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SFD (0211-001)77220 Loma Vista 0211-001 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3. of.the.Business and Professionals_ Code, and my License is in full force and effect. License # ` ' Lic. Class Exp. Date ,7835t13 P.I Ci01lifts cd, fj3s t Date Signature of Contractor .r yY " . 41 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) 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 & Professionals Code).. , ( ) I, as owner of the property, am exclusively,=ntracting with licensed contractors to construct. the project (Sec. 7044, .Business &, Professionals Code). i ( ). I amtexempt under Section B&P.C.'for this reason Date ' ' Signature of Owner • i WORKER'S COMPENSATION DECLARATION I hereby affirm'under.penalty of perjury one of the following declarations: ( )" I have and will maintai6 a certificate of consent to self -insure for workers' compensation, as providedfor by Section' 3700 of the ;:Labor "Code, for the performance of the work for which this perrnitFis: issued. (') I have and will maintain workers' compensationinsurance, as required by Section 3700 of the, Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are:. Carrier IrT'%i'T Policy No. (This section need not be completed if the permit valuation is for $100.00 or less). (')1 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions;of Sectig 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant Warning. Failure to secure Workers Compensation coverage is unlawful and. shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation', damages as provided for in Section 37061., of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each pers6rfupon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. ` 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree•to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection,purposes. Signature (Owner/Agent)- %'- - ' Date ' BUILDING PERMIT.-, PERMIT# DATE • ' VALUATION g.Ate, LOT` TRACT' JOB S*IfE ]. ADDRESS i i ,2:a ➢+ j<te. kco *F . APN OWNER CONTRACTOR/DESIGNER/ENGINE ER ll ' ''r .i.xi Ji° f :.' . ! . x `l` VKi 'Tl i1. 1 i' `+!L':• .. 55.367 001,TfI.k(:f 19 HALTA CA 922,53 CFA% ukyy(/Q 3 t1 .yy' D !:y ff1.25`a 3237 USE OF PERMIT4,#{ Sof LJJT BI: MWIT OOHS POOL, SPA OR DRIVRWAY APPROMM i I 'CURTOM, CONSTRUCTION 4,158-A SF " PORC:EW.AT10 sp. 0ARAGEICARPORT 3F , L? S 5"ta"IL IT OF f3NSIRTICITIO ' 361.51'+ eC+:f50 PgTU4rr FEE SUMMARY t t~:CiAMS#li• 7 'f i >Id("3' ? Oj )('.' . 3iEip iil() 'jil,5in.sp ' i Ly RY ,.Fi 'C '. Irt' 7;• l i! g -Ods"t ••4• : •:` : {,' ilti! ' FE'3D,GtPOSIT .`• i 3.I iM t?6 M i -$1,000A P22,• 101-00,0-421-0000 1 tnt8.Oafbk ly ►, R FLT .LECd.C►3 u.diL S'f E, 101- 1V-4•I6i7a00 tl.Mv"i„ E r PI..Lt7 51W.C81zP 8TRONG M01700 FI'IR • WIT) ) 01 _000.241.000 $36.36 O:l, .OiN '3MYf ,..? 1-Q a •'4.23-t 9. $ s.U DYVILOPER IMdIPACT i E $' 4Ua,t1 .AF`M' M Ir?tl. Oi,'! l i,,f .Ct2:; . k +;; 3 2` 0a• C,d l$ -t S i +7t '.'IL1 AD 3? } :rCi ,6,44.9. ,sb , ,•• D /A \ a - .... ryc..y`A ,N.rA'.K3lJ• RGI Y'A$4iJ .C.L'u7:p ' •`D 9N'.V 67. 1.' J MAR 0 6 1101 F Y : • : sf W 2003 105.,43...64 CITY OF LA QtDEPT // . FINANCE DEPT . / RECEIPT DATE BY D!! f FIpNALED LED INSPEC t'.: ^fit, etc`; • a F .,y',-•2Y• / vv . { w INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap _ _ Q F.A.U. Framing _ _ _ Compressor Insulation Vents Fireplace P.L. _ Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath - Drywall - Int. Lath Final or E r — Final Final POOLS -SPAS BLOCKWALL APPROVALS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location • Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Suer Lateral Pool Cover Sewer Connection /!a% 3 / Encapsulation Gas Piping _ Gas Test Appliances Final COMMENTS: `p +' %A -T Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole 7--7 -- Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power a Final _ _ Utility Notice (Perm) / r 0 1,0 ~ TA SUB -CONTRACTOR LIST CITY OF LA QUIN PERMIT NUMBER - OWN ER OYPtiEc i `R'.i LLG BUILDER r -- JOB ADDRESS—. n ni ,wu 01 S g- Only persotis appearing on this list or their employe es are authorized to work h wftll 111 Build- Inse.ntion Card PLO L!m in-. 