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14100036MU CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 10550 WHITNEY WAY CONTRACTOR: DANCE BUILDERS PERMIT NO: 14100036 OWNER'S NAME: STEVEN AND SHEILA DOLEZAL 4939 OCCIDENTAL RD DATE ISSUED: 10/07/2014 OWNER'S PHONE: 6503530298 SANTA ROSA, CA 95401 PHONE NO: (707) 546-0802 LICENSED CONTRACTOR'S DECLARATION fTINSTALL JOB DESCRIPTION: RESIDENTIAL COMMERCIAL 0 (N) 20'X 20' ENCLOSED SUN ROOM (SITE License Class__ Lic. # ,!� ✓%0Zl1 BUILT) Contractor PA'AJCi-F>(4[A964CQ Ed= Date.10 I hereby affirm that I am licensed under the provisions of &apter 9 (commencing with Section 7000) of Division 3 of the Business & Professions 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: $75000 I have and will maintain Worker's Compensation Insurance, as provided for by APN Number: 36939024 00 Occupancy Type: 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 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 DAYS F T CALLED INSPECTION. indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the ate: l0 AZ granting of this permit. Additionally, the applicant understands and will c with all non -point source regulations pe the Cupertino Municipal Code, Section 9 18. / RE -ROOFS: Signature Date ! 7 l 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 I 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 the Health & Safety Code, Sections 25505, 25533, and 25534. Section 3700 of the Labor Code, for the performance of the work for which this Owner or authorized ager . Dater 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 -point source regulations per the Cupertino Municipal Code, Section Licensed Professional 9 18. 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 • building(c-)cupertino.orq f r--. r— I -------- --TAT DLD r..TT'rJ{ LJ NEW CONSTRUCTION AUllI I IUty tJ HL I D1CH l tv1 i t t LJ - - - - PROJECT ADDRESS e , q APN # � _ 3 � _ Q Z OWNER NAME 2AI � , ) PHONE& CO �5_3 07,q6 E-MAIL STREET ADDRESS CITY, ATE, ZIP FAX S CONTACT NAME // f�v 'PAj� �"� PHONE E- IL n CJ 1 ,rJ STREET ADDRESS 9 aizlievy CITY ATE, IP Ott FAX ❑ OWNER ❑ OWNER -BUILDER ❑ OWNER AGENT ❑ CONTRACTOR CONTRACTOR AGENT ❑ ARCHITECT ❑ ENGINEER ❑ DEVELOPER ❑ TENANT CONTRACTOR NAM LICENSE NUMBER LICENSE YPE BUS. LIC # /v COMPANY NAME ,fin E-MAILL � 96, / ! FAX _© C5T0 STREET ADDRESS(] CITY, STATE, ZIP PHONE 70 Z -S 0 ARCHITECT/ENGINEER.UA414E J LICENSE NUMBER D q � BUS. LIC # ]] 0= COMPANY NAME E-MAIL uJ Q E ia44 e� A 7L/Q7 974 40-5-67 0 AS STREET ADDRESS 85Z W4t99�ll CITY, S TE ZIP PHONE 70% DESCRIPTION OF WORK ®�� { r a A �T, y ] L UP��i,®u4iorel � � _ e5S �( &F—A(.Svt-(AJqs v CONSTR. TYPE # STORIES USE TYPE OCC. EXIS NG USE PR PO•Sf SQ.FT. VALUATION ($) �p,�J7SE�� V 1"I 'E C'� vl_ EXISTG NEW FLOOR DEMO TOTAL AREA NET AREA /%r)q U AREA AREA BATHROOM KITCHEN - OTHER 0K REMODEL AREA REMODEL AREA REMODEL AREA PORCH AREA DECK AREA TOTAL DECK/PORCH AREA GARAGE AREA: D,I1,ACH CH # DWELLING UNITS: IS A SECOND UNIT []YES SECOND STORY ❑ YES BEING ADDED? JANO ADDITION? WO PRE APPLICATION ❑YES IF YES, PROVIDE COPY OF LETTER IS THE BLDG AN ❑YES EICHLER HOME? VNO - ALUATION: i PLANNING APPL # ❑ NO PLANNING APPROVAL a By my signature below, I certify to each of the following: I am the property owner or authorized age a on property owner's behalf. I have read his application and the information I have provided is correct. I e read the Description of Work and verify it Is accurate. I agree to comply with all applicable local ordinances and state laws relating to building construction. a thorize representatives of Cupertino to enter the above -identified p:operty�'or inspection purposes. /I(� Signature of Applicant/Agent: Date SUPPLEMENTAL INFORMATION REQUIRED ' 3i# ANCHECKTYPE, ._ .