamglass 0.80 3.50 2.8 0 0.00 rigid fiberglass 1.50 1.50 2.25 0 0.00 glasswool (batt) 0.10 10.00 1 0 0.00 spray on fire -proofing 0.13 4.00 0.5 0 0.00 rigid insulation 0.20 3.50 0.7 0 0.00 2x stripping between rigid 0.7 0 0.00 blow in insulation 1.70 10.00 0 0.00 poured in place 2.00 3.00 6.00 0 0.00 This is page 1 The date is 11/05/12 Sezen & Moon Structural Engineering, Inc. voice: 408-871-7273 274 E. Hamilton Avenue, Suite C Fax: 408-871.7274 Campbell, CA 95008 Project name: Le Hors Residence Job No.: 4486-12 Roof Dead Loading written by Kent S. Sezen, MS, SE Title: Roof Dead Loading (Rafters) weight Framing wt. (pl) spacing (In) psf quantity In (psf) 2x4 1.40 24 0.70 0 0.00 2x6 2.20 24 1.10 1 1.10 2x8 2.90 24 1.45 0 0.00 2x10 3.70 24 1.85 0 0.00 2x12 4.40 24 2.20 0 0.00 3x4 2.31 24 1.16 0 0.00 3x6 3.63 24 1.82 0 0.00 4x4 3.24 24 1.62 0 0.00 4x6 5.08 48 1.27 0 0.00 48 6.70 24 3.35 0 0.00 4x10 8.55 24 4.28 0 0.00 4x12 10.40 96 1.30 0 0.00 414 12.50 96 1.56 0 0.00 4x16 14.30 96 1.79 0 0.00 spacing weight trus joist macmillan plf (inches) psf quantity in psf TJI 25 to 35P 4.00 48 1.00 0 0.00 TJI 40C & 40P 5.70 48 1.43 0 0.00 TJI 55C & 55P 6.30 48 1.58 0 0.00 TJL & TJLX 4.25 48 1.06 0 0.00 TJW 5.25 48 1.31 0 0.00 TJ60 5.75 48 1.44 0 0.00 spacing weight other wood joist pif (inches) psf quantity In psf Miscellaneous beams 20 480 0.50 0 0.00 weight metal decking (vulcraft) psf quantity In psf 1.5B24 1.46 0 0.00 1.5B22 1.78 0 0.00 1.5821 1.97 0 0.00 1.5820 2.14 0 0.00 1.5B19 2.49 0 0.00 1.5B18 2.82 0 0.00 1.5B16 3.54 0 0.00 Other gage decking 1.1 0 0.00 spacing weight steel joist pit (inches) psf quantity in psf Open web joist 10 48 2.50 0 0.00 spacing weight steel girders plf (inches) psf quantity in psf Open web girders 50 600 1.00 0 0.00 ceilings psf _quantity in psf acoustical fiber tile 1.00 0 0.00 1/2" gypsum board 2.20 0 0.00 5/8" gypsum board 2.80 0 0.00 plaster on wood lath 8.00 0 0.00 suspended steel channel 2.00 0 0.00 suspended metal lath & plaster 15.00 0 0.00 wood furring suspension system 2.50 0 0.00 Stucco 2.00 0 0.00 weight other stuff psf quantity in psf mechanical 0.50 0 0.00 sprinklers 0.50 0 0.00 Miscellaneous 0.50 1 0.50 11.10 total weight in psf total weight in psf 11.70 roof slope accounted for This is page 2 l The date is 11/05/12 Sezen & Moon Structural Engineering, Inc. Voice: 400-571.7273 274 E. Hamilton Avenue, Bulla C Few. 408.571-7274 Campbell, CA 95005 Web: wwwsezenStructuralcom Email. eezenstructurolosol.com Project name: Le Hors Residence Job No.: 4486-12 Calling Dead Loading written by Kent a. sezen, M6, 8E Till.: Ceiling Dead Loading Calling Loading Celling elope in degrees vertical hodzonld 0.00 --6TU- 176 - Fir Shnthina 3/8" plywood 12" plywood 5/8" plywood 3/4" plywood 1 1/8" plywood 1. sheathing 2. decking 3. decking 4x decking Insulation Temlock styrofoam toamgless rigid fiberglass glasswool (batt) spray on fire -proofing rigid insulation 2x stripping between rigid blow In Insulation poured In place Framina 2.4 2x6 2x8 2x10 2.12 3x4 3x8 44 4x6 4x8 400 4102 4x14 4x16 1.10 1.50 1.80 2.30 3.40 2.30 4.30 7.00 9.30 psMnch pcf 1.20 0.20 0.60 1.50 0.10 0.13 0.20 1.70 2.00 wt. (PIO 1.40 2.20 2.90 3.70 4.40 2.31 3.63 324 5.08 8.70 5.55 10.40 12.50 14.30 trus total Macmillan Pit TJI 25 to 35P 4.00 TJ I 40C 5 40P 5.70 TJI 55C 5 55P 6.30 TJL 6 TJLX 4.25 TJW 5.25 TJ60 5.75 other wood Of Miscellaneous beams 10 steel foist Pi Open web joist 10 steel girders pit Open web girders 50 ceilings psf acoustical fiber tile with lights 1.50 12" gypsum board 2.20 5/8"gypsum board 2.80 plaster on wood lath 8.00 suspended steel channel 2.00 suspended metal lath 8 plaster 15.00 wood furring suspension system 2.50 other stuff mechanical 0.40 sprinklers 0.50 Miscellaneous 0.75 This is page 1 spacing ON 18 1 fl 18 16 10 18 18 18 18 24 24 96 96 96 spacing (inches) 48 48 48 48 48 48 spacing Onches) 480 spacing Onches) 48 spacing (inches) 600 total weight in psf weight Quantity In pef 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 thickness weight Inch pat quantityI n(Psf) _ 3.50 4.2 0 0.0 3.75 0.75 0 0.00 3.50 2.6 0 0.00 1.50 2.25 0 0.00 10.00 1 1 1.00 4.00 0.5 0 0.00 3.50 0.7 0 0.00 0.7 0 0.00 10A0 0 0.00 3.00 6.00 0 0.00 weight Pat quantity, M (Pat) 0.93 0 0.00 1.65 1 1.65 2.18 0 0.00 2.78 0 0.00 3.30 0 0.00 1.73 0 0.00 2.72 0 0.00 2.43 0 0.00 3.81 0 0.00 3.35 0 0.00 4.28 0 0.00 1.30 0 0.00 1.56 0 0.00 1.79 0 0.00 weight psf quantity In pet 1.00 0 0.00 1.43 0 0.00 1.58 0 0.00 1.06 0 0.00 1.31 0 0.00 1.44 0 0.00 weight psf quantity In pat 0.25 0 0.00 weight psf quantity in psi 2.50 0 0.00 weight psi quantity in psf 1.00 0 0.00 quantity in psi 0 0.DO 1 2.20 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 weight quantity in psf 1 0.40 0 0.00 1 0.75 total weight in psf 6.00 roof slope accounted for total weight in psf 2. Roof & Ceiling Framing Summary and Analysis t, ` J Sezen & Moon Structural Engineering, Inc. Page: 1 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kip = 1000 -lb sf @ ft2 cf = ft pli = lbplf = lb kli = 1000•pli klf =-1000•plf psi lb psf = l2 ksi =_ 1000 -psi ksf 1000•psf in m ft pci = !b — pcf = ]b— kci -- 1000•pci kcf 1000•pcf in3 ft3 Le Hors Residence. Job: 4486-12 Framine summary DLroof 12•psf DLroofvault18•psf Lo := 20psf Roof slope (ASCE 7-05, Section 4.9.1): F:= 4 Is the roof slope rise (in inches) per foot. Example: if 4:12 slope then F = 4 R2:= if(F<4,1,if(F> 12,0.6,1.2-0.05•F)) R2= I LLroof Lo•R2 LLroof = 20.0•psf DLceiling:= 6•psf LLattic. uninhabitable IO•psf DLfloor := 13•psf DLfloor.tile 23•psf DLE.wall:= 16•psf DLI.wall 8•psf LLattic.storage 20•psf LLattic. sleeping 30•psf LLattic := 40•psf LLfloor 40•psf RF#1 (roof rafters) span = various cantilever:= 0•ft tribwidth.roof 24 -in tribwidth.ceiling O'ft DLbrr, := 0•plf WDL := DLroof tribwidth.roof + DLceiIing'tribwidth.ceiling + DLbm wDL = 24 plf WLL.roof LLrooftribwidth.roof wLL.roof = 40•plf WLL.ceiling L'Lattic.uninhabitable'tribwidth.ceiling WLL.ceiling = O-plf Use 2x10 DF#2 rafters @ 24" o.c. for 15'-6" max span See following spread sheet for detailed analysis. Use 2x 6 DF#2 rafters @ 24" o.c. for JW -6" max. span See following spread sheet for detailed analysis. Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 RF#2 (ridge span := 8.5•ft cantilever:= 0•ft tribwidth.roof 10•ft WDL DLroof tribwidth.roof + DLceiling'tribwidth.ceiling + DLbm WLL.roof LLroof tri bwidth.roof WLL.ceiling LLattic.uninhabitable, tri bwidth.ceiIing Use 4x8 DF#2 See following spread sheet for detailed analysis. tribwidth,ceiling 0•ft WDL = 130•plf WLL.roof = 200•plf WLL.ceiling = 0•plf DLb,n := 10•plf Page:2 , 0 Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 C1,01 (ceiling joists) Page: 3 span = various cantilever:= 0•ft tribwidth.roof 0•ft tribwidth.ceiling:= 16 -in DLbm:= O•p1f WDL DL'roof.tribwidth.roof + DLceiling'tribwidth.ceiling + DLbm WDL = 8-plf WLL.roof LLroof tri bwidth.roof WLL.roof = O•plf WLL.ceiling LLattic.uninhabitable'tribwidth.ceiling WLL.ceiling = 13.333•plf Max. span 9'-0'; use 2x4 DF#2 ceiling joists @ 16" o.c. See appendix for detailed analysis. Max. span 14'-0 ; use 2x6 DF#2 ceiling joists @ 16" o.c. w/one row full depth blocking See appendix for detailed analysis. Max. span 18'-0 ", use 2x8 DF#2 ceiling joists @ 16" o.c. w/two rows full depth blocking See appendix for detailed analysis. Max. span 22'-0'; use 2x10DF#2 ceiling joists @ 16" o.c. w/two rows full depth blocking See appendix for detailed analysis. CL#2 (ceiling beam span := 23.5 -ft cantilever:= 0•ft tribwidth.roof (10.5)•ft tribwidth.ceiling 10.5 -ft DLbm := 20•plf WDL DLroof-tribwidth.roof + DLceiling'tribwidth.ceiling + DLE wall•(O•ft) + DLbm WDL = 209•plf WLL.roof LLroof tribwidth.roof WLL.roof = 210-plf WLL.ceiling LLattic. uninhabitable* tri bwidth.ceiling WLL.ceiling = 105-plf Use 5-1/8 x 1 S"glulam (24F -V4) w/ 1/4" camber. See appendix for detailed analysis. CL#3 (earaee door header span := 16.5 -ft cantilever := 0•ft tribwidth.roof := (2) -ft tribwidth.ceiling := 2 -ft DLbm := 20•plf WDL DLroof tribwidth.roof + DLceiling'tribwidth.ceiling + DLI wall•(3•ft) + DLbm WDL = 80'.Plf WLL.roof := LLrooftribwidth.roof WLL.roof = 40•plf WLL.ceiling LLattic.uninhabitable'tribwidth.ceiling WLL.ceiling = 20-plf PDL := (2456 + O)1b + DLroof-(0)•sf PDL = 2456 lb From CL#2 PLL := (2468 + 0)lb + LLroof(0)•sf PLL = 2468 lb Use 4x14 PL. See appendix for detailed analysis. Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 C1.#4 (ceiline beam) span := 16 -ft cantilever:= 0•ft tribwidth.roof (5.5) -ft tribvddth.ceiling 0 -ft DLb,,, := 20•plf wDL DLroof trtbwidth.roof + DLj1ing'trlb%idth.cei1ing + DLE.wall-(O•ft) + DLbm wDL = 86•plf WLL.roof LLroof tribwidth.roof wl-1,.roof = l 10•plf WLL.ceiling 1= LLattic.uninhabitable'tribwidth.ceiling wLL.ceiling = O•plf Use 6x10DF#1. See appendix for detailed analysis. CL#5 (ceiline beam), omitted. FL#1 (lst floor foist) span:= 11•ft cantilever:= 0 -ft tribwidth := 16•in DLbn, := 0•plf WDL = DLfloor- trib%idth + DLbm wDL = 17.333•plf WLL = LLfloor'mbmdth wLL = 53.333•pif Use 2x8 DF#2 joist g 16" o.c. See following spread sheet for detailed analysis. Page: 4 Sezen 6 Moon Structural Engineering, Inc. vele.: 408.871.7273 274 E. Hamilton Avenue, Sults C fox; 408471.7274 Campbell, CA 95008-0240 Project Name: Le Hors Residence Job: 4486-12 Spread shoal created by Honl 6 SorenS,SE l Member name' RF#1 2x6 Member location' roof rafters Fb Ft Fv Fc (perp) Fc (pmlief) E ................. ��._�_.-....- ai....._..._..... ....._ si .... _.... `i.. ........_._.-... .-...._si ..... ....._...al _............ sl use code Depign values 900 878 180 826 1380 1800000..,,,,,, t DFN2 Lumber load wet beam size beam sizePb 1.25 1.25 rapellllw I duration service temp. stability factor size Bat use member loan factor factor factor factor glb hctor factor factor factor CD CM Ct CL CV CF CCr 0.00 1.25 1.00 1.00 0.992 1.000 1.30 1.90 1 1. load duration 0 CD used beam size Camber used duration factor 1.25 1.25 3500 I repetitive member P -r use Cr used 0.05 three or more 1.15 1 1.15 0.DO two or less 1 0 0.00 1.15 0.00 beam loads values span/load conditions distance wDL1 dead load (plf) 24.00 at midspan span (feet) simple 10.50 wLL1 live load (pit) 40.00 at midspan Conti (feet) no cants 0.00 lbs M max @ span (total) 882 w1 total load (pit) 84 at midspan "a1" (feet) 1.00 wDl2 dead load (plf) 0.00 at cantilever "b1" (feet) 9.50 wLL2 live load (ptf) 0.00 at -Mover "a2" (feel) 3.00 w2 total load (pit) at conttlever "W" (feet) 7.50 wDL3 dead load (pit) 0.00 triangular to right 'a3' (feet) 5.00 wLL3 live load (plf) 0.00 triangular to right "0" (feet) 5.50 inches criteria "a4" cross sectin area used (ine2) w3 total load (pit)triangular to right (feel) 5.50 wDL4 dead load (pit) 0.00 triangular to len "b4" (feet) 5.00 wLL4 live load (plO 0.00 mangular to len span/180 w4 total load (pit) 0 triangular to len aeomet values 20.80 beam width (inches) 1.50 PDL1 point dead load (lb) 0.00 at "at " beam depth (inches) 5.50 PLLl point live load (lb) 0.D0 et "a1" spard360 P1 total point load (lb) �at "a1' material tugs DFa2 Lumber df2 POL2 point dead load (lb) 0.00 at 'a2* span/480 PLL2 point live load (lb) 0.00 at "a2' conditions values P2 total point load (lb) at "a2' quantity (members connected together) 1 PDO point dead load (lb) 0.00 at'a3' beam used upright 1 PLL3 point live load (lb) 0.00 at "a3' beam used on side 0 0.1750 "a3' P3 total point load (lb) at Lu unsupported length > 0 (inches) 12.00 P01-4 point dead load (lb) 0.00 at "a4' Lu/d , 0 2.18 PLL4 point live load (lb) 0.00al "a4' P4 total point load (lb) �at "a4' Shears values V DL (len) 126 PDL -cant point dead load (lb) 0.00 at cantilever V LL (left) 210 PLL -cant point live load (lb) 0.00 at cantilever V DL (right) len side 126 P -cant total point load (lb) at cantilever V LL (right) felt side 210 V OL (right) right 0 V LL (right) ngth side 0 V max (total) 336 w4 w3 P-conl al w2 _ son cdnti V (left) V (right) Ruction 0 left support Reaction ill right support R DL (lbs) 126 R DL (Ibe) 126 R LL lbs 210 R LL lbs 10 Total(lbs) 336 Total Ibe 336 uanti camberterse beam size Camber used --- Radius GLB (stock - 3500-8) 3500 I Sing stock camber 0.047 1 0.05 upright variable camber 0.20 0 0.DO required geometric properties no camber (overide), yes = 1, no - 0 0 0.00 suitable use Moments deflec. cant. suitable us( values 1111-lb.l area req'd (in42) M max @span (DY 331 lbs M men @span (LL) creep used dead load 551 lbs M max @ span (total) 882 lbs M @ cantswer(DL) live road no untaevar 0 lbs M @ ean6ever (LL) 0 lbs lbs M max @ cantilever (total) 0 lbs Consider tree es = 1 no - 0 1 yes tree uanti beam size ---+------s•-----i------ --- --- I Sing I.b X 5.5 DF#2 Lumber simple span beam 0.000 camber (inches) required geometric properties values deflec, span suitable use inches deflec. cant. suitable us( Inches area req'd (in42) 2.24 dead load 0.2959 creep used dead load 0.0000 section mod. mq'd (in -3) 6.35 live load otos, oentrrg 0.3288 live road no untaevar 0.0000 total load okay, roof 1 0.6246 total load tw cantilever deflection deflection actual geometric properties values criteria inches criteria inches cross sectin area used (ine2) 8.25 okay span/120 1.0500 span/240 0.0000 section modulus used (ine3) 7.56 okay span/180 0.7000 span/360 0.0000 moment inertia used (in -4) 20.80 span/240 0.5250 span/480 0.0000 spard360 0.3500 spaN600 0.0000 span/480 0.2625 spanr720 0.0000 span/600 0.2100 spanf720 0.1750 40( 30( 20( 10( -10( -20C -30C -40C Shear Diagram Moment Diagram n 9 A A A in 19 Deflection Diagram -+ -----F-----i------+------F---- r I � ------------ ---+------s•-----i------ --- --- I Moment Diagram n 9 A A A in 19 Deflection Diagram Sezen & Moon Structural Engineering, Inc. volo•:4oea71.n73 274 E. Hamilton Avenue, Bulla C fax: 40841171.7A74 Campbell, CA 88008-0240 Project Name: Le Hors Residence Job: 4486-12 Spread sheet created by Kent 6 $axon. MS. BE Member name: RF#1 2X10 Member location: roof rafters Fb Ft Fv Fc (perp) Fc (parallel) E psi psi sl sl Psi psi Y b75. . ......... ....._............ 180 ....... ..................... _. __626 ............. ..13$0.. ........ - ............ 1600000.._..... 1 0FM2 Lumber load wet X U.Lb beam size Fb duration factor repo Iva deflec, span suitable use inches duration service temp. stability factor size Oat use member form 16.41 factor factor factor (odor gib factor factor factor factor 1.15 CD CM ct CL CV CF cfu values f inches 1.25 1.00 1.00 0.987 1 O 1.10 1.00 0.0000 beam loads values load duration CD CD used X U.Lb -a3 V b3 simple span beam 0.000 camber (inches) duration factor 1.25 1.25 deflec, span suitable use inches o2_b2 __ inches area mq'd (in -2) 3.31 dead load 0.2952 creep used dead load 01y hi section mod. rill (in"3) 16.41 repetitive member Cr use Cr used 0.0000 total load three or more 1.15 1 1.15 Pt� P2� P3� P4� deflection two or less 1 0 0.00 values criteria inches criteria inches cross sectin area used (ine2) 1.15 okay span/120 w4 span/240 0.0000 beam loads values span/load conditions distance span/360 0.0000 moment inertia used (in"4) wDL1 dead bad (plf) 24.00 at midspan span (feet) simple 15.50 0.0000 w3 P -cont wLL1 live load (plf) 40.00 at midspan canti (feel) no conti 0.00 span/480 wl total load (pH) 64 at midspan "a1" (feet) 1.00 span/600 0.3100 wDL2 dead load (plf) 0.00 al cantlever "bi" (feet) 14.50 wt w2 wL1-2 live bad (plo 0.00 at cans l- "a2" (feet) 3.00 1111111111111111111111111 MOM w2 total load (plf) at mnbl- "b2" (feet) 12.50 wDL3 dead load (plo 0.00 ManguWr to right "a3" (feet) 5.00 __-_ _ - s gn conk wL1-3 live load (pit) 0.00 triangular to fight "b3"(feet) 10.50 V (left) V (right) w3 total load (plf)triangular to right '44" (feet) 5.50 wOL4 dead load (pit) 0.00 bianguWi, to len "b4" (feet) 10.00 wL1-4 live load (plf) w4 total load (pH) 0.00 triangular to fen OO triangular to left decimal values Reaction a left support R DL (lbs) 186 Reaction IM right support R DL (lbs) ISO beam width (inches) 1.50 R LL lbs 310 R LL(lbs) 310 PDL1 point dead load (ib) 0.00 at"al" beam depth (inches) 9.25 Total lbs 496 Total lbs 496 PLL1 point live load (lb) 0.00 at "a i" P1 total point load (lb) at 'a 1" material type DF#2 Lumber df2 PDL2 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values camber use Camber used P2 total point load (Ib) at "a2' quantity (members connected together) 1 Radius GLB (stock = 3500 -ft) 3500 P01-3 point dead load (lb) 0.00 at "a3' beam used upright 1 stock camber 0.103 1 0.10 PLL3 point live load (lb) 0.00 at "a3' beam used on side 0 upright variable camber 0.20 0 0.00 P3 total point load (lb) at'aT Lu unsupported length > 0 (inches) 12.00 no camber (overide), yes = 1, rip = 0 0 0.00 PDL4 point dead load (lb) 0.00 at "a4' Lu/d > 0 1.30 PLL4 point live load (lb) 0.00 at "a4' Moments values (ft4b.) P4 total point load (lb) at 'a4' Shears values M max Q span (oL) 720 V DL (Wi1) 186 lbs M max @ epan (LL) 1201 PDL -cant point dead load (lb) 0.00 at-nbl-er V LL (left) 310 lbs M max @ span (total) 1921 PLL -cant point live load (Ib) 0.00 at cantiever V DL (right) len side 186 lbs M a cardAever (DL) 0 P -cant total point load (Ib) at cantilever V LL light) Wirt side 310 lbs M @ -11 ever (LL) 0 V DL (right) right 0 los M max @ cantilever (total) 0 V LL (right) right side 0 lbs V max (total) 496 lbs Consider tree s = 1 no = 0 1 yes tree using 1 1.5 X U.Lb DF#2 Lumber simple span beam 0.000 camber (inches) required geometric properties values deflec, span suitable use inches deflec, cant. suitable us( inches area mq'd (in -2) 3.31 dead load 0.2952 creep used dead load 0.0000 section mod. rill (in"3) 16.41 live load okay, carpet flow 0.3280 live load no cantilever 0.0000 total load okay. calling 0.6233 total load nocandi- F 0.0000 deflection deflection actual -geometric properties values criteria inches criteria inches cross sectin area used (ine2) 13.88 okay span/120 1.5500 span/240 0.0000 section modulus used (ine3) 21.39 okay span/180 1.0333 span/360 0.0000 moment inertia used (in"4) 98.93 sparV240 0.7750 span/480 0.0000 span/360 0.5167 span/600 0.0000 span/480 0.3875 sparl 0.0000 span/600 0.3100 span/720 0.2583 Shear Diagram 600 400 - -- --- -- - --- ---- ;-- - 200 i i r Live Total r r 20 r r r t i i i i -4 i -600 Moment Diagram Deflection Diagram A load Sezen & Moon Structural Engineering, Inc. voice: 408-871-7273 beam size Fb 274 E. Hamilton Avenue, Suite C fax: 400-071.7214 UN... duration Campbell, CA 85008-0240 stability Project Name: Le Hors Residence Job: 4486-12 Spread sheol created by Kent S Se7on MS SL lector fteCler (actor lector gib (actor Member name: RF#2 Member location: ridge CM Ct FbFt Fv Fc (perp) Fc (parallel) E Cr Cf al sl Pal psi P.i use code Design,values, ,. 900 ,676 180 625.1600000 t DF#2 Lumber load wet beam size Fb r palltiva UN... duration service temp, stability feclor size Bal ua member loan lector fteCler (actor lector gib (actor factor factor lector _ _ e2 b2 CD CM Ct CL CV CF lu Cr Cf 1.25 1.00 1.00 0,997 1.000 1 1.30 1.00 1. Shear Diagram I Moment Diagram I Deflection Diagram Live Total ___...�...�_ 09 UN... load duration 92 CD us dL a3 0 duration tactor 1.25 1.25 _ _ e2 b2 repetitive member use Crused o1 t. b1 three or more 1.15 0 0.00 P1� P2� P3� NJ two or less 1 1 1.00 1.00 w4 beam loads values soonfload conditions distance wDL1 dead load (plf) 130.00 at midspan span (feet) simple 8.50 w3 wLL1 live load (plf) 200.00 at midspan canli (feet) no canti 0.00 P -tont wl total load (pit) 330 at midspan "a1" (feet) 1.00 wDL2 dead load (pig 0.00 at caoulever "b 1" (feet) 7.50 w1 w2 wLL2 live load (pit) 0.00 et canal. -ver "a2" (feel) 3.00 w2 total load (pit) at cantilever "b2" (feet) 5.50 wDL3 dead load (plf) 0.00 biengubrto rent "a3"(feet) 5.00 Spon Conti wLL3 live load (pIQ 0.00 trengubr to rapist "b3" (feet) 3.50 V (telt) V (right) w3 total loud (pit) triangular to right "a4" (feet) 5.50 wDL4 dead load (pit) 0.00 inanguiar to tan "t,4" (feet) 3.00 wLL4 live load (pll) w4 total load (pH) 0.00 triangular to len �trbngular to len geometry values Reaction left su ort RDL (lbs) 553 Reaction right su ort RDL(,be) $53 beam width (inches) 3.50 R LL Obs 850 R LL(lbs) 850 PDL1 point dead load (lb) 0.00 at "a1" beam depth (inches) 7.25 Total Qbs) 1403 Total lbs 1403 PLL1 point live load (lb) 0.00 at "at" P1 total point load (lb) at "a1" material tvve DF#2 Lumber df2 PDL2 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values camber ilii Camber Listed P2 total point load (lb) at "a2' quantity (members connected together) 1 Radius GLB (stock = 3500-11) 3500 PDO point dead load (lb) 0.00 at "a3' beam used upright 1 stock camber 0.031 1 0.03 PLL3 point live load (lb) 0.00at "a3' beam used on side 0 upright variable camber 0.09 0 0.00 P3 total point load (lb) �al "a3' Lu unsupported length > 0 (inches) 24.00 no camber (overide), yes = 1, no = 0 0 0.00 PDL4 point dead load (lb) 0.00 at "a4' Lu/d > 0 3.31 PLL4 point live load (lb) 0.00 at "a4' Moments values (ft4b.) P4 total point load (Ib) at "a4' shears values M mex span (DL) 1174 V DL (lett) 553 lbs M max @span (LL) 1906 PDL -cant point dead load (lb) 0.00 at cantilever v LL (bit) 850 lbs M max @ span (total) 2980 PLL -cant point live load (lb) 0.00 at canuever V DL (right) lett aide 553 lbs M cantilever (DL) 0 P{ant total point load (lb) at cantilever V LL (right) left side 950 lbs M @ cantilever (LL) 0 V DL (right) right 0 Its, M max Q cantilever (total) 0 V LL (right) right side 0 lbs V max (total) 1403 lbs Consider tree s - 1 no - 0 1 yes tree uanti beam size sing 3.5 X 7.25 DF#2 Lumber simple span beam 0.000 camber (inches) required geometric properties values deflec, span suitable use inches deflec, cant. suitable us( inches area req'd (in^2) 9.35 dead load 0.1288 creep used dead load 0.0000 section mod. req'd (in -3) 24.53 live load okay, rlle no., 0.1321 five load rw-.in-- 0.0000 total load okay, carpet floor total load no cantilever deflection deflection actual geometric properties values criteria inches criteria inches :ross lectin area used (in^2) 25.38 okay spaN120 0.8500 span/240 0.0000 section modulus used (in -3) 30.66 okay span/180 0.5667 span/360 0.0000 noment inertia used (in^4) 111.15 span/240 0.4250 span/480 0.0000 span/360 0.2833 span/600 0.0000 span/480 0.2125 span/720 0.0000 span/600 0.1700 span)720 0.1417 Shear Diagram I Moment Diagram I Deflection Diagram Live Total Sezen & Moon Structural Engineering, Inc. voice: 408471.7273 274 E. Hamilton Avenue, Butte C fax: 400-871.7274 Campbell, CA 05008-0240 Project Name: Job: Spread sheat created by Kent 6, Sezen, MIS, SE Member name: CL#1, 2X4 Joists Member location: Ceiling Joists Fb _Fat I Fv Fc (perp) , , ,Fc (parallel) E ____...sipsi sl el e l use d Ielpnvalues900 578 180626106060000 DF#2 LumberD.. ... ......................_ ..........................._.._ ..._.........................._ ..._...._....._.................._ ................................ ..... ,..,.,...10..... load wet Reaction A right support beam size Fb repetitive member repetitive Cr used duration service temp. stability factor size netuse member form factor factor factor factor I gib I factor I factor I factor factor CD CM CI CL CV OF Cfu Cr Cf 1.25 1 1.00 1 1.00 1 0.872 1 1,000 1 1,50 1 100 1 1.15 "b3" (feet) load duratlon CD CD used Reaction A right support duration factor 1.25 1.25 R DL (Ibs) 38 repetitive member Cr use Cr used three or more 1.15 1 1.15 two or less 1 0 0.00 0 upright 1.15 beam loads values spanfload conditions wDL1 dead load (pit) 8.00 at midspan span (feet) simple wLL1 live load (pit) 13.50 at midspan canti (feet) no canti wt total load (plf) 21.6 at midspan "a1" (feet) wDL2 dead load (plf) 0.00 at cantilever "b1" (feet) wLL2 live load (pit) 0.00 at canti-er "a2" (feet) w2 total load (plf) at cantilever 'W" (feet) wDL3 dead load (pit) 0.00 triangular to right "a3" (feet) wLL3 live load (pit) 0.00 triangular to right "b3" (feet) w3 total load (plf) trienguler to right "a4" (feet) wDL4 dead load (pl0 0.00 triangular to lett "b4" (feet) wLL4 live load (plf) 0.00 tranguar to left w4 total load (pit) triangular to lett peometry M Q cantilever (LL) beam width (inches) PDLL point dead load (lb) 0.00 at "a1" beam depth (inches) PLL1 point live load (lb) 0.00 at "a1" Ibs P1 total point load (lb) a1 "a1" material type DFM2 Lumber PDL2 point dead load (lb) 0.00 at "a2' Consider tree s - 1 no - 0 PLL2 point live load (lb) 0.00 at "a2' conditions P2 total point load (lb) at "a2' quantity (members connected together) PDL3 point dead load (lb) 0.00 at "a3' beam used upright PLL3 point live load (lb) 0.00 at "0' beam used on side P3 total point load (lb) at "a3' Lu unsupported length > 0 (inches) PDL4 point dead bad (lb) 0.00 at "a4' Lu/d > 0 PLL4 point live load (lb) 0.00 at "a4' P4 total point load (lb) at "a4' shears V DL (left) PDL -cant point dead load (lb) 0.00 at cantilever v LL (len) PLL -cant point live load (lb) 000 at caneever V DL (right) len side lo -cant total point load (lb) at cantilever V LL (right) left aide V DL (right) right V LL (right) no side V max (total) uired geometric properties values req'd (ine2) 0.65 on mod. req'd (ine3) 1.54 actual geometric properties values cross sectin area used pri 5.25 section modulus used (in -3) 3.06 moment inertia used (ine4) 5.36 5near ulagram Ed distance 9.00 0.00 1.00 8.00 3.00 6.00 500 4.00 5.50 3.50 w4 w3 P -cont w1 w2 spon__ cont, v (left) V (right) values Reaction CD left support Reaction A right support values R DL (Ibs) 36 R DL (Ibs) 38 1.50 R LL Ibs 61 R LL Ibs 81 3.50 Total Ibs 97 Total lbs 97 df2 1 0.03 values suitable use inches camber use Camber used 1 total load Radius GLB (stock = 3500 -ft) 3500 no cantilever 0.0 1 inches stock camber 0.035 1 0.03 0 upright variable camber 0.14 0 0.00 108.00 0.2250 no camber (overide), yes = 1, no = 0 0 0.00 30.86 Moments values (H-lb.1 Values M max @span (DL) 81 36 Ibs M max Q span (LL) 137 61 Iba M max @ span (total) 218 36 Ibs M 0 ranblever (DL) 0 61 Ibs M Q cantilever (LL) 0 0 Ina M max @ cantilever (total) 0 0 Ibs 97 Ibs Consider tree s - 1 no - 0 1 yes tree deflec, span suitable use inches dead load 0.2066 live load okay, caning 0.2324 total load okay, ca Ing .4390 deflection no cantilever 0.0 criteria inches okay spa,9120 0.9000 okay span/180 0.6000 span/240 0.4500 span/360 0.3000 span/480 0.2250 span/600 0.1800 span/720 0.1500 Moment Diagram Iple span beam 0.000 camber (inches) deflec. cant. suitable us( inches creep used dead load 0.0000 live load no cantilever 0.0000 total load no cantilever 0.0 deflection criteria inches span/240 0.0000 span/360 0.0000 span/480 0.0000 span/600 0.0000 spanr720 0.0000 Deflection Diagram l a WWWWWIM -U_ Live -Total a Sezen & Moon Structural Engineering, Inc. voice: 408471"7273 r, 274 E. Hamilton Avenue, Suite C fax: 408.871.7274 Campbell, CA 85008.0240 Project Name: Job: Spread sheet created by Kent S. Sezen MS SE t Member name: CL#1, 2X6 joists Member location: celling joists Fb Ft Fv Fc (perp) Fc (parallel) E psi psi psi PSI psi PSI use code IDeslgn values 900 575. 180 625 1350_ _ _ 1600000 1 DF#2 Lumber load wet beam size Fb ropelve llf o3 0 duration service temp. stability factor size net use member loan factor factor factor factor gib factor factor factor factor _' _ b1 CD CM Ct CL CV CF CfuCr 1.15 f 1.25 1.00 1.00 0.854 1.000 1.30 1.00 1.15 0.00 load duration CD CD used o3 0 duration factor 1.25 _ repetitive member Cr use Cr used _' _ b1 three or more 1.15 1 1.15 I' 1� P2� PJ� NJ1.15 two or less 1 0 0.00 w4 beam loads values span/load conditions distance wDL1 dead load (plf) 8.00 at midspan span (feet) simple 14.00 w3 p cont wLL1 live load (pit) 13.50 at midspan canti (feet) no canti 0.00 wl total load (pit) 21.5 at midspan "ON (feet) 1.00 wDL2 dead load (plf) 0.00 st canuever "b1"(feet) 13.00 wt w2 wl-1-2 live load (pit) 0.00 at conuever "a2" (feet) 3.00 11 w2 total load (plf) at cantrlever -b2- (feet) 11.00 wDL3 dead load (pit) 0.00 tnangular to right "0" (feel) 5.00 son conk wLL3 live load (plf) 0.00 triangular to rynt "0" (feet)9.00 V (tell) V (right) w3 total load (plf) tnangular to right "a4" (feet) 5.50 wDL4 dead load (pit) D.DO tosngulxr to len "b4" (feet) 8.50 wL1-4 live load (pit) w4 total load (plf) 0.00 triangular to left tnangular to len eeometry values Reaction lill left support R DL (lbs) 56 Reaction a right support R DL (lbs) 68 beam width (inches) 1.50 R LL lbs 95 R LL lbs 95 PDLL point dead load (lb) 0.00 at "a 1" beam depth (inches) 5.50 Total lbs 161 Total lbs 161 PLLI point live load (ib) 0.00 at "a1" P1 total point load (lb) at "a1" material type DF#2 Lumber df2 PDL2 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values camber use Camber used P2 total point load (lb) Dat "a2' quantity (members connected together) 1 Radius GLB (stock 3500-11) 3500 PDO point dead load (lb) 0.00 at "a3' beam used upright 1 stock camber 0.084 1 0.08 PLL3 point live load (lb) 0.00 at "a3' beam used on side 0 upright variable camber 0.21 0 0.00 P3 total point load (lb) at "a3' Lu unsupported length > 0 (inches) 84.00 no camber (overide), yes = 1, no = 0 0 0.00 PDL4 point dead load (lb) 0.00 at "a4' Lu/d > 0 15.27 PLL4 point live load (lb) 0.00 at "a4' Moments values (ft -lb.) P4 total point load (lb) at"a4' shears values M max span(DL) lee V DL (left) 56 to. M max span (LL) 331 PDL -cant point dead load (lb) 0.00 at cantilever V LL (left) 95 lbs M max @ span (total) 527 PLL -Cant point live load (lb) 0.00 at cantle- V DL (right) left side 56 to. M C canblever (DL) 0 P.cant total point load (lb) at-ntilever V LL (right) tae side 95 Ibe M @ cantilever (LL) 0 V DL (right) right 0 lbs M max @ cantilever (total) 0 V LL (right) ngth side 0 lbs V max (total) 151 lbs Consider creep, s = 1 no = 0 1 yes creep quantity beam size Sing 1 1.5 X 5.5 DF#2 Lumber simple span beam 0.000 camber (Inches) required geometric properties values deflec, span suitable use inches deflec, cant. suitable us( inches area req'd (ine2) 1.00 dead load 0.3116 creep used dead load 0.0000 section mod. req'd fin -3) 4.40 live load okay, «fang 0.3505 live load no untitever 0.0000 total load okay, coning total load roeantilever deflection deflection actual geometric properties values criteria inches criteria inches :rose sectin area used (ine2)$.25 okay spaN120 1.4000 span/240 0.0000 rection modulus used (in"3) 7.56 okay span/180 0.9333 spanl360 0.0000 noment inertia used (in"4) 20.80 span/240 0.7000 span/480 0.0000 span/360 0.4667 span/600 0.0000 span/480 0.3500 span/720 0.0000 span/600 0.2800 span/720 0.2333 Shear Diagram Moment Diagram Live Total Deflection Diagram Eid Sezen & Moon Structural Englneering, Inc. voice: 409.871"7273 274 E. Hamilton Avenue, 8ulte C lou 409.871.7274 Campbell, CA 95008-0240 Project Name: Job: Spread sheet ceded by Kent S. Saxon, MS, SE Member name: CL#1, 2X8 joists Member location: telling foists Flo Ft Fv Fe (perp) Fe (parallel) E (� ............ _pal si Pat al sl psi use code !......._-A.._..............--...--_..........................................................................................._...._............_.....................................................,, ........,.,.,,.............360 1800000 i DF#2 Lumber Desi n.velues 900 676 160 826 1„,,,,,,,„,,,,,,,,,,,,„.,,,,,,,,,,,,,,,,,,,,,,,,,, load wet CD used 1.25 beam ze b repetlllve duralion service temp. stability ftor size Oat use member form repetitive member factor factor factor factor ib Cv factor factor factor factor three or more CD CM Ct CL CF Cfu Cr I cf two or lees 1.25 1.DO 1.00 0.820 1.000 1.20 1.00 1.15 load duration duration factor CD 1.25 CD used 1.25 b3_ _ repetitive member Cr use Cr used _1_ _ b1 three or more 1.15 1 1.15 ) P7� P4� P1� P2ty two or lees 1 0 0.00 1.15 w4 beam loads values spaniload conditions distance wDL1 dead load (plf) 8.00 at midspan span (feet) simple 18.00 w3 P- cont wLL1 live load (pig 13.50 at midspan cant (feet) no cant) 0.00 wl total load (plf) 21.5 at midspan "a1" (feet) 1.00 wOL2 dead load (pit) 0.00 at cantilever "b1" (feet) 17.00 w 1 w2 wL1-2 live load (plo 0.00 at untk- "a2" (feet) 3.00 w2 total load (pit) at cantsever W" (feet) 15.00 wDL3 dead load (pit) O.DO triangular to right *a3" (feet) 5.00 1 anti 'b3" V (cell) V (right) wL1-3 live load (plg w3 total load (pit) 0.00 trianguar to right triangular to right (feet) "&4" (feet) 13 DO 5.50 wDL4 dead load (pit) 0.00 banguar to lee "1" (feel) 12.50 wL1-4 live load (plf) w4 total load (pli)OOtrianguar 0.00 triangular to art to ace seometry values Reaction LO left support R DL (lbs) 72 Reaction ilt right support R DL (lbs) 72 beam width (inches) 1.50 R LL lbs 122 R LL lbs 122 PDLL point dead load (Ib) 0.00 at "al" beam depth (inches) 7.25 Total (lbsl Total lbs 194 PLL1 point live load (lb) 0.00 at "a1" P1 total point load (lb) at "a1" material type DF#2 Lumber df2 PDL2 point dead load (lb) 0.00 at "a2' PLL2 point live load (Ib) 0.00 at W' conditions values camber 1160 Camber used P2 total point load (lb) at "a2' quantity (members connected together) 1 Radius GLB (stock 3500-f1) 3500 PDL3 point dead load (lb) 0.00 at "0' beam used upright 1 stock camber 0.139 1 0.14 PLL3 point live load (lb) 0.00 at "a3' beam used on side 0 upright variable camber 0.25 0 0.00 P3 total point load (lb) Dal "a3' Lu unsupported length > 0 (inches) 72.00 no camber (overide), yes - 1, no 0 0 0.00 PDL4 point dead load (Ib) 0.00 at "a4' Luld > 0 9.93 PLL4 point live load (lb) 0.00 at "a4' Moments values ift4b.) P4 total point load (Ib) at "a4' Shears values M ma. span (DL) 324 V DL (aft) 72 lbs M max Van (LL) 647 PDL -cant point dead load (Ib) 0.00 at cantilever v LL (left) 122 lbs M max @ span (total) 871 PLL -cant point live load (Ib) 0.00 at cantiever V DL (right) art aide 72 lbs M @ -6-(DL) 0 P•eant total point load (lb) at cantlever V LL (100 left aide 122 Ilea M g oanalever (LL) 0 V OL (aghq right 0 lbs M max a cantilever (total) 0 V LL (right) rpth tide 0 lbs V max (total) 194 lbs Consider tree s - 1 no - 0 1 yes tree quantity beam size Sing 1 1 b X 7.25 DF#2 Lumber simple span beam 0.000 camber (inches) required geometric properties values deflec. span suitable use inches deflec, cant. suitable us( inches area req'd (in"2) 1.29 dead load 0.3719 creep used dead load 0.0000 section mod. req'd (in"3) 8.21 live load okay, carpet floor 0.4184 live load no cantilever 0.0000 total load okay, telling .7 O3 total load no cantilever deflection deflection actual geometric properties values criteria inches criteria inches cross sectin area used (in"2) 10.88 okay span/120 1.8000 span/240 0.0000 section modulus used (in"3) 13.14 okay sparu180 1.2000 span/360 0.0000 moment inertia used (in"4) 47.63 span/240 0.9000 span/480 0.0000 span/360 0.6000 span/600 0.0000 span/480 0.4500 span/720 0.0000 span/600 0.3600 spanr720 0.3000 Shear Diagram 15( 10( A of 15( Moment Diagram Deflection Diagram Live a�Total j Sezen & Moon Structural Engineering, Inc. voice: 408471-7273 274 E. Hamilton Avenue, Suite C fax; 408-87I.7274 Campbell, CA 95008.0240 Project Name: - -Job: Spread shoot created by Krol 6, Saxon, MS, BE Member name: CL#1, 2X10 joists Member location: ceiling joists Fl�Fl Fv Fc (perp) Fc (parallel) list) E Psi P. i psi psi 11.1 pill, use d .. ........... I ........... ............................................ Mesl9rvalues 900 675 180 626 DF#2 Lumber . I....., ............................................... - ........... .......... - ............ - .............. - .......... load wet CD used beam 51zaFb repeltive duration factor duration service temp. stability factor size flat use mambo, form facto' factor facto ' factor 01b factor factor facto factor repetitive member CD CM Ct CL CV CF Cfu Cr cf three or more 1.25 1.00 1.00 1 0Z42 1,000 1.10 1.00 1.161,02 two or less load duration CD CD used duration factor 1.25 b, o1 61 repetitive member Cr use Cr used three or more 1.15 1 1.15 two or less 1 0 0.00 beam loads values spanfload conditions distance wDL1 dead load (plo 8.00 at midspan span (feet) simple 22.00 w3 P cunt wLL1 live load (plf) 13.50 at midspan canti (feet) no tank 0.00 wl total load (plf) 21.5 at midspan "at" (feet) 1.00 wDL2 dead load (plf) 0.00 at cantilever "bl- (feel) 21.00 wl 0 mmmmflL��W wLL2 live load (plf) 0.00 at cantilever .11. (feet) 3.00 w2 total load (pff) at cantlever "W" (feet) 19.00 son wDL3 dead load (plf) 0.00 triangular to right "a3" (feet) 5.00 V (1,,R) V (right) wLL3 live load (plf) 0.00 triongula(to right "W" (feet) 17.00 w3 total load (plf) triangular to right `a4" (feet) 5.50 wDL4 dead load (ion wLL4 live load (plf) w4 total load (plf) 0.00 triangular to 1.11 0.00 triangular to left triangular to left .1" (feet) geometry 16.50 values Reaction a left support Reaction lis, right support R DL (lbs) 88 R DL (lbs) as beam width (inches) 1.50 R LL (lbs) 149 R LL (lbs) 149 PDL1 point dead load (lb) O.Do at "al" beam depth (inches) 9.25 Total lbs 237 Total Obs) 237_ PLL I point live load (lb) 0.00 at "al* P1 total point load (lb) Dat"al" material type DF#2 Lumber df2 PDL2 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values camber use Camber. used P2 total point load (lb) Dat "a2' quantity (members connected together) i Radius GLB (stock = 3500-0) 3500 PDL3 point dead load (lb) 0.00 at "0' beam used upright 1 stock camber 0.207 1 0.21 PLU point live load (lb) O.DO at "0' beam used on side 0 upright variable camber 0.27 0 0.00 P3 total point load (lb) Dat "aT Lu unsupported length > 0 (inches) 88.00 no camber (overide), yes - 1, no = 0 0 0.00 PDL4 point dead load (11b) 0.00 at "a4' Lu/d > 0 9.51 PLL4 point live load (lb) 0.00 at "a4' Moments values ift4b. P4 total point load (lb) at "a4' Shears values M max 42 span (DL) 484 V DL (Wit) 88 lbs M max Q span (LL) 818 PDL -cont point dead load (lb) 0.00 at cantileve, V LL (left) 149 lbs M max @ span (total) 1300 PLL -cant point live load (lb) 0.00 at cartiever V DL (right) left side 88 lb. M Q cantlle,rer (DL) 0 P -cant total point load (lb) at carti V LL light) left side 149 lb. M C -blever (LL) 0 V DL (fight) right 0 lb. M max @ cantilever (total) 0 V LL (light) ligth ads 0 lbs V max (total) 237 lbs Consider creep, yes = 1, no - 0 1 s creep quant) beam size Using I.b X U.Zb DF#2 Lumber simple span beam 0.000 camber (inches) required geometric properties values deflec, span suitable use inches deflec, cant. suitable ust inches aneareci'd (in^2) 1.58 dead load 0.3994 creep used dead load 0.0000 section mod. rect'd (inA3) 17.07 live food .-Y, carp. fl-,, 0.4493 live load no ca.flte_' 0.0000 total load okay, ceiling 0.8487 total load no cantilever deflection deflection actual geometric properties values criteria inches criteria inches cross sectin area used (inA2) 13.88 okay span/120 2.2000 span/240 0.0000 section modulus used (in'3) 21.39 okay span/180 1.4667 span/360 0.0000 moment inertia used (inA4) 98.93 span/240 1.1000 span/480 0.0000 span/360 0.7333 span/600 0.0000 span/480 0.5500 span1720 0.0000 span/600 0.4400 span/720 0.3667 Shear Diagram Ed Moment Diagram , f - - , �' lig 5Total i Deflection Diagram Ed Sezen & Moon Structural Engineering, Inc. voice: 408471.7273 274 E. Hamilton Avenue, Butte C fax; 408471.7;74 Campbell, CA 9600E-0240 Project Name: Le Hors Residence Job: 4466-12 Spread shoat created by Karl S. Sagan MS. 6E Member name: CL#2 Member location; Ceiling beam Fb Ft Fv Fc (perp) Fc (parallel) E ............................ si sl sl sl psi PSI use code ..._........ji ... ...._...................................................._,..._...,......,......................................,........................................._........................................ 00 0 24F Glu Lam Desi n values 2400 1100 285 860 1650 17000,.,,,,,,, load wet beam size Fb ropetlllve duration service temp. stability factor size Oat use member form factor factor factor 1 factor gib factor factor I factor factor CD I CM Ct CL cV CF Cfu Cr Cf repetitive member 1.25 1.00 1.D0 0.871 0. 7 not used 1,00 1 1 An three or more Shear Diagram 0.6) 1 9 Deflection Diagram load duration CD CD used u3_ duration factor 1.25 _ _ _b3 repetitive member Cr use Cr used three or more 1.15 0 0.00 two or less 1 1 1.00 1.00 11 beam loads values }panllosd conditions distance wDL1 dead load (plf) 209.00 at midspan span (feet) simple 23.50 w.7 wLL1 live load (pig 210.00 at midspan canli (feet) no cant] 0.00 P- coral wl total load (pit) 419 at midspan "a1" (feet) 1.00 wDL2 dead load (plf) 0.00 et cants- "b1" (feet) 22.50 w1 w2 wL1-2 live load (plf) 0.00 at cantl- "a2" (feet) 3.00 111 ILL" w2 total load (plf) at cantilever W" (feet) 20.50 wDL3 dead load (plf) 0.00 triangular to right "a3"(feat) 5.00 -- sPOn coral] - wL1-3 live load (pig 0.00 triangular to right "b3" (feet) 18.50 V (100) V (right) w3 total load (plf) triangular to right "a4"(feet) 5.50 wDL4 dead load (plf) 0.00 triangular to left "b4"(feet) 18.00 wLL4 live load (plf) w4 total load (pH) 0.00 blangular to len triangular to len peometry values Reaction left support R DL (Ibs) 2456 Reaction right support R DL (Ibs) 245E beam width (inches) 5.13 R LL Ibs 2468 R LL Ibs 2466 PDL1 point dead load (lb) 0.00 at "at" beam depth (inches) 15.00 Total(lbs)__4923 Total Ibs 4923 PLL1 point live load (lb) 0.00 at "a 1" Pt total point load (lb) at "at" material type 24F Glu Lam gl PDI -2 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values camber use Camber used P2 total point load (lb) at "a2' quantity (members connected together) 1 Radius GLB (stock = 3500 -ft) 3500 PDL3 point dead load (lb) 0.00 at "a3' beam used upright 1 stock camber 0.237 0 0.00 PLL3 point live load (lb) 0.00 at "a3' beam used on side 0 upright variable camber 0.59 1 0.59 P3 total point load (lb) at "a3' Lu unsupported length > 0 (inches) 282.00 no camber (overide), yes - 1, no = 0 0 0.59 PDI -4 point dead load (lb) 0.00 at "a4' Lu/d > 0 18.80 PLL4 point live load (lb) 0.00 at "a4' Moments values (ftJb.l P4 total point load (lb) at "a4' Shears values M melt @ span (DL) 14422 V DL (0) 2456 Ibs M max @span (LL) 14491 PDL -cant point dead load (lb) 0.00 at cantiever V LL (left) 2468 be M max @ span (total) 28913 PLL -cant point live load (lb) 0.00 at cantiever V DL (right) len side 2456 Ibs M @ cantilever (DL) 0 Plant total point load (lb) at cantiever V LL (right) len side 2468 Ibs M @ cantilever (LL) 0 V DL (right) right 0 Ibs M max @ cantilever (total) 0 V LL (right) tiger wde 0 Ibs V max (total) 4923 lbs Consider creep2 yes = 1 no - 0 1 yes tree quantity beam size Using 1 5.125 X 15 24F Glu Lam simple span beam 0.585 camber (inches) required geometric properties values deflec, span suitable use inches deflec, cant. suitable usl inches area req'd (in"2) 22.29 dead load camber used 0.0000 creep used dead load 0.0000 section mod. req'd (in -3) 132.80 live load okay, nailing 0.5878 live load no cantilever 0.0000 total load okay, carpet floor 0.5$7$ total load no cantilever deflection deflection actual geometric properties values criteria inches criteria inches :rose sectin area used (in"2) 76.$$ okay span/120 2.3500 spard240 0.0000 :action modulus used (in -3) 192.19 okay span/180 1.5667 span/360 0.0000 noment inertia used (ins4) 1441.41 span/240 1.1750 span/480 0.0000 span/360 0.7833 span/600 0.0000 span/460 0.5875 spanf720 0.0000 span/600 0.4700 spanr720 0.3917 Shear Diagram 0.6) 1 9 Deflection Diagram load Sezen & Moon Structural Engineering, Inc. voice: 408.871.7273 Reaction beam 274 E. Hamilton Avenue, Sults C fax: 408-871-7274 repetitive member repetitive Campbell, CA 85008-0240 service Project Name: Le Hors Residence rob: 4486-12 Spread sheet created by Kohl S Sarah, MS, SE Member name: CLO Member location: ceiling beam factor Fb Ft Fv Fc (parp) Fe (parallel) E factor sf si psi psi psi psi use code Design values..._ ��,2900.............. 2025_.. 290__...._......._.__.......... 760 ., _ 2900 ,,,,__......,., 2000000_._ 35 PSL-parallam load wet Reaction beam size Fb repetitive member repetitive duration service temp. stability factor slza Bat use member form factor factor factor factor glb is factor factor factor CD CM C1 CL CV CF fu Cr f 1.25 1.00 1.00 0.725 1.000 0.08 1.00 100 1.00 load duration CD CD used Reaction duration factor 1.25 1.25 R DL (lbs) 1181 repetitive member Cr use Cr used three or more 1.15 0 0.00 two Or less 1 1 1.00 1.00 beam loads values spanfload conditions wDL1 dead load (pio 80.00 at midspan span (feet) simple wL1-1 live load (plf) 40.00 at midspan canti (feet) no cants w1 total load (pit) 120 at midspan "at" (feet) wDL2 dead load (pit) 0.00 at cantilever "b1"(feet) vvLL2 live load (pig 0.00 at cantilever "a2" (feet) w2 total load (pit) M cantilever W" (feet) wDL3 dead load (pit) 0.00 triangular to rpm "a3" (feet) wLL3 live load (plf) 0.00 triangular to right 'b3" (feet) w3 total load (pH) O triangular to right "&4" (feet) wDL4 dead load (pit) 0.00 triangular to lett "b4" (feet) wLL4 live load (plf) 0.00 triangular to len 1.1000 6593 Otriangular lbs M max Q span (LL) w4 total load (pit) to left peome lbs M max @ span (total) 16308 beam width (inches) PDL1 point dead load (lb) 0.00 at "a1" beam depth (inches) PLO point live load (lb) 0.00 at "a1" P1 total point load (lb) OO at "at" material type PSL-parallam PDL2 point dead load (lb) 0.00 at "a2' lbs PLL2 point live load (lb) 0.00 at "a2' conditions P2 total point load (lb) at "a2' quantity (members connected together) PDL3 point dead load (lb) 2456.00 at "a3' beam used upright PLL3 point live load (lb) 2468.00 at "a3' beam used on side P3 total point load (lb) 4924 a1 "a3' Lu unsupported length > 0 (inches) PDL4 point dead load (lb) 0.00 at "a4' Lufd > 0 PLL4 point live load (lb) 0.00 at "a4' P4 total point load (lb) at "a4' Shears; V DL (left) PDL -cant point dead load (lb) D.DD at cantilever V LL (left) PLL -cant point live load (ib) 0.00 at cantilever V DL (light) len side Pcant total point load (lb) at canuever V LL (right) left side V DL (right) right V LL (right) rigth aide V max (total) w4 distance 16.50 0.00 1.00 15.50 3.00 13.50 13.00 3.50 V 14.00 2.50 P -cont Using 7 Reaction LED left support Reaction A right support values R DL (lbs) 1181 R DL (lbs) 2595 3.50 R LL lbs 854 R LL lbs 274 14.00 Total lbs 2034 Total lbs 4870 pi section mod. mq'd (in -3) 75.79 live load values camber use camber used 1 Radius GLB (stock c 3500-h) 3500 total load no cantilever r 1 stock camber 0.117 0 0.00 0 upright variable camber 0.23 1 0.23 198.00 no camber (overide), yes - 1, no • 0 0 0.00 14.14 cross sectin area used (ina2) 49.00 okay spaN120 1.6500 Moments 0.0000 values fit-Ib.1 values M max Q pan (DL) 1.1000 6593 1181 lbs M max Q span (LL) 800.33 7716 854 lbs M max @ span (total) 16308 2595 His M Q cantilever (DL) span/36o 0 2274 lbs M Q cantilever (LL) 0 0 lbs M max @ cantilever (total) 0 0 lbs span/600 4870 lbs Consider creep, s - 1 no . 0 1 yes cre Using 7 S.b X 94 PSL-parallam simple span beam 0.000 camber (inches) required geometric properties values deflec, span suitable use inches deflec, cant suitable us( inches area req'd (ina2) 20.15 dead load 0.3503 creep used dead load 0.0000 section mod. mq'd (in -3) 75.79 live load I.Y.ot floor 0.1930 live load no cantilever 0.0000 total load okay, carpet floor 0.54 3 total load no cantilever r 0.0000 deflection deflection actual geometric properties values criteria inches criteria inches cross sectin area used (ina2) 49.00 okay spaN120 1.6500 span/240 0.0000 section modulus used (ina3) 114.33 okay span/180 1.1000 span/360 0.0000 moment inertia used (ina4) 800.33 span/240 0.8250 span/480 0.0000 span/36o 0.5500 span/600 0.0000 span/480 0.4125 spanf720 0.0000 span/600 0.3300 span/720 0.2750 300( 200( 100( ( 100( Shear Diagram 5ij 1800 1600( 800 600 400 2000 0 Moment Diagram I I I I 1 I I F --- +--- ---- +--- -___+-__ I I I I I I I I I I 1 I -- `---'----`---'- I I 1 I I I 1 I I I I I I r ___T___T--- I I I I I I 5ij 1800 1600( 800 600 400 2000 0 Moment Diagram n 9 A R R 1n 19 1d 1R lit Deflection Diagram I I I I 1 I I I I I I I I I 1 i I I I I I I 1 I I I 1 I I 1 I I I I n 9 A R R 1n 19 1d 1R lit Deflection Diagram Sezen & Moon Structural Engineering, Inc. voice: 401471.7273 274 E. Hamilton Avenue, Suite C fax: 40111-111 Campbell, CA 95008-0240 ' Pro)ect Name: Le Hors Residence Job: 4486-12 Spread sheet created by Komi S, 9ezen, M$, SE Member name: CL#4 Member location: ceiling beam FbFt Fv Fe (perp) Fc (parallel) E r_.._...._.-_-_... sl d sl sl sl el use code ..... _...................._.. iDesign. yalues.. _....._1.35 676 17 626 926 1600000........ DF#1 Timber _._. 0...... ......- - .......................... load wet dead load boom s ze b total load repel tive 1.25 1.25 duration service temp stability lector size flat use member form -_off b1 factor factor factor factor glb facto factor factor factor 5 Co CM CI QL CV CF Rfu Cr Cf 1.25 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 wDL1 dead load (pIQ load duration CD CD of dead load 0.3023 live load - a3 __.._.....__ b3 _. total load duration factor 1.25 1.25 criteria inches o2b2 - 1.6000 repetitive member Cr lyse Crused 0.8000 span1360 -_off b1 sparJ480 three or more 1.' 0 0.� spard720 0.2667 Pl� P2� P3j NJ two or ss 5 1.00 w4 beam loads values spsnAosd conditions distance wDL1 dead load (pIQ 86.00 at midspan span (feet) simple 16.00 w3 P -cont wLL1 live load (plf) 110.00 at midspan cant) (feet) no canti 0.00 wt total load (pit) 196 at midspan "a1" (feel) 1.00 wDL2 dead load (plf) 0.00 at card- "b1"(feet) 15.00 col w2 wLL2 live load (plt) 0.00 at eantllwer "a2" (feel) 3.00 w2 total load (pit) at candwer W" (feet) 13.00 wDL3 dead load (pit) 0.00 triangular to right "0" (feet) 13.00 --- son Conti "W" V (left) V (right) wLL3 live load (pit) w3 total load (pit) 0.00 triangukr to right slinguler to right (feet) "ail" (feet) 3.00 14.00 wDL4 dead load (pit) 0.00 triangular to len "b4" (feet) 2.00 wLL4 live load (pIQ 0.00 wanguler to fart Reaction a left support Reaction IM right support w4 total load (pit) 0triangular to len coometry values R DL (lbs) 688 R DL (lbs) 688 beam width (inches) 5.50 R LLObs) 880 R LLObs) 880 PDL1 point dead load (lb) 0.00 at "a 1" beam depth (inches) 9.50 Total lbs 1668 Total lbs 1668 PLU point live load (lb) 0.00 at "a1" P7 total point load (Ib) at "a1" material type DFs1 Timber d11. PDL2 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values combor use Camber used P2 total point load (lb) at "a2' quantity (members connected together) 1 Radius GLB (stock = 3500-%) 3500 PDO point dead load (lb) 0.00 at "a3' beam used upright 1 stock camber 0.110 0 0.00 PLL3 point live load (lb) 0.00 at "a3' beam used on side 0 upright variable camber 0.20 1 0.20 P3 total point load (Ib) at "0' Lu unsupported length > 0 (inches) 192.00 no camber (overide), yes = 1, no = 0 0 0.00 PDL4 point dead load (lb) 0.00 at "a4' Luld > 0 20.21 PLL4 point live load (lb) 0.00 at "a4' Moments valyes.(114to) P4 total point load (lb) at "a4' Shears values M max span (DL) 2750 V DL (len) 688 lbs M mmr Q span (LL) 3518 PDL -cant point dead load (lb) 0.00 at cantilever V LL (len) 880 IIx M max @ span (total) 6268 PLL -cant point live load (ib) 0.00 at cantilever V DL (right) left side 688 lbs M @ Candi- (DL) 0 lo -cant total point load (lb) at candever V LL (right) len side 880 lbs M Q oanelever (LL) 0 V DL (right) right 0 lbs M max @ cantilever (total) o V LL (light) rigth side 0 lbs V max (total) 1568 lbs Consider tree s = 1 no = 0 1 yes creep uired geometric properties values req'd (in -2) 11.07 on mod. req'd (ina3) 45.37 actual geometric properties values cross sectin area used (irl 52.25 section modulus used (ine3) 82.73 moment inertia used (in"4) 392.96 Shear Diagram Ed deflec, span suitable use inches dead load 0.3023 live load okay, tile floor 0.2576 total load okay, ceiting 0.5 deflection criteria inches okay span/120 1.6000 okay spanl180 1.0667 spanl240 0.8000 span1360 0.5333 sparJ480 0.4000 spanl600 0.3200 spard720 0.2667 Moment Diagram simple span beam 0.000 camber (Inches) deflec, cant. suitable us( inches creep used dead load 0.0000 live load no cantilever 0.0000 total load no cantilever deflection criteria inches spanl240 0.0000 span1360 0.0000 spanl480 0.0000 spanl600 0.0000 spanl720 0.0000 r Live Notal load wet Sezen & Moon Structural Engineering, Inc. volae: 408"871"7273 ' . b 274 E. Hamilton Avenue, Butte C fax: 406.811.7214 repetitive member duration service Campbell, CA 95008-0240 factor Project Name: Le Hors Residence Job: 4486-12 Spread sheet created by Kent B. Se=en M6 6E Member name: FL#1 Member location: 1 at floor foists factor FbFt Fv Fc (perp) Fe (parallel) E Ct CL at sl sl sl psi psi use • Deslian values 900 575 180 625 _ ,1350 1600000 t DF#2 Lumber load wet beam size b 1.00 1.00 repetitive repetitive member duration service temp. stability factor size net use member form factor factor factor factor gib factor factor factor factor CD CM Ct CL CV CF Cfu Cr wt total load (pit) 1.00 1.00 1.00 0.992 1.000 1.20 1.00 1.1 0.00 at cantlever load duration CD CD used P left support duration factor 1.00 1.00 R DL (lbs) repetitive member Cr use Cr used three or more 1.15 1 1.15 two or leu 1 0 000 Total Obs 398 df2 1.15 beam loads values span/load conditions wDLi dead load (plo 18.00 at midspan span (feet) simple wLL1 live load (plf) 54.00 at midspan canti (feet) no cantl wt total load (pit) 72 at midspan "a 1"(feet) vvDL2 dead load (plo 0.00 at cantilever "b1" (feet) wLL2 live load (plo 0.00 at cantlever "a2" (feet) w2 total load (plf) at cantilever -b2- (feet) wDL3 dead load (plf) 0.00 triangular to right "a3"(feel) wLL3 live load (plo 0.00 triangular to right "b3" (feet) w3 total load (pit)triangular to right "84" (feet) wDL4 dead load (plo 0.00 inangular to len "b4" (feel) wLL4 live load (plo 0.00 triangular to len be w4 total load (pit) triangular to left geometry be M max @ span (total) 1069 beam width (inches) PDLi point dead load (lb) 0.00 at "a1" beam depth (inches) PLL1 point live load (Ob) 0.00 at "a 1" M a cantilever (LL) P1 total point load (lb) at "a1" material tvoe DF#2 Lumber PDL2 point dead load (lb) 0.00 at "a2' Ibe PLL2 point live load (lb) 0.00 at "a2' conditions P2 total point load (lb) at "a2' quantity (members connected together) PDO point dead load (lb) 0.00 at "a3' beam used upright PLL3 point live load (lb) 0.00 at "0' beam used on side P3 total point load (lb) at "a3' Lu unsupported length > 0 (inches) PDL4 point dead load (Ob) 0.00 at "a4' Luld > 0 PLL4 point live load (lb) 0.00 at "a4' P4 total point load (lb) at "a4' Shears V DL (bit) PDL -cant point dead load (lb) 0.00 at candever v LL (len) PLL -cant point live load (lb) 0.00 at cantilever V DL (right) telt side load P -cant total point (lb) at cantilever V LL (right) left aide V DL (right) rght V LL (right) igm side V max (total) distance 11.00 0.00 1.00 10.00 3.00 8.00 5.00 6.00 5.50 5.50 w4 w311MUMITHEI 111I]TI , 1LTT11TTTTT1 J p. .tical vel w_ ___.___-_._span V (left) V (right) ---iii Sing Reaction P left support Reaction it right support values R DL (lbs) 99 R DL (lbs) 99 1.50 R LL lbs 297 R LL lbs 297 7.25 Total lbs 398 Total Obs 398 df2 0.1167 veep used dead load values section mod. req'd (in"3) camber use Cs tuber used 1 live load Radius GLB (stock • 3500-h) 3500 1 ------ stock camber 0.052 1 0.05 0 upright variable camber 0.08 0 0.00 12.00 deflection no camber (overide), yes - 1, no 0 0 0.00 1.66 actual geometric properties values criteria inches Momenta values (ft-lb.l values cross sectin area used (in -2) M max a open (Dy 272 99 be M mac a open (LL) 817 297 be M max @ span (total) 1069 99 les M @ cantswer (DL) 0 297 ext M a cantilever (LL) 0 0 be M max @ cantilever (total) 0 0 Ibe spanl360 0.3667 396 lbs Consider tree s . 1 no . 0 1 yes tree Sing I.b oXa n DF#2 Lumber simple span beam 0.000 camber (inches) required geometric properties values defiec, span suitable use inches deflec, cant. suitable us( inches area mq'd (ine2) 3.30 dead load 0.1167 veep used dead load 0.0000 section mod. req'd (in"3) 10.61 live load okay, carpet floor 0.2334 live load no cantilever 0.0000 ------ total load okay, carpet floor 1 0.3501 total load no cantilever -0.4- 0 2 deflection 6 deflection 10 12 actual geometric properties values criteria inches criteria inches cross sectin area used (in -2) 10.88 okay span1120 1.1000 spari 0.0000 section modulus used (in -3) 13.14 okay spant180 0.7333 spari 0.0000 moment Inertia used (in -4) 47.63 spant240 0.5500 span/480 0.0000 spanl360 0.3667 span/600 0.0000 span/480 0.2750 spant720 0.0000 spant600 0.2200 span1720 0.1833 Shear Diagram Moment Diagram Deflection Diagram 0 -0.1 0.1 T-- -0.2 ---- r ----T-----T-----T , -r---- ------ -0.4- 0 2 4 6 8 10 12 3. Lateral Analysis X 4 � Q / y.r 3 N ----------------------- 1 f- -1-------------- \ r ----------- ------------------------------------- .0-01 _ ________ _______ _____________ -.0-01 1-.O/ .9-Zl ,ll -SI Al -,ll ,0-,91 G ,l r-,Qll *� n u no s 0 ` 1 Y M 1 s � ----------------- 1 loon 1 1 / n __ _t_____________ 1 ' I _ , --------------- I r'' I J] -Al 1 -At Jh-.Zl ,11-S1 AI -,u ,0-,91 s 0 Date 9/5/2012 Sezen & Moon Structural Engineering, Inc. Page 91 9:20 AM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ Aoi.Com Building Area Areafloor = 3004.5•sf height,,,, = 8.Oft R = 6.5 Cs = 0.2564 catagoryseismic.design = "Seismic Design Catagory E" D. Summary of Diaphragm Loads Diaphragm Loads of roof; "X" & "Y" Direction. VD := FP VD = 29.8083 -kip Areatioor = 3004.5000•sf r 'YD ,'roof_ �,,• Q1% 22 .9 12 psf Area�or E. Summary of Shear -wall Loads Determining the Reliability/Redundancy Factor for shear -walls 1st Floor : X" and "Y" - Direction V,:= F VD := Fp Vs = 16.0506 -kip VD = 29.8083 -kip Note: Vs is the original base shear, which would be the governing lateral load of either wind or seismic. VD is the elevated diaphragm lateral load. C,d VD --------------- 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Conterminous 48 States ---� 2003 NEHRP Seismic Design Provisions Latitude = 37.298772 Longitude = -122.06186700000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 2.,LQO Ss, Site Class B) 1.0 QJgIS-(S..1,_.Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 37.298772 Longitude = -122.06186700000002 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class C - Fa_�:-.1 0 ,Fv =.1.3 Period Sa (sec) (g) 0.2 2.500 (SMs, Site Class C) 1.0 1.194 (SM1, Site Class C) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 37.298772 Longitude = -122.06186700000002 Design Spectral Response Accelerations SDs and SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class C - Fa = 1.0 ,Fv = 1.3 Period Sa (sec) (g) 0.2 1.667 (SDs, Site Class C) 1.0 0.73a 1, Site Class C) 44,26 , I e,? LC, H 0 (1, Pte, v" ��YIYo SD1 K 6 k .12- , I --e' h - Y � Imo'; UPP GEOTECHNOLOGY Project Name: Le Hors 27 April 2012 a division of C2EARTH, INC. Document Id. 120030-01 R 1 Page 7 of 14 in the 2010 California Building Code (CBC). The mapped spectral accelerations and site coefficients were computed using the USGS Earthquake Ground Motion Parameters program (version 5.1.0 — 2/10/2011) using the ASCE 7 standard. Design Parameters Latitude = 37.29861 ° Longitude = -122.06180° s=C SS = 2.5 S1 = 0.919 Fa = 1.0 F = 1.3 v Experience has shown that earthquake -related distress to structures can be substantially mitigated by quality construction. We recommend that a qualified and reputable contractor and skilled craftsmen build the associated improvements. We also recommend that the project designer monitor the construction to make sure that their designs and recommendations are properly interpreted and constructed. 6.3. Earthwork We anticipate only a moderate amount of excavation will be required to install the drainage provision, underpin the foundation, and construct the additions. In general, excavated material should be ofd hauled from the site. A minor amount of fill placement is anticipated for concrete slabs -on -grade and trench backfill. Contact us to provide additional recommendations if further fill placement is planned. Place fill for concrete slabs -on -grade and trench backfill in accordance with the following recommendations. 6.3.1. Compaction Procedures • Prior to fill placement, scarify the surface to receive the fill to a depth of 6 inches. • Moisture condition the imported fill to the materials' approximate optimum moisture content. • Spread and compact the fill in lifts not exceeding 8 inches in loose thickness. • Compact the fill to at least 90% relative compaction by the Modified Proctor Test method, in general accordance with the ASTM Test Designation D1557 (latest revision). • Contact C2 to observe and test the compaction of the fill. 6.3.2. Trench Backfill • Backfill all utility trenches with compacted engineered fill. Copyright — =arth. Inc. 