5--- e of work and/or the voidance its rm tall Le o.4 d oil tl .e *ob prior to commencement of work. Failure to comply will resuti in a stoppa9 on this job. Any changes to this list must be approved by the Building Division p of buihiinrj permit. For each applicable trade, all information requested below must be completed by applicant, "On File" is not an acceptable response. cit Business License State Conlroctor's License I Workers Co,, ensalion Insurance Trade 1 Classification Contractor - Date License Number Exp- Dale Company Name Classification License Number Exp- Date Carrier Name Policy Number Exp. (e.g. A• g, C -g) (xzxxxxl Ixxlxxlzx) (e.g. State Fund. CalComp) (Format Varies) xlxxlxxl OO (xxlxxlxx .., Z 61a l052 ti , or EARTHWORK (C-12) 9.Flars r s, i, c ice► vp oraKo1_`g J /3. 7- J I .s'JS •3 hCcI i CONCRETE (C-8) . FRAMING IC 51..;:;..:.. S COtiSS,, rI llOri ^3(1fb'4 1J 15'7 - (e39h.27 !/o7 STRUCT. STEEL (C-511 PALA St'21r-,5 vIEL-Dtl 1 . ,..r 4 '7/3i OqV,(LPaoJa (a ;aJ-7 Z W MASONRY (C-29) L I PLUMBING (C•36). (' 1(iC I eS CIC'-II luf Li IrK' 1F79SoaO 1 /1110 Oi,cfIR i/ 7 LATH. PLASTER (C•35) /vIAR 1 A {"iA f1 r' - %2 c //d t7 L7g7 ooU q 1 l03 G {54 ( a✓! t7 i DRYWALL IC -91 lti i±t'JADrZIAtLS r .ar , -Q 72e(N`I'f JOS $% ! 7 Hviic Ic-zo) °:; fjER t r i /4Rra A ` ' :,}71L } I"i0( Z 1' 31 Del S\r'Ae , .d l: l -Udi ID y \l owl 094 /' j LLECTRICAL (C=101....:`;. 0 -Q _ ( g F„/ l 2 '" } l oa ' 1dr-, G 39 7a-7'% 11130103 r,ZacD7 7 st/J ROOFING (C-39} D fi1v C_2 382'io3 J I - - SHEET METAL IC 431'' ': /S r (t tti (3lle unci 10 Ua r FLOORING (C-15) p• -1-p t v,1G _ pr s ' y 7?aaoo /vJ3l v3 `f F,.lpv QIY3S c /l t i ,•, GLAZING (C-17) 6,odA-,r Cw6 e,,QR s LiS9 e-!7 x.03 %J.I Q 5.r1-ctTO,cJ Ir f, Nfs / 5 • r•/5 5 z vF/ 7- — INSULATION (C-21 t,JcER I / G .. PL, F,G /.F r C Yt r i P 7 s IrSSCo. sf f 7rY `d1J 2 J• t/ 1o. -t t SEWAGE DISP. (C-42) Ws f_ (3I1u., PAINTING (C-33) :lL iJ CLIILi Irl C / 1—k'J 1 1 1 t/ D l ` - C -s (P5S8S`l / 3ilctti ac e i nd 0lDiv 1d2 7/f 1oLt 0`9.[08 of CERAMICTILE (C-54) dlc 00170 / i0 ' d CABINETS (C•B) STK Rdn( G'.0 Oc5iS,1, QG •✓r 0/2 /` l GY3/ 03 /i OCo2 I • _ ( ,./j9o'S V,CGAr%oJa (r.}S•1Ra ,.1Gc ./ 3l293r FENDING(C-13) 1 YAS.. lAASo I ap04o9 • D -7 D- i131 ( hoeSSura ri nc C Jt y -a — J LANDSCAPING IC -27) (-S.0 O 0 -I `( to C), 3-u2 1'0b _4 (p-q ' / 7itio 3 5 I_ 13oJ. F v t•I d 13_ POOL IC -53) Date 3/6/03 No. 24209 Owner Southern Hills Development Address 55-161 Southern Hills City La Quinta Zip 92253 Tract # 25237 Type Single Family Residence CERTIFICATE OF COMPLIANCE N-11 Desert Sands Unified School District 4 47950 Dune Palms Road Q BERMUDA DUNES r La Quints CA 92253 RANCHO MIRAGE d { . INDIAN WELLS (760) 771-8515 d PALM DESERT LAQUINTA '. O J APN # 658-200-011 Jurisdiction Permit # 0211-001 Study Area No. of Units Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 21 77220 Loma Vista 4198 Unit 6 Unit 2' Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 ' Comments. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: f EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to in the amount of $2.14 X 4,198 S.F. or $8,983.72 have been paid for the property listed above and that building - permits and/or Certificates of Occupancy for this square footage in this,proposed project may now be issued. Fees Paid By John Read Check No. 525232419 Name on the check Telephone 760/485-0497 Funding Residential By Dr. Doris Wilson Superintendent r Fee collected/exempt by Patricia Barbuzza $8,983°72 $0.00 4 Payment R cd Over/Under Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. . NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED PERFORMED 'O REINFORCED CONCRETE ❑ RUCT. STEEL ASSEMBLY O . O POST TENSIONED CONCRETE O ASPHALT OTHER -S tie h - ❑ REINFORCED MASONRY O FIRE PROOFING JOB LOCATION _ % O f4 h Ls -n% L `vI,,: REPORT SEQUENCE NO. TYPE OF ST Uf-TURF - PERMIT NO. D E DAY OF WEEK MATERIAL DESCRIPTION ARCHITECT INSP TO MRS. CHARGED 4.1 ENGINEER ASSISTANTS HRS.CHARGED INSPECTION CO TRACTLSUB DATE-- V Yom` 1` - '{ — O i LNTRACTOR- -. S -F 'r k r--- - • S o (,Jew . G 18Se e ► ,S , 1 sS cJe-AA0ir a 64S2 Le1F3 S Ad ►1 c ro 3 a rb 2, cots W to lc (o a ems- Sk " S'zD • We- c-0 ee,- ' acde- ' %,%,,r,7e e -o C. El . l8 COPY SENT TO CLIENT 