•<ROUTINGSLIP ' New SFD or Multifamily dwellings: Apply for demolition permit forflRcouNxEx ,PI ?, ❑BUILDING PLAN izi vlEw _ existing building(s). Demolition permit is required prior to issuance of building3rI _ x G permit for new building.-❑ExBRESS ,z . . '" ' �❑TP ❑ r.PLAhNING rLAN REVIEW Commercial Bldgs: Provide a completed Hazardous Materials Disclosure Cirk ry,❑ruBZlcwoRxs a} r fit. _ form if any Hazardous Materials are being used as part of this project. �I s d ` IRE DEPT 1 t Copy of Planning Approval Letter or Meeting with Planning prior to Ait u t��}¢� �� ❑ 'I��ANITARY s SEVi'ERDISTRICT` _ submittal of Building Permit application.�x� MAJOl"'�+G�'' �. B1dgApp_2011.doe revised 06/21/11 CITY OF CUPERTINO WAW j iF FF.F. 1P QTi1%4 A TnR _ RI TII ,DING MVISION imiADDRESS: 10550 WHITNEY WAY -•------------ -- --------- FEE DATE: 10/07/2014 REVIEWED BY: MELISSA APN: 369 39 024 BP#: *VALUATION: $75,000 *PERMIT TYPE: Building Permit F400s.f $1,575.00 PLAN CHECK TYPE: Alteration / Repair PRIMARY SFD or Duplex p Suppl. PC Fee: (j) Reg. Q OT PENTAMATION 1 R3SFDADD USE: $0.00 PERMIT TYPE: WORK I INSTALL N 20'x 20' SUN ROOM SCOPE $0.00 Suppl. Insp. Feer Reg. ® OT NOTE: This estimate does not inelude,jees due to other uepartments (Le. rianning, ruouc vvorns, rtre, .3urututy ,3vwvi "LJLL Lu, .rI 11— .w nctiranto ('nntrwt lila nOnf fnY nddn'1 info. LULL Lt L, GLI.. . 1.L cuc I.cu w.r vw.srw v.r r.... •....••..•-..• FEE ITEMS (Fee Resolution 11-053 Eff. L 131 -•------------ -- --------- FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 F400s.f $1,575.00 Patio Cover / Sun Room IpAmENCW Wood, Enclosed Suppl. PC Fee: (j) Reg. Q OT 0.0 hrs $0.00 PME Plan Check: $0.00 Permit Fee: $0.00 Suppl. Insp. Feer Reg. ® OT 0,0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 f;r;;a: tt't;c' ir1a2 T.I:V: �citt2iilclF'c ?f''e> Z`'c,'z'. Work Without Permit? ® Yes (F) No $0.00 Advanced Planning Fee: $0.00 Select a Non -Residential Building or Structure T rov l 1)ocijW3d'r frWiOrl Fees., Strong Motion Fee: IBSEISMICR $9.75 Select an Administrative Item Bldg Stds Commission :Fee: IBCBSC $3.00 $12.75 0 $1,575.0ToAi FEE:' $1,587.75 Revised: 08/20/2014 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION - CUPERTINO APPROVED This set of plans and specifications MUST be kept at the job site during construction. It is unlawful to make any changes or alterations on same, or to deviate ME I Stamping of this plan and specifications SHM-L NO AiR 0.4ombi-r. held to perm'en appcval G' i I �. 'o ,,.'! —`!.-.ji1— -�tr- , ': -:! - —-.-•..-•--. TZ 03 1FFICE W` RECEIVED OCT 0 7 2014 BY W 11400W wjillpsw- W I PJ:100►0 i>vos'r OATH M 1,0Mftc �PERT�,NQ... u q, Building Depa*ft1I%'r-F&AfA'b 64. or T 0 7 2014 REVIEWED FOR CODE COMPLIANCE Reviewed By Jl� Jwe-rvRolz- OAQFRvArlvr� .004A S-tZVE w -o OIAIE�ter, 7 V Z PLOT PLANS CHECKED BY DATE PLANNING DEPT. DATE — — — — — — IGO CUVS*C��too) U These drawings are an instrument of service and shalt not be used, in part or in whole, for any work not specifically contracted with Green Engineering. Copyright 2014 Vaum!4 FLkg Ia.