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave. Suite A, Campbell, CA 95008 1 C2,,@_G2Earth.com 1 www.UEarth.com 3.1. Determination of lateral Loads • Determination of lateral Wind Loads • Determination of Building Mass • Determination of Seismic Loads • Vertical Redistribution of Lateral Forces • Determination of Diaphragm Loads Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page 1 4:36 PM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kin = 1000 -lb sf a ft Cf m fl3 pli = In plf = ft kli = 1000•pli klf = 1000•plf psi = lb psf = lb ksi re 1000 -psi ksf a 1000•psf in fl pci = Ib pcf = lb kci = 1000•pci kcf = 1000•pcf in3 ft3 Le Hors Residence. Job: 4486-12 Determining design lateral loads from wind or seismic A. Wind load calculations (ASCE 7-05 Chapter 6, Section 6.4 Method -I; Simplified procedure) A.1 Buildinlj dimensions areas follows. Building elevations Elevfloor 0 -ft Elevplate 8•ft Elevridge 12 -ft 1st floor dimensions. floor,, := 119 -ft Roof dimensions. roof, := floors + 3 -ft Roof slope rise := 4 run := 12 Crises eroofslope -= ,,tan /I run heights. heightr.,,f := Elevridge — Elevplate height,,,,, := Elevplate — Elevfloor floory := 51 -ft roofs := floory + 3 -ft heightroof mean heightroof := Elevplate + 2 Oroofslope=18.4349-deg heightroof = 4.0 ft height,vall = 8.0 ft mean_heightroof = 10.0 ft 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page 2 4:36 PM 274 E. Hamilton Ave #C Voi ce: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com I3uiIdinL, edge strip per Note 10 in Fie. 6-2. ax := max(min(0.I-roofx,0.4•mean_heightr,,,l),0.04•roof,,,3•ft) ay:= max(min(0.1•roofy,0.4•mean_height,01),0.04•roofy,3•R) A.2 Wind load calculations as per Method -I Ps = X.K,,-]-Ps30 Main Wind Force Resisting System - Method -I condition, := 0 Input yeses, no=1 for Simple building diaphragm per Section 6.2 ax = 4.9 ft ay, =4.0ft condition2 := 0 Input yeses, no=1 for Low-rise building mean roof height < 60 R per Section 6.2 condition3 := 0 Input yeses, no=1 for Building enclosed per Section 6.2 condition4 := 0 Input yeses, no=1 for Regular -shaped building per Section 6.2 conditions := 0 Input yeses, no=1 for Not flexible building per Section 6.2 [T<1 sec. T=0.1 x (no. of story)] condition6 := 0 Input yeses, no=1 forNo special wind characteristics, vortex, galloping, channeling or buffeting. conditions := 0 Input yeses, no=1 forApprox. symmetrical w/ flat, gable or hip roof conditions := 0 Input yeses, no=1 for No torsional effects per Note 4 of Fig. 6-10. sumcondition condition, + condition2 + condition3 + condition4 + condition5 + condition6 + conditions + condition8 applicabilityMethod_I := if(sumcondition > 1, "Method -I is NOTapplicable, Use Method -II Analytical" , "Method -I is applicable" applicabilityMethoa 1 = "Method -I is applicable" X:= 1.21 Exposure "C", 7,,: Adjustment factor for building height and exposure from ASCE 7-05, Fig. 6-2. mean_heightroof = 10.0 ft Mean roof Exposure height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page 3 4:36 PM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ AOI.Com K,,,:= 1.00 Topographical factor from Section 6.5.7, unless topographic reports is provided by others. 1:= 1.0 Importance Factor from Table 6-1, Category -11 Non -Hurricane Prone Regions V=85-100 mph erootslope = 18.4349 -deg Basic Wind Roof Load 12.8260•psf Ps.D:= >1'KZt'I'Ps30.D Ps.D = Speed (mph) Angle Case Horizontal Pressures -6.1 -19.3 (degrees) -13.8 A B C D -15.1 0 to 5 1 11.5 -5.9 7.6 -3.5 -13.8 10 1 12.9 -5.4 8.6 -3.1 85 mph 15 1 14.4 -4.8 9.6 -2.7 -0.7 20 1 15.9 -4.2 10.6 -2.3 -6.7 25 1 14.4 2.3 10.4 2.4 - 4.5 - 5.2 2 - ----- ----- 30 to 45 1 12.9 8.8 10.2 7.0 2 12.9 8.8 10.2 7.0 Ps30.A 15.9•psf Ps30.A = 15.9•psf P003 max(-4.2•psf,0•psf) Ps30.B = 0.0•psf Ps30.0 10.6•psf Ps30 C = 10.6•psf Ps30.D max(-2.3•psf,0•psf) Ps30.D = 0.0•psf Horizontal unit pressures Ps.A X'KZt'I'Ps30.A Ps.A = 19.2390•psf Ps.B = X'Kzt'I'Ps30.B Ps.B = 0.0•psf Ps.0:= >1'KzC1'Ps30.0 Ps.c = 12.8260•psf Ps.D:= >1'KZt'I'Ps30.D Ps.D = 0.0•psf Zon es Vertical Pressures Overhangs E F G H EOH Goi j -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 -13.8 -8.4 -9.6 -6.5 -19.3 -15.1 -13.8 -9.0 -9.6 -6.9 -19.3 -15.1 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1 - 6.4 -8.7 -4.6 -7.0 -11.9 -10.1 - 2.4 -4.7 -0.7 -3.0 ------ ------ 1.0 -7.8 0.3 -6.7 - 4.5 - 5.2 5.0 -3.9 4.3 -2.8 - 4.5 - 5.2 Simplified Design Wind Pressure, Ps30 (Psf) (Exposure B at h=30 ft, Kzt=1.0, with 1=1.0 00 2010 CBC Lateral load talcs 1 -story 28Apr08.xmcd Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page 4:36 PM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ AOI.Com A.3 Wind in "X" direction. rooftyp..y := 2 Input "1 " for hip roof and "2" for gable end roof Roof level Load at the roof in End zone heightroof Vroof.x.E:= if rooftype.y >— 2,Ps.A •2•ay ,PsB•(heightroof'2'ay� rooftype y Load at the roof in Interior zone heightroof V if roof > 2 P •roof — 2•a) , Ps p•[heightroof.(roofy — 2 -ay roof.x.l type.y — s C' y y rooftype y Load at the I st floor wall in End zone C height,,,all Vfloor.x.E Ps.A' 2 '2'aY) Load at the 1 st floor wall in Interior zone rrheight,,,all Vfloor.x.I Ps.C'L 2 •(floory — 2-ay� Vtotal.method.I.x (Vroof.x.E + Vroof.x.I + Vfloor.x.E + Vfloor.x.l) Wind in "X" direction based on minimum design pressure Vfloor.x.E = 615.61b Vroof.x.E = 307.8 lb Vroofx.l = 1180.0 lb Vfloor.x.I = 2206.1 lb Vtotal.method.Lx = 4.3095 -kip wind—Pressuremi„ := 10•psf Minimum pressure for Zone-A,B,C&D while Zone E,F,G&H=O psf per Section 6.4.2.1.1 heightroof height,,,all areatotal.x roof roofy + 2 • floors type.Y areatotal.x areatotal.x Vmm.x wind_pressuremi„•areatotal.x Wind design load in "X" direction areatotal.x = 312.0•sf Vmm.x = 3.1200 -kip Vtotal.x max(Vtotal method. Lx, Vmm.x) Vtotal.x = 4.3095 -kip 00 2010 CBC Lateral load talcs 1 -story 28Apr08.xmcd Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page 5 4:36 PM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com A.4 Wind in "Y" direction. rooftype.x := 2 Input "1 " for hip roof and "2" for gable end roof Roof level Load at the roof in End zone heightroof Vroof.y.E:= i rooftype.x > 2,Ps.A' '2'ax IPs.B'(heightroof 2'ax) roofiype.x Load at the roof in Interior zone heightroof Vroo£y.I := if roofhpeX >_ 2,PsC •(roof, — 2•a.) ,Ps.D•[heightro,f'(roof, — 2•a,)] rooftype.x Load at the I st floor wall in End zone C heightN,all Vfloor.y.E := Ps.A' 2 '2'ax Load at the 1 st floor wall in Interior zone rr height,,11 Vfloor.y.I := Ps.CL 2 •(floor. — 2-a X)] Vtotal.method.I.y := (Vroof.y.E + Vroof.y.I + Vfloor.y.E + Vfloor.y.I) Wind in "Y" direction based on minimum design pressure Vfloor.y.E = 751.1 lb Vfloor.y.I = 5604.4 lb Vroof.y.E = 375.5 lb Vroof.y.l = 2879.2 lb Vtotal m.thod I y 9.6j03 -kip wind_pressuremi„ := 10•psf Minimum pressure for Zone-A,B,C&D while Zone E F,G&H=O psf per Section 6.4.2.1.1 heightroofheightw,all areatotal.y := roof 'roof, + 2 •floor. type.. areatotal y := areatotal.y Vmin.y := wind_pressuremio•areatotai.y Wind design load in "Y" direction Vtotal.y := max(Vtotal.method. Ly, Vmi..y) areatotal y = 720.0•sf vmi. y = 7 2000. kip Vtotaly X9:6103 ki 00 2010 CBC Lateral load talcs 1 -story 28Apr08.xmcd Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Pagc 6 4:36 PM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com B. Seismic load calculations (ASCE 7-05 Chapter 12, Section 12.8 Analytical lateral force procedure) B.1 Buildin>1 dead weiEht calculation DLroof := 12•psf DLceifing 6•psf DLE,,all 16•psf DLl.wall 8•psf Areafloor (21.5.24 + 8.17.5 + 8.16 + 15.5.25.5 + 23.5.34.5 + 7.5.12 + 11.14 + 3.5.12.5 + 9.5.20.5 + 19.28)•sf Arearoof := rea A 105•% 3154.7•sf Areafloor = 3004.50000•sf floor'() Are aroof = 105% accounts for miscellaneous roof features (i.e. roof overhangs). floor,, = 119.0 ft lengths wall := 2(floor,, + floory) lengths wall := 2(floor,, + floory) heightN,all = 8.0 ft floory = 51.0 ft lengthgwall = 340.Oft lengths wall = 340.Oft heightwall heightwall Wbldg (DL,00f + DL.iling)-krearoof + DLE,aII•lengthEmall• 2 + DL1.wal1'lengthl.wall' 2 Wbldg = 89.4 -kip B.2 Equivalent Lateral Force Procedure. ASCE 7-05, Section 12.8. Seismic in "Both" Directions Occupancy Category Catagoryoccupancy 2 Residential, business and most commercial are Occupancy Category H. Refer to 2010 CBC, Table 1604.5 (page 7) and ASCE 7-05 Tablel -1 (page 3) Total structure mass. W Wbldg Site class definition 2010 CBC Table 1613.5.2 Site class C. Use site class definition "D" when soil properties are not known in sufficient detail, unless otherwise instructed by building officials in 2010 CBC Section 1613.5.6 Site spectral acceleration and coefficients from http://earthquake.usgs.gov/research/hazmaps/design/index.php S,:= 2.500 Mapped spectral accelerations for short 0.2 -second periods as determined in 2010 CBC Section 1613.5.1 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd • Date 11/5/2012 4:36 PM SI := 0.919 Fa:= 1.0 Fv := 1.3 Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave #C Campbell, CA. 95008-0240 Page 7 Voice: 408.871.7273 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com Mapped spectral accelerations for 1 -second period as determined in 2010 CBC Section 1613.5.1 Site coefficients (Fa) as from defined values, 2010 CBC Section 1613.5.3 (1) Site coefficients (Fv) as from defined values, 2010 CBC Section 1613.5.3 (2) Site coeff. and adjusted max. considered earthquake spectral response acceleration parameters, 2010 CBC Section 1613.5.3 SMS := Fa'Ss SMI := Fv•Sl SMS = 2.500 SMI = 1.195 Equation 16-37 Equation 16-38 Design spectral response acceleration parameters, 2010 CBC Section 1613.5.4 SDS = 3 'SMS SDS = 1.667 Equations 16-39 SDI 3 'SMI SDI = 0.796 Equations 16-40 Importance Factor and Occupancy Category, ASCE 7-05, Section l 1.5, 1:= 1.0 From Table 11.5-1, ASCE 7-05 Determination of seismic design category, 2010 CBC, Section 1613.5.6. For Occupancy Category I, II or III structures located where the mapped spectral response acceleration parameter at I -second period, Sl, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. S, = 0.9 Catagoryoccupancy = 2.0 catagoryseismic.design if(Sl >_ 0.75, "Seismic Design Catagory E" , "Worst of Table 1613.5.6 (1) or Table 1613.5.6 (2)" catago ryseisrhic.design = "Seismic Design Catagory E"> Response modification coefficient from ASCE 7-05, Table 12.2-1. R:= 6.5 Bearing wall system. Light -framed walls with plywood sheathing. Seismic Base Shear. ASCE 7-05, Section 12.8.1. V = Cs• W equation 12.8-1 Approximate Fundamental Period (in seconds). ASCE 7-05, Section 12.8.2.1. Ta = Ct.hnx equation 12.8-7 Ct := 0.02 hn := Elevplate x:= 0.75 All other structural system as per structuretype in Table 12.8-2 The height in feet above the base to the highest level of the structure. We often consider the highest plate height. 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page 8 4:36 PM 274 E. Hamilton Ave #C Voice: 408.871.7273 Campbell, CA. 95008-0240 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com hn l 1x T,:= Ct. • sec ft) Ta = 0.0951 s Determine coefficient for upper limit on calculated period. ASCE 7-05, Section 12.8.2. SDI = 0.7965 as calculated above. CU := 1.4 For SDI >= 0.4 sec as per Table 12.8-1 Period Determination, ASCE 7-05, Section 12.8.2 T:= CU -T. T'= 0.1332s Determination of T- (in seconds), long -period transition period as defined in ASCE 7-05, Section 11.4.5 TL := 8 -see Per figure 22-15 in ASCE 7-05, page 228. Calculation of Seismic Response Coefficient, ASCE 7-05, Section 12.8.1.1. Cs.conditions SDS CSI <-- (R) SDI Cs.max <— if TS TL 11 sec C SDI•TL Cs.max <— if T > TL 2 sec CR/ Cs.min <— 0.044 0.5 -SI Cs.min <— if S1 > 0.6 CR1 Csl Cs.max Cs.min Csl Cs.conditionsI Csl = 0.2564 Cs.max Cs.conditions2 Cs.max = 0.9200 CS := if(Csl <Cs.max,Csl,max(Cs.max,Cs.min)) equation 12.8-2 equation 12.8-3 for T less or equal to TL equation 12.8-4 for T greater than TL equation 12.8-5 equations 12.8-6, For structures located where SI is equal to or great than 0.6, Cs, shall not be less than equation 12.8-6. Cs.min Cs.conditions3 Cs.min = 0.0707 Cs = 0.2564 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Date 11/5/2012 4:36 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave #C Campbell, CA. 95008-0240 Page 9 Voice: 408.871.7273 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com Now to calculate the Seismic Base Shear, ASCE 7-05, Section 12.8.1 V:= CS -W V = 22.9 -kip equation 12.8-1 VS := 0.7• V VS = 16.1 -kip ; For Allowable Stress Design as per ASCE 7-05, Section 2.4, equation -5, 6, & 8 B.3 Diaphragm design force per ASCE 7-05 Section 12.10.1.1 In the "X" and "Y" direction 'roof W F:= VS n Y, Fi i=x Fpx = •wpx n I wi i=x sumwi := wroof sumFi := F At roof level sumFi Fp.roof ''roof sumwi Determine "Fax" max from 33-1 Fpx.max := 0.4•SDS•I•wpx Determine "Fpx" min from 33-1 equation 12.10-1 sumWi = 89.4 -kip sumFi = 16.1 -kip Fp. roof = 16.1 -kip Fpxmax = 59.6 -kip Fpx.min 0.2•SDS'I'WPX Fpx.min = 29.8 -kip Fp.roof if(Fpx.max > Fp. roof, Fp.roof ,Fpx.max) Fp.roof if (Fp.roof > Fpx.min) Fp.roof f Fpx.min) Fp := max(F, Fp_roof) Wpx Wroof Fp.roof = 16.1 -kip Fp.roof = 29.8 -kip Use this value for 2nd floor and low roof diaphragm analysis 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Date 11/5/2012 4:36 PM C. Summary of Lateral Loads Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave #C Campbell, CA. 95008-0240 Wind Loads(kip) Direction & Dead Load Level Loads Vtotal.x = 4.3095 -kip Roof Vtoml.y = 9.6103 • kip Page 10 Voice: 408.871.7273 Fax: 408.871.7274 Email: SezenStructural @ AOI.COm Seismic Loads(kip) Total Base Verti. Lateral Load Lateral Shear Dist. for for Diaphragm Wall Wbldg = 89.4250 -kip Vs = 16.0506 -kip F = 16.0506 -kip Fp = 29.8083 -kip F = 16.0506 -kip * Vs for ASD design. Divide 0.7 factor for LRFD design. : In X & Y -direction, seismic loads are governing due to partial analysis. ratiOdiaphragm Fp ratiOdiaphragm = 0.3333 Wbldg Vs rati0base.shear rati0base.shear = 0.1795 Wbldg unit weightper_sf Wbldg unit_weightper_sf = 29.7637•psf Areafloor 00 2010 CBC Lateral load calcs 1 -story 28Apr08.xmcd Date 11/5/2012 4:36 PM Building Area Area,,,,, = 3004.5•sf Cs = 0.2564 Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave #C Campbell, CA. 95008-0240 heights,,, = 8.0 ft R = 6.5 catagoryseismic.design = "Seismic Design Catagory E" D. Summary of Diaphragm Loads Diaphragm Loads of roof; "X" & "Y" Direction. VD := Fp VD = 29.8083 -kip Areafloor = 3004.5000•sf VD Q'roof Qroof = 9.9212-psf Areafloor E. Summary of Shear -wall Loads Determining the Reliability/Redundancy Factor for shear -walls 1st Floor: X" and "Y" - Direction V,:= F VD := Fp Vs = 16.0506 -kip Page 11 Voice: 408.871.7273 Fax: 408.871.7274 Email: SezenStructural @ Aol.Com VD = 29.8083 -kip Note: Vs is the original base shear, which would be the governing lateral load of either wind or seismic. VD is the elevated diaphragm lateral load. Vs Cred:= V Cr,d 0.5385 D 00 2010 CBC Lateral load talcs 1 -story 28Apr08.xmcd 3.2. Diaphragm lateral Analysis Date 1115/2012 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 Page: 1 Voice: 408-871.7273 Fax: 408-871.7274 Email: SezenStructural@Aol.Com UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kip = 1000 -lb sf = ft2 cf ft pli = lbplf = lb kli = 1000•pli klf = 1000•plf psi = lb psf = lb ksi = 1000 -psi ksf = 1000•psf in in ft Ib lb pci — pcf = lb kci = 1000•pci kcf 1000•pcf in ft Le Hors Residence. Job: 4486-12 Diaphragm analysis for roof FP:= 29.8083 -kip Fp 6roof •_ Arearoof Arearoof 3004.50•sf oroof= 9.9212,psf Roof in the "X" direction.' From erid A to B span := 21.5 -ft depth := 24 -ft W:= Qroof'depth w = 238.109•plf V:= W. span U = 2559.674 ib 2 2 M ;= w• span M = 13758.249lb- ft 8 Summation check Vsum 0•]b Vsum Vsum + V•2 Vsum = 5119.34916 V p t„ := if(v _< 230•plf, , "RI",if if (v S 340•plf, , "R2" , if v<_ 505 if , "R3" "" , stress too high"))) 106.653• If commen ( P g ))) depth commentu = "RI" chord := Mchord = 573.261b commentchord if (chord < 1300 -lb, "Nominal", "To be designed") depth commentchord = "Nominal" Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page` 2 4:37 PM 274 E Hamilton Ave #C Voice: 408-871.7273 Campbell, CA. 95008 Fax: 408-871-7274 Email: SezenStructural@Aol.Com From erid B to C span:= 8•ft W Qroof'depth span V := w• 2 2 span M := w• 8 v := V v = 39.685•plf depth comment„ = "Rl" chord := Mchord = 79.371b depth comment,hord = "Nominal From erid B to L span := 8 -ft w:= (Troof depth span V := w• 2 2 span M := w• 8 depth cammentohoid "Nominal" depth := 17.5 -ft w = 173.621 •plf V = 694.485 lb Summation check M = 1388.971 lb -ft Vsum Vsum + V•2 Vsum = 6508.3191b comment„:= if(vS230•plf,"R1",if(v5340•plf,"R2",if(vS 505•plf,"R3", "stress too high"))) comment,hord if(chord < 1300.1b, "Nominal", "To be designed") depth := 16 -ft w = 158.739•plf V = 634.958 lb' Summation check M = 1269.916lb•ft Vsum Vsum + V•2 Vsum = 7778.235 lb comment„ := if(v 5 230•plf, , "Rl",if (v 5 340•plf, , "R2", if(v 5 505•plf, , "R3" , "stress too high"))) comment,hord := if(chord < 1300 -lb, "Nominal", "To be designed") 'Date 11/5/2012 4:37 PM From grid C to D span := 15.5 -ft w':= o-,,,,f•depth span V := w• 2 2 span M := w• 8 v := V v = 76.889•plf depth comment„ = "R1" M Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 depth := 25.5.6 w = 252.991 •plf Page: 3 Voice: 408-871.7273 Fax: 408-871.7274 Email: SezenStructural@Aol.Com V;,= 1960.681 lb Summation check M — 7597.638lb•ft Vsum Vsum + V-2 Vsum = 1 ]699.597 lb comment„ := if(v S 230•plf , "R1 " , if(v 5 340•plf , "R2" , if(v <_ 505-plf, , "R3" , "stress too high"))) chord := chord = 297.947 lb depth comment,hord = "Nominal" From erid J to N span := 23.5 -ft w:= goof• depth span V := w• 2 2 span M := w• 8 comment,hord if(chord < 1300•1b, "Nominal", "To be designed") depth := 34.5 -ft w = 342.282•plf V'= 4021.814 lb M = 23628.156lb•ft Summation check Vsum Vsum + V•2 Vsum = 19743.224 lb v := V v = 116.574•plf comment„ := if(v <_ 230•plf , "R1" , if(v <_ 340•plf , "R2" , if(v <— 505•plf, , "R3" , "stress too high"))) depth 01 0,� chord := M chord = 684.874 lb commentchord if (chord < 1300. lb, "Nominal", "To be designed" ) depth Comrnegt hord = "Nominal" Date 11/5/2012 4:37 PM From erid E to J span := 1 1 -ft w':= �rroof•depth span V := w• 2 2 span M := w• 8 Sozon & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 depth := 14 -ft w = 138.897•plf V = 763.934 Ib M = 2100.818lb•ft Page '4 Voice: 408-871-7273 Fax: 408-871-7274 Email: SezenStructural@Aol.Com Summation check Vsum Vsum + V•2 Vsum = 21271 .092 lb V:= V v = 54.567•plf comment„ := if(v <_ 230•plf, "RI " , if(v <_ 340•plf, , "R2" , if(v < 505•plf , "R3" , "stress too high"))) depth comment„ = "R1" M chord := chord = 150.058 lb depth commentohord = "Nominal" From grid J to K span := 7.5 -ft w -,.Of-depth span V := w• 2 2 span M := w• 8 comment,hord := if(chord < 1300-1b, "Nominal", "To be designed" ) depth := I2•ft w= 119.055-plf V = 446.455 lb Summation check M = 837.103 lb -ft Vsum Vsum + V•2 Vsum = 22164.001 Ib V:= V v = 37.205•plf comment„ := if(v <_ 230•plf, , "Rl" , if(v <_ 340•plf, , "R2" , if(v <_ 505•plf, , "R3" , "stress too high"))) depth comment„ = "Rl" chord := M chord = 69.759 lb comment�hord = if(chord < 1300 -lb, "Nominal", "To be designed") depth comment,hord = "Nominal" ,Date 11/5/2012 4:37 PM From grid H to span := 3.5 -ft w a-,.f•depth Span V := w• 2 2 span M := w• 8 V:= V v = 17.362•plf depth comment„ = "RV chord := M chord = 15.1921b depth commentchord = "Nominal" From grid F/G to J span := 9.5 -ft w Qroof•depth span V := w• 2 2 span M := w• 8 v := V v = 47.126•plf depth comment, _ "RV M Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 depth := 12.5 -ft w = 124.015•plf V = 217.027 lb Page: 5 Voice: 408-871.7273 Fax: 408-871.7274 Email: SezenStructural@Aol.Com Summation check M = 189.898 lb- ft Vsum Vsum + V•2 Vsum = 22598.055 lb comment„ := if(v 5 230•plf, , "R1 " , if(v <_ 340•plf, , "R2", if(v S 505•plf, , "R3" , "stress too high"))) commentchord if(chord < 1300 -lb, "Nominal", "To be designed") depth := 20.5 -ft w = 203.385•plf V = 966.079 lb Summation check M = 2294.437lb- fft Vsum Vsum + V•2 Vsum = 24530.212 lb comment„ := if(v <_ 230•plf , "R1" , if(v <_ 340•plf , "R2" , if(v <_ 505•plf , "R3" , "stress too high"))) chord := chord = 111.924 lb depth commentchora = "Nominal" comment,hord if(chord < 1300 -lb, "Nominal", "To be designed") Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: -6 4:37 PM 274 E Hamilton Ave #C Voice: 408-871.7273 Campbell, CA. 95008 Fax: 408-871.7274 Email: SezenStructural@Aol.Com From grid J to N span:= 19 -ft wQroof depth span V := w• 2 2 span M := w• 8 depth := 28 -ft w = 277.794•plf V = 2639.044 lb M = 12535.4591b•ft Summation check Vsum Vsum + V•2 Vsum = 29808.3 Ib V v := v = 94.252•plf comment„ := if(v S 230•plf, "R1" ,if(v _< 340•plf , "R2" , if(v _< 505•plf, , "R3" , "stress too high"))) depth comment„ _= "Rl" chord := M chord = 447.695 lb commentchord if(chord < 1300•1b, "Nominal", "To be designed") depth commentchord = "Nominal" Date 11/5/2012 4:37 PM Roof in the "Y direction. From grid 1 to 2 span := 24 -ft W Qroof-depth span V := w• 2 2 span M := w• 8 Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 depth := 21.5 -ft w = 213.306•plf V = 2559.674 lb M = 15358.046lb•ft Page: 7 Voice: 408-871.7273 Fax: 408-871-7274 Email: SezenStructural@Aol.Com Summation check Vsum 0•]b Vsum Vsum + V•2 Vsum = 5119.3491b V:= V v= 119.055•plf comment„ := if(v 5 230•plf, , "R1" , if(v 5 340•plf, , "R2", if(v _< 505•plf, "R3" , "stress too high"))) depth comment, = "RV M chord := chord = 714.328 lb depth comment, hord = "Nominal" From Lyrid 3 to 4 span := 17.5 -ft w goof' depth span V := w• 2 2 span M := w• 8 V:= V v = 86.811•plf depth comment„ = "R1 " M comment,hord := if (chord < 1300 -lb, "Nominal", "To be designed") depth := 8 -ft w = 79.37•plf V = 694.4851b Summation check M = 3038.373lb•ft Vsum Vsum + V•2 Vsum = 6508.319 lb comment„ := if(v <_ 230•plf, , "RI ",if (v <_ 340•plf, , '72", if(v <_ 505•plf, , "R3" , "stress too high"))) chord := chord = 379.797 lb depth commeot,hIord = "Nominal" comment,hord if(chord < 1300 -lb, "Nominal", "To be designed" ) Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page:'8 4:37 PM 274 E Hamilton Ave #C Voice: 406-871.7273 Campbell, CA. 95008 Fax: 408-871.7274 Email: SezenStructural@Aol.Com From erid 5 to L span := 25 -5 -ft W:= (Troof•depth span V := w• 2 2 span M := w• 8 V:= V v = 126.496•plf depth comment„ = "Rl" M depth:= 15.5 -ft w = 153.779•plf V = 1960.681 lb Summation check M = 12499.34lb- ft Vsum Vsum + V•2 Vsum = 10429.681 lb comment„ := if(v _< 230•plf , "R1" , if(v <_ 340•plf , "R2" , if(v 5 505•plf, "R3" , "stress too high"))) I chord := chord = 806.409 lb depth commentchord = "Nominal From erid 2 to 7 span:= 16 -ft w:= 6,,,f -depth span V := w• 2 2 span M := w• 8 commentchord if (chord <.1300•lb, "Nominal", "To be designed") depth:= 8 -ft w = 79.37•plf V = 634.958 lb' Summation check M = 2539.832lb•ft Vsum Vsum + V•2 Vsum = 11699.597 lb comment„ := if(v <_ 230•plf, "R1" ,if(v 5 340•plf, , "R2" ,if(v <_ 505•plf, , "R3" , "stress too high"))) chord chord = 317.479 lb depth comment h,rd -- "Nominal" comment,hord := if(chord < 1300•Ib, "Nominal", "To be designed") Date 11/5/2012 4:37 PM From arid 7 to 10 span := 34.5 -ft w:= o -roof. depth span V := w• 2 span 2 M := w• 8 V v := v = 171.141 •plf depth comment„ = "RI " M Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 depth := 23.5 -ft w = 233.149•plf V = 4021.814 lb Page: 9 Voice: 408-871.7273 Fax: 408-871-7274 Email: SezenStructural@Aol.Com Summation check M = 34688.144lb•ft Vsum Vsum + V•2 Vsum = 19743.224 lb comment„ := if(v 5 230•plf , "R1" , if(v 5 340•plf , "R2" , if(v 5 505•plf, , "R3" , "stress too high"))) chord := chord = 1476.091 lb depth comment hord'= "To be designed" From erid 10 to 12 span := 12 -ft w croof-depth span V := w• 2 2 span M := w• 8 comment,hord if(chord < 1300•1b, "Nominal" , "To be designed" ) depth := 7.5 -ft w = 74.409•plf V = 446.455 lb Summation check M = 1339.364lb•ft Vsum Vsum + V•2 Vsum = 20636.134 lb comment„ := if(v 5 230•plf , "R1" , if(v 5 340•plf , "R2", if(v <_ 505•plf, , "R3" , "stress too high"))) chord := chord = 178.582 lb depth commentclh,rd = "Nominal" comment,hord if (chord < 1300.1b, "Nominal", "To be designed" ) Date 11/5/2012 4:37 PM From erid 9 to 11 span := 14 -ft W:= Qroor-depth span V := w• 2 2 span M := w• 8 V:= V v = 69.449•plf depth comment, = "R1" chord := Mchord = 243.07 lb depth commentchord 'Nominal" From erid 11 to 13 span:= 12.5 -ft w:= Qroof• depth span V := w• 2 2 span M := w• 8 V:= Vv = 62.008•plf depth comment„ = 14R1" ` M Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 85008 depth := 11 - ft w = 109.133•plf V = 763.934 lb Page: 10 Voice: 408-871-7273 Fax: 408-871-7274 Email: SezenStructural@Aol.Com Summation check M = 2673.768lb- ft Vsum Vsum + V•2 Vsum = 22164.001 Ib comment„ := if(v S 230•pif, , "R1" ,if(v _< 340•plf , "R2" , if(v 5 505•plf, "R3" , "stress too high"))) comment,hord if(chord < 1300.1b, "Nominal", "To be designed") depth := 3.5 -ft w = 34.724•plf V = 217.027 lb Summation check M = 678.208 lb -ft Vsum ` Vsum + V•2 Vsum = 22598.055 lb comment„ := if(v S 230•plf,"RV jf(v <_ 340•plf,"R2" ,if(v <_ 505•plf,"R3","stress too high"))) chord := chord = 193.774 lb depth comment,hord = "Nominal" comment,hord = if(chord < 1300•1b, "Nominal", "To be designed") 'Date 11/5/2012 4:37 PM From grid 13 to 15 span := 20.5 -ft W Qroof•depth span V := w• 2 2 span M := w• 8 Sezen & Moon Structural Engineering, Inc. 274 E Hamilton Ave #C Campbell, CA. 95008 depth := 9.5 -ft w = 94.252•plf V = 966.079 lb M = 4951.153lb•ft Page: 11 Voice: 408-871.7273 Fax: 408-871.7274 Email: SezenStructural@Aol.Com Summation check Vsum Vsum + V•2 Vsum = 24530.212 lb v := V v = 101.692•plf comment, := if(v S 230•plf , "R1" , if(v <_ 340•plf , "R2" , if(v 5 505 •plf , "R3" , "stress too high"))) depth comment„ = "RV M chord := chord = 521.174 lb commentchord = if(chord < 1300•1b, "Nominal", "To be designed") depth comment had = "Nominal" From grid 12 to 15 span := 28 -ft depth := 19 -ft w goof depth w = 188.503•plf V:= W. span V = 2639.044 lb 2 Summation check 2 M := w• span M = 18473.308lb- ft Vsum Vsum + V•2 Vsum = 29808.3 lb 8 V:= V v = 138.897•plf comment„ := if(v <_ 230•plf, , "RI", if(v 5 340•plf, , "R2" , if(v <_ 505 •plf , "R3" , "stress too high"))) depth c0mment„'_ M chord := chord = 972.279 lb comment�hord := if(chord < 1300 -lb, "Nominal", "To be designed" ) depth comment�hord = "Nominal" 3.3. Reliability/Redundanc1lAnalysis Date 11/5/2012 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kip =— I000•lb sf =— ft cf = ft Page: 1 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com pli = �n plf = ft kli = 1000-pli klf = I000-plf psi = lb z psf = lb 2 ksi = 1000 -psi ksf =— 1000•psf in ft pci = lb pcf = lb kci = 1000•pci kcf = 1000•pcf in3 ft3 Le Hors Residence. Job: 4486-12 Determining Redundancy Factor for 1st floor shear -walls X -Direction. V,:= 16.0506 -kip Vs Cred VD Vs.above 0 -kip Grid line A Determine " p" V1 := 2560 -lb VD := 29.8083 -kip Note: VS is the original base shear, which would be the governing lateral load of either wind or seismic. VD is the elevated diaphragm lateral load. Cr,d = 0.5385 Vs.total Vs.above + Vs V&total = 16.0506 -kip V2:= 0 -lb V3 := 0•]b V4:= 0 -lb Vabove 0•lb V:= (V1 + V2 + V3 + V4)•Cred + Vabove V = 1378.461b L1 := 14.5 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length := max(L 1, L2, L3, L4) Vy' (m�wall.length — 0' ft) V:= ratio := sumL Vs.total pfactor if(ratio <33•%,"Rho=1.00","Rho=1.3") L4:= 0•ft sumL = 14.5 ft openings:= (0 + 0) -ft maxwall.length = 14.5 ft ratio = 9•% Summation check Vsum:= 0 -lb pfactor = Rho=1.00" Vsum = Vsum + V Vsum = 1378.461b Date 11/5/2012 4:37 PM Grid line B Determine "p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 V1 := 2560.1b V2:= 695•1b V3 := 635 -lb V:= (V1 + V2 + V3 + V4)•Cred + Vabove L1 := 16.5 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L1, L2, L3, L4) \/ V•(maxwall.length — 0•ft) V:= ratio :_ sumL Vs.total Pfactor if(ratio < 33•%, "Rho=1.00" , "Rho=1.3") Grid line C Determine " p" V1 := 695•1b V2:= 1961.1b V3 := 0.1b V:= (V1 + V2 + V3 + V4)•Cred + Vabove Ll := 15.5 -ft L2:= 0•ft L3:= 0•ft sumL := Ll + L2 + L3 + L4 — openings maxwall.length max(L 1, L2, L3 , L4) V V•(maxwall.length — 0 -ft) V:= ratio := sumL Vs.total Pfactor if(ratio <33-%,"Rho=1.00","Rho=1.3") Page: Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com V4:= 0 -lb Vabove 0•Ib V = 2094.6121b L4:= 0•ft openings := (0 + 0) -ft sumL = 16.5 R maxwall.length = 16.5 ft ratio = 13•% Summation check Pfactor = "Rho=1.00 Vsum Vsum + V Vsum = 3473.0721b V4:= 0.1b Vabove = 0.1b V = 1430.1521b L4:= 0•ft openings := (0 + 0) -ft sumL = 15.5 ft maxwall.length = 15.5 ft ratio = 9-% Summation check Pfactor = "Rho=1.00", Vst,n, := Vsum + V Vst,m = 4903.224 lb Date 2/4/2013 9:22 AM Grid line L Determine " p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 Page: 3 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com V1 := 635 -lb V2:= 1961 -lb V3:= 695 -lb V4:= 0 -lb Vabove 0 -Ib V:= (V1 + V2 + V3 + V4)•Cred + Vabove V = 1772.0741b L1 := 11 -ft L2:= 0•ft L3:= 0•ft L4:= 0 -ft openings := (4 + 0) -ft sumL := LI + L2 + L3 + L4 — openings sumL = 7 ft maxwall.length := max(L1, L2, L3, L4) maxwall.length = 11 ft V v(maxwall.length — openings) V:= ratio := ratio = 11 •% sumL Vs.total Summation check Pfactor if (ratio < 33•%,'Rho=1.00" , "Rho=1.3") Pfactor = "Rho=1.00" Vsum = Vsum + V Vsum = 6675.298 Ib Grid line J Determine " p" V1 := 4022 -lb V2:= 446 -lb V3:= 2639 -lb V4:= (764 + 217 + 966)•lb Vabove 0 -lb V:= (V1 + V2 + V3 + V4)•C,d + Vabove V = 4875.2241b L1 := 6 -ft L2:= 8.5 -ft L3:= 6.5 -ft L4:= 9 -ft openings := (0 + 0) -ft sumL := LI + L2 + L3 + L4 — openings sumL = 30ft maxwall.length max(L 1, L2, L3 , L4) maxwall.length = 9 ft V v (maxwall.length — 0 • ft) V:= ratio := ratio = 9•% sumL Vs.total Pfactor if(ratio < 33•%,'Rho=1.00" ,'Rho=1.3") Summation check Vsum Vsum + V Vsum = 11550.522 lb Date 2/4/2013 9:22 AM Grid line F/G Determine "p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 V1 := 966 -lb V2 := 0.1b V3:= 0•1b V:= (VI + V2 + V3 + V4)•Cfed + Vabove Ll := 9.5 -ft L2:= O -ft L3:= 0•ft sumL := Ll + L2 + L3 + L4 — openings maxwall.length max(L 1, L2, L3 , L4) Vy'(maxwall.length — 0 -ft) v := ratio '.