11CONTIN N NEXT PAGE ❑ PAGE- OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY' KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. i 4MIbs EDREGISTEERED INNSPE 0 J J §AVE OF REPORT REGISTER NUMRFR 4 GOUVIS ENGINEERING * C A L I F O R N I A * STRUCTURAL CALCULATIONS FOR A CUSTOM HOME "CASA MODERNA" (Revised 2/6/03) 21148 7/6/2000 77-280 LOMA VISTA, ENCLAVE MOUNTAIN.ESTATES LA QUINTA, RIVERSIDE, CA Southern Hills Development, Inc. Andrzej Weber, A.I.A. v , JOB NO. $ DATE CODE: 2001 CBC, WIND: C, 70 MPH, SEISMIC ZONE: 4 ADDRESS B. LOCATION OWNER 4X MEMBERS NO. 2 OR BETTER ARCHITECT GOUVIS ENGINEERING * C A L I F O R N I A * STRUCTURAL CALCULATIONS FOR A CUSTOM HOME "CASA MODERNA" (Revised 2/6/03) 21148 7/6/2000 77-280 LOMA VISTA, ENCLAVE MOUNTAIN.ESTATES LA QUINTA, RIVERSIDE, CA Southern Hills Development, Inc. Andrzej Weber, A.I.A. v , DESIGN CRITERIA: A. CODE: 2001 CBC, WIND: C, 70 MPH, SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH.WITH MAX. 19% MOISTURE CONTENT PRIOR TO INSTALLATION OF FINISH.MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER `. 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) ` D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (MIN) (U.N.O.) E. STRUCTURAL STEEL: A50.PSI (MIN) (U.N.O.) F. CONVENTIONAL NON—MONO POUR FOUNDATION SYSTEM 0 SOILS AND GEOLOGY: SOILS REPORT BY: EARTH SYSTEMS EARTH SYSTEMS SS -6848—P1/98-06-782 6/26/1998 `., ALLOWABLE SOIL BEARING PRESSURE: 1800 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS ON ALL OF ITS REQUIREMENTS. L CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTI N DATE - 03 BY y NOTICE: USE RESTRICTIONS HESE CALCULATIONSIs THE ATTACHED LCULAT AREIV ONLY WHEN BEARING ORIGI SIGNATURE AEEDB M,C3827 6 EKAM; REON. q %/ q SAEED J. BEKAM PRESIDE 0 GOUVIS ENGINEERING CALIFORNIA, INC EXP. DATE 3/31/2005 No. C38276 Exp. 3/31/05 CIVI GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: WEB -SITE: WWW. GOUVISGROUP. COM 4400 CAMPUS DRIVE, NEWPORT` BEACH, CALIFORNIA 92660 * (949)752-1612 * Fax(949)752-5321 2150 E. TAHQUITZ CANYON SUITE 9, PALM SPRINGS, CALIFORNIA 92262 * (760)323-5090 * Fax(760)325-2863 FIELD OFFICE * PLEASANTON * INTERNATIONAL OFFICE: VIETNAM Structural Calculation Standard Notes REVISION BLOCK FOR PLAN: Page 3 GEC Job #: Client: oLi wl- Date: CALIFORNIA DATE REVISIONS TO BEAM SHEETS DATE REVISIONS TO LATERAL SHEETS 4-1 L-47- 4-1 DDD L 41 r?.— DATE REVISIONS TO FOUNDATION SHEETS DATE . REVISIONS TO MISCELLANEOUS, SHEETS Z — ! Y` N►D /E 61 r l ; .. U 1 Lim , ' -0Ems- 3rbl GEC Structural Calculations G O U V I S ENGINEERING Page- 4 C O N S U L T I N G G R O U P GECG Job #: M►? Client: & L4 Q('S Roof Rafter/Joist Span Table: DFL No.2 Date:. (,9 NOTE: TL DFL: 11240 LL DFL: L/360 FLAT TILE SHAKE TILE SLOPE. .... .. ..<4:12 <4:12 . Z 4:12 -Z4:121 LL/DL 10./6.0 20./15.0 20./18.0 16./11,0 16./18.0 SIZE SPC CLG JST RFT RFT RFT RFT 12 1094" 8'-1" 7'-11" 8'41" 8'-2" 2 x 4 '16 9'-7" 7'-5" 7'-2" 8'-0" 7'-611 24 89-4" 6'-5"- 6'-2" 7'-0" 6'-611 12 16'-7" 12'-10" 12'-6" 13'-11" 2 x 6 16 15'-1" 11'-7" 11'4.' .12'-8" 24 13'-2" 10'-1" 9'-10" 11'-0" 10'-2" 12 21'-11" 169-10" 16'-5" 18'-5" 17'-0" 2 x 8 16 19'-11" 159-4" 14'-11" 16'-8" 24 17'-4" 13'4" 13'-0" 14'-7" 13'4" 12 27'-11" 21'-6" 20'41" 23'-5" 21'-9" 2 x 10 16 25'-5" 19'-7" 19'-1" 21'=4" 19'-9" 24 22'-2" 16'-9" 16'-1'" 1814" 17'-2" 12 34'-0" . 26'-2" 25'-6" 28'-6" . 26'-6" 2 x 12 16 30'-11" -,239-9'1 22'-10" 26'-0" 24'-0" 24 ' 27'-0" 19'-5" 18'-8" 22'-2" 19'-8" ` 12 40'-1" 30'-9" 29'-6" 33'-7" 31'-0" 2 x 14 16 36'-5" 26'-8" 25'-6" 30'-2" 27'-1" 24 ' 31.'-9" 21'-9" 20'-10" 24'-8" 22'-0" NOTE: A"load duration factor of Cd = 1.25 and repetive factor of Cr =1.15 have been -considered. i D 1 3 G O VIS ENGINEERING Structural Calculations Page 5 C 0. N S U L. T ING G R 0 UP GECG Job #: i 04_ Client:t Maximum Span Table for DFL No. 2 Floor Joists Date: I _I 40.0/12.0 40.0117.0 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 SIZE SPC FLR. JST. ' FLst. JST. Residential reg,. Residential Residential Residential floor Deck joist: 7 Commercial floor 614011'. 6'-9" TL DFL: L / 240 LI, DFL: L / 360 5'-11" floor load w/o It wt. conc. "or floor joist w/ 3/4" gyperete _ floor joist w/ .. 