- ___ (.0-1p.?T-'P- -rc- \ CUPERTI 140 Building Depatment CT REVIEWED FOR CODE GO1ViPLt tVCE Revi�v@d By ��^' � � I Vaum!4 FLkg Ia.- ___ If F -VE 1� S k LN These drawings are an instrument 01 service and shall not be used, in part 0, in whole, for MY wOtk .t specifically conVacled 110 Green Et4ineefing. copydght 2014 CUPERTINO Budding Depatnent GCT 0 7 2014 ., I U REVIEWED FOR C"CIDE COMPLIANCE Reviewed By v 4 GREEN ENGINEERING 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 CONSULTING ENGINEERS www. green en gin eering.net TG Structural Calculations for: J06 # 14031 Date: Dolezal Sun -Room .91Z,911 10550 Whitney Way Of Cupertino, CA p,OFESS/p E GyF� �2 y i California Residential Code - 2010 Edition Uj o. 86 M xp. 1 1-14 * qrR OFrCAL Vertical Loads These drawings are aninstru of service and shall not be u Dead Llvb Part or in whole, for any Sun Room Roof (Gable 3:12) 10 psf t speaficaconiractediA Exterior Walls (glass/stone) 15 psf-------- C0pyright2014 Interior Walls (gyp brd) 10 psf-------- Lateral Design Existing Lateral System Disclaimer: m Green Engineering has not made a field review of the building site. This Jnq,nf Sun - Room being proposed is Un -conditioned space. The proposed sun r�'omgrvllf�eid a : to the Exisiting Lateral system of the Main House. Therefore, No specific dvig ) of the Lateral System is provided. -, CL c Foundation Design_ 0 FriSpread Footing Foundation Disclaimed' Green Engineering has made a field review of the building site but is r@ Z responsible for the general site stability, or soil suitability for the propokeroject. A Review by a soil engineer or geologist may be desirable by the owner. The Presumptive bearing pressure as set forth in CRC 2010 Chapter 4 Table R401.4 Assumes class 5 soil is present at the site. Foundation design is based on minimum footing dimensions as set forth in CRC 2010 Chapter 4 Table R403.1 15" wide ; 18" to 24" into finished grade t -Vov $0 , 4L4'-�_tA'A e legit Bearing Pressures - 1500psf (DL), 1500psf (DL+LL), 1500psf (DL+LL+W or E) Lateral Bearing = 300 pcf p=.30 dolezalcvr. GREEN ENGINEERING CONSULTING ENGINEERS 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 www. green engineering. net TG Structural Calculations for: Job # 1 +031 Date: Dolezal Sun-Koom 10550 W6itneg Wag 2 of 912911+ Cupertino, CA Project: DOLEZAL StruCalc Version 9.0.1.3 9/29/2014 12:06:59 PM Location: TYP. RAFTER Roof Rafter [2013 California B 1.5 IN x7.25INx 10.0FT(9+1)@ 24 O.C. #2 - Douglas -Fir -L Section Adequate Controlling Factor: Live Load 0.08 IN U1394 0.00 IN 2U16286 Dead Load 0.05 in 0.00 in Total Load 0.13 IN U830 0.00 IN 2L/Infinity Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U RAFTER REACTIONS ft 1 ft Rafter Pitch 0 :12 LOADS REACTIONS Upper Live Load @ A 90 plf 180 Ib Upper Dead Load @ A 62 plf 124 Ib Upper Total Load @ A 152 plf 304 Ib Lower Live Load @ B 111 pif 222 Ib Lower Dead Load @ B 78 pif 156 Ib Lower Total Load @ B 189 plf 378 Ib RAFTER SUPPORT DATA A B Bearing Length 0.32 in 0.40 in Span Length 9 ft 1 ft Rafter Pitch 0 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.25 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) 20 psf Roof Dead Load: DL= 14 psf Slope Adjusted Spans And Loads Base Values A 'u ted Bending Stress: Fb = 850 psi Fb' = 1466 psi Rafter Dead Load: Ii D-altlj = ? Cd=1.25 CF= 1.20 Cr -1.15 Shear Stress: Fv = 180 psi Fv' = 225 psi Cd=1.25 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - 625 psi Fc - -L= 625 psi Controlling Moment: 