= sumL Vs.total Pfaetor if (ratio < 33•%,'Rho=1.00" , "Rho=1.3" Grid line E Determine " p" V1 := 764 -lb V2:= 0•1b V3 := 0•1b V:= (V1 + V2 + V3 + V4)•Ced + Vabove L1 := 8 -ft L2:= 0 -ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L 1, L2, L3 , L4) V v(maxwall.length — 0 -ft) V:= ratio sumL Vs.total Pfactor if(ratio < 33•%, "Rho=1.00" , "Rho=1.3" ) V4:= 0•Ib Vabove:= 0•Ib V = 520.153 Ib L4:= 0 -ft sumL = 9.5 ft maxwall.length = 9.5 ft ratio = 3•% Pfactori "Rllo=1 ii0" Page: 4 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com openings:= (0 + 0) -ft Summation check Vsum Vsum + V V,,,, = 12070.675 lb V4:= 0 -lb Vabove:= 0.1b V = 411.384 lb L4:= 0•ft openings:= (0 + 0) -ft sumL = 8 ft maxwall.length = 8 ft ratio = 3•% Summation check Pfactor = "Rho`=1.00" " Vsum Vsum + V Vsu,n = 12482.059 lb Date 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 5 9:22 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Campbell, CA 95008-0240 Fax: 408-871-7274 Web: www.SezenStructural.com Y -Direction. Grid line 1 Determine "p" V1 := 2560 -lb V2:= 695-]b V3 := 0-1b V4:= 04 V:= (VI + V2 + V3 + V4)•Cred + Vabove Ll := 2.5 -ft L2:= 2.5 -ft L3:= 0•ft L4:= 0•ft Vabove 0•]b V = 1752.69 lb openings:= (0 + 0 + 0) -ft sumL := L1 + L2 + L3 + L4 — openings sumL = 5 ft maxwall.length = max(L1, L2, L3, L4) maxwall.length = 2.5 ft Vv(maxwall.length — 0 -ft) V:= := ratio := ratio = 5•% sumL Vs.total Pfactor if(ratio < 33-%, "Rho=1.00" , "Rho=1.3" ) Grid line 2 Determine " p" V1 := 2560 -lb V2:= 695 -lb V3 := 635.1b V:= (V1 + V2 + V3 + V4)-Cred + Vabove L1 := 4.5 -ft L2:= 0 -ft L3:= 0 -ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length := max(L1,L2,L3,L4) V v-(maxw.11.1ength — 0 -ft) V:= ratio := sumL Vs.total Pfactor if(ratio < 33•%, "Rho=1.00" , "Rho=1.3") Summation check Vsum 0 -lb Pfactor = "Rho=1.00" Vsum = Vsum + V Vsum = 1752.691b V4:= 0 -lb Vabove 0 -lb V = 2094.612 lb L4:= 0•ft openings := (0 + 0) -ft sumL = 4.5 ft maxwall.length = 4.5 ft ratio = 13•% Summation check Pfactor =""Rho,=1.00" Vsum Vsum + V Vsum = 3847.3021b Date 2/4/2013 9:22 AM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 Page: 6 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com Grid line 7 Determine "p" V1 := 635 -lb V2:= 1961 -lb V3 := 4022.1b V4:= 0•]b Vabove 0 -lb V:= (V1 + V2 + V3 + V4)•Cred + Vabove V = 3563.5331b L1 := 7.5 -ft L2:= 0•ft L3:= 0 -ft L4:= 0•ft openings := (0 + 0) -ft sumL := L1 + L2 + L3 + L4 — openings sumL = 7.5 ft maxwall.length = max(L1, L2, L3, L4) maxwall.length = 7.5 ft V V•(maxwall.length — 0 -ft) V:= ratio := ratio = 22•% sumL Vs.total Pfactor:= if(ratio<33•%,"Rho=1.00","Rho=1.3") Grid line 9 Determine " p" V1 := 764 -lb V2:= 0 -lb V3 := 0 -lb V:= (VI + V2 + V3 + V4)•Cred + Vabove L1 := 541 L2:= 0 -ft L3:= 0 -ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L 1, L2, L3 , L4) V V (maxwall.length — 0 • ft) V:= ratio := sumL Vs.total Pfactor if(ratio<33•%,"Rho=1.00","Rho=1.3") Summation check Pfactor = "Rho=1,00" Vsum Vsum + V Vsum = 7410.835 lb V4:= 0•Ib Vabove := 0 -lb V = 41+1.384 lb L4:= 0 -ft openings := (0 + 0) -ft sumL = 5 ft maxwall.length = 5 ft ratio = 3•% Summation check Pfactor:- "Rho=1.00" Vsum = Vsum + V Vsum = 7822.22 lb Date 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 7 9:22 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Campbell, CA 95008-0240 Fax: 408-871-7274 Web: www.SezenStructural.com Grid line 11 Determine " p" V1 := 764-]b V2:= 217 -lb V3 := 0•]b V:= (VI + V2 + V3 + V4)•Cred + Vabove L1 := 7.5 -ft L2:= 0 -ft L3:= 0 -ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L1, L2, L3, L4) V v-(maxwal1.length — 0 -ft) V:= ratio := sumL Vs.total Pfactor if(ratio < 33-%, "Rho=1.00" , "Rho=1.3") Grid line 13 Determine " p" V1 := 217.1b V2:= 966 -Ib V3 := 0-]b V:= (VI + V2 + V3 + V4) -CTed + Vabove L1 := 5 -ft L2:= 0 -ft L3:= 0 -ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length := max(L 1, L2, U, L4) V v-(maxwa11.1ength — 0 -ft) V:= ratio := sumL Vs.total Pfactor if (ratio < 33.%, "Rho=1.00" , 11Rho=1.3") V4:= 0 -lb Vabove 0•Ib V = 528.23 lb L4:= 0•ft sumL = 7.5 ft maxwall.length = 7.5 ft ratio = 3-% Pfactor = °Rho=l .00" openings:= (0 + 0) -ft Summation check Vsum Vsum + V Vsum = 8350.45 lb V4:= 0 -lb Vabove 0.1b V = 636.999 lb L4:= 0 -ft openings := (0 + 0) -ft sumL = 5 ft maxwall length = 5 ft ratio = 4-% Summation check Pfactors= "Rho=1.00" Vsum = Vsum + V Vsum = 8987.4491b Date 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: a 9:22 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Campbell, CA 95008-0240 Fax: 408-871-7274 Web: www.Sezen Structural.com Grid line 15 Determine "p" V1 := 966 -lb V2:= 0•]b V3 := 0•]b V:= (VI + V2 + V3 + V4)•Cred + Vabove L1 := 4 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L1, L2, L3, L4) `/ V• (maxwall.length — O • ft) V:= ratio := sumL Vs.total Pfactor if (ratio < 33•%, "Rho=1.00" , "Rho=1.3" ) V4:= 0 -lb Vabove 0, lb V = 520.153 lb L4:= 0•ft openings := (0 + 0) -ft sumL = 4 ft maxtiall.length = 4 ft ratio = 3•% Summation check Pfactor = "Rho=1,00 Vsum Vsum + V Vsum = 9507.602 Ib 3.4. Shear Wall Analysis Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page:`1 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kip c 1000 -lb sf =_ R2 cf = ft pli = lb plf = ft kli = 1000•pli klf = 1000•plf psi lb psf =- 12 ksi = 1000 -psi ksf a 1000•psf in m ft pci = Ib pcf = lb kci = 1000•pci kcf = 1000•pcf in3 ft3 Le Hors Residence. Job: 4486-12 1st floor shear -walls. Grid line A p:= 1.0 V:= 1378•lb•(p) + 0•]b quantity shearwall. segments:=1 x:= 6 -in holdown distance from wall edge. heightplate 8'ft L1 := 14.5 -ft L2:= O -ft L3:= 041 L4:= O -ft L5:= 0 -ft Lwall Ll + L2 + L3 + L4 + L5 Lwindow (8 + 0 + 0) -ft Lnet Lwall — quantityshearwall.segments'x vwall := V vwall = 229.667.plf Lnet - Lwindow segmentwall.width L1 segmentwal 1. height heightplate segmentN,all.height commentratio if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" segmentwall.width aspectratio := if segmentwall.height 2•segmentwall.width >_ 2, ,1 aspectmt;o = 1 segmentwal 1. width segmentwall.height ywall vwall aspectratio vwall = 229.667•plf commenttat;o = "Acceptable aspect" shearwall — W567 <- if(vwall 5 760plf, , "W5" , if(vwall <_ 980•plf , "W6" , if(vwall <- 1280•plf , "W7" , "Shear too high"))) W34 F- if(vwall < 490•plf , "W3" , if(vwall 5 640•plf , "W4" , W567)) W12 F if(vwall 5 260•plf, "W1" , if(vwall S 380•plf , "W2" , W34)) shearwall = "W1" Check shearwall uplift forces. Upliftabove O -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 11024lb- ft Up := OTM + Upliftabove Up ='787.429 lb Lnet HD HD19 <- if (Up <- 19070•1b, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 F- if(Up <- 14925•lb,"HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU11 t- if (Up <- 9215 -lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 <- if(Up <- 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 f- if(Up 5 5645 -lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 �<- if(Up <_ 3075•1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <-if(Up <_ 500•lb,"Tension low; Hol down not requireid" ,HDU2) IDU2 (5/8") or MSTC52 strap" Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 2 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871.7273 Grid line B p = 1 V:= 2096•lb•(p) + 0 -lb quanti tyshearwa11.segments I x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft L1 := 16.5 -ft L2:= 0 -ft L3 := 041 L4:= 04ft L5 := 0 -ft Lwall := L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quanti tyshearwal1.segments'x vwall := V vw,ll = 131 plf Lnet — Lwindow segmentwal 1. width:= Ll segmentwall.height heightplate Segmentwall.height �� commentratio if z 3.5, Inadequate aspect Acceptable aspect eommentratio = Acceptable aspect segmentwall.width segmentwall. height 2•segmentwall.width aspectratio �= if >_ 2, ,1 aspectratio = ] segmentwail.width segmentwall. height ywall vwall vwa11 = 131 •plf aspectratio shearwall := W567 <— if(vwall <_ 760plf , "W5" , if(vwall <_ 980•plf , "W6" , if(vw,11 <_ 1280•plf , "W7" , "Shear too high" M W34 (— if(vwall 5 490•plf , "W3" , if(vwall 5 640•plf , "W4" , W567)) W12 <— if(vwall 260•plf , "W 1" , if(vwall 380•plf , "W2" , W34)) shearwall = "W 1" Check shearwall uplift forces. UPliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 16768 lb- ft Up := OTM + Upliftabove Up ,= 1048 lb Lnet HD := M19 <— if(Up <_ 19070.1b,"use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 (— if(Up:5 14925.16, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" , HD19) HDU11 <— if(Up S 9215.16, "HDU1 1 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 �— if(Up <_ 6490 -lb, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up <_ 5645 -lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up S 3075.1b,"HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <— if(Up <_ 500 -lb, "Tension low; Holdown not requireid" , HDU2) HD = "HDU2 (5/8") or MSTC52 strap" Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page:"3 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871.7273 Grid line C p = 1 V:= 1430•lb•(p) + 0 -lb quantityshearwall.segments I x:= 6 -in holdown distance from wall edge. heightplatc 8 -ft L1 := 15.5 -ft L2:= 0 -ft L3:= 041 L4:= 0•ft L5:= 041 L,,,, := L1 + L2 + L3 + L4 + L5 V Lwindow:= (0 + 0 + 0)•ft Lnet Lwall — quantity shearwal1.segments. X vwall vwall = 95.333•pif Lnet — Lwindow segmentwall.width L1 segmentw,al1.height heightplate segmentw,all.height commentratio := if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwal].width aspectratio := if Segmentw,all.height 2- segmentwall.width >_ 2, ,1 aspectrat;o = 1 segmentw,all.width segmentw.al1.height ywal l vwall := vwau = 95.333•plf aspectratio shearwall := W567 <— if(vwall 5 760pif , "W5" , if(vwall < 980•plf , "W6" , if(vwall <_ 1280•plf , "W7" , "Shear too high" M W34 <— if(vw,all 5 490-plf , "W3" , if(vw,au 5 640-plf , "W4" , W567)) W12 <— if(vwall 260•plf,"Wl" ,if(vwall 380•plf, "W2" , W34)) shearwall = "WI" Check shearwall uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V-heightplate OTM = 11440 lb -ft Up := OTM + Upliftab.,,e Up = 762.667 lb Lnet HD := HD 19 <— if (Up 5 19070.lb, "use 141) 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <— if(Up :5 14925.1b, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", H1319) HDU11 �— if(Up 5 9215-1b, "HDU11 (1.0") w/ 6x post or CMST12 strap", HDU14) HDU8 <— if(Up 5 6490.1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up 5 5645.1b, "HDU5 (5/8") or MSTC66 strap" , HDU8) HDU2 <— if(Up <— 3075.1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <— if (Up 5 500 -lb, "Tension low; Holdown not requireid" ,HDU2) HD = "HDU2 (5/8") or MSTC52 strap" Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 4 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line L p = 1 V:= 1772•lb•(p) + 0 -Ib quantityshearwall.segments := I x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft L1 := 11 -ft L2:= 15.5-fl•cos(60•deg) L3 := 0•ft L4:= 0•ft L5 := 0.11 Lwall := Ll + L2 + L3 + L4 + L5 Lwindow (4 + 0 + 0)•ft Lnet := Lwall — quanti tyshearwall.segments'x vwall := V v 11 = 124.351 •plf Lnet — Lwindow segmentwall. width L1 segmentwall. height := heightplate L2 = 7.75 ft segmentN,all.height commentratio := if >_ 3.5 , "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwall.width aspectratio := if segmentwal1.height 2•segmentwall.width >_ 2, ,1 aspeetmt;o = ] segmentwal1.width segmentwall.height vwall ywall vwall = 124.351 -plf aspectratio shearwall := W567 <— if(vwall _< 760pif , "W5" , if(Vwall < 980•plf , "W6" , if(vw,ll S 1280•plf , "W7" , "Shear too high" M W34 <— if(Vwall < 490•plf , "W3" , if(vwall <_ 640•plf , "W4" , W567)) W1 2 <-- if(vwall <_ 260•plf , "W l " , if(vwall <_ 380•plf , "W2" , W34)) shearwall = "W1" Check shearwall uplift forces. Upliftabove := 0.lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 14176lb- ft Up := OTM + Upliftabove Up '= 776,767 lb Lnet HD := HD19 <— if(Up <_ 19070.1b,"use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <-- if(Up _< 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU11 F— if(Up S 9215•lb, "HDUI 1 (1.0") w/ 6x post or CMST12 strap", HDU14) HDU8 <-- if(Up < 6490•1b, "HDU8 (7/8") or CMST14 strap" , HDU11) HDU5 <— if(Up < 5645.16, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up < 3075•Ib, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <-- if(Up < 500 -lb, "Tension low; Holdown not requireid" , HDU2) HD = "HDU2 (5/8") or MSTC52.strap" Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 5 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871.7273 Grid line E p = 1 V:= 411 -lb -(p) + 0•Ib quantityshearwal1.segments := I x:= 6 -in holdown distance from wall edge. heightnlate := 8•ft LI := 8 -ft L2:= 0•ft L3 := 0•ft L4:= 0•ft L5 := 041 Lwall := LI + L2 + L3 + L4 + L5 L -window:= (0 + 0 + 0)•ft Lnet:= Lwall — quantityshearwa11.segments. X vwall := V vwall = 54.8-plf Lnet — L'window segmentwall.width := L1 segm entwal 1. height := heightplate segment,�,al I. height commentratio := if >— 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwal1.width aspectratio := if segmentwall. height 2•segmentwall.width >_ 2, ,1 aspectratio = 1 segmentwall. width segmentwall. height ywall vwall vwall = 54.8•plf aspectratio P ratio shearwall — W567 <— if(vwall < 760pif , "W5" , if(vwall 5 980•plf , "W6" , if(Vwall < 1280-plf , "W7" , "Shear too high"))) W34 F if(vw,p 5 490•plf, "W3" , if(vwall < 640•plf, "W4" , W567)) W12 <— if(vwall <— 260•plf,"W1" ,if(vwall _< 380•plf,"W2" , W34)) shearwall = "Wl" Check shearwall uplift forces. Upliftbove := 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 3288lb- ft Up := OTM + Upliftab v, Up = 438.4lb L•net LID := HD19 <— if(Up 5 19070•lb, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <— if(Up <— 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" , HD19) HDU11 <— if(Up :— 9215•1b, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 <— if(Up <_ 6490 -lb, "HDU8 (7/8") or CMST14 strap" ,HDUI1) HDU5 <— if(Up <— 5645 -lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up :5 3075.16, "HDU2 (5/8") or MSTC52 strap" ,HDU5) FIDnone <— if(Up 5 500•1b, "Tension low; Holdown not requireid" ,HDU2) HD = "Tension, low; Holdown not requireid" Date: 11/5/2012 Time: 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Page: 6 Voice: 408-871.7273 Grid line F/G p = I V:= 520 -lb -(p) + 0 -lb quanti tyshearwa11,segments I x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft LI := 9.5 -ft L2:= 0 -ft L3 := 0 -ft L4:= 0 -ft L5 := 0•ft L,,,all := L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quantityshearwall.segments'x vwall := V vwall = 57.778•plf Lnet — Lwindow segmentwall.width = LI segmentwal1.height heightplate segment,,,all.height commentratio := if >_ 3.5, "Inadequate aspect Acceptable aspect commentratio "Acceptable Acceptable aspect�� segmentwall.width aspectratio := if segmentwalI.height 2•segmentwall width >_ 2, ,1 aspectratio = 1 segmentwall.width segmentwall.height ywall vwall = vwall = 57.778-plf aspectratio shearwall := W567 E- if(vwall < 760pif , "W5" , if(vwall <_ 980-pif , "W6" , if(vwall <_ 1280-plf, , "W7" , "Shear too high"))) W34 F- if(vwall < 490-pif , "W3" , if(vwall <_ 640-plf , "W4" , W567)) W12 <- if(vwall < 260-plf , "W 1" , if(vwall < 380-pif , "W2" , W34)) shearwall = "W1" Check shearwall uplift forces. UPliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V-heightplate OTM = 4160lb- ft Up := OTM + UPliftabove Up = 462.222 lb Lnet HD := M19 E- if(Up S 19070.16, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <- if(Up <_ 14925 -Ib, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" , HDl9) HDU11 f- if(Up <_ 9215.1b, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 E- if(Up <_ 6490.1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <- if(Up <_ 5645.1b, "HDU5 (5/8") or MSTC66 strap" , HDU8) HDU2 F- if(Up <_ 3075.1b, "HDU2 (5/8") or MSTC52 strap" , HDU5) HDnone <- if (Up S 500.1b, "Tension low; Holdown not requireid" , HDU2) HD = "Tension low; Holdown not requireid" Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page:,? Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line J p = 1 V:= 4875•lb•(p) + 0•lb quantityshearwall.segments 4 x:= 6 -in holdown distance from wall edge. heightplate 8•ft L1 := 6 -ft L2:= 8.5 -ft L3 := 6.5 -ft L4:= 9 -ft L5 := 0 -ft Lwall L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0)•ft Lnet Lwall — quantityshearwall.segments'x vwall V v,all = 174.107•plf Lnet — Lwindow segmentwall.width L1 segmentwall.height = heightplate segment�,all.height commentratio if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" comment�tio = "Acceptable aspect" segmentwall.width segmentwall.height 2•segmentwall.width aspectratio �= if ? 2, , ] aspect,atio = 1 segmentwall.width segmentwal1.height vwal I vwall vwall = 174.107•plf as ect P ratio shearwall := W567 E— tf(v.p _ 760p1f , WS , tf(vwap _ 980•plf , W6 , tf(vwatl _ ] 280•plf , W7 ,Shear too high"M W34 �— if(vwall _< 490•plf, , "W3" , if(vwall 5 640•plf , "W4" , W567)) WI 2 <— if(vwall <_ 260•plf , "WI , if(vwall <_ 380•plf , "W2" , W34)) shearwall = "WI" Check shearwall uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 39000lb- ft UP := OTM+ Upliftabove Up = 1392.8571b Lnet HD := HD19 E— if(Up <_ 19070•1b, "use HD19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 E— if(Up 5 14925.16, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", HD19) HDU11 F— if (Up 5 9215•1b, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 t— if(Up <_ 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 E— if(Up <_ 5645•1b, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 F— if(Up 5 3075•1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <— if(Up 5 500. lb, "Tension low; Holdown not requireid" , HDU2) HD = "HDU2 (5/8") or MSTC52 strap Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 8 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line l p = I V := I753•lb•(p) + 0 -lb quantityshearwa11.segments 2 x := 6 -in holdown distance from wall edge. heightplate := 8,ft L1 := 2 -ft + Tin L2:= 2 -ft + Tin L3 := 041 L4:= 0•ft L5 := 0 -ft LN,all := Ll + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quantityshearwall.segments'x vwall := V vwall = 420.72•plf Lnet — Lwindow segmentwall.width = Ll segmentwall. height = heightplate segmentµall.height commentratio := if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwall.width segmentwall.height 2•segmentwal1.width aspectratio �= if 2! 2, , ] aspectratio = 0.646 segmentwall.width segmentwall.height ywall vwall= vwa11 = 651.437•plf aspectratio shearwall := W567 <- if(vwall <_ 760plf , "W5" , if(Vwall 5 980•plf , "W6" , if(Vw ll 5 1280•plf , "W7" , "Shear too high"))) W34 <- if(vwall < 490•plf , "W3" , if(vwall < 640-pif, , "W4" , W567)) W12 E- if(vwall 5 260•plf,"Wl" ,if(vwall 5 380•plf,"W2" ,W34)) shearwall = "W5 Check shearwall uplift forces. Upliftabove = 0•]b Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 14024lb- ft Up := OTM + Uplift b v, Up = 3365.76 lb Lnet HD HD 19 E- if (Up 5 19070. lb, "use HD 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <- if(Up 5 14925•lb,"HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU11 <- if(Up 5 9215 -lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 E- if(Up <_ 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 F- if(Up <_ 5645 -lb, "HDU5 (5/8") or MSTC66 strap", HDU8) HDU2 F- if (Up <_ 3075.1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone F if (Up <_ 500•lb, "Tension low; Holdown not requireid" ,HDU2) IDU5 (5/8") or MSTC66 strap" Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page49 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 2 p = 1 V:= 2095.1b•(p) + 0•lb quantityshearwall.segments ] x := 6. in holdown distance from wall edge. heightplate = 8 -ft L1 := 4.5 -ft L2 := 041 L3 := 041 L4 := O -ft L5 := 0•ft Lwal1 := Ll + L2 + L3 + L4 + L5 V Lwindow (0 + 0 + 0)•ft Lnet Lwall - quantityshearwal1.segments* X vwall 523.75•plf Lnet — Lwindow segmentwall.width L1 segmentwall.height = heightplate Segmentw,alLhelght �� „ „ „ „ commentratio = tf >_ 3.5, Inadequate aspect Acceptable aspect commentratio = Acceptable aspect„ segmentwall.width aspectrat;o = if segmentwall.height 2•segmentwall.width ? 2, ,1 aspectratio = 1 segmentwall.width segmentwall.height vwall ywall vwa11 = 523.75•plf aspectratio shearwall - W567 -<-- if(vwall <_ 760plf , "W5” , if(vwall <_ 980•plf , "W6" , if(vw,11 <_ 1280•plf , "W7" , "Shear too high"))) W34 <- if(vwall 5 490•plf , "W3" ,if(vwall 5 640•plf , "W4" , W567)) W12 <- if(vwall 260•plf , "W 1" , if(vwall 380•plf , "W2" , W34)) shearwall'= "W4 Checks hea rwa 11 uplift forces. Upliftabove 0•lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 16760lb- ft Up := OTM + Upliftabove Up = 4190 lb Lnet HD := HD19 <- if(Up 5 19070•lb, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <- if(Up 5 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" , HD19) HDU11 f- if(Up <_ 9215 -lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" , HDU14) HDU8 F- if(Up <_ 6490•lb,"HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 F- if(Up <_ 5645•1b,"HDU5 (5/8") orMSTC66 strap" ,HDU8) 11DU2 <- if(Up <_ 3075•lb, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <- if(Up <_ 500. lb, "Tension low; Holdown not requireid" ,HDU2) HD = "HDUS (5/8") or MSTC66'strap" Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 10 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 7 p = I V:= 3564•lb•(p) + 0•]b quantityshearwall.segments 1 x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft L1 := 7.5 -ft L2:= 0•ft L3 := 0•ft L4:= 0•ft L5 := 0 -ft L,all := L1 + L2 + L3 + L4 + L5 L,,indow (0 + 0 + 0)•ft Lnet Lwal] — quantityshearwall.segments'x vwall := V vwall = 509.143-plf Lnet — Lwindow segmentwall.width L1 segmentwal].height heightplate segment�,all.height �� commentratio := if >_ 3.5, Inadequate aspect Acceptable aspect commentratio = Acceptable aspect segmentwall.width segmentwall.height 2•segmentwall.width aspectratio �= if >_ 2, ,1 aspectt;o = 1- segmentwall.width segmentwall.height vwall ywall vwall = 509.143•plf aspectratio shearwall — W567 <— if(Vwall <_ 760pif , "W5" , if(vwall _< 980•plf , "W6" , if(Vwall <_ 1280-pif , "W7" , "Shear too high"))) W34 <— if(vwall S 490•plf,"WY ,if(vwall <_ 640•plf,"W4" ,W567)) WI 2 <-- if(vwall 260•plf , "WI " , if(vwall < 380•plf , "W2" , W34)) shearwall = "W4" Check shearwall uplift forces. Upliftabove:= 0•]b Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 28512lb•ft Up := OTM + Upliftab,,e Up = 4073.143 lb Lnet HD := HD19 F- if(Up S 19070•1b, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <— if(Up <_ 14925.16, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" , HD19) HDUI l <— if(Up 5 9215•1b, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 <— if(Up <_ 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up <_ 5645.1b, "HDU5 (5/8") orMSTC66 strap" ,HDU8) HDU2 <— if(Up <_ 3075•1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) fID,O,, <— if (Up 5 500- lb, "Tension low; Holdown not requireid" , HDU2) HD "HDU5 (5/8'") or MSTC66 strap" Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 41 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 9 p = 1 V:= 411 lb•(p) + 0•]b quantityshearwall.segments = 1 x:= 6 -in holdown distance from wall edge. heightPlate := 8•ft L1 := 5 -ft L2:= 0•ft L3 := 0•ft L4:= 0 -ft L5:= 0•ft Lwall := L1 + L2 + L3 + L4 + L5 Lwindow = (0 + 0 + 0) -ft Lnet Lwall - quantityshearwal1.segments* X vwall := V vw,li = 91.333.plf Lnet — Lwindow segmentwall.width = L1 segmentwal1.height = heightPlate segmentN,all.height commentratio if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwa11.width aspectratio := if segmentwall.height 2•segmentwall.width _> 2, , l aspeet�tio = 1 segmentwall.width segmentwall.height ywall Vwall := vwall = 91.333•plf aspectratio shearwall - W567 <- if(vwall <_ 760plf , "W5" , if(vwall <_ 980•plf , "W6" , if(vwall <_ 1280•plf , "W7" , "Shear too high" M W34 F- if(Vwall 490•plf , "W3" , if(vwall 640•plf , "W4" , W567)) W12 E— if(vwall 260•plf , "W 1" ,if(vwall 380•plf , "W2" , W34)) shearwall = "W 1" Check shearwall uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 3288lb. ft Up := OTM + Upliftabove Up = 730.667 lb Lnet HD := RD 19 <— if (Up <_ 19070. lb, "use HD 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <— if (Up 5 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU 11 <— if (Up 5 9215- lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" , HDU14) HDU8 <— if(Up 5 6490. lb, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if (Up <_ 5645. lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if (Up <_ 3075- lb, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <- if (Up 5 500•1b, "Tension low; Holdown not requireid" , HDU2) HLA.= "HDU2,0/8") or MSTC52 'strap" Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 12 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 11 p = 1 V:= 528•lb•(p) + 0 -lb quantityshearwall.segments 1 x:= 6 -in holdown distance from wall edge. heightplate := 8•ft L1 := 7.5 -ft L2:= 0 -ft L3 := 0 -ft L4:= 0 -ft L5 := 0 -ft Lwall := L1 + L2 + L3 + L4 + L5 L,,indow (0 + 0 + 0)•ft Lnet Lwall — quantityshearwall.segments'x vwali := V vwall = 75.429•plf Lnet — Lwindow segmentwal 1. width L1 segmentwall.height heightplate segmentw,all.height commentratio if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwall.width aspectratio := if segmentwall.height 2• segmentwall.width ? 2, , l aspectratio = 1 segmentwall.width segmentwal1.height vwall vwall vwall'= 75.429-plf aspectratio shearwall := W567 <— if(vwll S 760pif , "W5" , if(vwall _< 980-plf , "W6" , if(vwall <_ 1280•pif, , "W7" , "Shear too high"))) W34 <— if(vwall < 490•plf, , "W3" , if(vw.11 < 640•plf , "W4' , W567)) W12 <— if(vwall 260•plf, "WI " ,if(vwall < 380•plf ,"W2" , W34)) shearwalI = "W 1 Check shearwall uplift forces. UPliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 4224lb- ft Up := OTM + Upliftabove Up = 603.4291b Lnet HD := HD19 <— if(Up < 19070•lb, "use HD19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <— if (Up <_ 14925•1b, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", HD19) HDU11 <-- if(Up S 9215•1b, "HDU11 (1.0") w/ 6x post or CMST12 strap", HDU14) HDU8 <— if(Up <— 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up <_ 5645•1b, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up <_ 3075•1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <— if (Up S 500. lb, "Tension low; Holdown not requireid" , HDU2) HD= "HDU2 (5/8") or, MSTC52 strap" Date: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 43 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 13 p = 1 V:= 637•lb•(p) + 0-]b quantityshearwall.segments 1 x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft L1 := 5 -ft L2:= 0 -ft L3 := O -ft L4:= 041 L5 := 0 -ft L,ap := L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quantityshearwall.segments'x vwall V vwall = 141.556•plf Lnet — Lwindow segmentwall.width L1 segmentwal1.height heightplate segmentµall.hei ht commentratio if g >_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwal 1. width Segmentwal1.height 2•segmentwall.width aspectratio �= if >_ 2, , l aspectratio = 1 segmentwall.width segmentwal1.height ywall vwall := vwall'= 141.556•plf aspectratio shearwall := W567 <— if(vwall <_ 760plf , "W5" , if(vwall <_ 980•plf , "W6" , if(vwall <_ 1280-pif , "W7" , "Shear too high" �)) W34 <- if(vwall <_ 490-plf , "W3" , if(vwall <_ 640-plf , "W4" , W567)) W12 <— if(vwall 260-pif , "WI , if(vwall 5 380-plf , "W2" , W34)) ski<earwall = "W 1" Check shearwa11 uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V.heightplate OTM = 509616 -ft Up := OTM + Upliftabove Up = 1132.4441b Lnet HD := HD19 <— if(Up 5 19070•1b, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 (— if(Up 5 14925.1b, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" , HD19) HDU1 I <— if(Up 5 9215.1b, "HDU11 (1.0") w/ 6x post or CMST12 strap" , HDU14) HDU8 (— if(Up <_ 6490.1b, "HDU8 (7/8") or CMST14 strap" , HDU11) HDU5 <— if(Up 5 5645 -lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up 5 3075.1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) none <-- if(Up <_ 500.1b, "Tension low; Holdown not requireid" , HDU2) HD "HDU2 (5/8") orMSTC52 strap" 13 te: 2/4/2013 Sezen & Moon Structural Engineering, Inc. Page: 14 Time: 9:23 AM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 15 p = l V:= 520•lb•(p) + 0 -lb quantityshearwall.segments I x:= 6 -in holdown distance from wall edge. heightplate := 8•ft LI := 4 -ft L2:= 0•ft L3 := 0•ft L4:= 0•ft L5 := 041 Lw,ll := L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quantityshearwaILsegments'x vwall V Uwall = 148.571-plf Lnet — Lwindow segmentwall.width LI segmenttiall.height heightplate sN,all.height commentratio = if egment>_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" Segmentwall.width segmentwal1.height 2•segmentwall.width aspectrat;o �= if >_ 2, ,1 aspect�tio = 1 segmentwall.width segmentwall.height Uwall ywall Vwall = 148.571 •plf aspectratio shearwall := W567 <- if(Vwall 5 760plf , "W5" , if(Vwall <_ 980•pif , "W6" , if(Vwall 5 1280•plf , "W7" , "Shear too high" M W34 F if(Uw,ll <_ 490•plf , "W3" , if(vwall <_ 640•plf , "W4" , W567)) W12 <- if(vwall 260•plf,"W]" ,if(vwall 380•plf,"W2" ,W34)) shearwall = "WI" Check shearwall uplift forces. Upliftabove 0•]b Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 4160lb. ft Up := OTM + Upliftabove Up =_1188.571lb- Lnet HD := RD 19 <- if (Up 5 19070. lb, "use HD 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <- if (Up 5 14925•Ib, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", HD19) HDU11 <-- if(Up <_ 9215 -lb, "HDU11 (1.0") w/ 6x post or CMST12 strap", HDU14) HDU8 <- if(Up <_ 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <- if(Up 5 5645•]b,"> DU5 (5/8") orMSTC66 strap" ,HDU8) HDU2 <- if (Up 5 3075 -lb, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <- if (Up <_ 500.1b, "Tension low; Holdown not requireid" , HDU2) WHDU (5/8") or MSTC52 strap" 3.5. Shear Collector Analysis Page 1 Date 11/5/2012 Sezen & Moon Structural Engineering, Inc. UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kip = 1000. lb sf - fl2 cf - ft pli = in plf = ft kli = 1000 pli klf = 1000 plf psi c Z psf = �� ksi = 1000- psi ksf r=1000•psf In ft pct = lb pcf = lb kci = 1000•pci kcf = 1000•pcf in3 ft3 Le Hors Residence. Job: 4486-12 Roof Grid Line -7 (shear collector Lcollector :_ (23.5) -ft V:= (4022 + 1961 + 635) -lb Lwall :_ (7.5 + 0)41 V vcollector := vcollector = 282-plf Lcol lector vwall := V vwall = 882•plf Lwall OV := vcollector — vwall Ov = —601 •plf Chord forces Voice: 408-871-7273 Fax: 408-871.7274 FI := vcollector'(16•ft) Fl ='4506lb F2 := Fl + 0„•(7.5•ft) F2 ='-0lb F3 := F2 + vcollector'(0•ft) F3,= —0 lb F4 := F3 + A,-(0•ft) F4 = —0lb F5 := F4 + Vcollector'(0 ft) Fs =<-0 lb F6:= F5 + 0„•(0 -ft) F6 = -0 lb' F2 := F6 + vcollector-(0•ft) Fry ='—O1b F8 := F7 + 0„•(0•ft) Fg = -01b F9 := F8 + Vcollector'(0•ft) Fg = —0 lb Flo := F9 + DV'(0'ft) Flo =,-O lb FI I := Flo + vcollector'(0•ft) Flt = —0 lb F12:= Fl l + w•(0 -ft) F12 = —0 lb ; Fla := F12 + Vcollector•(0'ft) F13 = —0 lb collector,,,, := max( I Fl I , I F2I , I F3I , I F4I , I F5I , I F6I , I F7I , I F8I , I F9I , I Fl of , I Fl 1 I , I F12I ) I F131 / collectorma,, = 4506 lb comment := if(collectormax < 2200•1b, "Nominal", "Use special details") comment 5 �„ 4. Detailed Foundation Analysis and Summary ro Sezen & Moon Structural Engineering, Inc. UNITS TO BE USED FOR FOLLOWING CALCULATIONS. kip = 1000•lb sf im fie cf MR 3 R3 pli in plf = ft kli = 1000•pli klf =— 1000•plf psi = lb psf =— lb ksi 1000. psi ksf 1000•psf in ft pci = lb pcf = lb kci = 1000-pci kcf =— 1000-pcf in3 ft3 Le Hors Residence. Job: 4486-12 Design loadings Framinti summar DLroof 12-psf DLroofvault 18•psf L,:= 20psf Roof slope (ASCE 7-05, Section 4.9.1): F:= 4 Is the roof slope rise (in inches) per foot. Example: if 4:12 slope then F = 4 Rz := if (F < 4, 1, if (F > 12, 0.6,1.2 — 0.05-F)) R2 = 1 LLroof Lo'R2 LLroof = 20.0•psf Page 1 DLceiling:= 6-psf LLattic. uninhabitable := 10-psf LLattic.storage:= 20•psf LLattic.sleeping:= 30-psf LLattic:= 40•psf DLfloor:= 13-psf DLfloor.tile:= 23-psf LLfloor:= 40-psf DLE.wall 16-psf DLI.wall 8-psf WDL := DLroof -(2-ft) + DLceiling'(2-R) + DLEwa11•(10-ft) + DLflo r (0 -ft) + DLfloor'(O'ft) WLL.floor LLfloor-(O'ft) WLL.floor = O-plf WLL.roof = LLroof (O`ft) WLL.roof = 0-plf I'LL lf(WLL.floor > WLL.roof,WLL.floor,WLL.roof) WLL = 0-plf PDL := 2595.1b as := 3.5 -ft PLL := 2274 -lb bb:= 3.5 -ft VE := 3366 -lb cc := 3.5 -ft wDL = 196-plf Sezen & Moon Structural Engineering, Inc. Concrete ?rade beam design: 1C := 2500 -psi fy := 60•ksi ly , := 40•ksi b := 8 -in h := 18 -in ch- := 3•in d := h — clr — 0.5 -in — O -in d = 14.5 -in span := 6 -ft Wu.DL := 1.2•WDL Wu.LL := 1.6•WLL Wu.DL = 235.2•plf wu.LL = 0•plf as VDL := Wu.DL'span + PDL' span as VLL := Wu.LL'span + PLL' span �)nox := 0.90 d)v := 0.85 VDL = 2924.95 lb VLL = 1326.516 span bb.