1" gyperete . joist w/1 1/2" gyperete ' LL = 60 psf DL =12 psf toad w/ 20 psf partition &I Ia- lt wt. conc. gyperete 162 5'-1" S'-1" S'-1" 5'-0" 4'-5" 4'-1" 24 S' -S" 5'-2" 5'-0" 4'-11" 4'-8" 4'-0" 2 X 6 12 10'-8" la' -8" 10'-S" 10'-1" 9'-4" 81-4" . 16 9'-9" 9'-3" 9'-1" 8'-9" 8'-3" 7'-2" i`s 162 T-11" • 8'-0" 7'-11" 7'-7" 7'-2" W-411. 24 7'-11" 7'-7" 7'-4" T-2" 6'-8" 0" 2 X 8 12 14'=1" 13'-6" 13'-2" 12'-10" 12'-0" 10'-7" • 16 12'-3" 11'-9" 11'-6" 11'-1" 10'-6" 9'-2" 162 10'-6" 10'-4" 10'-1" 9'-9" 9'-2" 8'-1" 24 10'-1" 9'-7" 9'-4" 9'-0" 8'-6" 7'-S" 2 X 10 12 17'-5" • 16'-7" 16'-2" 15'-8" 14'-8" 12'-11" 16 15'-0" .14'-5" 14'-0" 13'-7" 12'-10" 11'-2" 162 13'-11" 13'-9" 13'-4" 12'-11" 12'-1" 10'-8" 24 12'-3" 11'-9" 11'-5" 11'-1" 10'-S" 9'-1" . 2X 12 12 'x 20'-2" 19'-2" 18'-8" •' 18'-2" 17'-1" 15'-0" 16 1T-6" 16'-8" 16'-3" 15'-9" . 14'-10" 13'-0" ie 162 16'-7" 16'-S" 16'-0" 15'-5" 14'-S" 12'-8" : 24 14'-3" 13'-7" 13'-3" . 12'710" 12'-1" 10'-7" 2X 14 12 22'-6" 21•'-1" 20'-10" 20'-2" 19'-2" 16'-9", 16 _ 19'-6" ' 18'-8" 18'-1" 17'-6" ` 16'-7" 14'-6" 162 19'-4" 19'-1" 18'-8" • 18'-1" 16'-11" 14'-11" 24 15'-11" 15'-2" 14'-9" 14'-3" 13'-6" 11'-10" maximum , . ... . n. e o. .o m.wm m,mam 1. The ma-rimum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/3 60 for live loads deflection) ., 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. A repetive factor Cr =1.15 has been considered ' 40.0/12.0 40.0117.0 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 SIZE SPC FLR. JST. ' FLst. JST. FLR JST. FLR JST. FLR JST. FLR. JST. 2 X 4 12 6'-10" 614011'. 6'-9" 6'-8" 5'-11" or • gyperete 6'-2" 6'-2" 6'-0" S' -S" gyperete 40.0/12.0 40.0117.0 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 SIZE SPC FLR. JST. ' FLst. JST. FLR JST. FLR JST. FLR JST. FLR. JST. 2 X 4 12 6'-10" 614011'. 6'-9" 6'-8" 5'-11" S'-8" 16 6'-2" 6'-2" 6'-2" 6'-0" S' -S" 4'-11" 162 5'-1" S'-1" S'-1" 5'-0" 4'-5" 4'-1" 24 S' -S" 5'-2" 5'-0" 4'-11" 4'-8" 4'-0" 2 X 6 12 10'-8" la' -8" 10'-S" 10'-1" 9'-4" 81-4" . 16 9'-9" 9'-3" 9'-1" 8'-9" 8'-3" 7'-2" i`s 162 T-11" • 8'-0" 7'-11" 7'-7" 7'-2" W-411. 24 7'-11" 7'-7" 7'-4" T-2" 6'-8" 0" 2 X 8 12 14'=1" 13'-6" 13'-2" 12'-10" 12'-0" 10'-7" • 16 12'-3" 11'-9" 11'-6" 11'-1" 10'-6" 9'-2" 162 10'-6" 10'-4" 10'-1" 9'-9" 9'-2" 8'-1" 24 10'-1" 9'-7" 9'-4" 9'-0" 8'-6" 7'-S" 2 X 10 12 17'-5" • 16'-7" 16'-2" 15'-8" 14'-8" 12'-11" 16 15'-0" .14'-5" 14'-0" 13'-7" 12'-10" 11'-2" 162 13'-11" 13'-9" 13'-4" 12'-11" 12'-1" 10'-8" 24 12'-3" 11'-9" 11'-5" 11'-1" 10'-S" 9'-1" . 2X 12 12 'x 20'-2" 19'-2" 18'-8" •' 18'-2" 17'-1" 15'-0" 16 1T-6" 16'-8" 16'-3" 15'-9" . 14'-10" 13'-0" ie 162 16'-7" 16'-S" 16'-0" 15'-5" 14'-S" 12'-8" : 24 14'-3" 13'-7" 13'-3" . 12'710" 12'-1" 10'-7" 2X 14 12 22'-6" 21•'-1" 20'-10" 20'-2" 19'-2" 16'-9", 16 _ 19'-6" ' 18'-8" 18'-1" 17'-6" ` 16'-7" 14'-6" 162 19'-4" 19'-1" 18'-8" • 18'-1" 16'-11" 14'-11" 24 15'-11" 15'-2" 14'-9" 14'-3" 13'-6" 11'-10" maximum , . ... . n. e o. .o m.wm m,mam 1. The ma-rimum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/3 60 for live loads deflection) ., 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. A repetive factor Cr =1.15 has been considered ' G'O UVIS ENGINEERING CONS U L TING GROUP Standard Notes Structural Calculations Page 6 GECG Job Client: ,(,' Date: — WHEN USING FLAT CONCRETE TILE FOR ROOFING MATERIAL, PLEASE BE AWARE THE SPAN OF ROOF RAFTERS PROVIDED IN ATTACHED TABLE MEETS ALL STRUCTURAL CODE REQUIREMENTS. HOWEVER, WHEN USED TO MAXIMUM ALLOWABLE SPAN, RAFTERS MAY SHOW DEFLECTION OR SAG DUE TO THE NATURE AND APPEARANCE OF SUCH TILE MATERIAL. WE SUGGEST THE USE OF PURLIN BEAMS TO CUT THE SPAN OF THE 2 X 10 ROOF RAFTERS TO 16'- 0" AND 2 X 12 RAFTERS TO 20'-0" MAXIMUM, WHEN SPACED AT 16" ON CENTER. ALSO, USE THE DETAIL BELOW FOR CONSTRUCTION TO LIIVIIT THE DEFLECTION, 1— TYP. R/R SEE PLANS DO NOT NAIL R/R TO WALL 2— DBL TOP PLATE 3— TS22 (1) EACH SIDE AT EACH END OF R/R 4-- ROOF E.N. 5— R/R NOT TO BE NAILED TO SHEAR WALL 6— TS22 7— SECTION A Cc 3 0 G ®U V I S EN . N. G I N E Ei R I N G Structural Calculations Page 7 Li C ONSUL TING G R O U P GECG Job # al d. Client: R '( Maximum Span Table for DFL No. 2 Floor Joists Date: THE FOLLOWING TABLE HAS BEEN CREATED AS A GUIDE TO ASSIST