682 ft -Ib 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -310 Ib At right support of span 2 (Center Span) Comparisons with required sections: Read Provided Section Modulus: 5.58 in3 13.14 in3 Area (Shear): 2.07 in2 10.88 int Moment of Inertia (deflection): 13.77 in4 47.63 in4 Uniform Roof Loading Roof Live Load: LL = 20 psf Roof Dead Load: DL= 14 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 9 ft Eave Span: L-Eave adp = r1; Rafter Live Load: wL-a j.., 40" plf Eave Live Load: Tl--%e-aj = 140- 'plf i Rafter Dead Load: Ii D-altlj = ? 28• pif 4 _ Rafter Total Load: SIT -ad- Eave Total Load: !WT-6ve-adi = 68 pif ft --i (70 ;T --a illi E w z z n m0 ft --i L TG Date: ,9/2,9/1-+ Project: DOLEZAL Location: RIDGE Roof Beam [2013 California B 5.25 IN x 11.825 IN x 19.5 FT 1.9E Microllam - i Section Adequate Controlling Factor: GREEN ENGINEERING CONSULTING ENGINEERS Structural Calculations for: Dolezal un -Room 10550 Witney Way Cupertino, CA Live Load 0.43 IN U549 Dead Load 0.34 in Total Load 0.77 IN U304 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 www. green en gin eering.net Jo6 #14o31 3 of -1 StruCalc Version 9.0.1.3 9/29/2014 12:06:59 PM Page REACTIONS A_ B Live Load 1755 Ib 1755 Ib Dead Load 1418 Ib 1418 Ib Total Load 3173 Ib 3173 lb Bearing Length 0.81 in 0.81 in BEAM DATA Span Length 19.5 ft Unbraced Length -Top 0 ft 19.5 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.25 ROOF LOADING MATERIAL PROPERTIES Side One: 1.9E Microllam - iLevel Trus Joist r -,.,-Roof Live Load: LL = 20 psf Base Values -M61 =Adt hoof Dead Load: DL= 14 psf Bending Stress: Fb = 2600 psiFtf- €325 ps Tributary Width: TW = 4.5 ft Cd=1.25 CF=1.00s7 M Side Two: Shear Stress: Fv = 285 psi__. Fvr'�T_T -_356 -•A oof Live Load: LL = 20 psf Cd=1.25 � C Roof Dead Load: DL= 14 psf Modulus of Elasticity: E = 1900 ksi(a E'=-; '1,900 ksi Tributary Width: TW = 4.5 ft Comp. -L to Grain: Fc - J- = 750 psiaFc�: -L' _ -� 750 ps < ®"I og Wall Load: WALL = 0 Controlling Moment: 15467 ft -Ib Non -Snow Roof Loaded Area: RLA = 0 plf 9.75 ft from left support ( C; %. `� p If Created by combining all dead and live loads. \ h M r� Q Controlling Shear: -3173 Ib C) :3PE/PITCH ADJUSTED LENGTHS AND LOADS At support. fousted Beam Length: Ladj = 19.5 ft Created by combining all dead and live loads. m dam Self Weight: BSW = 19 plf B*m Uniform Live Load: wL = 180 plf Comparisons with required sections: Re 'd�" Provided m Uniform Dead Load: wD_adj = 145 plf Section Modulus: 56.99 3 6122.35 in3 al Uniform Load: WT = 325 plf Area (Shear): 13.36 in m 62.08 in2 Moment of Inertia (deflection): 571.36 in4 723.41 in4 Moment: 15467 ft -Ib 33203 ft -Ib Shear: -3173 lb 14744 lb 14031 W a GREEN ENGINEERING 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 CONSULTING ENGINEERS www.greenengineering.net TC3 Structural Calculations for: Date: Dolezal Sun—}Zoom .9/2,9/1+ 10550 Whitney Way Cupertino, CA ,J06#1q-031 + Of Project: DOLEZAL StruCalc Version 9.0.1.3 9/29/2014 12:07:00 PM Page Location: (N) HEADER @ KP REACTION Multi -Loaded Multi (2013 California B of 3.5 IN x9.5INx 10.0 FT 1.9E Microllam - i Section Adequate Controlling Factor: Live Load 0.15 IN U790 Dead Load 0.12 in Total Load 0.27 IN U438 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: REACTIONS A g Live Load 1078 Ib 1078 Ib Dead Load 861 Ib 861 Ib Total Load 1938 Ib 1938 Ib Bearing Length 0.74 in 0.74 in BEAM DATA Genter Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 