(span — bb) MDL := �'u.DL' 8 +PDL' span an span bb -(span — bb) MLL := µ'u.LL' 8 +PLL' span an CC. (span — cc) ME := VE' ME = 4.909ft•kip span MDL = 4.843 fl- kip MLL = 3.316ft•kip Load cases for strength (LRFD) design 2010 CBC, Section 1605.2.1 Loadcase.l = 1.4•(D + F) Loadcase2 = 1.2'(D + F + T) + 1.6•(L + H) + 0.5•(Lr) L.r may be substituted with S or R Loadcase.3 = 1.2•D + 1.6•L, + L L.r may be substituted with S or R. L may be substituted with 0.8W. Loadcase.4 = 1.2•D + 1.6-W + L + 0.5 -Lr L.r may be substituted with S or R. Loadcase.5 = 1.2•D + LO -E + fl•L + 0.2•S Loadcase.6 = 0.9•D + 1.6-W + 1.6•H Loadcase.7 = 0.9•D + LO -E + 1.6•H Page 2 Sezen & Moon Structural Engineering, Inc. Load Legends: D: Dead loads. L: Live loads. L.r Roof Live Loads. I': Fluid loads. fj: 0.5 for live load less than or equal to 100 psf. E: Effects of horizontal seismic force, V or Fp. S: Snow loads H: Lateral earth pressure, ground water pressure, or pressure from bulk material. V,.2:= 1.2-VDL+ 1.6•VLL Vu2 = 5.632 -kip Vu.5 := 1.2• VDL + l .0• VE + 0.5• VLL Vu.5 = 7539.19 lb V,:= max(Vi.2, Vu 5) Vu = 7539.19 lb M,.2:= 1.2•MDL + 1.6•MLL Mu.2 = HJ ft -kip Mu 5 := 1.2. MDL + l .0•ME + 0.5•MLL M,,5 = 12378.205 lb -ft Mu := max(Mu.2,Mu.5) Mu = 12378.205lb. ft Design concrete for flexure. f,:= 2.5•ksi fy := 60•ksi flex 0.90 01 := 0.85 b=8•in h=18•in d:=h-3.5•in 0 = Mu — 4flex-0.85•f,-a b•a• d — — 2 initial estimate for "a" is a := 0.5 -in a:= roo Mu — �)flex'0.851e•b•a• d — a— ),a 2 a = 0.686 -in steel/concrete ratio based on factored moment. AS•fy = 0.85•fc•b•a A,:= .85•f,•b. a AS = 0.194•in2 fy AS P . b•d p = 0.001675 maximum steel/concrete ratio. 0.85•01-fc 87•ksi Pb fy 87 ksi + fy Pb = 0.018 Pmax 0•5'Pb Pmax = 0.0089084 Page 3 I Sezen & Moon Structural Engineering, Inc. minimum steel/concrete ratio. 200•psi Pmin f Pmin = 0.0033333 y Steelmin if (P < Pmin, "minimum steel governs" ,'okay" ) Steel,.nax if (P > Pmax, "section inadequate" "okay") Governing steel/concrete ratio. P if (P > Pmin) P, Pmin) P if (P > Pmax, Pmax, P) Check if steel is adequate. AreaSteelreq := p•b•d quantity := 2 p = 0.0033333 p = 0.0033333 AreaSteel1eq = 0.387•in2 Arearebar 0.31 -in 2 Steel,,,i„ = "minimum steel governs" Steelmax = 'okay" OverStrength := if(quantity.Arearebar > 1.299 -AS, "Tension failure is non -issue, As is 30% above" , "Tension failure important") OverStrength = "Tension failure is non -issue, As is 30% above" AreaSteelprovided quantity•Areambar AreaSteelprovided = 0.62•in2 AreaSteelprovided Factor of Safety against tension steel failure is FS := FS =-1.603 AreaSteelreq if(FS > 1, "Okay" ,if(quantity•Areambar > 1.299•AS, "Okay", "Inadequate")) = "Okay" Check concrete strength. flex' 0.85 • fc• b • a = AreaSteelprovided' fy f a:= 1.1764705882352941176-AreaSteelprovided y( a = 2.431 -in 1gflex' (fc' b)] Wn 4�flex'0.854,- b -a - d — a) �M,, = 41181.373 lb -ft 2 Page 4 M Factor of Safety against flexural failure is FS := n FS = 3.327 if(FS > '1, "okay" , "inadequate") _ "okay" M„ The requirements are listed below. quantity = 2 Aiearebar = 0.31 int fy = 60 ks Sezen & Moon Structural Engineering, Inc. RectanLyular concrete section designed for shear. (�v := 0.85 fy.v := 40•ksi Concrete shear strength (ACI 318-05, Section 11.3.1.1) f, V,:= 2•—•psi•(b•d) VC= 11.6 -kip psi r (�v•Vc = 9.86 -kip VU = 7.539 -kip Is shear reinforcing required (ACI 318-05, Section 11.5.6.1). V The Factor of Safety against failure is FSshear �V c FSshear = 1.308 U R2 := if[V„ < 0.5•(�v• V,), "No shear steel required" , if(FSshear < 1.0, "Yes shear steel required" , "Min. shear steel required")] R2 = "Min. shear steel required" ; So new pier is provided under post. Spacing per minimum shear steel requirements (ACI318-05, Section 11.5.6.3). Av := 0.11•in2 tieiegs := 2 Av := Av•tieiegs Av = 0.22. in fsf,ib•s Av = 0.75 fy v Av' fy.v Smin.Avl s = 29.333•in f min.Avi 0.75•b• c •psi psi b•s Av = 50•— fy.v 1 Av Smin.Av2 50 psi' b 'fy.v Smin.M2 ^ 22•in Smin.Av min(smin.Avl , Smin.AQ) SminA, = 22- in Maximum shear steel spacing (ACI 318-05, Section 11.5.5). sn,,,:= mi d d , 24 m 2 s:= min(smaxismin.Av) s=7.25 -in Maximum shear reinforcing spacing allowed. Page 5 Sezen & Moon Structural Engineering, Inc. Desiin of shear reinforcement (ACI 318-05. Section 11.5.7.2 s := 6 -in Specify shear steel spacing to be used. A�•f -d Vs := Vs = 31.9 -kip s V„ := VC + Vs V„ = 43.5 -kip comm entshear.strength := if(-�V• Vn > Vu)"Okay" , "Inadequate") COn1111ent�hear.strength = "Okay" Pier for Grade beam Ptotal PDL + PLL PV := 2'Ptotal + Vg heightignore 0•ft Ptotal = 4869 lb Pv = 13104 lb diameterpier := 16- in depthminimum.pier := 10•ft CD := 1.3 circumferencepier :_ 7r•diameterpier N -skin 400•psf-CD Per soil reports PDL + PLL = circumferencepier'Nskin'depthpier 0 = (Pv) — circumferencepier-Pskin'depthpier circumferencep1er = 4.189ft initial estimate for solver below depthpier:= I•ft depthp1e f := roo((PV) — circumferencepier' P kin' depthpier) dePthpier� depthp1ef = 6.016 ft depthtotal.pier depthpier + heightignore depthtotal.pier = 6.016 ft depthpier.used max(depthminimum.pier, depthtotal.pier) depthpier.used = 10 ft Use this for the pier diameterpier — 16 -in depthptetd" ty Page 6 RESIDENCE ,A NONSUPPORTIVE MATERIAL �..,o AND PASSIVE NUETRAL —2' Rid. ``- ION PASSIVE PRESSURE (over`; 11/2 pier diameters) \- MAXIMUM PASSIVE PRESSURE 3,500 psf AC ; k/E f� ✓� LdF F - _I CONCEPTUAL PIER PRESSURE DIAGRAM UPP GEOTECHNOLOGY a division of C2 EARTH, INC. DRAFTED/REVIEWED SCALE JB/CR I Not Applicable ,)vri¢hi - C2Earth. Inc. LE HORS RESIDENCE 11650 Regnart Canyon Drive Cupertino, California DOCUMENT ID. DATE 12003C -01R1 April 2012 Figure 9 Voice: 408-871-7273 Sezen & Moon Structural Engineering, Fax: 408-871-7274 Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 UNITS TO BE USED FOR FOLLOWING CALCULATIONS. ph . m plf = ft kh = 1000•pli klf . 1000•plf psi ■ A� psf ■ lb ksi ■ 1000 -psi ksf. . 1000•psf in ft pci is )b pcf = 13 kci = 1000 pci kcf - 1000.pcf kip ■ 1000.16 Cf ff fl sf 0 ft n ft Le Hors Residence. Job: 4486-12 Pier for Lateral wall support Verticalload D os/if occurs, adds to P—Delta E Ground as occurs (slope surface shown). Structure as/if occurs. a Piers pier diameter One pier for each Grid Line Numberpier := I H:= 0 -ft bpier = 30 -in heightignore:= 15 -ft Load duration factor CD:= 1.3 Passive resistance crlateral:= 400 pcf ;''Per soil reports Load from Seismic. V:= 1 -kip ; Assume existing conditions v PE _Numberpier PE = 1 kip Page 1 Voice: 408-871-7273 Sezen & Moon Structural Engineering, Fax: 408-871-7274 Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 Load from creep. Ecreep 50•pcf widthcreep 2.0'bpier ; Per soil reports 'creep Ecreep'widthcreep•heightignore wcreep = 3750-pif heightignore Pcreep = -creep2 - 2 Hcreep 3 -heightignore Total horizontal load_ Phorizontal := PE + Pcreep Pcreep = 28.125•kip Hcreep = I Oft Phorizontal = 29.125 -kip PE -(H + heightignore) + Pcreep'Hcreep h= 10.1717ft PE + Pcreep Flair hole foundation analysis. Nonconstrained case. 2010 CBC, Section 1807.3.2.1. dest 14 -ft bpier = 30 in h= 10.1717ft Qlateral Qlateral'CD ('lateral = 520•pef beffective 1.5'bpier ; Per soil reports Qlateral'dest S1 = 2426.6667• sf 3 Sl:= p Page 2 S].max:= 15'(Qlateral)'(ft) S1.max = 7800-psf maximum increase in lateral earth pressure per 2010 CBC, Section 1806.3.3 S1.max.2:= alateral'(12-ft) S1.max.2 = 6240 psf maximum increase in lateral earth pressure per 2010 CBC, Section 1807.3.2.1 S 1 := min(S 1. S Lmax, S Lmax.2) S1 = 2426.6667•psf 2.34-Phorizontal A:= A= 7.4893 ft A r 4.36-h dreq := — I 1 + 1 + dreq = 13.5964 ft Compare this value with d.est above, S 1 •beffective 2 \ A dtotal := dreq + heightignore dtotal = 28.5964 ft Use bp1er = 30 -in, dtotal = 28.6 ft Determine maximum moment for pier. Pier moment from lateral loads. The maximum moment occurs at some level below the ground surface (where the net resultant acts). I take that extra height as d/6 h= 10.1717ft hh:= h+ 6 •d7eq hh= 12.4377ft Voice: 408-871-7273 Fax: 408-871-7274 Phorizontal = 2912516 ME:= Phorizontal hh ME= 362.24921t•kip Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 Pier moment from a -P (lateral deflection x vertical loads). PD:= 5.5 -kip Phorizontal = 29.125 -kip h= 10.1717 ft dtotal = 28.5964 ft 1 6 •dtotal L = 9.5321 ft Ee:= 57•� ksi Ee= 3122.0186•ksi psi v 4 1:= n bpier I = 39760.782•in4 64 2 Phoriwntal•h Destimated = (L + h) Aestimated = 0.2755, in 3I MD PD'Aestimated MD = 126.2741 Ib ft fe:= 3.0•ksi bpier = 30- in Load cases for strength (LRFD) design 2010 CBC, Section 1605.2.1 Loadcase.I = 1.4•(D + F) LoadcaSe.2 = 1.2•(D + F+ 1) + 1.6•(L + H) + 0.5•(Lr) L.r may be substituted with S or R Loadcase.3 = 1.2•D + 1.6•Lr+ L L.r may be substituted with S or R. L may be substituted with 0.8W. Loadcase.4 = 1.2•D + 1.6•w + L + 0.5 -Lr L.r may be substituted with S or R. Loadcase•5 = 1.2•D + 1.0•E + f1•L + 0.2•s Loadmse.6 = 0.9•D+ 1.6•W+ 1.6•H Loadcase.7 = 0.9•D + 1.0•E + 1.6•H Load Legends; D: Dead loads. L: Live loads. L.r Roof Live Loads. F: Fluid loads. fl: 0.5 for live load less than or equal to 100 psf. E: Effects of horizontal seismic force, V or FP. S: Snow loads H: Lateral earth pressure, ground water pressure, or pressure from bulk material. Page 3 Voice: 408-871-7273 Sezen & Moon Structural Engineering, Fax: 408-871-7274 Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 Mu := 1.2•MD + 1.4 -ME Mu = 507.30041t -kip Desien round concrete column for flexure using Whitney's approximation. fc= 3 ksi fy:= 60•ksi q)11ex 0.90 pl := 0.85 3 h:= bpier cover:= 3•in ties:= 8 in Ds := h - cover - ties Ds = 26.625 -in 2 Ag:= Tr '(2 h I Ag = 706.8583 int b:= Ag b=29.4524•in 0.80-h hrect 0.80-h hrect = 24. in armstl 2—Ds annstl = 17.75 in 3 d, hrect - armstl d'= 3.125 -in 2 drect d' + armstl drect = 20.875 -in M❑ = 507.3004fr•kiP 0 = Mu - flex•0.85•fc•b•a(drect - a2) initial estimate for "a" is a:= 0 -in a:= roo�M, - (�flex•0.85 fc b a-�drect - 2 I .al steel/concrete ratio based on factored moment. As•fy = 0.85•fc•b•a As:= .85•fc•b• as As = 6.1162•in2 y P:= As p = 0.009948 b•drect a= 4.8862 -in maximum steel/concrete ratio. 0.85•131•fc 87•ksi Pb fy 87•ksi + fy Pb = 0.0214 pmax:= 0.5 -Pb pmax= 0.0106901 Page 4 Voice: 408-871-7273 Fax: 408-871-7274 minimum steel/concrete ratio. 200 -psi Pmin -= f Pmin = 0.0033333 y Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 Governing steel/concrete ratio. Steelmin 4 < Pmin, °minimum steel governs", "okay" Steelmax 4 > Pmax, "section inadequate" ,'okay" P if(P > Pmin, P. Pmin p = 0.009948 P:= if(P > Pmax, Pmax, P) p = 0.009948 Check reauired amount of steel. AreaSteelieq p•b•drect AreaSteelreq = 6.1162•in2 quantity:= 6 Arearebar:= 1.00•in2 steclmin = "okay" Steelmax = "okay" quantityrebars 2 -quantity quantityrebars = 12 OverStrength:= i4tiantityArearebar> 1.299•As,"Tension failure is non -issue, As is 30% above" ,"Tension failure important") Page 5 OverStrength = "Tension failure important" AreaSteelprovided •= Area rebar.quantity AreaSteelprovided = 6•in2 Factor of Safety against tension steel failure is Fssteel :_ AreaSteelprovided steel = 0.981 AreaSteelreq commentsteel := i6Ssteel > 0.999, "Okay" , "Not okay if "Tension failure important"" Check concrete streneth. commentsteel = "Not okay if "Tension failure important"" -Oflex•0.85•fc•b•a = AreaSteelprovided•fy a:= 1.1 764705 8 823 52941176. AreaSteel provided f y a= 5.326. in ,w1ex•(fc•b) 'Mn 4Wjex•0.85•fc-b•a•(dT_t — a Omn = 546360.4599lb•ft Factor of Safety against flexural failure is FSflexure MMn FSflexure= 1.077 commentflexure i6Sflexure > 0.999, "Okay", "Not okay") commentflexurc = "Okay" Use quantityrebars = 12 vertical rebars evenly spaced Date: 11/5/2012 Time: 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Page: 7 Voice: 408-871-7273 Grid line J p = 1 V:= 4875•lb•(p) + 0.lb quantityshcarwull,segmcnts 4 x:= 6 -in holdown distance from wall edge. heightplatc 8 ft L1 := 6 -ft L2:= 13 -ft L3 := 6.5 -ft L4:= 9 -ft L5 := 0•ft Lwall := L1 + L2 + L3 + L4 + LS V Lwindow (0 + 0 + 0)•ft Lnet Lwall — quantityshearwall.segments'x vwall vwall = 150-pif Lnet — Lwindow segmentwall.width LI segmentwalLheight heightplate segment�,,ail.height �� commentratio := if >_ 3.5, Inadequate aspect Acceptable aspect commentratio = Acceptable aspect segmentwall.width aspectracio := if segmentwalLheighc 2•segmentwall width >_ 2, ,1 aspectmc;o = 1 segmentwall.width segmentwall. height ywall vwall vwall = 150-pif aS wall P ratio shearwall := W567 F- if(vwall _< 760pif , "W5" , if(vwall 5 980•plf , "W6" , if(vwall <_ 1280•plf , "W7" , "Shear too high" M W34 E- if(vwaIl 5 490•plf,"WY if(vwall <_ 640•plf,"W4" ,W567)) W12 E— if(vwap <_ 260•plf,"W1" ,if(vwall 380•plf,"W2" , W34)) shearwall = "W1" Checks hearwa11 uplift forces. Uplift,b ..:= 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 39000lb- ft Up := OTM + UpliftaboVe Up = 12001b` Lnet HD := HD 19 <— if (Up S 19070- lb, "use FM 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method" ) HDU 14 +- if (Up <_ 14925•lb, "HDU 14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) MUI I <- if (Up <_ 9215•lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" ;HDU14) HDU8 E- if (Up <_ 6490- lb, "HDU8 (7/8") or CMSTI4 strap" ,HDUI 1) HDU5 F- if(Up <_ 5645- lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 +- if (Up S 3075. lb, "HDU2 (5/8") or MSTC52 strap" , HDU5) HDnone <- if (Up <_ 500•lb, "Tension low; Holdown not requireid" ,HDU2) HD = "HDU2 (518") or MSTC52 strap" Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 8 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871.7273 Grid line I p = 1 V:= 1753.lb•(p) + 0 -lb quantityshearwall.segments 2 x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft L1 := 2 -ft + Tin L2:= 2 -ft + Tin L3:= 0•ft L4:= 0 -ft L5:= 0•ft L,,,, := L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quanti tyshearwal1.segments* X vwall := V vwall = 420.72•plf Lnet — Lwindow segmentwall.width = L1 segmentwal1.height = heightplate segment,�,al I. height commentratio := if >— 3.5, "Inadequate aspect" , "Acceptable aspect" commenttio = "Acceptable aspect" segmentwal1.width segmentwal1.height 2•segmentwall width aspectratio := if >_ 2, ,1 aspectratio = 0.646 segmentwall width segmentwall. height ywal I vwall = vwa11 = 651.437.plf aspectratio shearwall := W567 <— if vwall < 760pif , "W5" , if vwall <_ 980-plf , "W6" , if vwall 5 1280•plf , "W7" , "Shear too high" W34 <— if(vwall _< 490•plf , "W3" , if(vwall S 640•plf , "W4" , W567)) W12 F if (vwall 5 260•plf , "W 1" , if(vwall 380•plf , "W2" , W34)) shearwall = "W5" Check shearwall uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 14024lb- ft Up := OTM + Upliftabove Up =3365.76 lb Lnet HD := HD 19 <— if(Up 5 19070. lb, "use HD 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <— if(Up <— 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,MI9) HDU11 <— if(Up <_ 9215•1b, "1DU11 (1.0") w/ 6x post or CMST12 strap", HDU14) HDU8 <— if(Up:,--- 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up 5 5645. lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up 5 3075- lb, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <— if(Up :5 500 -lb, "Tension low; Holdown not requireid" ,HDU2) HD = "HDU5 (5/8") or MSTC66 strap" Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 9 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871.7273 Grid line 2 p = 1 V:= 2095•lb•(p) + 0•]b quantityshoarwall.segments 1 x:= 6 -in holdown distance from wall edge. heightplate 8 -ft L1 := 4.5 -ft L2:= 0•ft L3 := 0•ft L4:= 041 L5 := 0 -ft Lwall := L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0)•ft Lnet := Lwall — quantityshearwalLsegments'x vwall := V vwall = 523.75•plf Lnet — Lwindow segmentwall.width := L1 segmentwall.height = heightplate commenratio •= if segmentwall.height >_ 3.5 "Inadequate aspect" "Acceptable aspect" commentratio = "Acceptable aspect" segmentwall.width aspectratio := if segmentwall.height 2• segmentwall.width >_ 2, ,1 aspectratio = 1 segmentwa]Lwidth segmentwall.height ywall vw,a]1:= vwall = 523.75•plf aspectratio shearwall := W567 <— if(vwall < 760plf , "W5" , if(vwall :5 980•plf , "W6" , if(vwall 5 1280•plf , "W7" , "Shear too high"))) W34 <— if(vwall 5 490•plf , "W3" , if(vwall 5 640•plf , "W4" , W567)) W12 <-- if(vwall 5 260•plf , "W1 " , if(vwall 380•plf , "W2" , W34)) shearwall = "W4" Check shearwall uplift forces. Upliftabove := 0•lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 16760lb•ft Up := OTM + Upliftab,,e Up = 41901b Lnet HD := HD19 <— if(Up <_ 19070•1b, "use 1-11319 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <— if(Up 5 14925.16, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", HD19) HDU11 <— if(Up 5 9215•1b, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 <— if(Up 5 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDUS <— if(Up :5 5645•1b, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up :5 3075.1b, "HDU2 (5/8") or MSTC52 strap" , HDU5) Mnone <— if (Up 5 500. lb, "Tension low; Holdown not requireid" ,HDU2) HD = "HDU5:(5/8") or MSTC66 strap" Date: 11/5/2012 Time. 4.•37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Page: 10 Voice: 408-871-7273 Grid line 7 p = 1 V:= 3564•lb•(p) + 0 -lb quantityshearwall,segments 1 x:= 6 -in holdown distance from wall edge. heightplate := 8 -ft L1 := 7.5 -ft L2:= 0•ft L3 := 0 -ft L4:= 041 L5 := 0•ft Lwa11 := Ll + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0)•ft Lnet V Lwall — quantityshearwall.segments'x vwall := vw,ll = 509.143•pif Lnet — Lwindow segmentwalLwidth LI segmentwall.height heightplate commentratio := if s egment,al I. height >_ 3.5, "Inadequate aspect" "Acceptable aspect" commenatio = "Acceptable aspect" segmentwalLwidth aspectratio := if segmentwal 1. height 2•segmentwall width ? 2, > ] aspeetrat;o = 1 segmentwall.width segmentwal1.height ywall vwall vwa11 = 509.143•plf aspectratio shearwall := W567 F- if(vwall 5 760plf , "W5" , if(vwall 5 980•plf , "W6" , if(Vwall 5 1280•plf , "W7" , "Shear too high"))) W34 +- if(vwll <_ 490•plf , "W3" , if(vwall <_ 640•plf , "W4" , W567)) W12 t- if(vwall 5 260•plf,"W1" ,if(vwall <_ 380•plf,"W2" ,W34)) s hearwall = "W4" Checks hea rwa 11 uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 285121b•ft Up := OTM + Upliftabove Up = 4073.143 lb Lnet HD := HD19 <- if(Up 5 19070•1b, "use HD19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 if(Up <_ 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU11 <- if(Up 5 9215•1b,'7 DU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 <- if(Up 5 6490•1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 F- if(Up <_ 5645 -lb, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <-- if(Up <_ 3075•1b, "HDU2 (5/8") or MSTC52 strap", HDU5) HDnone <- if (Up 5 500•lb, "Tension low; Holdown not requireid" ,HDU2) fm = "HDU5 (5/8") or MSTC66 strap" Date: 11/5/2012 Time: 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Page: 91 Voice: 408-871-7273 Grid line 9 p = 1 V:= 411 lb•(p) + 0•Ib quantityshearwall.segments := I x:= 6 -in holdown distance from wall edge. heightnlate 8•ft L1 := 5 -ft L2:= 0•ft L3 := 041 L4:= 0•ft L5 := 041 LN,all := L1 + L2 + L3 + L4 + L5 V Lwindow:= (0 + 0 + O) -ft Lnet := Lwall — quanti tyshearwal1.segments'x vwall := vwall = 91.333•plf Lnet — Lwindow segmentwall.width := L1 segmentwal1.height := heightplate segmentµall.height commentratio := if >_ 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" Segmentwall.width aspectratio := if segmentwall.height 2•segmentwall.width >_ 2, ,1 aspect,tio = 1 segmentwal 1. width segmentwal1.height ywall vwall := vwall = 91.333-plf aspectratio shearwall := W567 <— if(vwall < 760plf , "W5" , if(vwall <_ 980•plf , "W6" ,if(vwall <_ 1280•plf , "W7" , "Shear too high"))) W34 <— if(vwall _< 490•plf, "W3" I if(vwall <_ 640•plf , "W4" , W567)) W12 <— if(vwall 260•plf , "W 1" , if(vwall < 380•plf , "W2" , W34)) shearwall = "W1" Cheeks hea rwa 11 uplift forces. Upliftabove := 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 3288lb•ft Up := OTM + Upliftabove Up = 730.667 lb Lnet HD := HD 19 F if (Up S 19070. lb, "use HD 19 (1-1/4") w/ 6x post"" , "Tension too high; Use other holdown method") HDU14 <— if(Up <_ 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", HDI 9) HDU11 <— if (Up <_ 9215 -lb, "HDU11 (1.0") w/ 6x post or CMST12 strap", HDU14) HDU8 <— if(Up S 6490•1b,"HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up S 5645•1b, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 <— if(Up <_ 3075 -lb, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone '<— if (Up <_ 500. lb, "Tension low; Holdown not requireid" , HDU2) HD = 11HDU2 (5/8") or MSTC52 strap" 7 . • i Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 12 Time: 4:37 PM 274 E. Hamilton Ave. Ste. C Voice: 408-871-7273 Grid line 11 p = 1 V:= 528•lb•(p) + 0 -lb quantityshearwall.segments I x:= 6 -in holdown distance from wall edge. heightplate 8•ft L1 := 7.541 L2:= O -ft L3 := 0•ft L4:= 0 -ft L5 := 041 Lwall := L1 + L2 + L3 + L4 + LS V Lwindow (0 + 0 + 0)•ft Lnet 1 -wall — quanti tyshearwal1.segments'x vwall := vw,ll = 75.429-pif Lnet — Lwindow segmentwall.width = L1 segmentwall.height = heightl,late segment,�,all.height n n n n n commentratio := tf >_ 3.5, Inadequate aspect Acceptable aspect commentratio = Acceptable aspect" segmentwall width segmentwall.height 2 - segmentwall.width aspectrado �= if >_ 2, ,1 aspectratio = 1 segmentwall.width segmentwall.height ywall vwall = vwatl = 75.429•pif aspectratio shearwall - W567 <- if(vwall 5 760pif , "W5" , if(vwall _< 980•plf , "W6" , if(vwall 1280•plf , "W7" , "Shear too high"))) W34 <- if(vwall < 490•plf , "W3" , if(Vwall <_ 640•plf , "W4" , W567)) W12 E- if(vwall 5 260•plf,"W1" ,if(vwall 5 380•plf,"W2" , W34)) shearwall = "W 1" Check shearwall uplift forces. Upliftabove 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 4224lb. ft Up := OTM + Upliftabove Up = 603.429 lb Lnet HD := HD19 F- if(Up <_ 19070•1b, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <- if(Up <_ 14925•lb, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU11 F— if(Up 5 9215•lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" , HDU14) HDU8 F- if(Up <_ 6490•Ib, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 F- if(Up <_ 5645.1b, "HDU5 (5/8") or MSTC66 strap" , HDU8) HDU2 <- if(Up <_ 3075•lb, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <- if(Up 5 500. lb, "Tension low; Holdown not requireid" , HDU2) HD = "HDU2 (5/8") or MSTC52 strap" Date: 11/5/2012 Time: 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Page: 13 Voice: 408-871.7273 Grid line 13 P = 1 V:= 637•lb•(p) + 0 -lb quantityshearwall,segments I x:= 6 -in holdown distance from wall edge. heightplate := 8' ft L1 := 5 -ft L2:= 0 -ft L3 := 0 -ft L4:= 0•ft L5 := 041 Lwall = L1 + L2 + L3 + L4 + L5 Lwindow (0 + 0 + 0) -ft Lnet Lwall — quanti tyshearwal1.segments'x vwall := V vwall = 141.556•plf Lnet — Lwindow segmentwall. width L1 segmentw,all.height = heightplate segmentN,all.heigM commentratio := if >— 3.5, "Inadequate aspect" , "Acceptable aspect" commentratio = "Acceptable aspect" segmentwall.width aspectratio := if segmentwall.height 2•segmentwal1.width >_ 2, ,1 aspectratio = 1 segmentwall.width segmentwal1.height ywall vwall := vwall = 141.556•plf aspectratio shearwall — W567 <— if(vwall <_ 760pif , "W5" , if(vwall < 980•plf , "W6" , if(vwall <_ 1280•plf , "W7" , "Shear too high" M W34 <— if(vwall 5 490•plf , "W3" , if(vwall <_ 640•plf , "W4" , W567)) W12 <— if(vwall 5 260•plf,"W1" ,if(vwall 380•plf,"W2" , W34)) shearwall = "WI" Check shearwall uplift forces. Uplikbo,e := 0 -lb Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 5096lb•ft Up := OTM + Upliftabove Up = 1132.4441b Lnet HD := HD19 <— if(Up <_ 19070•lb, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 <-- if(Up <_ 14925.16, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap", HD19) HDU11 <— if(Up <_ 9215 -lb, "HDU11 (1.0") w/ 6x post or CMST12 strap" ,HDU14) HDU8 <— if(Up <_ 6490.1b, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <— if(Up <_ 5645•1b, "HDU5 (5/8") or MSTC66 strap" ,HDU8) HDU2 +-- if(Up 5 3075•1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) Mnone <— if(Up 5 500•1b, "Tension low; Holdown not requireid" , HDU2) HD = "HDU2 (5/8") or MSTC52 strap ". . Date: 11/5/2012 Sezen & Moon Structural Engineering, Inc. Page: 14 Time: 4:37 PM 274 E. Hamilton Ave., Ste. C Voice: 408-871-7273 Grid line 15 p = 1 V:= 520 -lb -(p) + 0 -lb quantityshcarwall.segmcnts := 1 x:= 6 -in holdown distance from wall edge. heightplate := 8'ft L1 := 4 -ft L2:= 0•ft L3 := 0•ft L4:= 0•ft L5 := 0 -ft Lwall := L1 + L2 + L3 + L4 + L5 Lwindow = (0 + 0 + 0) -ft Lnet:= Lwall - quanti tyshearwal1.segments 'x Vwall := V VW,If = 148.571-plf Lnet - Lwindow segmentw,all.width := L1 segmentwall. height := heightplate segmentN,all.height commentratio := if >- 3.5 , "Inadequate aspect" , "Acceptable aspect" commenttia = "Acceptable aspect" Segmentwal].width segmentwal 1. height 2•segmen611 width aspectratio := if >_ 2, , ] aspectratio = 1 segmentwall width segmentwall.height Vwall Vwall := vwall = 148.571 -plf aspectratio shearwall — W567 <- if(vwall < 760pif , "W5" )if(vwall 5 980•plf , "W6" , if(vwall < 1280•plf , "W7" , "Shear too high" M W34 F if(vwall < 490•plf , "W3" , if(vwal] <- 640•plf , "W4" , W567)) W12 <- if(vwall < 260•plf , "W 1 " , if(vwall < 380•plf , "W2" , W34)) shearwall = "WI" Checks hen rwall uplift forces. Upliftabove 0.113 Uplift forces from above (ie, shear -wall above) OTM := V•heightplate OTM = 4160lb- ft Up := OTM + Upliftabove Up = 1188.571 lb Lnet IID := HD19 F- if(Up <_ 19070•]6, "use HD19 (1-1/4") w/ 6x post"", "Tension too high; Use other holdown method") HDU14 F- if(Up <- 14925•1b, "HDU14 (1.0") w/ 6x post or DBL CMST12 strap" ,HD19) HDU11 F- if(Up 5 9215.16, "HDU11 (1.0") w/ 6x post or CMST12 strap" , HDU14) HDU8 F if(Up <- 6490•Ib, "HDU8 (7/8") or CMST14 strap" ,HDU11) HDU5 <- if(Up <- 5645.16, "HDU5 (5/8") or MSTC66 strap" , HDU8) HDU2 E- if(Up 5 3075•1b, "HDU2 (5/8") or MSTC52 strap" ,HDU5) HDnone <— if(Up <- 500. lb, "Tension low; Holdown not requireid" , HDU2) fW = "HDU2 (5/8") or MSTC52 strap" Date 11/5/2012 4:37 PM Grid line F/G Determine "p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 V1 := 966 -lb V2:= 0 -Ib V3 := 0•]b V:= (V1 + V2 + V3 + V4)•Cred + Vabove L1 := 9.5 -ft L2:= 0•ft L3:= 0•ft sumL := Ll + L2 + L3 + L4 — openings maxwall.length max(L1, L2, L3, L4) V:= ratio :_ Vy'(maxwall.length — 0 -ft) sumL Vs.total pfactor if (ratio < 33•%,'Rho=1.00" , "Rho=1.3" ) Grid line E Determine "p" V1 := 764 -lb V2:= 0 -lb V3 := 0 -lb V:= (V1 + V2 + V3 + V4)•Cred + Vabove L1 := 8 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length = max(L 1, L2, L3 , L4) V