IN THE CONTROL OF THE "BOUNCE" OR TRAMPOLINE EFFECT OF RESIDENTIAL FLOOR JOISTS OF VARIOUS SIZES. AND RELATING TO THEIR MAXIMUM SPANS TO MINIMIZE THE SAID EFFECT. At 12" O.C. At 16" o.c. At 24" Oz. 2 X 4 6-8-1 .68-111 2X6 8'-11" 8'-2"- 6'-11" 2X8 11'-11" 10'-6" 8'-10" 2X10 14'-11" 13'-10" 11'-4" 2X12 18'-3" 16'-7" 13'-9" 2X14 21'-6" 19'-4" 16'-3" 1 i I D GO U VIS E N GEVE Er R I N G Structural Calculations Page g CALIFORNIA GEGJob Mh Jf� Client:=otL{ iCS 1997 Unifonn Building Code/2001 California Building Code nate: 1 -�,,Ile (*) Provide 3" nominal or wider framing at adjoining panel edges with nails staggered. USE A35 @ 6" O.C. ON SMPSON STRONG WALL & HARDY PANEL (U.N.0). Edge Field Shear Sill Plate Framing Clips Anchor Bolt Mark Sheathing Nailing Nailing Capacity Nailing A35's, LS50's Spacing (Common) (Common) (PLF) . (16d sinker) or LTP4's 1 3/8" APA rated 8 d's @ 6" O.C. 8 d's @ 12" O.C. 260 @ 6" o.c. @ 16" o.c. 5/8"�x 12" @ 48" to . o.c. 3/8" APA 8d's @4" 8d's @12"' S/8"ox12" Arated O.C. O.C. 350 @ 4" o.c. • @ 12" o.c. @ 32" o.c. 3/8" APA 8d's @3" 8d's @12" 5/8"0x12" �z rated O.C. O.C. 490 @ 3" o.c. @ 10" o.c. @ 12" o.c. 15/32" APA 10 d's @ 10 d's @ 600 @ 3" o.c. @ 8" O.C. 5/8"0 x 12" 13 structural I 3" o.c. .12" o.c. (U.N.O.)@ 8" o.c. (*) rated 15/32" 5/8"0 x 12" AN APA 10 d's @ 10 d's @ @ 6" o.c. @ 16" o.c. w/ (*) structural I 2" o.c. 12" o.c. 870 @ 2" o.c. (U.N.O.) 3x sill in rated contact w/ concrete to 3/8" APA 8 d's @ 3" ' 8 d's @ 12" See shear See shear 5/8" � x 12" Both rated O.C. O.C. 980 transfer transfer @ 16" o.c. w/ sides detail. detail 3x6 sill M 15/32" A APA 10 d's @ 10 d's @ See shear See shear 5/8" � x 12" Both structural I 3" O.C. 12" o.c. 1200 transfer transfer @ 12" o.c. w/ sides rated detail detail 3x6 sill ('") 15/32" A- APA 10 d's @ 10 d's @ See shear 5/8" � x 12" Both structural I 2" o.c. 12" o.c. 174.0 N/A transfer @ 8" o.c. w/ sides rated detail 3x6 sill (*) Provide 3" nominal or wider framing at adjoining panel edges with nails staggered. USE A35 @ 6" O.C. ON SMPSON STRONG WALL & HARDY PANEL (U.N.0). 0 G O U VIS ENGINEERING CONSULTING GROUP Altenlate to Anchor Bolt Spacing Structural Calculations Page 9 GECG Job #; 14 Client: Date: _I f L Sheer Force 1/2" OANCHOR BOLT(Zone 0-3) 5/8" 0ANCHOR BOLT(Zone 0-4) SIMPSON MAS ON 2x4/2x6 PTDF SIMPSON MA4 ON 2X4 PTDFwo SIMPSON MA6 ON 2x6/3x6 PTDF USP FAI, FA2 ON 2x4/2x6 PTDF (PLF) Zone 3 Zone 0,1,2 Zone 3,4 Zone 0.1,2 Zone 3,4 Zone 0,1,2 Zone 3,4 Zone 0,1,2 Zone 3,4 ZoneZone 0,1,2 3,4 Zone 0,1,2 90 72" 72" • 72" 72" 72" 72" 64" 64" 72" 72" 66" 66" 100 72" 72" 72" 72" 72" 72" 56" 56" 72" 72" 66" 66" 150 64" 64" 72" 72" 56" 56" 32" 32" 48" 48" 66" 66i-'- 6" 175 175 56" 56" 72" 72" 48" 48" 32" 32" 40" 40" 1 66" 66" 180 48" 48" 72" 72" 48" 48" 32" 32" 40" 40" 48" 48„ 260 32" 32" 48" 48" 32" 32" 16" 16" 24" 24" 32" 32" 350 24" 24" 40" 40" 24" 24" 16" 16" 16" 16" 24" 24" 490 8i2 16" 12i2 24" 16" 16" 8" 8" 16" 16" 16" 16" 600 8i2 16" 8"2 24" I2" 12" 8" 8" 12" 12" 12" 12" 665 12" 12" 24" 16" N/A IT' 12"' 8" 12" 12" N/A 12" 870 8" 8" 16"' 16" N/A 8" 8t2 N/A 8" 8" N/A 8" 1330 N/A N/A 12" 12"' N/A N/A N/A N/A N/A N/A N/A N/A 1740 N/A N/A 1 8"' 8" N/A N/A I N/A rN/AF N/A N/A N/A N/A A. ma"mAir 2. BASED ON 5o% CAPACITY PER UBC TABLE 2341-I-1 FOOTNOTE 3 FOR 2x SILL PLATE IN ZONE 3 & 4 3. 30 SILL PLATE _ ALL MUD SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY IN CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. 1/2" A.B.: 1250(1.5/3)(4/3) = 833# MINIMUM 1-12" FROM EDGE OF CONCRETE & PLATE 5/8" A.B.: 2795(1.875/3.75)(4/3) = .1863# MINIMUM 1-7/8" FROM EDGE OF CONCRETE & 1-11T' FROM EDGE' OF PLATE ANCHOR BOLTS CAPACITY IN MUD SILL PER 1997 NDS SECTION 8.2.3 AND TABLE 82E. ItT' 0 A.B.: 2x SILL - 620(4/3) = 827 # 3x SELL - ' 730(4/3) = 973 # 5/8" ¢ A.B.: 2x SILL - 890(V3)=1187# 3x SILL - 1140(4/3) =1520 # SIMPSON MAS/MA4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER-443): MAS/2x4, 2x6 SILL: 720 # MA4/2x4 SILL: 480 # MA4/3x4 SILL: 680 # MA6/2x6, 3x6 SELL: 680 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. USP FAIIFA2 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO ER -3613): FA1,FA2/2x4, 2x6 SILL: 790 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5'/2 