10 ft loft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES �1NIFORM L ADS Center 1.9E Microllam - iLevel Trus Joist Uniform Live Load 40 pif Uniform Dead Load 20 plf Base Values Bending Stress: Fb = 2600 psi Ad_ vested Fb' = 2684 ps Beam Self Weight Total Uniform Load 10 plf 70 plf Cd=1.00 CF=1.03 Shear Stress: Fv = 285 psi FV = 285 ps I :. L Load Numb Cd=1.00 Modulus of Elasticity:E = 1900 ksi E' = 1900 ksi Live Loyd X175 Com -L to Grain: Fc _ 1= Comp. 750 psi 1. _ Fc - — 750 psi Dead toad ,!,`141 Locati r'1-1 Controlling Moment: 8812 ft -Ib (D 1 5.0 Ft from left support of span 2 (Center Span) - 0 Created by combining all dead loads and live loads on span(s) 2 m Controlling Shear: 1938 Ib00 At left support of span 2 (Center Span) C -4 Created by combining all dead loads and live loads on span(s) 2 �}� m 0, CT with required sections: Read Provided oComparisons �M Section Modulus: 39.4 in3 52.65 in3 -K (D Area (Shear): 10.2 in2 33.25 1n2 r �{ Moment of Inertia (deflection): 205.35 in4 250.07 in4 Moment:8812 ft -Ib 11775 ft -Ib ,� 0 �D Shear: 1938 lb 6318 lb '� PTs Y aL GREEN ENGINEERING 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 CONSULTING ENGINEERS www.greenengineering.net TC3 Structural Calculations for: Date: Dolezal Sun -Room 9/29/ 1 `�' , 055o Whitney Way Cupertino, CA Project: DOLEZAL Location: EAVE BEAM Roof Beam [2013 California B 5.5 IN x7.5INx 13.0 FT #1 - Douglas -Fir -L Section Adequate Controlling Factor: Live Load 0.23 IN U683 Dead Load 0.18 in Total Load 0.41 IN U384 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U REACTIONS A B Live Load 715 Ib 715 lb Dead Load 557 Ib 557 Ib Total Load 1272 Ib 1272 Ib Bearing Length 0.37 in 0.37 in BEAM DATA Span Length 13 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch (North) StruCalc Version 9.0.1.3 Side One: Roof Live Load: Roof Dead Load: s Tributary Width: Side Two: s Roof Live Load: pd: i T a th W N zS.o. oaded Area: 0 Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1500 Section Modulus: Cd=1.25 CF=1.00 51.56 3 Shear Stress: Fv = 170 psi FV = 213 Moment of Inertia (deflection): Cd=1.25 193.36'n4 "D Modulus of Elasticity: E = 1600 ksi E'= 1600 Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 (; Controlling Moment: 4135 ft -lb 6.5 ft from left support m' ::i Created by combining all dead and live loads. Q1, CL Controlling Shear: 1272 Ib W At support. `- Created by combining all dead and live loads. StruCalc Version 9.0.1.3 Side One: Roof Live Load: Roof Dead Load: s Tributary Width: Side Two: s Roof Live Load: pd: i T a th W N zS.o. oaded Area: 0 I'FVJ 1 V.UVU Adl1#ed Beam Length: BeSelf Weight: BeaMjJnift&n a Load: Beam., Unif k n ad Load: 0111 a Job # 1403 1 rJ of 9/29/2014 12:07:00 PM -13ft LL = 20 psf DL= 14 psf TW = 5.5 ft LL = 20 psf DL= 14 psf TW = 0 ft WALL = 0 RLA = 0 plf Ladj = 13 ft Comparisons with required sections: Read Provid Section Modulus: 33.08 in3 51.56 3 Area (Shear): 8.98 in2 41.25 int 9: Moment of Inertia (deflection): 181.42 in4 193.36'n4 "D Moment: 4135 ft -Ib 6445 b Shear: 1272 Ib 5844 I'FVJ 1 V.UVU Adl1#ed Beam Length: BeSelf Weight: BeaMjJnift&n a Load: Beam., Unif k n ad Load: 0111 a Job # 1403 1 rJ of 9/29/2014 12:07:00 PM -13ft LL = 20 psf DL= 14 psf TW = 5.5 ft LL = 20 psf DL= 14 psf TW = 0 ft WALL = 0 RLA = 0 plf Ladj = 13 ft BSW = 9 plf wL = 110 plf wD_adj = 86 plf WT = 196 olf /.f TG Date: 912911+ Project: DOLEZAL GREEN ENGINEERING CONSULTING