v(maXwall.length — O•ft) V:= ratio := sumL Vs.total V4:= 0•]b Vabove 0•Ib V = 520.153 lb L4:= 0•ft sumL = 9.5 ft maxwall.length = 9.5 ft ratio = 3•% pfactor = "Rho=1.00" ■ • or Page: 4 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com openings:= (0 + 0) -ft Summation check Vsum Vsum + V Vsum = 12070.675 lb V4:= 0•]b Vabove 0•]b V = 411.384 lb L4:= 0 -ft sumL = 8 ft maxwall.length = 8 ft ratio = 3•% openings:= (0 + 0) -ft Summation check pfactor if(ratio < 33•%,'Rho=1.00" ,'Rho=1.3") pfactor = "Rh4-1.00" ' Vsum Vsum + V Vsum = 12482.059 lb 1 Date 11/5/2012 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 Y -Direction. Grid line l Determine "p" V1 := 2560 -lb V2:= 695 -lb V3 := 0•]b V4:= 0•]b Vabove O'lb V:= (V1 + V2 + V3 + V4)•Cred + Vabove V = 1752.691b Ll := 2.5 -ft L2:= 2.5 -ft L3:= 0•ft L4:= 0•ft openings := (0 + 0 + 0) -ft sumL := Ll + L2 + L3 + L4 — openings sumL = 5 ft maxwall.length max(L1, L2, L3, L4) maxwall.length = 2.5 ft V V•(maXwall.length — 0•ft) V:= := ratio := ratio = 5•% sumL Vs.total Pfactor if(ratio < 33•%,'Rho=1.00" , "Rho=1.3" ) Grid line 2 Determine " p" V1 := 2560 -lb V2:= 695 -lb V3 := 635 -lb V:= (V1 + V2 + V3 + V4)•Cred + Vabove L1 := 4.5 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L l , L2, L3 , L4) V V•(maxwall.length — O•ft) v := ratio := sumL Vs.total Pfactor if (ratio < 33 %, "Rho=1.00" , "Rho=1.3") Page: 5 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com Summation check Vsum 0 -lb Pfactor = "Rho=1.00" Vsum Vsum + V Vsum = 1752.69 lb V4:= 0•]b Vabove 0 -lb V = 2094.612 lb L4:= 0•ft openings:= (0 + 0) -ft sumL = 4.5 ft maxwall.length = 4.5 ft ratio = 13•% Summation check Pfactor = "Rho=1.00° Vsum := Vsum + V Vsum = 3847.302 lb Date 11/5/2012 4:37 PM Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 Page: 6 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com Grid line 7 Determine "p" V1 := 635-1b V2:= 1961.115 V3 := 4022 -lb V4:= 0•]b Vabove 0•ib V:= (V1 + V2 + V3 + V4)•Cred + Vabove V = 3563.533 lb L1 := 7.5 -ft L2:= 0 -ft L3:= 041 L4:= 0•ft openings := (0 + 0) -ft SumL := L1 + L2 + L3 + L4 — openings SumL = 7.5 ft maxwall.length = max(L 1, L2, L3, L4) maxwall.length = 7.5 ft `/ V•(maxwall.length — 0 -ft V:= ratio := ratio = 22•% SUML Vs.total Summation check Pfactor if(ratio < 33•%, "Rho=1.00" , "Rho=1.3") Pfactor = "Rho=1.00" Vsum Vsum + V Vsum = 7410.83516 Grid line 9 Determine "p" V1 := 764 -lb V2:= 0•Ib V3 := 0 -lb V:= (VI + V2 + V3 + V4)•Cred + Vabove L1:= 5 -ft L2:= 0•ft L3:= 0•ft SumL := L1 + L2 + L3 + L4 — openings maxwall.length max(L 1, L2, L3 , L4) `7 v (maxwall.length — 0 • ft) V:= ratio := SumL Vs.total Pfactor if (ratio < 33-%, "Rho=1.00" ,"Rho=1.3") V4:= 0 -lb Vabove 0 -lb V = 411.384 lb L4:= 0 -ft openings := (0 + 0) -ft SumL=5ft maxwall.length = 5 ft ratio = 3•% Summation check Pfactor = "Rho=1.00" VSum Vsum + V Vsum = 7822.22 lb f Date 11/5/2012 4:37 PM Gridline 11 Determine "p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 V1 := 764 -lb V2:= 217 -lb V3:= 0•Ib V:= (VI + V2 + V3 + V4)•Cred + Vabove L1 := 7.5 -ft L2:= 0•ft L3:= 0•ft sumL := Ll + L2 + L3 + L4 — openings maxwall.length max(L1, L2, L3, L4) Vy'(maxwall.length — O•ft) V:= ratio := sumL Vs.total Page: 7 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com V4:= 0•]b Vabove O'lb V = 528.23 lb L4:= 0•ft openings:= (0 + 0) -ft sumL = 7.5 ft maxwall.length = 7.5 ft ratio = 3•% Summation check Pfactor if(ratio < 33•%, "Rho=1.00" ,'Rho=1.3") Pfactor = "Rho=1.00" Vsum Vsum + V Vsum = 8350.45 lb Grid line 13 Determine " p" V1 := 217 -lb V2:= 966 -lb V3 := O -lb V:= (VI + V2 + V3 + V4)'Cred + Vabove L1 := 5 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwall.lengtb:= max(L1,L2,L3,L4) V v(maxwall.length — 0 -ft) V:= ratio :_ SUmL Vs.total Pfactor if (ratio < 33-%, "Rho=1.00" , 1.Rho=1.3" ) V4:= 0•]b Vabove 0 -lb V = 636.999 lb L4:= 0•ft openings := (0 + 0) -ft sumL = 5 ft maxwall.length = 5 ft ratio = 4-% Summation check Pfactor = "Rho=1.00" Vsum Vsum + V Vsum = 8987.4491b Date 11/5/2012 4:37 PM Grid line 15 Determine "p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 V1 := 966 -lb V2:= O -lb V3:= 0•Ib V:= (V1 + V2 + V3 + V4)•Cred + Vabove L1 := 4 -ft L2:= 0•ft L3:= 0•ft sumL := L1 + L2 + L3 + L4 — openings maxwal 1. length:=max(L1, L2, L3, L4) `/ v•(maxwall.length — O -ft) v := ratio := sumL Vs.total Pfactor:= if (ratio <33•%,"Rho=1.00","Rho=1.3") Page: 8 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com V4 := 0 -lb Vabove O,lb V = 520.153 lb L4:= 0•ft openings := (0 + 0) -ft sumL = 4 ft maxwall.length = 4 ft ratio = 3•% Summation check Pfactor =' Rho=1.00" Vsum Vsum + V Vsum = 9507.602 lb Date 11/5/2012 4:37 PM Grid line L Determine "p" Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Ave., Ste. C Campbell, CA 95008-0240 V] := 635 -lb V2:= 1961•]b V3 := 695 -lb V4:= 0 -lb Vabove 0•]b V:= (VI + V2 + V3 + V4)-C—d + Vabove V = 1772.074 lb L1 := 11 -ft L2:= 0 -ft L3:= 041 L4:= 0 -ft sumL := L1 + L2 + L3 + L4 – openings sumL = 7 ft maxwall.length max(L1, L2, L3, L4) maxwall.length = 1 1 ft V V•(maxwall.length — openings) V:= ratio := ratio = 11 •% sumL Vs.total Pfactor if(ratio < 33•%, "Rho=1.00" , "Rho=1.3") Pfactor = °Rho=1.00" Grid line J Determine " p" Page: 3 Voice: 408-871-7273 Fax: 408-871-7274 Web: www.SezenStructural.com openings:= (4 + 0) -ft Summation check Vsum Vsum + V Vsum = 6675.298 lb V1 := 4022 -lb V2:= 446•]b V3 := 2639 -lb V4:= (764 + 217 + 966) -lb Vabove 0 -lb V:= (VI + V2 + V3 + V4)•Cred + Vabove V = 4875.224 lb L1 := 6 -ft L2:= 13 -ft L3:= 6.5 -ft L4:= 9 -ft openings := (0 + 0) -ft sumL := L1 + L2 + L3 + L4 – openings sumL = 34.5 ft maxwall.length = max(L 1, L2, L3 , L4) maxwall.length = 13 ft V v (maxwall.length – 0 • ft) v := ratio := ratio = 11 •% sumL Vs.total Summation check Pfactor if(ratio < 33•%, "Rho=1.00" , "Rho=1.3") Pfactor`= "Rho=1.00 Vsum Vsum + V Vsum = 11550.522 lb load Sezen & Moon Structural Engineering, Inc. voice: 406471.7 73 beam 274 E. Hamilton Avenue, Suite C fax: 408"871-72 s c e P. repetitive Campbell, CA 85008-0240 t Project Name: Le Hors Residence Job: 4486-12 Spread shoat created by Kent 6. Sezen. M6, BE Member name: i Member location: ceiling beam form FbFt Fv Fc (perp) Fc (parallel) C factor psisl at al pal pal use code Deslpn values"__� 2400 1100 286 .................. 61-0 ...... ___..___._,,.,,.,, 1660,.._.,,,„_,,,,,,,_,_1700000 D 24F Glu Lam load wet beam alze Flo repetitive 1.25 1.26 duration service temp. stability factor size NI use member form o1 1-1 factor factor factor factor glb factor factor factor factor 1.15 0 CD CM Ct CL CV CF 1 1 OrCf 1.25 1.00 1 1.00 0.871 0.890 not used e4 beam loads values spaMood conditions distance wDL1 dead load (pit) 164.00 at midspan r,4 a 34.00 load duration CD CD cod IL--- v_b3 duration factor 1.25 1.26 02 L 1-2 o1 1-1 repetitive member Cr Cr used three or more 1.15 0 0.00 Pt� P2� P3I P4� two or less 1 1 1.00 Jt, 1.00 e4 beam loads values spaMood conditions distance wDL1 dead load (pit) 164.00 at midspan span (feet) simple 34.00 w3 P -cont wl-L1 live load (plf) 160.00 at midspan semi (feet) no conli 0.00 w1 total load (pit) 324 at midspan "e1" (teal) 1.00 wDL2 dead load (plf) 0.00 ler camaaver "b1" (feet) 33.00 w1 w2 wl-12 live load (pit) 0.00 8e" at camver "a2 (feet) 3.00 w2 total load (plf) er candle W" (feet) 31.00 wDL3 dead load (plf) 0.00 triangular to right "a3" (feet) 13.00 Spon conk wL1-3 live load (plf) 0.00 triangular to right "0" (feet) 21.00 V (left) V (right) w3 totalload (plf) triangular to right "s4"(feet) 14.00 wDL4 dead load (pit) 0.00 triangular to len 14" (feet) 20.00 wL1-4 live load (plf) w4 total load (pill 0.00 triangular to len triangular to lett geometry values Reaction a left support R DL (lbs) 2788 Reaction a right support R DL (lbs) 2788 beam width (inches) 6.75 R LL lbs 2720 R LL lbs 2720 PDL1 point dead load (lb) 0.D0 at "a1" beam depth (inches) 18.00 Total Obs 61-08 Total lbs 6508 PLLt point live load (lb) 0.00 at "al" P1 total point load (lb) at "a1" material type 24F Glu Lam gl PD12 point dead load (lb) 0.00 at "a2' PLL2 point live load (lb) 0.00 at "a2' conditions values cambe use Comber used P2 totalpoint load (Ib) �at "a2' quantity (members connected together) 1 Radius GLB (clock = 3500.N) 3500 PDL3 point dead load (lb� 0.00 at "a3' beam used upright 1 stock camber 0.495 0 0.00 PLO point live load (lb) 0.00 Will beam used on side 0 upright variable camber 0.88 1 0.88 P3 total point load (lb) at "a3' Lu unsupported length > 0 (inches) 408.00 no umber (overide), yes = 1, no = 0 0 0.88 PDL4 point dead load (lb) 0.00 at "a4' Luld > 0 22.67 PLL4 point live load (lb) 0.D0 at "a4' Moments values (ft -Ib.) P4 total point load (lb) at "a4' Shears values M me. C span (DL) 23895 V DL (left) 2788 IDs M max a span (LL) 23117 PDL -rant point dead load (lb) 0.00 at -firmer V LL (left) 2720 lbs M max @ span (total) 46812 PLL -cant point live load (lb) 0.00 at cantilever V DL (right) art side 2788 lbs M Q candever (DL) 0 li total point load (lb) at cantilever V LL (right) left side 2720 lbs M Q cantilever (LL) 0 V DL (right) right 0 lbs M max @ cantilever (total) 0 V LL (right) rigor aide 0 lbs V max (total) 5508 lbs Consider tree s - 1 no - 0 1 yes creep quantity beam size sing 1 b.75 x 1 ts 24F Glu Lam simple span beam 0.884 camber (inches) required geometric properties values deflec, span suitable use inches deflec, cant. suitable us( inches area req'd (ina2) 24.94 dead load umber used 0.0000 creep used dead load 0.0000 section mod. req'd (ine3) 215.07 live load okay, -iftnq 0.8625 live load rue cantilever 0.0000 total load okay, carpet floor 0. 6 5 total load no cantilever deflection deflection actual geometric properties values criteria inches criteria inches :Toss sectin area used (ina2) 121.50 okay spanl120 3.4000 sparu240 0.0000 :action modulus used (ine3) 364.50 okay spark/180 2.2667 span/360 0.0000 noment inertia used (in"4) 3280.50 span/240 1.7000 span/480 0.0000 span/360 1.1333 span/600 0.0000 spanl480 0.8500 spanr720 0.0000 spar l600 0.6800 spanr720 0.5667 Moment Diagram Ej Deflection Diagram 5ij CL#4 (ceiline beam Sezen & Moon Structural Engineering, Inc. 274 E. Hamilton Avenue, Suite C Campbell, CA 95008 span := 16 -ft cantilever:= 0•ft tribwidth.roof (5.5)•ft tribwidth.ceiling 0 -ft DLbn, := 20•plf WDL DLroof'tribwidth.roof + DLceiling•tribwidth.ceiling + DLE.wall'(0•ft) + DLbm WDL = 86•plf WLL.roof LLroof tribwidth.roof WLL.roof = 110'Plf WLL.ceiling LLattic. uninhabitable* tri bwidth.ceiling WLL.ceiling = O•plf Use 6x1ODF#1. See appendix for detailed analysis. CL#5 (ceiling beam span := 34 -ft cantilever:= 0•ft tribwidth.roof (8) -ft tribwidth.ceiling 0•ft DLbn, := 20•plf WDL:= DLroofvault`tribwidth.roof + DLceiling'tribwidth.ceiling + DLE.wall•(0•ft) + DLbm WDL = 164-plf WLL.roof LLrooftri bwidth.roof WLL.roof = 160•plf WLL.ceiling LLattic. uninhabitable, tribwidth.ceiling WLL.ceiling = O•plf Use 6-3/4x 18"glulam w1112" camber. See appendix for detailed analysis. FL#1 (1st floor foist) span := 11 -ft cantilever:= 0•ft tribwidth 16 -in DLb,,, := 0•Plf WDL := DLfloor'tribwidth + DLbm FuvDL = 17 333 plf WLL LLfloor tribwidth WLL = 53.333•plf Use 2x8 DF#2 joist @ 16" o.c. See following spread sheet for detailed analysis. Page: 4 a.T! rarlww w! Iatiotwa•n am wwea,•4awa o T='w•w we-xara pReaeraRl �RRaA+�Rfa•fa oilNUs eley UrP )OU UDpeuuopi JPD PLM Gm *"M Oq U-PP4 ' 38 IBM tR 4ris IWO119B bS LTS PMM e41 O1 Mrd 0 0 OZS www T•. e.ar aT „.!a T• w . Tr>r�w >,+w .NI i.F++, F. � y.r r NI �F: F.rF: �.:,� ��c UDId 6wwDid 7? UOI)DPUDO j Jjj is( �! Te (ore4MW- q%wp) 'M 61.pry) •.1 r.1lT 4�eww+Frrr'P:.l'"....TTnlr.T...-.wN-N,ow.R�.,.�r! TI '.wT•s T.+rw r TP .•r+ n ��•YMM1 w.s. -l+••w wrra T.P�+P +P! TI �� r .PM w •N nrW, N Fr .r+� M �N ��rr+• wr '+�+r Y...pV Mn w ., T..MY r 9/l1P•.. 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As.IPMNr !w! Aw . M .I- ti� T 1� r rl M a1 . nTww N Fw. F, �1 T11 RPP► Tw.9NT w 1 +M '!, +/ r rY T�'� T w, 1 y �1 ~W 1pw q! wt 'T wT r r TI A TePr, r rl..I A NrI n r ; 1�+�M�.•T� �rr�,1� TT.P�Tb ` 'T•MP r TII•P AMI IrMP Ir T. N F' Y• .P.� r r .I�w� l�� I �w.� TTP .1 �y� r TdIM nA+ N Pe. , n+I N w �wr l i•rR. a W1 T� h' �1 AP �F D,R! +�P ill. ! O elami�Aaecw r TNr �. N , TT.T9'•� T• ..P� -T w , Aw . 4 r M ti•. R T� '{ rP.T • W.1� T•T. l�Ir rll . T11! Tllw� �w AII. M N N T•! +1.1M T•Il . r A.PP AA. N , sIT..O lw . r M► nPMPP w..T.1 � '•,'.'�"'! 1Pf �1 R F TAI. TM.S �P Tr a TN a1 T.1r N N'd'IdONIYiVifda00ldlSl4NOLLVONfIOd o � � I a o 0 d a• r• O x1 F � o 0 Imo►��.y! o CD a.„ 1--1 , l.1. a.T! rarlww w! Iatiotwa•n am wwea,•4awa o T='w•w we-xara pReaeraRl �RRaA+�Rfa•fa oilNUs eley UrP )OU UDpeuuopi JPD PLM Gm *"M Oq U-PP4 ' 38 IBM tR 4ris IWO119B bS LTS PMM e41 O1 Mrd 0 0 -o oII 'I a.T! rarlww w! Iatiotwa•n am wwea,•4awa o T='w•w we-xara pReaeraRl �RRaA+�Rfa•fa oilNUs eley UrP )OU UDpeuuopi JPD PLM Gm *"M Oq U-PP4 ' 38 IBM tR 4ris IWO119B bS LTS PMM e41 O1 Mrd 0 0 UPP GEOTECHNOLOGY Engineering Geology • Geotechnical Engineering a , a division of C2EARTH, INC. 17 July 2013 Document Id. 12003C -02L1 Serial No. 16546 Mr. Arnaud Le Hors F)YI 11650 Regnant Canyon Drive OU 1.11� Cupertino, CA 95014 SUBJECT: RESPONSE TO COMMENTS AND PLAN REVIEW PROPOSED GARAGE, ADDITIONS, DRAINAGE IMPROVEMENTO AND FOUNDATION UNDERPINNING LE HORS RESIDENCE 11650 REGNART CANYON DRIVE CJ / CUPERTINO, CALIFORNIA / Dear Mr. Le Hors: INTRODUCTION As requested, we have reviewed the project plans and peer review comments issued by the City of Cupertino's reviewing consultant, Cotton, Shires and Associates, Inc. (CSA) for the proposed improvements to your residence at 11650 Regnart Canyon Drive in Cupertino, California. Our Limited Soil and Foundation Study report dated 25 January 2013 (Document Id. 12003C -02R1) presented our recommendations for the earthwork and foundation design aspects of the project. CSA reviewed our report and presented their comments on our report and the project in a Geotechnical Peer Review letter dated 16 April 2013. On 30 May 2013, we met you and your designers at your property to discuss the risks of earth movement adversely impacting your home, and prudent risk mitigation measures. 7 CUPERTINO Subsequently, we reviewed plans that were revised for the }project based orndiww� t meeting. A summary of our discussions with the team, our response to CSA's peer review comments, and the results of our plan review are summarir�,LW, G following sectiqss. DISCUSSION �16VIE'�VEU `0R CODE COMPLIANCE As discussed above, we met with you and your design team on' *94*f 13 t� rve `'(e conditions and discuss the potential risk that earth movement poses to the existing home and proposed improvements. All parties acknowledged the risk that earth movement could impact the integrity of the residence. We understand that underpinning the entire residence is not an economically viable solution at this time. In an effort to reduce the risk that earth movement poses to the existing home, we understand that you are planning to underpin the portion of the home that has experienced the most settlement. Copyright - CMarth, Inc. 408.366 5436 tot , 366.941 6824 lf) 'f,J C'miden Ave Suite A, Uampbel!. CA 95008 I C2;, CKarth com 011.,At CHarth cont A. • i Project Name: Le Hors 17 July 2013 Document Id. 12003C-021-1 Page 2 of 4 UPP GEOTECHNOLOGY a division of C2EARTH, INC. Additionally, the discussions included revising the proposed improvement plan so that the proposed additions/garage will be entirely supported by new foundations. It must be understood that this is not a complete underpinning and the risk to the home from earth movement has not been fully mitigated. There will remain a potential that future earth movement could require underpinning of the foundations supporting other areas of the home. RESPONSE TO COMMENTS The following are our responses to geotechnical related comments presented by CSA in their review letter. For ease of reading, CSA's comments are summarized below in italics. Floor level survey data for the existing residence should be provided along with a discussion justifying the location of the limited foundation underpinning piers; A floor level survey was performed as part of a foundation inspection and site drainage analysis by Mr. George Drew, of Special Guilding Inspections, LLC. A copy of the floor level survey is attached to this letter. The floor level elevations measured by Mr. Drew suggest that the differential movement is greatest in the southeastern corner of the residence. This portion of the home extends further east than other portions of the home, into the area of existing fill. The area of fill is susceptible to consolidation and downward creep of the fill material. The decision to limit the foundation underpinning to the southeastern corner of the home was made by the owner, because of economic constraints, and because there has not been significant evidence of ongoing distress observed within the remainder of the home. The owner acknowledged that ground movement could impact the remainder of the home and has been advised that future underpinning may be necessary. The consultant has indicated that the existing foundation contains pier support. Documentation of the existing pier depth, diameter and location should be provided, The home appears to have been built before 1965. There is no available documentation of the original foundation design or construction. Until exposed during construction, the existing foundation conditions are unknown. However, based upon our limited site observations, it appears that there are piers along the downhill side of the home; while the uphill side of the home appears to be supported on a shallow foundation. The proposed improvement concept has been modified such that the additions will be supported by a new foundation system that is structurally independent of the existing, unknown foundation. The proposed additions are to be located near the base of the very steep cut upslope from the residence. The geotechnical consultant should evaluate the stability of this cutslope and comment on the need for retaining walls or other mitigation measures (as deemed appropriate) to protect the new structures from slope debris failing off of the unsupported cut, Copyright — CMarth, Inc. 403 866.5436 to) 1 8366.941 6824 W 1 750 Camden Ave. Suite A, Campbell. CA 95008 ! C2 CCvU arth.com ; www UtEarth con, A. • i Project Marne: Le "dors -17 July 2013 Document id. 120030-02L1 Page 3 of 4 UPP GEOTECHNOLOGY diviS10110i C2 --ARTR wc. The cut slope appears to expose very stiff to hard Santa Clara formation bedrock, except where mantled by a thin veneer of soil. Except for shallow erosion, we observed no evidence suggestive of slope instability along the cut slope. In our opinion, the cut is in a stable configuration at the present time. During our site reconnaissances, we observed evidence that an insignificant amount of debris, derived from topsoil, periodically ravels off the unsupported cut slope. There is a deteriorated, about 2 -foot tall wood post and wood lagging fence at the base of the slope that collects debris. In our opinion, there is a low risk the debris would ravel off the slope, over -top or push through a renewed wood fence and adversely impact the performance of the improvements. In consultation with the owner and the designers, we understand the low fence will be replaced, where needed, with a new approximately 2 -foot tall wood fence that will reduce the risk of debris impacting the improvements. Portions of the existing structure appear to be supported by undocumented fill. The new additions are to be pier -supported with embedment into competent bedrock materials. The consultant should provide an evaluation of the likely performance differences between the old and the new structures, and coordinate with the Project Structural Engineer to provide recommendations for minimizing the performance differences. The Owner should be made aware of the potential for distress to the residence due to performance differences between old and new structural components. We have met with the project design team and owners and have discussed this condition. During our meeting, it was decided that the additions would be entirely supported by new foundation elements. There will remain a potential for differential movement between the new and old portions of the home. Differential movement could result in cracks and offsets that could lead to structural damage. If differential movement occurs, the eastern portion of the home may require underpinning, as discussed previously. We understand that the owners have acknowledged this and they are willing to accept this risk. PLAN REVIEW As requested, we have reviewed the following plans for the proposed garage, additions, and partial foundation underpinning of your residence. • Architectural Plans by Darko Designs (Sheets A1, dated 10 July 2013; A A2.3, dated 10 July 2013; and A3.1, dated 16 July 2013;) • Structural Plans by Sezen & Moon (Sheets S2.0, S2.2, and S2.3 dated 4 Feb 2013 with last revision dated 25 June 2013) Our report dated 25 January 2013, presented our recommendations for the earthwork and foundation design aspects of the project. Our plan review was made from a soil and foundation engineering viewpoint; no review was made of other aspects of the project design, such as project structural engineering. In our opinion, the plans for the proposed garage, additions, and partial foundation underpinning appear to be in general conformance with the recommendations of our reports. However, we Copyright — CMarth, Inc. „; u , f ? Project Name: Le Hors 17 July 2013 Document Id. 12003C -02L1 Page 4 of 4 UPP GBOTECHNOLOGY a division of CHARTH, INC. make no representation as to the accuracy of dimensions, measurements, calculations or any portion of the design, other than that covered by our recommendations. Sincerely yours, 0"'S Upp Geotechnology a division of C2Earth, Inc. Craig N. Reid, Principal Certified Engineering Geologist 2471 Registered Civil Engineer 74259 Distribution: Addressee (3 mailed and via e-mail to alehors@yahoo.com) Attachment: Floor Level Survey by Special Building Inspections, LLC This document is protected under Federal Copyright Laws. Unauthorized use or copying of this document by anyone other than the client(s) is strictly prohihited Contact C2Earth, Inc. for APPLICATION TO USE. " Copyright — CMarth. Inc. 403.866.64 6 (o) 1 866.941 6824 (fj 1 7-50 Camden Ave Suite A, CarnQbeli CA 95008 1 UgUEarth coin ! www UEar(h.com . 4 i special Building inspections, LLC www.SBIUSA.net Post Office Box 1467 - Los Altos, California 94023-1467 - 650-949-3774 LA NOT' YOUT IS SCAL PARTIAL PLOT PLAN & LEVEL SURVEY 11650 REGNART CANYON DR., CUPERTINO, CA. 1-174 11650 Regnart Canyon Dc., Cupertino Page 3:2 4 .44% IL SUBMITTAL #3 UPP GEOTECHNOLOGY a division of C2EARTH, INC. Engineering Geology • Geotechnical Engineering 27 September 2013 Document Id. 12003C -02L2 Serial No. 16599 Mr. Arnaud Le Hors 11650 Regnart Canyon Drive Cupertino, CA 95014 SUBJECT. SECOND RESPONSE TO COMMENTS AND PLAN REVIEW PROPOSED GARAGE, ADDITIONS, DRAINAGE IMPROVE NTS, AND FOUNDATION UNDERPINNING D LE HORS RESIDENCE 11650 REGNART CANYON DRIVE O CUPERTINO, CALIFORNIA 0(' j O /� Dear Mr. Le Hors: INTRODUCTION As requested, we have reviewed the revised project plans (second revision, dated 24 Sepfew 2013) and the City of Cupertino's Plan Review Stop Report, dated 19 August 2013, for tfie proposed improvements to your residence at 11650 Regnart Canyon Drive in Cupertino, California. Our Limited Soil and Foundation Study report dated 25 January 2013 (Document Id. 12003C -02R1) presented our recommendations for the earthwork and foundation design aspects of the project. In addition, our letter dated 17 July 2013 (Document Id. 12003C -02L1) presented our initial response to peer review comments from Cotton, Shires, and Associates and our review of the project plans. Our response to outstanding soil and foundation comments from the City and the results of our supplemental review of the revised plans are discussed in the following sections. RESPONSE TO COMMENTS We have reviewed comments by the City and consulted with the City's building inspector, Mr. Sean Hatch. The City's comments pertaining to soil and foundation issues, provided in their 19 August 2013 report, are reiterated in italics, followed by our response. 3. [Original Comment 3/12/131 Sheet AL Provide a section detail to show compliance with the building clearance from ascending slopes and footing setback from descending slope requirements of Sections R403.1.7.1 & R403.1.7.2. If the structure does not comply, revise the design or Section R403.1.7.4 allows alternate setbacks and clearances if an investigation and recommendation by a registered engineer is provided demonstrating that the intent of this section has been satisfied Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and erosion characteristics of slope material. Provide (2) wet stamped and signed copies of this slope investigation for review by the building official with a completed Alternate Materials and Method form. Copyright — UEarth, Inc. a ■ ) Project Name: Le Hors 27 September 2013 Document Id. 12003C -02L2 Page 2 of 3 UPP GEOTECHNOLOGY a division of C2 -ARTH, INC. Response: See attach response Letter from geotech review. 2nd Comment: The letter provided from the Soils Engineer does not address the footing setback issue as specified in the code sections above. Please either provide a section detail to show compliance or provide a copy of an investigation to support an alternate setback as specified in the original comment. On the basis of our conversation with Mr. Hatch and our review of the above comment, we understand that the City is requesting documentation indicating that the intent of Section R403.1.7 has been addressed to the satisfaction of the building official. The referenced Section refers to building footings on or adjacent to slopes having. gradients steeper than 3:1 (horizontal to vertical). Our prior study considered the material composition, height of the slopes, slope gradient, load intensity, and erosion characteristics for the slopes adjacent to the home. These items were taken into account when we developed our recommendations, which were provided in our Report and subsequent Letter. The following information is intended to reference and reiterate our prior observations and conclusions to assist in the building official's approval process. For the ascending slope (the slope along the rear of the home), the nearest addition will be located about 10 feet from the base of the slope (based upon our measurements of distances shown on the Site Plan, Sheet Al). We described the slope conditions in our Report and Letter. A cross-section of the slope configuration was provided as Figure 3, Geologic Cross -Section A -A' in our Report. (Please note, the location of the planned addition is further away from the toe of the slope than the preliminary concept depicted on our Figure 3). While the setback is less than the 15 -foot maximum setback suggested by the code, a 2 -foot tall wall/fence and drainage provisions are planned at the base of the slope to collect debris and run-off that could flow down this slope (the wall will replace an existing older wall currently at the toe of the slope). As discussed in our Letter, we conclude that there is a low risk that slope debris would ravel off the slope and over -top or push through the new 2 -foot wall/fence and impact the proposed improvements. In our opinion, the site conditions and improvement plans are in general accordance with the intent of the referenced building code. For the descending slope (the slope along the front of the home), the tops of the nearest foundation element for the addition and garage are about 48 feet and 33 feet from the break -in - slope, respectively (based upon our measurements of distances shown on the Site Plan, Sheet Al). The height of the slope from the pad down to Regnart Canyon Drive is about 70 feet (see Figure 3 in our Report). For projects where there is no soils report, the code section referenced by the City requires a minimum horizontal distance between the downslope edge of the base of new footings and daylighting portion of the slope to be greater than one third of the height of the slope (in this case 70/3 = about 23 feet), but not exceed a horizontal separation of 40 feet. The proposed improvements will be founded on drilled piers having minimum embedment depths of at least 8 feet into supportive material. The characteristics and depth of supportive material is discussed in our Report, and takes precedent over the referenced code. Pier foundations are planned and should be evaluated differently than footing foundations, referred to Copyright - CManh, Inc. Project Name: Le Hors 27 September 2013 Document Id. 12003C-021-2 Page 3 of 3 UPP GEOTECHNOLOGY C2'ARTH, INC. in this section of the code. Moreover, the distances from foundations for the garage and additions to the descending slopes substantially exceed the calculated 23 -foot horizontal setback requirement of the code. In our opinion, the site conditions and improvement plans are in general accordance with the intent of the referenced building code. PLAN REVIEW As requested, we have reviewed the revised architectural plans by Darko Designs (Sheets Al, and A2.3, second revision, dated 24 September 2013) for the proposed garage, additions, and partial foundation underpinning of the residence. As discussed above, our Report presented our recommendations for the earthwork and foundation design aspects of the project. Our plan review was made from a soil and foundation engineering viewpoint; no review was made of other aspects of the project design, such as project structural engineering. In our opinion, the revised plans for the proposed garage, additions, and partial foundation underpinning appear to be in general conformance with the recommendations of our reports. However, we make no representation as to the accuracy of dimensions, measurements, calculations or any portion of the design, other than