FEET., MANUFACTUIR'S INSTALLATION RECONIMANDATIONS SHALL BE FOLLOWED. Revised 1/14/99 GOUVIS ENGINEERING CALIFORNIA SHEET : �1 � JOB NO. : 21148 CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA MOD DATE 10/20/2000 ENGINEER: SONNY(VER5.50) PRIMARY ROOF LOADING SECONDARY ROOF LOADING ______________________ ---- -------------------------------- i Pitch 03 Pitch 2 K = Increase for Pitch 1.04 K = Increase for Pitch 1.04 TRUSS(24" OC) x K 2.40 RAFT=(2x12 16" OC) x K 7.04 PLYWOOD(1/21' ) x K 1.61 PLYWOOD(1/2" ) x K 1.61 A 1/2" GYP. BOARD 2.20 1/2" GYP. BOARD 2.20 CONC. TILE x K 10.42 CONC. TILE x K 10.42 Misc. 2.37 Misc. 1:73 Total Dead Load (psf) 19.00 Total Dead Load (psf) 23.00 Snow Load (psf) 0.00 Snow Load (psf) 0.00 Live Load (psf) 20.00 Live Load (psf) 20.00 Total Load (psf) 39.00 Total Load (psf) 43.00 p 8 ' GOUVIS ENGINEERING CALIFORNIA (1997 USC) SHEET B- 'Z JOB NO. 21148-111 PLAN NO.: CASA MOD CLIENT SOUTH HILLS DEV ENGINEER: SONNY(VER5.70) DATE 10/20/2000 BEAM NUMBER: 1 FL BM AT HER CLOSET OVER-ALL LENGTH (FT): 9.50 REACTION AT: 0.00 , 9.50 _TOADS (DOWNWARD +), BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.5' PRIMARY ROOF 448 *PLF=23.0*(19+20)/2 FROM 0.00' TO 9.50' REACTIONS. (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX,) 2225/2225 2225/2225 UPLIFT (D.L+L•L/MAX.) 0/0 0/0 USE DFL NO1 6 x 10 *** CRIT MOMENT = 5285 LB*FT @ 4.75' RATIO=0.454(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.137 INCH @ 4.75' CRIT SHEAR = 1796 LB @ 0.92' 1.5*SHEAR/Fv*A=0.485(Fv=106 A=.52.25) BEAM NUMBER: 2. FL BM AT TOILET OVER-ALL LENGTH (FT): 6.00 REACTION AT': 0.00 , 6.00" LOADS (DOWNWARD +) BEAM WEIGHT 20.0 LB FROM 0.0' TO 6.01 - PRIMARY ROOF : 682 PLF=35.0*(19+20)/2 @ 0.00' TO 604 PLF=31.0*(19+20)/2 @ 6.00' EXTERIOR.WALL 60 PLF = 4.0' * 15.0 FROM 0.00' TO 6.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2210/2210 2132/2132 UPLIFT (DL+LL/MAX.) 0/0 0/0- USE.-DFL /0USE:DFL N01 6 x 6 DROP BM/HDR CRIT MOMENT = 3256 LB*FT,@ 3.00' RATIO=0.939(Fb= 1500 S= 27.73) CRIT DEF..LTN = -0.173 INCH @ 3.00' BASED ON (L/ 240)= 0.3.00 CRIT SHEAR 1767 LB @ 0.58' 1.5*SHEAR/Fv*A=0.825(Fv=106.A=.30.25) GOUVIS ENGINEERING CALIFORNIA (1997 UBC) BEAM NUMBER: 3 DRP RIDGE BM AT MSTRBEDRM SHEET B_ JOB NO. : 21148-111 PLAN NO.: CASA—MOD CLIENT SOUTH HILLS DEV ENGINEER: SONNY(VER5.70) DATE 10/20/2000 OVER—ALL LENGTH (FT): 24.50 REACTION AT: 0.00 , 24.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 24.5' SECONDARY ROOF : 236 PLF=11.0*(23+20)/2 FROM .0..00' TO 3.00' SECONDARY ROOF : 236 PLF=11.0*(23+20)/2 @ 3.00' TO 387 PLF=18.0*(23+20)/2 @ 9.50' . 'SECONDARY ROOF : 387 "PLF=18.0*(23+20)/2 FROM 9.50' TO.20.00' SECONDARY ROOF : 387 PLF=18.0*(23+20)/2 @ 20.00' TO 280 PLF=13.0*(23+20)/2 @ 24.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4343/4343 4803/4803. UPLIFT (DL+LL/MAX.) 0/0 0/0 ** USE GLB 24F V4 5 1/8 x.18 DROP BM/HDR *** CRIT MOMENT = 29834 'LB*FT @ 12.50' RATIO=0.475(Fb= 2723 S= 276.75) CRIT DEFLTN = —0.713 INCH-@ 12.33' BASED ON (L/ 240)=.1.225 CRIT SHEAR = 4260 LB @-22.88' 1.5*SHEAR/Fv*A=0.231(Fv=300 A= 92.25) BEAM.NUMBER: 4 DRP BM AT REAR OF MSTRBEDRM OVER—ALL LENGTH (FT): 6._75 REACTION AT: 0.00 , .6.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 6.8' POINTFROM : DOWN=4803 @4.50'(R. OF BM 3) EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 6.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1894/1894 3519/3519 UPLIFT (DL+LL/MAX.) 0/0 0/0 * *'� USE DFL NO! 6 x 10 DROP BM/'HDR CRIT MOMENT = 7714 LB*FT @ 4.50' RATIO=0.663(Fb= 1688S= 82.73) CRIT DEFLTN = —0.080 INCH @ 3.67' CRIT SHEAR = 3445 LB @ 5.83' 1.5*SHEAR/Fv*A=0.931(Fv=106 A= 52.25) a GOUVIS. ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. : 21148-111` CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA MOD DATE 10/20/2000 - ENGINEER: SONNY(VER5.50) BEAM NUMBER: 5 DRP BM AT LEFT OF MSTRBEDRM OVER-ALL LENGTH (FT): 5.25 REACTION AT: 0.00 , 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 5.2' POINTFROM : DOWN=4343 @1.50'(L. OF BM 3) EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3357/3357 1469/1469 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 12 DROP BM/HDR *** CRIT MOMENT = 4946 LB*FT @ 1.50' RATIO=0.290(Fb= 1688 S= 121.23) CRIT DEFLTN = -0.017 INCH @ 2.33' CRIT SHEAR = 3271 LB @ 1.08' 1.5*SHEAR/Fv*A=0.730(Fv=106 A= 63.25) BEAM NUMBER: 6 VALLEY AT FRONT OF HIS CLOSET OVER-ALL LENGTH (FT): 16.00 REACTION AT: 0.00 , 6.00 , 16.