ENGINEERS Location: FULL HT POST @ GALE END Column [2013 California B 5.5 INx5.5INx 11.0 FT #1 - Douglas -Fir -L Section Adequate Structural Calculations for- Dolezal Sun --Room 10550 Whitney Way Cupertino, CA DEFLECTIONS Deflection due to lateral loads only: Defl = 0.3 IN = U444 Live Load Deflection Criteria: U180 Live Load: Vert-LL-Rxn = 1755 Ib Dead Load: Vert-DL-Rxn = 1489 Ib Total Load: Vert-TL-Rxn = 3244 Ib IHORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 605 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 605 Ib COLUMN DATA Total Column Length: 11 ft Unbraced Length (X -Axis) Lx: 11 ft Unbraced Length (Y -Axis) Ly: 11 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES _ #1 - Douglas -Fir -Larch (North) Base Va6gs Compressive Stress: Fc = 7,100ffi psi a psi Cd=P3 q=0.. .a1 . -1 Bending Stress (X -X Axis): Fbx 3p120t71 psi`"' L^-1 psi Cd=t33 &=1.00 Bending Stress (Y -Y Axis): Fby m.12q psi Eby' = 1596 psi Cd=U23 CZ= I. OQ Modulus of Elasticity: E _ 1600; ksi CE _ 1600 ksi C c Column Section (X -X Axis): �� M r ddx = � C 5.5 in Column Section (Y -Y Axis): �A C Sly_ 5.5 in Area: �. C -CA = .25 in2 Section Modulus (X -X Axis): Sx = tD x.73 in3 Section Modulus (Y -Y Axis): Sy = . -W.73 in3 Slenderness Ratio: Lex/d 24 z Ley/d C 24 rr, rt Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E) 140A)i ggfe Compressive Stress: Fc' = 683 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 1664 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 www. green engineering.net jab#14o3i Co Of � StruCalc Version 9.0.1.3 9/29/2014 12:07:00 PM case o� AXIAL LOADING Live Load: PL = 1755 Ib Dead Load: PD= 1418 Ib Column Self Weight: CSW = 71 Ib Total Load: PT = 3244 Ib LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 110 plf .� GREEN ENGINEERING CONSULTING ENGINEERS 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 www.greenengineering.net TG Structural Calculations for: Jo6 #1 +03 1 Date: Dolezal Sun -Room 0550 Whitney Way 9/29/ 1 '9" Cupertino, CA Project: DOLEZAL Location: MULLION POST @ GALE END Column [2013 California B 3.5 IN x5.5INx 11.0 FT #1 - Douglas -Fir -L Section Adequate DEFLECTIONS Deflection due to lateral loads only: Defl = 0.63 IN = U210 Live Load Deflection Criteria: U180 Live Load: Vert-LL-Rxn = 455 Ib Dead Load: Vert-DL-Rxn = 255 Ib Total Load: Vert-TL-Rxn = 710 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 330 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 330 Ib COLUMN DATA Total Column Length: 11 ft Unbraced Length (X -Axis) Lx: 11 ft Unbraced Length (Y -Axis) Ly: 5 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #1 - Douglas -Fir -Larch (North) Base Val Compressive Stress: Fc = 1400 psi 's d psi Cd= 123 Ct".1 Bending Stress (X -X Axis): Fbx=< 85 si: psi Cd=1 ?3 C#1.30 C1=0.99' Bending Stress (Y -Y Axis): Fby =(, 850rpsi Fby' = 1470 psi Cd=193 Ce,- 1. 3 R Modulus of Elasticity: E _ L�600-kksi -R = 1600 ksi Column Section (X -X Axis): ` tea= �. 