that covered by our recommendations. Sincerely yours, Qp�or N sloH9 Upp Geotechnology ��\G a division of C2Earth, Inc. co z w No.74259 m Craig N. Reid, Principal ATF of CaL�Ep�`' Certified Engineering Geologist 2471 THIS DOCUMENT HAS Registered Civil Engineer 74259 BEEN DIGITALLY SIGNED Distribution: Addressee (3 mailed and via e-mail to alehors@yahoo.com) Mr. Darko Dekovic, Architect (via e-mail to darko@ba-dbi.com) Mr. Sean Hatch, City of Cupertino Building Inspector (via e-mail to seanh@cupertino.org) This docw+ent is protected under Federal Copyrtght Laws. Unauthorized use or copying of this document by anyone other than the client(s) is strictly prohibited Contact C2Earth, Inc, for APPLICATION TO USE. " Copyright — CMarth, Inc. I LE HORS RESIDENCE CUPERTINO, CALIFORNIA � 6a :.. CUPFRTINO Prepared For. Hoiir,inq Department 2013 ' -- Mr. Arnaud Le Hors REVIEv\,.Ei) K)k COL) (,(jMPUj 1650 Regnart Canyon Drive Reviewaa oy Cupertino, California 25 January 2013 Document Id. 12003C -02R1 This document is protected under Federal Copyright Laws. Unauthorized use or copying of this document by arty n than the client(s) is strictly prohibited. If use or copying is desired by anyone other than the client, complete the "A TION TO USE" attached to this document and return it to C2Earth, Inc. A� S�p CS UPP GEOTECFiNOLOGY a division of C2EARTH, INCC. UPP GEOTECHNOLOGY Engineering Geology • Geotechnical Engineering Mr. Arnaud Le Hors 11650 Regnart Canyon Drive Cupertino, CA 95014 a division of C2EARTH, INC. 25 January 2013 Document Id. 12003C -02R1 Serial No. 16425 SUBJECT: LIMITED SOIL AND FOUNDATION STUDY PROPOSED GARAGE, ADDITIONS, DRAINAGE IMPROVEMENTS, AND FOUNDATION UNDERPINNING LE HORS RESIDENCE 11650 REGNART CANYON DRIVE CUPERTINO, CALIFORNIA Dear Mr. Le Hors: As you requested, we have performed a limited soil and foundation study for the proposed improvements to your property located at 11650 Regnart Canyon Drive in Cupertino, California. The accompanying report presents the results of our study and testing, and our conclusions and recommendations concerning the soil and foundation engineering aspects of the project. The findings and recommendations presented in this report are contingent upon our review of the final foundation and drainage control plans, and our observation of the installation of the foundation and drainage control systems. This report includes information vital to the success of your project. We strongly urge you to thoroughly read and understand its contents. Please refer to the text of the report for detailed findings and recommendations. Sincerely, Upp Geotechnology a division of C2Earth, Inc. jL6"Ci&-t" fer Buckley Staff Geologist rS%;" p,1G N. 9>\ LU No. 74259 z M I�LJ T C Craig N. Reid, Principal CALIFC) Certified Engineering Geologist 71 Registered Civil Engineer 74259 Distribution: Addressee (3 mailed and via e-mail to alehors@yahoo.com) 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com ; www.C2Earth.com UPP GEOTECNNOLOGY a division of C2EARTH, INC. TABLE OF CONTENTS 1. INTRODUCTION......................................................................................................................1 2. SCOPE OF SERVICES..............................................................................................................1 3. METHOD OF STUDY...............................................................................................................2 4. SITE CONDITIONS...................................................................................................................3 4.1. Site Description...................................................................................................................3 4.2. Distress Observations..........................................................................................................3 4.3. Subsurface...........................................................................................................................4 4.4. Groundwater........................................................................................................................4 5. FINDINGS..................................................................................................................................4 5.1. Existing Foundation............................................................................................................4 5.2. Proposed Improvement Locations.......................................................................................5 5.3. Slope Stability.....................................................................................................................5 5.4. Seismicity............................................................................................................................6 6. RECOMMENDATIONS............................................................................................................6 6.1. Location of Proposed Improvements..................................................................................6 6.2. Seismic Design Criteria.......................................................................................................6 6.3. Earthwork............................................................................................................................7 6.4. Foundations.........................................................................................................................8 6.5. Drainage............................................................................................................................11 7. PLAN REVIEW AND CONSTRUCTION OBSERVATION..................................................13 BIBLIOGRAPHY LIST OF AERIAL PHOTOGRAPHS FIGURES APPLICATION TO USE 408.866.5436 (o) 1 866.941 6824 (f) 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com UPP GEOTECHNOLO" a division of CHARTH, INC. 1. INTRODUCTION This report presents the results of our limited soil and foundation study for the proposed garage, additions, drainage improvements, and foundation underpinning to be constructed on your property located at 11650 Regnart Canyon Drive in Cupertino, California (see Figure 1, Site Location Map). The objective of our study was to explore the soil and foundation conditions on the subject property in the area of the proposed improvements, and to develop findings and recommendations for the soil and foundation engineering aspects of the proposed improvements. We understand that your single -story residence was constructed on a relatively level pad created with undocumented grading (cuts and fills). The fill portion of the pad is being impacted by settlement, erosion, and downhill creep. These processes are adversely impacting and causing distress to your residence. In addition, poor drainage provisions are directing surface water into the crawlspace. We understand that you would like to mitigate the distress to your residence and improve the site drainage conditions. In addition, we understand that you plan to construct a new garage adjacent to the southwest portion of your residence and three small additions to the west of your residence (see Figure 2, Partial Site Plan and Engineering Geologic Map). We issue this report with the understanding that the owner or the owner's representative is responsible for insuring that the information and recommendations contained in this report are brought to the attention of the project architect and engineer, and are incorporated into the plans and specifications of the development. The owner must also insure that the contractor and sub- contractors follow the recommendations during construction. 2. SCOPE OF SERVICES We conducted this study in accordance with the scope and conditions presented in our proposal dated 31 January 2012 (Document Id. 12003C-OOP1). We make no other warranty, either expressed or implied. Our scope of services for this study included: • reviewing of selected geologic literature, aerial photographs, and previous consultants' reports of the area to evaluate the prevailing soil and foundation conditions; • performing engineering geologic reconnaissance and mapping of the site in the area of the home and proposed improvements; • preparing a partial site plan and a slope profile (using tape, compass, and hydrostatic leveling device); • conducting subsurface exploration; • performing field and laboratory testing; • performing soil and foundation engineering analyses of collected data; • meeting with with you to discuss our findings; and • preparing this report. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave. Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com Project Name: Le Hors 25 January 2013 Document Id. 120030-0281 Page 2 of 14 UPP GEOTECHNOLOGY a division of C2 r -Ah i i -i, iiv :. We have prepared this report as a product of our service for the exclusive use of Mn Arnaud Le Hors for the proposed foundation underpinning, garage, additions, and drainage improvements to be constructed on his property. Other parties may not use this report, nor may the report be used for other purposes without prior written authorization from Upp Geotechnology, a division of C2Earth, Inc (C2). Because of possible future changes in site conditions or the standards of practice for geotechnical engineering and engineering geology, the findings and recommendations of this report may not be considered valid beyond three years from the report date, without review by C2. In addition, in the event that any changes in the nature or location of the proposed improvements are planned, the conclusions and recommendations of this report may not be considered valid unless we review such changes, and modify or verify in writing the conclusions and recommendations presented in this report. Our study excluded an evaluation of hazardous or toxic substances, corrosion potential, chemical properties, and other environmental assessments of the soil, subsurface water, surface water, and air on or around the subject property. The lack of comments in this report regarding the above does not indicate an absence of such material. 3. METHOD OF STUDY We reviewed selected geologic maps, aerial photographs, and other consultants' reports to evaluate the prevailing soil and foundation conditions of the site and vicinity. As part of our study, our principal engineer met with you and performed a site reconnaissance on 27 January 2012. On 23 March 2012, our staff geologist evaluated the subsurface conditions in the vicinity of the distress and proposed improvements by logging three test borings excavated to depths of up to approximately 21 feet using a Simko hydraulic -powered, truck -mounted drill -rig equipped with continuous flight augers. The locations of the test borings are shown on Figure 2. We determined the approximate boring locations by measuring distance and bearing from known points on the aerial photograph and supplied floor plan; these locations are only as accurate as implied by the mapping technique used. We logged the borings in general accordance with the Unified Soil Classification System described on Figure 4, Key to Logs. A Summary of Field Sampling Procedures is presented on Figure 5. The boring logs are presented on Figures 6 through 8, Logs of Boring 1 through 3. The logs show our interpretation of the subsurface conditions at the locations and on the date indicated, and we do not warrant that they are representative of the subsurface conditions at other locations and times. We retained soil samples from the borings for laboratory classification and testing. The results of moisture content and dry density tests are presented on the logs. Following our subsurface exploration and analysis, you and our principal engineer met at our office on 5 April 2012 to discuss our findings and options to mitigate the risk of further distress to your property. Our principal engineer returned to the site on 17 January 2013 to observe the more recent site conditions. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2'n@C2Earth com { www.C2Earth.com Project Name: Le Hors 25 January 2013 Document Id. 12003C -02R1 Page 3 of 14 4. SITE CONDITIONS 4.1. Site Description UPP GEOTECHNOLOGY a division of C2EARTH, INt The irregularly shaped site is situated along the southeastern flank of a northeast -trending spur ridge. The site is elongated, with its long axis oriented in the north -south direction. The subject property is bounded to the north, east, and west by developed private properties. The southwest side of the property is bounded by Regnart Canyon Drive. A gravel driveway leads to the south side of the residence from Regnart Canyon Drive. The driveway and residence were constructed on level pads, created using cut and fill grading techniques. A single -story, wood -framed, single-family residence is situated in the central portion of the property. The western side of the residence is underlain by bedrock and the eastern side is underlain by undocumented fill. Our review of aerial photographs indicate the residence was constructed prior to 1965. Based upon our conversations with you, we understand that the residence is at least partially supported on a pier and grade beam foundation. The depths, size, and locations of the piers are unknown. A wooden deck is situated along the eastern side of your residence and is supported by posts and shallow isolated footings bearing on fill. An over -steepened, undocumented fill slope is situated toward the east of the residence and driveway. The fill slope descends steeply toward the east and southeast, with slope gradients of approximately 1'/2:1 (horizontal to vertical). We observed extensive erosion and shallow slip -outs on the over -steepened fill slope. The shallow slip -outs and erosion are confined to the fill material on the fill slope face. The fill slope lateral margins transition into a moderately steep, sloping, natural hillside with a gradient of approximately 2:1. Toward the west of your residence, there is flat gravel area adjacent to the residence that leads to an approximately 3 -foot tall free-standing wooden wall that is not retaining soil. The wall is located at the toe of a cut slope. The cut slope is up to about 20 feet tall. From the back of the wall, the cut slope ascends with a slope gradient of approximately 2:1. Beyond the top of the cut slope, several tens of feet from the wall, the ground surface flattens, then becomes steeper with slope gradients of approximately 1 %z: l . Drainage across the site is generally characterized as uncontrolled sheet flow to the east and southeast. The subject property is landscaped with grass, shrubs, and oak trees. 4.2. Distress Observations In June of 2011, Mr. George Drew of Soil Engineering Construction, Inc. prepared a home inspection report. As part of the evaluation, Mr. Drew conducted a floor level survey. The floor level survey indicated differential floor movement of over 4 inches in elevation from back to front. During our site visit, we observed foundation cracks through the grade beam supporting the northeastern corner of your home. In addition, we observed several roof gutters discharge near foundation vents. Based upon our conversations with you, we understand surface water enters the crawlspace. Copyright — UEarth, Inc. 408.866.5436 (o) 1 866.941.6824 (f} 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com Project Name: Le Hors 25 January 2013 Document id. 12003C -02R1 Page 4 of 14 4.3. Subsurface UPP GEOTECHNOLOGY C2::,. On 23 March 2012, we explored the subsurface conditions in the vicinity of the distress and proposed improvements by logging three test borings. Boring 1 was located near the southwestern portion of your residence in the vicinity of the proposed new garage, Boring 2 was located near the southeast corner of your residence, and Boring 3 was located near the central portion of your residence, adjacent to the top of the fill slope (see Figure 2). In general, the excavations encountered a similar sequence of subsurface materials, including undocumented fill underlain by Santa Clara formation bedrock. The fill consists of soft to firm, very dark grayish -brown to dark yellowish -brown sandy silt. The fill is up to approximately 16 feet thick and is underlain by Santa Clara formation bedrock. The bedrock persisted to the bottoms of the borings. The bedrock is composed of very stiff to hard sandy silt with gravel. Our interpretations of subsurface conditions are presented on Figure 3, Geologic Cross -Section A -A'. 4.4. Groundwater We did not encounter groundwater in the test borings. Fluctuations in the level of subsurface water could occur due to variations in rainfall, temperature, and other factors not evident at the time our observations were made. S. FINDINGS Based upon the results of our study, it is our opinion that, from a soil and foundation engineering perspective, the potential for future distress to you residence can be mitigated, provided that the recommendations presented in this report are incorporated into the design and construction of the proposed improvements. In our opinion, the primary constraints to the proposed project include: • the presence of non -supportive, undocumented fill beneath portions of the home; • the potential for ongoing downhill fill creep; • the potential for ongoing fill settlement; • the potential for shallow landsliding; and • the site's seismic setting. 5.1. Existing Foundation The existing residence is supported by a pier and grade beam foundation, situated on a cut and fill pad. The portion of the foundation over the fill is distressed. The distress includes sloping floors and cracks in the foundation. Our interpretations of the distress patterns suggests that the foundation elements in some areas do not extend through the non -supportive fill and are insufficient to resist fill settlement or creep. Consequently, as the fill undergoes downslope creep and vertical settlement, the overlying foundation elements will undergo differential movement. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f} 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com ( www.C2Earth.com UPP GEOTECHNOLOGY Project Name: Le Hors 25 January 2013 a div: ,on of UEAR'> a; . Document Id. 120030-02R1 Page 5 of 14 Differential movement of the foundation system will result in increasing damage of the overlying structure. Resupporting the downhill side of the residence will reduce (but not eliminate) the potential for future damage from differential foundation movement. 5.2. Proposed Improvement Locations Our subsurface study showed that the vicinity of the home is underlain at depth by Santa Clara formation bedrock. The supportive Santa Clara formation bedrock is blanketed by up to approximately 16 feet of non -supportive fill that appears to be undergoing settlement and creep. The underlying supportive Santa Clara formation bedrock is composed of very stiff to hard sandy silt with gravel. In our opinion, the Santa Clara formation bedrock should provide adequate support for the foundations of the proposed additions and distress mitigation measures. 5.3. Slope Stability Our study showed that recent earth movement is confined to the undocumented fill slope located near the eastern portion of the residence and driveway (see Figure 2). We observed shallow slip - outs and erosion on the fill slope. In addition, we observed distress to the residence that suggests slow downhill creep of the undocumented artificial fill. You should anticipate continued failure of the undocumented fill. In our opinion, continued movement of the slip -outs on the fill slope or the development of similar shallow failures within the fill should not pose a significant hazard or have a direct impact on the integrity of the existing residence and proposed improvements, provided the foundations and distress mitigation measures are designed and constructed in accordance with the recommendations presented in this report. Based upon our observations of the subsurface conditions and geologic setting of the site vicinity, it is our opinion that the potential for deep-seated landsliding is low. The long-term stability of many hillside areas is difficult to predict. A hillside will remain stable only as long as the existing slope equilibrium is not disturbed by natural processes or by the acts of Man. Landslides can be activated by a number of natural processes, such as the loss of support at the bottom of a slope by stream erosion or the reduction of soil strength by an increase in groundwater level from excessive precipitation. Artificial processes caused by Man may include improper grading activities, the introduction of excess water through excessive irrigation, improperly designed or constructed leachfields, or poorly controlled surface runoff. Although our knowledge of the causes and mechanisms of landslides has greatly increased in recent years, it is not yet possible to predict with certainty exactly when and where all landslides will occur. At some time over the span of thousands of years, most hillsides will experience landslide movement as mountains are reduced to plains. Therefore, a small but unknown level of risk is always present to structures located in hilly terrain. Owners of property located in these areas must be aware of, and willing to accept, this unknown level of risk. Copyright — C2Earth, Inc. 408.866.5436 (o) 1866.941 6824 (f) 1 750 Camden Ave. Suite A, Campbell, CA 95008 1 C2LC2Earth.com I www.C2Earth.com Project Name: Le Hors 25 January 2013 Document Id. 12003C -02R1 Page 6 of 14 5.4. Seismicity UPP GEOTECHNOLOGY a division of C2EAF Our reconnaissance and review of published geologic maps revealed that no known active or potentially active faults pass through the subject property. However, it is reasonable to assume that the site will be subjected to strong to very violent ground shaking from a major earthquake on at least one of the nearby active faults during the design -life of future improvements. During such an earthquake, it is our opinion that the danger from fault offset through the site is negligible. 6. RECOMMENDATIONS Because the proposed project is still in a relatively early phase of development, it is conceivable that changes and additions will be made to the proposed project following submission of this report. We recommend that as various changes and additions are made, we be consulted to evaluate the soil and foundation engineering aspects of these modifications. As currently planned, the distress mitigation measures include underpinning the southeastern portion of the residence with drilled piers and installing a subsurface intercept drain along the base of the cut, near the western portion of the residence (see Figure 2). The proposed house additions will be supported on either conventional spread footing or drilled, cast -in-place, straight -shaft concrete friction pier foundation systems. New concrete slabs -on -grade will be required to construct the proposed garage floor. We anticipate that the driveway will remain unpaved. The surficial failures and creep of the undocumented, eastern facing fill slope will continue unless stabilization measures are implemented. Stabilization options for the fill slope are available and can be evaluated at your request. Please contact us if you would like us to provide additional recommendations to stabilize the fill slope. At the time of this study, we anticipate minimal earthwork or site grading, however, the full extent of the project has not been finalized. We anticipate that some excavating and off -hauling will be required to construct the proposed improvements. If additional earthwork is required, please contact us for additional recommendations. The following recommendations must be incorporated into all aspects of future development. 6.1. Location of Proposed Improvements The proposed improvements must be confined to the approximate building areas shown on Figure 2. Do not construct improvements outside of this generalized area without written approval from C2. If other structures are planned in the future, we must evaluate their location to provide appropriate soil and foundation engineering design criteria. 6.2. Seismic Design Criteria We recommend that the project structural design engineer provide appropriate seismic design criteria for proposed foundations and associated improvements. The following information is Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f) 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com ( www.C2Earth.com Project Name: Le Hors 25 January 2013 Document Id. 12003C -02R1 Page 7 of 14 UPP GEOTECHNOLOGY a division of C2EARTH, INC. intended to aid the project structural design engineer to this end and is based on criteria set forth in the 2010 California Building Code (CBC). The mapped spectral accelerations and site coefficients were computed using the USGS Earthquake Ground Motion Parameters program (version 5.1.0 - 2/10/2011) using the ASCE 7 standard. Design Parameters Latitude = 37.29861° Longitude = -122.06180° Site Class = C Ss = 2.5 S1 = 0.919 F = 1.0 a F = 1.3 V Experience has shown that earthquake -related distress to structures can be substantially mitigated by quality construction. We recommend that a qualified and reputable contractor and skilled craftsmen build the associated improvements. We also recommend that the project designer monitor the construction to make sure that their designs and recommendations are properly interpreted and constructed. 6.3. Earthwork We anticipate only a moderate amount of excavation will be required to install the drainage provisions, underpin the foundation, and construct the additions. In general, excavated material should be off -hauled from the site. A minor amount of fill placement is anticipated for concrete slabs -on -grade and trench backfill. Contact us to provide additional recommendations if further fill placement is planned. Place fill for concrete slabs -on -grade and trench backfill in accordance with the following recommendations. 6.3.1. Compaction Procedures • Prior to fill placement, scarify the surface to receive the fill to a depth of 6 inches. • Moisture condition the imported fill to the materials' approximate optimum moisture content. • Spread and compact the fill in lifts not exceeding 8 inches in loose thickness. • Compact the fill to at least 90% relative compaction by the Modified Proctor Test method, in general accordance with the ASTM Test Designation D1557 (latest revision). • Contact C2 to observe and test the compaction of the fill. 6.3.2. Trench Backfill • Backfill all utility trenches with compacted engineered fill. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell. CA 95008 1 C2@C2Earth.com { www.C2Earth.com Project Name: Le Hors 25 January 2013 Document Id. 12003C -02R1 Page 8 of 14 UPP GEOTECHNOLOGY a di v on of C2EARTH, .Nc. • Place suitable on-site soil into the trenches in lifts not exceeding 8 inches in uncompacted thickness, and compact it to at least 90% relative compaction by mechanical means only. • If imported sand is used, compact it to at least 90% relative compaction. Do not use water jetting to obtain the minimum degree of compaction in imported sand backfill. • Compact the upper 6 inches of trench backfill to at least 95% relative compaction in all pavement areas. • Contact C2 to observe and test the compaction of the fill. 6.4. Foundations Because of the potential for continued distress to the residence due to fill creep, we recommend that as a minimum, the southeastern portion of the residence be underpinned and structurally supported on drilled, cast -in-place, straight -shaft concrete friction piers gaining support in the underlying bedrock. We anticipate that the existing foundations will continue to experience differential movement and distress unless they are also underpinned and supported on piers gaining support in the bedrock. Because of the presence of shallow bedrock in the area of the proposed additions, we recommend that the additions be supported on either a conventional spread -footing or a drilled, cast -in-place, straight -shaft concrete friction pier foundation system gaining support in the bedrock. Because the home and additions are supported on different foundation types, there is an increased risk of differential movement and distress. The different foundation types will react differently during loading, particularly during a large seismic event. We anticipate that damage from differential movement would be cosmetic and would not compromise the structural integrity of the dwelling. We recommend that your engineer design and your contractor construct the proposed foundation elements in accordance with the following recommendations. 