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO, 16.0' SECONDARY ROOF : 0, PLF= 0.0*(23+20)/2 @ 0.00' TO 347 PLF=16..1*(23+20)/2 @ 16.00' SECONDARY.ROOF 0 PLF= 0.0*(23+20)/2@ 6.25' TO 184 PLF=8.6 *(23+20)/2 @ 16.00.' PRIMARY ROOF 0 PLF= 0.0*(19+20)/2.@ 0.00' TO 156 PLF=8.0 *(19+20)/2 @ 6.25' REACTIONS (LBS) LEFT MIDDLE RIGHT DOWNWARD(DL+LL/MAX.) 47/47 2836/2836 1802/1802 UPLIFT (DL+LL/MAX.) -261/-261 0/0 0/0 *** USE DFL N01'6 x_,8 ­`DROP BM/HDR CRIT MOMENT = 3239 LB*FT @ 12.17' RATIO=0.503(Fb= 1500 S= 51.56) CRIT DEFLTN,= -0.159 INCH.@ 11.50' BASED ON (L/ 240)= 0.500 CRIT SHEAR = 1573 LB'.@ 6..75' 1.5*SHEAR/Fv*A=0.538(Fv=106 A= 41.25) GOUVIS ENGINEERING CJAMEIFORNIA (1997 UBC) SHEET B— JOB NO. 21148-111 PLAN NO.: CASA MOD CLIENT : SOUTH HILLS DEV ENGINEER: SONNY(VER5.70) DATE 10/20/2000 BERM NUMBER: 7 DRP BM AT HIS CLOSET OVER—ALL LENGTH (FT): 10_.60 REACTION AT: 0.00 , 10.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0'TO 10.0' POINT LOAD : @ 7.5(G= 2066 ),, PRIMARY ROOF : 254 PLF=13.0*(e19+20)/2 @ 0.00' TO 117 PLF=6.0*(19+20)/2 @ 7.50' SECONDARY ROOF : 236 PLF=,10*(23+20)/2 FROM 0.00' TO 3.00' SECONDARY ROOF : 236 �Lil,=011'. 0 * (23+20) /2 @ 3.00' TO 0,,^PLF=0.0 *(23+20)/2 @• 7.50' EXTERIOR WALL : 45-, PLF = 3.0' * 15.0 FROM 0.00' TO 10.00' REACTIONS (L],Pj�Y LEFT RIGHT. DOWNWARD(DL++L't/MAX.) 2670/2670 2677/2677 1.1 UPLIFT (DL+LL/MAX.) 0/0 0/0 Irte *** USE DFL ATOI 6 X 12 DROP BM/HDR *+� CRIYMOMENT = 6935 LB*FT @ 5.67' RATIO=0.407(Fb= 1688 S= 121_23) CRIT DEFLTN = —0.114 INCH @ 5.08' CRIT SHEAR = 2607 LB @ _8.92' 1.5*SHEAR/Fv*A=0.582(Fv=106 A= 63.25) BEAM NUMBER: 8 HDR AT FRONT -OF MSTRBEDRM OVER—ALL LENGTH (FT): 6.25 REACTION AT: 0.00 , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLY FROM 0.0' TO 6.2' SECONDARY ROOF : 408 PLF=19.0*(23+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT - RIGHT DOWNWARD(DL+L'L/MAX.) 1433/1433 1433/1433 UPLIFT (DL+L•L/MAX.) 0/0 0/0 *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 2238 LB*FT @ 3.17' RATIO=0.646(Fb= 1500 S 27.73) CRIT DEFLTN = —0.129 INCH. @ 3.17' CRIT SHEAR = 1165 LB @ 0.58' 1.5*SHEAR/Fv*A=0.544(Fv=106 A= 30.25) GOUVIS ENGINEERING CALIFORNIA (1997 UBC) BEP.M NUMBER: 9 HDR AT FRONT OF MSTRBEDRM SHEET : B JOB NO. : 21148-111 PLAN NO.: CASA MOD CLIENT SOUTH HILLS DEV. ENGINEER: SONNY(VER5.70) DATE : 10/20/2-000 OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 , 6.25 LOADS (DOWNWARD'+) BEAM WEIGHT :20.0 LB FROM 0.0' TO 6.2' SECONDARY ROOF :.408 PLF=19.0*(23+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 30` PLF = 2.0' * 15:0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1433/1433 1433/1433 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x: 6 DROP BM/HDR *** CRIT MOMENT = 2238 LB*FT @ 3.17' RATIO=0.646(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.129 INCH @ 3.17' CRIT SHEAR = 1165 LB @ 0.58' 1.5*SHEAR/Fv*A=0.544(Fv=106 A= 30.25) BEAM NUMBER: 10 HDR AT REAR OF HER CLOSET c A-( M ; G F, OVER-ALL LENGTH (FT): 6.25-. REACTION AT: 0.00 , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 6.2' PRIMARY ROOF 526. PLF=27.0*(19+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL 105 PLF = 7.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2036/203.6 2036/2036 UPLIFT (DL+LL/MAX.). 0/0. 0/0 **u USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** CRIT MOMENT = 3181 L•B*FT @ 3.17' RATIO=0.103(Fb= 3000 S= 123.00) CRIT DEFLTN = -0.0.17 INCH @ 3.17' CRIT SHEAR = 1303 LB '@ 1.12' 1.5*SHEAR/Fv*A=0.106(Fv=300 A= 61.50) GOUVIS ENGINEERING CALIFORNIA (Cr88C 97) k_'� SHEET 1. 1 JOB NO. : 21148-111 CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA MOD DATE 10/20/2000 - ENGINEER: SONNY(VER5.50) BEAM NUMBER: 11 HDRS AT REAR OF GREAT ROOM OVER-ALL LENGTH (FT): 6..25 REACTION AT: 0.00 , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 6.2' SECONDARY ROOF : 322 PLF=15.0*(23+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1258/1258 1258/1258 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 6 DROP BM/HDR � CRIT MOMENT = 1965 LB*FT @ 3.17' RATIO=0.567(Fb= 1500 S= 27..73) CRIT DEFLTN = -0.113 INCH @ 3.17' CRIT SHEAR = 1023 LB @ 0.58' 1.5*SHEAR/Fv*A=0-.477(Fv=106 A= 30.25) BEAM NUMBER: 12 DRP RIDGE BM AT GREAT RM OVER-ALL LENGTH (FT): 28.75' REACTION AT: 0.00 , 28.75 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 28.8' SECONDARY ROOF : 516 PLF=24.0*(23+20)/2 FROM 0.00' TO 28.