05.5 in Column Section (Y -( Axis). rn r[y = C3.5 in Area: �'' C') SR= "©.25 in2 Section Modulus (X -X Axis): o -tx = j'9i1.65 in3 Section Modulus (Y -Y Axis): Sy = (D M.23 in3 Slenderness Ratio:` r- Lex/dxo; "'i 24 Ley/dyl 2.14 0 45 C) Column Calculations (Controllin C� Only): Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E) 14LA16"Ofe Compressive Stress: Fc' = 743 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 908 ft -Ib StruCalc Version 9.0.1.3 9/29/2014 12:07:00 PM Page LOADING DIAGRAM B lin A AXIAL LOADING Live Load: PL = 455 Ib Dead Load: PD= 210 Ib Column Self Weight: CSW = 45 Ib Total Load: PT = 710 Ib LATERAL LOADING (Dx Face) Uniform Lateral Load: wL-Lat = 60 plf C_ WALL CONSTRUCTION TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER'b° SPACING OF FASTENERS Roof 1 Blocking between joists or rafters to top plate, toe nail 3-8d (2'/2" x 0.113') - 2 Ceiling joists to plate, toe nail 3-8d (2'/2" x 0.113') - 3 Ceiling joists not attached to parallel rafter, laps over parti- tions, face nail 3-10d - 4 Collar tie to rafter, face nail or 1'/4" x 20 gage ridge strap 3-10d (3" x 0.128') - 5 Rafter or roof truss to plate, toe nail 3-16d box nails (3'/2" x 0.135') or 3-10d common nails (3"x 0.148') 2 toe nails on one side and 1 toe nail on opposite side of each rafter or truss 6 Roof rafters to ridge, valley or hip rafters: toe nail face nail 4-16d (3'/2" x 0.135') 3-16d (31/2 " x 0.135' - Wall 7 Built-up studs -face nail IOd (3" x 0.128') 24" o.c. 8 Abutting studs at intersecting wall corners, face nail 16d (3'/2" x 0.135") 12" o.c. 9 Built-up header, two pieces with'/2" spacer 16d (3'/2" x 0.135') 16" o.c. along each edge 10 Continued header, two pieces 16d (3'/2" x 0.135' 16" o.c. along each edge 11 Continuous header to stud, toe nail 4-8d (2'/2" x 0.113') - 12 Double studs, face nail 1 O (3" x 0.128') 24" o.c. 13 Double top plates, face nail 10d (3" x 0.128') 24" o.c. 14 Double top plates, minimum 24 -inch offset of end joints, face nail in lapped area 8-16d (3'/2" x 0.135') - 15 Sole plate to joist or blocking, face nail 16d (3'/2" x 0.135') 16" o.c. 16 Sole plate to joist or blocking at braced wall panels 3-16d (3'/2" x 0.135') 16" o.c. 17 Stud to sole plate, toe nail 3-8d (2'/2" x 0.113') or 2-16d (3'/2" x 0.135') - - 18 Top or sole plate to stud, end nail 2-16d (3'/2" x 0.135') - 19 Top plates, laps at corners and intersections, face nail 2-10d (3" x 0.128') - 20 1 " brace to each stud and plate, face nail 2-8d (2'/2" x 0.113') 2 staples - - 21 l] -5 V"_ ` ` 1 " x 6" sheathing to each bearing, ce 11 2-8d (2'/2" x 0.113') 2 staples 13/a" - 22 1 " x 8" sheathing to each be�ring�ace; "ail'" ? b `:" _ m _ a��a 2-8d (2'/2" x 0.113')- 3 staples - 23 Wider than 1 " x 8 " sheath4to eacch bearing, face nail 3-8d (2'x/2" x 0.113') 4 staples 1 3/4,, - Floor 24 Joist to sill or girder, toe nail C 3-8d (2'/2" x 0.113') - 25 Rim joist to top plate, toe n ' (r apphc tioAal 8d (2'/2" x 0.113') 6" o.c. 26 Rim joist or blocking to sill latC,1oe nW 8d (2'/2" x 0.113') 6" o.c. 27 82 1 " x 6" subfloor or less to each jgst, face nail v M 2-8d staples 0/4,, - 28 2" subfloor to joist or gird and face n 2-16d (3'/2" x 0.135') - 29 2" planks (plank & beam - oo `> : roof) - 2-16d (3'/2" x 0.135') at each bearing 30 Built-up girders, and beams, 2 -inch lumber layers 1 O (3" x 0.128') Nail each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends and at each splice. 