6.4.1. Drilled Piers • Drill piers with a minimum diameter of 16 inches and embed them a minimum of 8 feet into the underlying bedrock, below the plane at which there is a minimum of 5 feet horizontal separation between the downhill face of the pier and the surface of the bedrock or the depth of overburden (which ever is greater). Total pier depth will vary in the area of the proposed underpinning, depending on the depth of the non -supportive soil and the extent of prior grading. Based on our subsurface exploration, we anticipate pier depths in the vicinity of the proposed underpinning to be up to approximately 30 feet below the existing ground surface. For the proposed additions, if piers are used, we anticipate total pier depths of up to approximately 10 feet below the existing ground surface. Copyright — UEarth, Inc. 408.866.5436 (o) 1 856.941.5824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com UPP GEOTECHNOLOGY Project Name: Le Hors 25 January 2013 adivi,„oi�� C2:�;iRTH,IN._. Document Id. 12003C -02R1 Page 9 of 14 • Design the portion of the piers in the bedrock using a skin friction value of 400 psf for dead plus live loads, with a 1/3 increase for transient loads, including wind and seismic. • Neglect any portion of the piers in non -engineered fill and any point -bearing resistance for support. Figure active loads on the upper portion of the piers in the artificial fill on the basis of an equivalent fluid weight of 50 pcf taken over 2 times the pier diameter. The depth of the active loads will vary across the building site, depending on the depth of prior grading. At the eastern portion of the residence, in the area of the proposed underpinning, active loads may extend to depths of approximately 15 feet. To facilitate construction, it may be appropriate for the structural engineer to prepare a table that provides pier depths and design based on an active zone that could vary from 10 to 15 feet. Design for resistance to lateral loads using a passive pressure equal to an equivalent fluid weight of 400 pcf to a maximum of 3,500 psf taken over 1% times the pier diameter for the length of the piers in the bedrock, below the plane at which there is a minimum of 5 feet horizontal separation between the downhill face of the pier and the surface of the bedrock (see Figure 9, Conceptual Pier Pressure Diagram). • Clear the bottoms of the pier excavations of loose cuttings and soil fall -in prior to the installation of reinforcing steel and the placement of concrete. • Remove any accumulated water in the excavations prior to the placement of the steel and concrete. • The bedrock material is variable. The driller may encounter zones of very dense material and hard cobbles. The contractor must plan for this condition in choosing the appropriate means and methods for constructing the foundation. • Use sono -tubes in the tops of the pier holes to prevent overpour (mushrooming) of the concrete. • Reinforce the piers with a full-length cage containing a minimum of four No. 5 steel reinforcing bars. • The structural engineer must determine the actual number, size, location, depth, spacing, and reinforcement of the piers, based on the anticipated building loads and the soil engineering design parameters provided above. • We must observe the piers as they are being drilled, to verify that the piers are founded in material of sufficient supporting capacity. 6.4.2. Grade Beams • The designer must determine the adequacy of the existing grade beams. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com Project Name: Le Hors UPP GEOTECHNOLOGY 25 January 2013 Document Id. 12003C -02R1 Page 10 of 14 • Provide good structural continuity between the grade beam and the piers. • The structural design engineer must determine the actual size and reinforcement of the grade beams. • Remove any concrete overpour before the concrete has achieved its design strength. 6.4.3. Spread Footing • Embed spread -footings a minimum of 12 inches into the underlying supportive bedrock, below the plane at which there is a minimum of 5 feet horizontal separation between the downhill face of the footing and the surface of the bedrock. • Design the spread -footings supported in the bedrock for an allowable bearing pressure of 2,000 psf for dead plus live loads, with a 1/3 increase for transient loads, including wind and seismic. • All footings adjacent to utility trenches must have their bearing surface below an imaginary plane projected upward from the bottom edge of the trench at a 1:1 (horizontal to vertical) slope. • Lateral loads may be resisted by friction between the foundation bottoms and the supporting subgrade using a friction coefficient of 0.35. • As an alternative, a passive pressure equal to an equivalent fluid weight of 250 pcf may be used for footings poured neat in excavations into the bedrock, below the plane at which there is a minimum of 5 feet horizontal separation between the downhill face of the footing and the surface of the bedrock. • The structural design engineer must determine concrete reinforcing, but, as a minimum, all continuous footings must be provided with at least two No. 4 steel reinforcing bars, one placed at the top and one placed at the bottom of the footing, to provide structural continuity and to permit the spanning of any local irregularities • We must observe the footing excavations prior to placing reinforcing steel to evaluate depth into supportive material. 6.4.4. Flatwork We anticipate that concrete slabs -on -grade may be used for the garage floor. We anticipate the proposed garage area will be underlain by shallow supportive bedrock. If flatwork is planned in areas underlain by undocumented fill, the overlying flatwork will be subject to differential movement. We believe this condition will result in minor on- going cosmetic damage to the flatwork. You must be willing to accept this risk if you place flatwork over undocumented fill. For concrete slabs -on -grade we recommend the following minimum requirements: Copyright — CMarth, Inc. 408.866.5436 (o) 1 866.941.6824 ( 750 Camden Ave, Suite A, Campbell. CA 95008 1 C2@C2Earth.com I www.C2Earth.com UPP GEOTECHNOLOGY Project Name: Le Hors . 25 January 2013i v+,�� C2 EARTH, INC. Document Id. 12003C -02R1 Page 11 of 14 • Support concrete slabs -on -grade on a minimum of 6 inches of non -expansive fill, compacted to the requirements for compacted fill given above. • Proof -roll the surface of the non -expansive fill to provide a smooth, firm surface for slab support, prior to placement of reinforcing steel. • Design slab reinforcement in accordance with anticipated use and loading, but at a minimum, reinforce slabs with No. 3 rebar on 18 -inch centers each way, placed mid -height in the slab. • Support the reinforcing from below on concrete blocks (or similar) during concrete pouring to make sure that it remains mid -height in the slab. • Place grooves in the concrete slabs at 10 -foot intervals or in accordance with the structural design engineer's recommendations to help control cracking. Where floor wetness is undesirable: • The building designer or qualified waterproofing consultant must provide moisture barrier requirements. • The following recommendations are typical moisture barrier standards. We do not guarantee that these measures will prevent all future moisture intrusion. If necessary, you should consult a qualified waterproofing consultant to provide waterproofing design. • Traditionally, designers specified placing 4 inches of free -draining gravel beneath the floor slab to serve as a capillary barrier between the subgrade soil and the slab. Then place a heavy-duty membrane over the gravel in order to minimize vapor transmission and cover the membrane with 2 inches of sand, to protect it during construction. Lightly moisten the sand just prior to placement of the concrete. • More recent standards suggest using a puncture resistant, heavy-duty membrane (such as a minimum of 15 mil Stego Wrap, or equivalent) in direct contact with the floor slab and underlain by 6 inches of free -draining gravel. • The structural designer must evaluate moisture conditions related to concrete slab curing and performance. The builder must provide appropriate drying time as determined by the designer. • Use the gravel, heavy-duty membrane, and/or sand (if specified) in lieu of the upper 6 inches of recommended non -expansive fill. 6.5. Drainage Control of surface and subsurface drainage is critical to the successful performance of the proposed improvements. The results of improperly controlled runoff may include foundation heave and/or settlement, erosion, gullying, ponding, and potential slope instability. In addition, in order to reduce the risk of subsurface water infiltrating into your crawlspace, we are providing recommendations for a subsurface intercept drainage system. To mitigate the risk of improperly Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth com Project Name: Le Hors 25 January 2013 Document Id. 12003C -02R1 Page 12 of 14 UPP GEOTECHNOLOGY a division of C2EARTH, INC. controlled runoff and moisture intrusion into the crawlspace, we recommend that you implement the following: • Prevent surface water from ponding adjacent to the foundation of the proposed residence and associated improvements. • Construct pavement areas for proper drainage by sloping them away from the structures and by providing area drains. • Provide the ground surface with a positive gradient of at least 5% sloping away from structures for a minimum distance of 10 feet to mitigate ponding water adjacent to the foundations or, as an alternative, install area drains to collect surface runoff. • Provide roof gutters and downspouts on the structures. • Do not allow water collected in the gutters to discharge freely onto the ground surface adjacent to the foundation. • Convey water from downspouts away from the residence via buried closed conduits or lined surfaces. • Provide downspouts with slip joint connectors or clean -outs where they are connected to buried pipes to facilitate maintenance (see Figure 10, Conceptual Downspout Clean -Out Detail). • Construct a subsurface intercept drain adjacent to the base of the cut slope located near the western portion of your residence (see Figure 2 and Figure 11, Conceptual Subsurface Intercept Drain Detail). The subdrain must extend a minimum of 1 foot below the existing crawlspace elevation. • Line the subdrain trench with a geotextile filter fabric, such as Mirafi 140 or an alternative, approved by the soil engineer, to separate the drainrock from the native soil. • Place a 4 -inch diameter, heavy-duty, rigid, perforated subdrain pipe (Schedule 40, SDR 21 or equivalent), approved by the soil engineer, with the perforations down, on a 2- to 3 -inch layer of drainrock at the base of the subdrain trench excavation. Do not use flexible corrugated pines. • Perforated subdrain pipes must be dedicated pipes and must not connect to the surface drain system. Install the subdrain pipes with a positive gradient of at least 1% and provide them with clean-out risers at their up -gradient ends and at all sharp changes in direction. Changes in pipe direction must be made with "sweep" elbows to facilitate future inspection and clean-out. The perforated pipes must be connected to buried solid pipes to convey collected runoff to discharge onto an energy dissipater at an appropriate downhill location, approved by the geotechnical engineer. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941 6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth.com Project Name: Le Hors 25 January 2013 Document Id. 12003C-0281 Page 13 of 14 UPP GEOTECHNOLOGY a division v; C2EARTH, N . • Backfill the trench with drainrock to approximately 6 inches below the adjacent ground surface. Compact the drainrock and place the filter fabric over the top of the drainrock. Fill the top 6 inches of the trench with native soil tamped in place. • Discharge collected water in an appropriate manner and at an appropriate location approved by the soil engineer using buried conduits consisting of rigid, smooth- walled pipes (PVC). Do not use flex -pines. • Convey all collected water away from structures via buried closed conduit or hard surfaced drainage way and discharge onto an energy dissipater at an appropriate downslope location approved by the soil engineer. Energy dissipaters may consist of a short "T" fitting placed on the outfall pipe in a shallow trench and covered with a mound of cobbles (see Figure 12, Conceptual Energy Dissipater Detail). The discharge must not be located on or adjacent to steep, potentially unstable terrain or where runoff will adversely impact adjacent parcels. • Perform annual maintenance of the surface drainage systems, including: 1. inspection and testing of roof gutters and downspouts to make sure that they are in good working order and do not leak; 2. inspection and flushing of area drains to make sure that they are free of debris and are in good working order; and 3. inspection of surface drainage outfall locations to verify that introduced water flows freely through the discharge pipes and that no excessive erosion has occurred. • Contact C2 if erosion is detected so that we may evaluate its extent and provide mitigation recommendations, if needed. 7. PLAN REVIEW AND CONSTRUCTION OBSERVATION We must be retained to review the final foundation and drainage control plans, in order to verify that our recommendations have been properly incorporated into the proposed project. WE MUST BE GIVEN AT LEAST ONE WEEK TO REVIEW THE PLANS AND PREPARE A PLAN REVIEW LETTER. We must also be retained to observe the the installation of foundations and drainage systems in order to: • verify that the actual soil conditions are similar to those encountered in our study; • provide us with the opportunity to modify the foundation design, if variations in conditions are encountered; and • observe whether the recommendations of our report are followed during construction. Copyright — C2Earth, Inc. 408.866.5436 (o) 1 866.941.6824 J) 1 750 Carriden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com ( www.C2Earth.com Project Name: Le Hors 25 January 2013 Document id. 12003C -02R1 Page 14 of 14 UPP GEOTECHNOLOGY a division of C2 EARTH, IN Sufficient notification prior to the start of construction is essential, in order to allow for the scheduling of personnel to insure proper monitoring. WE MUST BE NOTIFIED AT LEAST TWO WEEKS PRIOR TO THE ANTICIPATED START-UP DATE. IN ADDITION, WE MUST BE GIVEN AT LEAST TWO WORKING DAYS NOTICE PRIOR TO THE START OF ANY ASPECTS OF CONSTRUCTION THAT WE MUST OBSERVE. The phases of construction that we must observe include, but are not necessarily limited to, the following. 1. DRILLED PIER EXCAVATION: During drilling to evaluate depth to supportive material and final pier depths 2. FOOTING EXCAVATION: If applicable, prior to placement of reinforcing steel to evaluate depth to supportive material 3. SLABS -ON -GRADE: Prior to and during placement of non -expansive fill to observe the subgrade preparation and to test compaction of non -expansive fill 4. SUBSURFACE INTERCEPT DRAIN: During installation 5. SURFACE DRAINAGE SYSTEMS: Near completion to evaluate installation and discharge locations A Bibliography, a List of Aerial Photographs, and the following Figures are attached and complete this report. Copyright — CMarth, Inc. 408.866 5436 (o) 1 866.941.6824 (f} 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com I www.C2Earth corn UPP GEOTECHNOLOGY a division of C2 EARTH, INC. BIBLIOGRAPHY CALIFORNIA BUILDING STANDARDS COMMISSION, 2010 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2. DREW, GEORGE E, 2011, Foundation Inspection and Condition Assessment, 11650 Regnart Canyon Drive, Cupertino. CA, Special Buildings Inspections, LLC, June 14, 2011. U. S. GEOLOGICAL SURVEY, 2011, Earthquake Ground Motion Parameters, program version 5.1.0 — 2/10/2011. LIST OF AERIAL PHOTOGRAPHS "BAY AREA TRANSPORTATION STUDY", black and white, dated May 14, 1965, at a scale of 1" = 1,000', Aerial Survey Contract No. 67615, Serial Nos. SCL 5-101 and SCL 5-102, State of California Highway Transportation Agency, Division of Highways. FIGURES FIGURE NO. SITE LOCATION MAP.......................................................................................................1 PARTIAL SITE PLAN AND ENGINEERING GEOLOGIC MAP.....................................2 GEOLOGIC CROSS-SECTION A-A'.................................................................................3 KEYTO LOGS....................................................................................................................4 SUMMARY OF FIELD SAMPLING PROCEDURES.......................................................5 LOGS OF BORING 1 THROUGH 3.................................................................................6-8 CONCEPTUAL PIER PRESSURE DIAGRAM..................................................................9 CONCEPTUAL DOWNSPOUT CLEAN-OUT DETAIL..................................................10 CONCEPTUAL SUBSURFACE INTERCEPT DRAIN DETAIL......................................11 CONCEPTUAL ENERGY DISSIPATER DETAIL............................................................12 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.cor7n I www.C2Earth.com Copyright - C2Earth, Inc. r ri ay �`:'� i 7F, • t „ � f 1 iF F t ` f •ice Uiner$m 5 . �). 1 R rte, r'IN f -€� - � �Jmeg r ��sRfl , owl— I • . - .,y+t �G''N M ^-� " � f"'�1 � r "C; ! �, s 1. x --+.. y, 'r � \ �` Y r ✓.15 114 :. f j� 6 ( .,.'"' .Z— .- ffl�,etT"� i ii'�. Xv, .Sao i� 1 ��f 1d ��_ r: ': 'Z � � r"�'j��.�ir J� P 3� �'�7� �� ` 'T �� ♦ A'� f �irr �� , At _ 1 p r { r I n , 11 , rr isrY' r , 1 / rte" ,,.,'i%"" ��" �I>�i ;I � �^,•�;;t '.r J `5 �ir�' �--`� � t� � �• ? c._'"•1 (\ �y�` I, (J r S Base: USGS Topographic Map; HORIZONS TECHNOLOGY, INC.; 1997 SITE LOCATION MAP UPP GEOTECMNOLOGY LE HORS RESIDENCE 11650 Regnart Canyon Road ad#vkioncr C27ARTH,INC. Cupertino, California DRAFTED BY SCALE DOCUMENT ID. DATE Figure 1 JB 1" = 2,000' 12003C -02R1 January 2013 Copyright - C2Earth, Inc. QTsc /000, P) SOLID OUTFALL PIPE NOTE: This plan is a conceptual illustration of observed geotechnical and geologic features and should not be used for any other purpose. BASE: Google Earth Photograph; imagery date 10-31-2011 (P) ENERGY DISSIPATER typ. LOCATION TO BE DETERMINED BY SOIL ENGINEER DURING CONSTRUCTION QTsc EXPLANATION r'^ " 7 L -Artificial Fill QTsc - Santa Clara Formation N . - Geologic Contact TTOP TOE - Cut Slope S-TOP J, TOE Fill Slope B1� - Test Boring Location and Number A A' u - Cross -Section Location - Proposed Additions - Existing Residence QTsc /000, P) SOLID OUTFALL PIPE NOTE: This plan is a conceptual illustration of observed geotechnical and geologic features and should not be used for any other purpose. BASE: Google Earth Photograph; imagery date 10-31-2011 (P) ENERGY DISSIPATER typ. LOCATION TO BE DETERMINED BY SOIL ENGINEER DURING CONSTRUCTION QTsc Copyright - C2Earth, lire A Al N67W L- NNW - z 0 160 w U) z_ 0 z w 140- 40120(P)ADDITION m 120- (P) ADDITION (E) RESIDENCE z Q 100 (E) DECK ARTIFICIAL FILL w LU 80 B1 \ g(projected approx. w 58' north) B3 60 z 0 r z 40 00 SANTA CLARA FORMATION BEDROCK Q z (D w rY 20 GEOLOGIC CROSS-SECTION A -A' UPP GEOTECHNOLOGY LE HORS RESIDENCE —_ -- 11650 Regnart Canyon Drive NOTE: This cross-section is a conceptual illustration of general geologic relationships and should not be a division of C2EARTH, INC. Cupertino, California used for any other purpose. BASE: Tape, Compass, and hydrostatic measuring device by J. Buckley; C2EARTH INC,; 3-23-12 DRAFTED/REVIEWED SCALE DOCUMENT ID. DATE JB/CR 1"= 30, 12003C -02R1 January 2013 Figure 3 Copyright - C2Earth, lire PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS 0-4 SYMBOL 4-10 MEDIUM DENSE GRAVELS CLEAN GRAVELS GW Well graded gravels; gravel -sand mixtures, little or no fines. J MORE THAN HALF (LESSTHAN 5% FINES) GP Poorly graded gravels or gravel -sand mixtures, little or no fines. O LL N OF COARSE HARD OVER 4 OVER 32 GM Silty gravels, gravel -sand -silt mixtures, non -plastic fines. LA LA 0 w FRAACTION IS uj ¢ 1=w g LARGERTHAN GRAVEL WITH FINES Z = 1^ NO.4 SIEVE GC Clayey gravels, gravel -sand -clay mixtures, plastic fines. z Ln SANDS CLEAN SANDS SW Well graded sands, gravelly sands, little or no fines. l7 ? � o Ln ou'c F z = 0 a z MORE THAN HALF (LESSTHAN5%FINES) Sp Poorly graded sands or gravelly sands, little or no fines. Q 2 = OF COARSE SM Silty sands, sand -silt mixtures, non -plastic fines. ~ FRAACTION IS SMALLERTHAN SANDS WITH FINES NO.4 SIEVE SC Clayey sands, sand -clay mixtures, plastic fines. Inorganic silts and very fine sands, rock flour, silty or layey fine sands SILTS AND CLAYS ML or clayey silts with slight plasticity. CL Inorganic clays of low to medium pasticity, gravelly clays, sandy clays, J N LL O O U, vi LIQUID LIMIT IS silty clays, lean clays. > 0 = N LESS THAN 50% OL Organic silts and organic silty clays of low plasticity. N Ln UJ Z Zino Q a , oN Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, C7 W < z SILTS AND CLAYS MH elastic silts. 1 Cr U Z LU 2 = LIQUID LIMIT ISCH Inorganic clays of high plasticity,fat clays. i u- H GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS pt Peat and other highly organic soils. UNIFIED SOIL CLASSIFICATION SYSTEM U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" EL SILTS AND CLAYS SAND GRAVCOBBLES BOULDERS FINE MEDIUM COARSE I FINE COARSE SANDS AND GRAVELS BLOWS/FOOT VERY LOOSE 0-4 LOOSE 4-10 MEDIUM DENSE 10-30 DENSE 30-50 VERY DENSE OVER 50 REALATIVE DENSITY GRAIN SIZES SILTS AND CLAYS STRENGTH2 BLOWS/FOOT VERY SOFT 0-1/4 0-2 SOFT 1/4-1h 2-4 FIRM 1/2 - 1 4-8 STIFF 1-2 8-16 VERY STIFF 2-4 16-32 HARD OVER 4 OVER 32 CONSISTENCY 1 Number of blows of 140 -pound hammer falling 30 inches to drive a 2 -inch O.D (1 3/8 -inch I.D) split spoon 2 Unconfined compressive strenght in tons/sq.ft.as determined by laboratory testing or approximated in general conformance with the standard penetration test (ASTM D-1586), pocket penetrometer, torvane, or visual observation KEY TO LOGS UPP GEOTECHNOLOGY a division of C2EARTH, INC. LE HORS RESIDENCE 11650 Regnart Canyon Drive Cupertino, California DOCUMENT ID. DATE 12003C -02R1 January 2013 Figure 4 The standard penetration resistance (SPT) blow counts are obtained in general accordance with ASTM Test Designation D1586. The drive weight assembly consists of a 140-pound hammer dropped through a 30-inch free fall. A standard 2-inch outer diameter split-barrel sampler is driven 18 inches, or to practical refusal, and the number of blows are recored for each 6-inch penetration interval (see Figure A below).The blows per foot recorded on the boring logs represent the accumulated number of blows required to drive the sampler the final 12 inches. Samples holding 2-inch diameter (see Figure B below) and 21/2-inch diameter liners (see Figure C below) are used to obtain "undisturbed" samples. Blow counts are converted to SPT counts by the following relation: B= N W H Da SPT 2- Di PT z (140)(30) D.2 - Djz Where: B = Equivalent number of blows per foot with a SPT N = Number of blows per foot actually recorded W = Weight of hammer (lb) H = Height of hammer drop (in) Do = Outside Diameter (in) Di = Inside Diameter (in) Occasionaly a portable power driven sampler holding 1-inch diameter liners is used for field sampling (see Figure D below). Resistance is measured in seconds per foot and does not correlate with the ASTM SPT. Undisturbed samples may also be collected using a Pitcher Barrel sampler (see Figure E below). Material recovered over the length of the sampler is shaded. A measure of resistance is not collected with this technique. P SPT 2" Liner 2.5" Liner 1" Liner Pitcher Barrel Figure A Figure B Figure C Figure D Figure E = Undisturbed Sample ® = Disturbed Sample Where obtained, the shear strength of the soil samples is shown on the boring logs in the far right- hand column. SUMMARY OF FIELD SAMPLING PROCEDURES LE HORS RESIDENCE 11650 Regnart Canyon Drive UPP GEOTECHNOLOGY Cupertino, California a division of C2EARTH, INC. DOCUMENT ID. DATE 12003C-02R1 January 2013 Figure 5 Copyright - CMarth, Inc. EQUIPMENT SIMCO Truck -Mounted Drillrig RELATIVE ELEVATION 94 feet LOGGEDBY J. Buckley DEPTH TO GROUNDWATER Not Encountered DEPTH TO BEDROCK 1%z feet DATE DRILLED 3-23-12 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) CO FCL ¢t � 0 o o h C" DESCRIPTION AND REMARKS CONSIST. SOIL TYPE a m U SANDY SILT; very dark grayish brown (IOYR stiff ML 3/2) to dark yellowish brown (1 OYR 4/6); heterogeneous; scattered subrounded, fine- to very 10 19 95 fine-grained sand; trace angular gravels and rock — fragments; moist; trace roots and rootlets (Artificial 2 ' 2 Fill) ----------- _3_ 25 16 112 SANDY SILT WITH GRAVEL; dark yellowish (very (rock) - brown (10YR 3/4) to yellowish brown (10YR 5/6); stiff to subrounded, fine- to medium -grained sand; sand hard) - 4 _ 39 14 121 content increases with depth; trace angular to subrounded gravels and rock fragments; slightly 5 moist; trace rootlets (Santa Clara Formation Bedrock) _ 6 - 58 11 125 7- 27 8- 51 Bottom of Boring = 9 feet -10- -11- -12- -13- -14- -15- -16- -17- -18- -19- 1 1 -20- LOG OF BORING 1 LE HORS RESIDENCE UPP GEOTECHNOLOGY Cupertino, California a division of C2EARTH, INC. DOCUMENT ID. I DATE I FIGURE NO. 12003C -02R1 I January 2013 1 6 Copyright - C2Earlh, Inc. EQUIPMENT SIMCO Truck -Mounted Drillrig RELATIVE ELEVATION 92 feet LOGGEDBY J. Buckley DEPTH TO GROUNDWATER Not Encountered DEPTH TO BEDROCK 14'/2 feet DATE DRILLED 3-23-12 DESCRIPTION AND CLASSIFICATION DEPTH FEE F Z Iz Ns w p m a W o OUj R a WY v co DESCRIPTION AND REMARKS CONSIST. TYOFE SANDY SILT; very dark grayish brown (1 OYR soft to ML _ 4/6) to dark brown (10YR 3/3); heterogeneous; stiff 1 scattered subrounded, fine- to very fine-grained _ sand; trace angular gravels; moist; trace carbonized organics (Artificial Fill) - 2 3- 4- 5- 4 21 91 6- -7- -8- 9- -10- -11- 9 -12- -13- -14- SANDY SILT; dark yellowish brown (10YR 4/6) (hard) (rock) -15- to yellowish brown (10YR 5/6); well indurated; _ 36 16 113 rock texture; slightly moist; trace roots and rootlets (Santa Clara Formation Bedrock) _ -17- -18- -19- Bottom of Boring = 19% feet 1 1 50/4" 18 1 110 LOG OF BORING 2 LE HORS RESIDENCE UPP GEOTECHNOLOGY Cupertino, California a division of C2EARTH, INC. DOCUMENT ID. I DATE I FIGURE NO. 12003C -02R1 I January 2013 1 7 Copyright - C2Earth, Inc. EQUIPMENT SIMCO Truck -Mounted Drillrig RELATIVE ELEVATION 91 feet LOGGEDBY J. Buckley DEPTH TO GROUNDWATER Not Encountered DEPTH TO BEDROCK 153/4 feet DATE DRILLED 3-23-12 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) J o 9 t o =Z>� o ` o _ Y DESCRIPTION AND REMARKS CONSIST. riFE wpm a SANDY SILT; very dark grayish brown (IOYR firm N11_ 3/2) to dark yellowish brown (10YR 4/6); 1 heterogeneous; scattered subrounded, fine- to very fine-grained sand; trace angular gravels and rock fragments; moist; trace carbonized organics 2 (Artificial Fill) -3- 4- 5- 6- 7- 8- 9- -10- -11- 8 21 102 -12- -13- -14- -15- SANDY SILT WITH GRAVEL; dark yellowish (ver y (rock) � -16 brown (10YR 3/4 to 10YR 4/6); subrounded, fine- stiff to 18 IC 11 to coarse-grained sand; trace to scattered, angular to hard) -17 - subrounded gravels and rock fragments; gravels, - rock fragments, sand content increase with depth; 1s slightly moist (Santa Clara Formation Bedrock) -19- -20- 55/6" Bottom of Boring = 21 feet 53/6" LOG OF BORING 3 LE HORS RESIDENCE UPP GEOTECHNOLOGY Cupertino, California ,division of C2EAR7H, INC. DOCUMENT ID. I DATE I FIGURE NO. 12003C -02R1 I January 2013 1 8 Copyright - C_'Fdrih. Inc. RESIDENCE 1 I I I I 1 1 1 � 1 ACTIVE PRESSURE (over 2 pier diameters) 0 SUPPORTIVE MATERIAL SKIN FRICTION 400 psf 1 1 CONCEPTUAL LATERAL LOADING DIAGRAM ACTIVE 1 PRESSURE NUETRAL PASSIVE RESISTANCE INT PRESSURE__6 �POFIXITY OF MP AX. PASSIVE GROUND ; NON -SUPPORTIVE MATERIAL AcTWE AND PASSIVE NUETRAL -2' u W_' 5' HORIZ. SEPARATION PASSIVE PRESSURE (over 1'/2 pier diameters) 400 pcf "— MAXIMUM PASSIVE PRESSURE 3,500 psf 1 CONCEPTUAL PIER PRESSURE DIAGRAM UPP GEOTECHNOLOGY a division of C2 RTK INC. DRAFTED/REVIEWED JB/CR 7vright - C_'Earth, lnc. SCALE Not Applicable LE HORS RESIDENCE 11650 Regnart Canyon Drive Cupertino, California DOCUMENT ID. DATE 12003C -02R1 January 2013 Fiaure 9 COMPACTED CLAYEY BACKFILL w — d � t I ry i U O I � w �_ _1 _ III– i�ll�l(i= III=11111= 4" DIAMETER RIGID HEAVY DUTY DRAIN PIPE FOR SURFACE DRAINAGE (not flex -pipe) (2% minimum grade) DRAINROCK - FREE OF FINES 3/4" - 1" DIAMETER GEOTEXTILE FILTER FABRIC 4" DIAMETER RIGID HEAVY DUTY PERFORATED DRAIN PIPE FOR SUBSURFACE INTERCEPT DRAIN (not flex -pipe) (perforations facing down) (1% minimum grade) NOTE: Surface and intercept drain systems must remain in serperate outfall pipes. 1 CONCEPTUAL SUBSURFACE INTERCEPT DRAIN DETAIL 1 UPP GEOTECHNOLOGY a division of C2EARTH, INC. DRAFTED/REVIEWED SCALE JB/CR Not Applicable ('nnrrin{u - (''Fnrlh h)r LE HORS RESIDENCE 11650 Regnart Canyon Drive Cupertino, California DOCUMENT ID. DATE 12003C -02R1 January 2013 Figure 10 0 DOWNSPOUT CLEAN-OUT RISER 111 =11 �1= 11- /= RUNOFF TIGHTLINE CONCEPTUAL DOWNSPOUT CLEAN-OUT DETAIL I UPP GEOTECHNOLOGY a division of C2, '.RTH, INC. DRAFTED/REVIEWED JB/CR vvri,�hr - ('?F,arrh, lnc SCALE Not Anulicable LE HORS RESIDENCE 11650 Regnart Canyon Drive Cupertino, California DOCUMENT ID. DATE 12003C -02R1 January 2013 Figure 11 SOIL STAPLES IEW "T" FITTING 4" DIAM. HEAVY-DUTY SMOOTH WALLED PVC DRAIN PIPE CLEAN-OUT "Y" / FAN -SHAPED EROSION MAT SOIL STAPLES 1 CONCEPTUAL ENERGY DISSIPATER DETAIL UPP GEOTECHNOLOGY a division of C2EARTH, INC. DRAFTED/REVIEWED JB/CR t - C2Ear, SCALE Not Applicable TOP VIEW LE HORS RESIDENCE 11650 Regnart Canyon Drive Cupertino, California DOCUMENT ID. 1 DATE 12003C -02R1 I January 2013 1 Fiqure 12 UPP GEOTECHNOLOGY a division of C2 APPLICATION TO USE NOTE: THIS APPLICATION FOR AUTHORIZATION TO USE THIS COPYRIGHED DOCUMENT MUST BE COMPLETED FOR USE OR COPYING OF THE FOLLOWING DOCUMENT BY ANYONE OTHER THAN THE CLIENT. LIMITED SOIL AND FOUNDATION STUDY PROPOSED GARAGE, ADDITION, DRAINAGE IMPROVEMENTS, AND FOUNDATION UNDERPINNING LE HORS RESIDENCE 11650 REGNART CANYON DRIVE CUPERTINO, CALIFORNIA Document Id. 12003C -02R1 Dated 25 January 2013 TO: Upp Geotechnology a division of C2Earth, Inc. 750 Camden Avenue, Suite A Campbell, CA 95008 :9u Please clearly identify name and address of person/entity applying to use or copy this document. APPLICANT: hereby applies for permission to use the above referenced document for the following purpose(s): Applicant understands and agrees that the document listed above is a copyrighted document, that Upp Geotechnology, a division of C2Earth, Inc. is the copyright owner and that unauthorized use or copying of the document is strictly prohibited without the express written permission of Upp Geotechnology. Applicant understands that Upp Geotechnology may withhold such permission at its sole discretion, or grant such permission upon such terms and conditions as it deems acceptable, such as the execution of a Hold Harmless Agreement or the payment of a re -use fee. Signature: Date: 408.866.5436 (o) 1 866.941.6824 (f) 1 750 Camden Ave, Suite A, Campbell, CA 95008 1 C2@C2Earth.com E www.C2Earth.com