31 Ledger strip supporting joists or rafters 3-16d (3'/2" x 0.135') At each joist or rafter 2013 CALIFORNIA RESIDENTIAL CODE (continued) 199 WALL CONSTRUCTION TABLE R602.3(1)—continued FASTENER SCHEDULE FOR STRUCTURAL MEMBERS ITEM DESCRIPTION OF BUILDING MATERIALS DESCRIPTION OF FASTENER'-" SPACING OF FASTENERS Edges (inches)' Intermediate supports" (inches) Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing 32 3/„ _ 1/ „ 6d common (2” x 0.113') nail (subfloor, wally 9 2 8d common (2'/2" x 0.131') nail (roof)f 6 129 33 19/32 - 1 " 8d common nail (2'/2" x 0.131') 6 129 34 1'/ "- 1'/ " 10d common (3" x 0.148') nail or 9 4 8d (2'/2" x 0.131') deformed nail 6 12 - Other wall sheathing° 35 1/2" structural cellulosic fiberboard sheathing 1'/2" galvanized roofing nail,'/16" crown or 1 " crown staple 16 ga., 1'/4" long 3 6 36 25/32" structural cellulosic fiberboard sheathing 13/4" galvanized roofing nail, 7/16" crown or 1 " crown staple 16 ga., 1'/2" long 3 6 37 1/2" gypsum sheathing° 11/2" galvanized roofing nail; staple galvanized, V/2 long; 11/4 screws, Type W or S 7 7 38 s/8" gypsum sheathing 1/4" galvanized roofing nail; staple galvanized, 15/8 " long; 151, " screws, Type W or S 7 7 Wood structural panels, combination subfloor underlayment to framing 39 '14" and less 4 6d deformed (2" x 0.120') nail or 8d common (2'/2" x 0.131') nail 6 12 40 7/8,,_ 1 �� 8d common (2'/2" x 0.131') nail or 8d deformed (21/2" x 0.120') nail 6 12 41 1'/ " - 11/ " $ 4 10d common (3" x 0.148') nail or 8d deformed (2'/2" x 0.120') nail 6 12 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 Ksi = 6.895 MPa. a. All nails are smooth -common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. b. Staples are 16 gage wire and have a minimum'/16 inch on diameter crown width. c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. d. Four -foot by 8 -foot or 4 -foot by 9 -foot panels shall be applied vertically. e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. For regions having basic wind speed of 110 mph or greater, 8d deformed (2'/2" x 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48 -inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. g. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48 -inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies, to panel edges supported by framing members and required blocking. Blocking of roof.or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. j. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.. 200 2013 CALIFORNIA RESIDENTIAL CODE GRELN ENGINEERING CONSULTING ENGINEERS 852 W. Sexton Rd., Sebastopol, CA 95472 phone 707 824 0660 fax 707 824 0567 www. green en*gineering.net TEG Structural Observation for: Job # 1 +03 1 Dolezal Sunroom Date: 10550 Whitney Way. 01-19-15 Cupertino, CA 60' clear FINAL REPORT FILE On site to observe Final Framing at Sunroom—2.2-15 /41/ c-9 o G 3 All Final Framing is in -place -in accordance with the contract documents with the following exceptions: The contractor and I discussed adding blocks at the (e) 2x6 ceiling joists. This will be done. There were no furkher exceptions noted.. END OF REPORT Due to the nature of the construction schedule, and the limited number of Structural Observations being performed, it is impractical to assume that every item with structural implications shown on the Contract Documents is able to be observed prior to being enclosed by other materials The purpose of this report is to verify that the intent of the structural design is being executed properly. it is the contractors sole responsibility to verify that the work being performed is in accordance with the contract documents and to notify the Engineer of Record of any discrepancies encountered during the course of construction. Th, sE: arawi-igs are an ms(rument of service and shau not be used, in part or in whole, for any work not specifically contracted with Green Engineering. 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