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 7454/7454 7454/7454 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLS 24F V4.6 3/4 x.21 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.500" CAMBER UP @ SPAN(14.41) CRIT MOMENT = 53577 LB*FT @ 14.33' RATIO=0.504(Fb= 2570 S= 496.12) CRIT DEFLTN = -0.850 INCH @ 14.33' BASED ON (L/ 240)= 1.438 CRIT SHEAR 6482 LB @ 26.88' 1.5*SHEAR/Fv*A=0.229(Fv=300.A=141.75) ga GOUVIS 'ENGINEERING CALIFORNIA (1997 UBC) SHEET :.B- JOB,NO. : 21148-111 PLAN NO.: CASA MOD CLIENT SOUTH HILLS DEV ENGINEER: SONNY(VER5.70) DATE 10/20/2000 BEAM NUMBER: 13 DRIP BM AT.RIGHT OF GREAT RM OVER-ALL LENGTH (FT): 13.00 REACTION AT: 0.00 , 13.00 .9 LOADS -(DOWNWARD +)_ BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 13.0' POINTFROM : DOWN=7150 @4.50'(R. OF BM 12) EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO 13.00' REACTIONS (LBS) LEFT RIGHT S., DOWNWARD(DL+LL/MAX.) 5609/5609 3245/3245 UPLIFT (DL+LL/MAX:)" 0/0 0/0 *** USE GLB 24F V4 5'1/8 x 13 1/2 DROP BM/HDR *** r *** W/ LEFT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 24331. LB*FT.@ 4.50' RATIO=0.628(Fb= 2986 S= 155.67) D CRIT.DEFLTN = -0.313. INCH @ 6.00' BASED ON (L/ 240)= 0.650 CRIT SHEAR = 5497 LB @ 1.25' 1.5*SHEAR/Fb*P_=0.397(Fv=300 A='69.19)-' BEAM NUMBER: 14 FL "BM AT HIS BATH OVER-ALL LENGTH (FT): 14.00 REACTION AT: 0.00 , 14.00 ' LOADS (DOWNWARD +) PRIMARY ROOF : 488 PLF=25.0*(19+20)/2 FROM 0.00' TO 7.50' ' PRIMARY ROOF : 195 PLF=10.0*(19+20)/2 @ 0.00' TO 117 PLF=6.0 *(19+20)/2 @ 5.50' BEAM WEIGHT : 30.0 LB FROM 0.0' TO ..14.0' SECONDARY ROOF 430_ PLF=20.0*(23+20)/2 @ 7.50' TO p 301 PLF=14.0*(23+20)%2 @ 14.00' POINT LOAD @' 5.5,(G= 380 ) REACTIONS- (LBS)' LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4353/4353 3249/3249 UPLIFT (DL+LL/MAX'.)' 0/0: 0/0 r *** USE DFL N01 6.x 12 *** } CRIT MOMENT = 13783 LB*FT @ 6.081, RATIO=0.808(Fb= 1688,S= 121.23) CRIT DEFLTN -0.429 INCH @ 6.83' BASED ON (L/ 240)=.'0.700 CRIT SHEAR = 3599 :LB @ 1.08' 1.5*SHEAR/Fv*A=0.803(Fv=106 A= 63.25) r GOUVIS ENGINEERING CALIFORNIA . (1997 UBC) SHEET : B- JOB NO. : 21148-111 PLAN NO.: CASA CLIENT : -MOD SOUTH HILLS DEV ENGINEER: SONNY(VER5.70) DATE : 10/20/2000 BEAM NUMBER: 15 HDR AT FRONT OF GREAT RM OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00_ , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 6.2' SECONDARY ROOF : 258 PLF=12.0*(23+20)/2 FROM 0.00' TO 6.25' SECONDARY ROOF : 329 PLF=15.3*(23+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 30 PLF 2.0' * 15.0. FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1990/1990 1990/1990 UPLIFT (DL+LL/MAX.) 0/0 0/0 USE DFL NO1 6 XZDROP BM/HDR CRIT MOMENT = 3110 LB*FT @ 3.17' RATIO=0.482(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.071 INCH @ 3.08'' CRIT SHEAR = 1513 LB @ 0.75' 1.5*SHEAR/Fv*A=0.518(Fv=106 A= 41.25) BEAM NUMBER: 16 HDR AT ENTRY DOOR OVER-ALL LENGTH (FT): 6.254 REACTION AT: 0.00. , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 6.2' PRIMARY ROOF : 585 PLF=30.0*(19+20)/2 FROM ,0.00' TO 6.25' EXTERIOR WALL : 60 PLF = 4.0' * 15.0 FROM 0.00' TO. 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWAR.D(DL+LL/MAX.) 2078/2078 2078/2078 UPLIFT. (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 3246 LB*FT @ 3.17' RATIO=0.504(Fb= 1500 S= 51..56) CRIT DEFLTN = -0.074 INCH @. 3.17' CRIT SHEAR = 1579 LB-@ 0.75' 1.5*SHEAR/Fv*A=0.541(Fv=106 A= 41.25) GOUVIS ENGINEERING CALIFORNIA (UBC 57). SHEET JOB N0: : 21148-111 CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA MOD DATE 10/20/2000 - ENGINEER: SONNY(VER5.50) BEAM NUMBER: 17 HDR AT PORTICO OVER-ALL LENGTH (FT): 7.25 REACTION AT: 0.00 7.25' LOADS (DOWNWARD + BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 7.2' POINT LOAD : @ 3.5(G= 1608 ) 04•7, EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 7.25' PRIMARY ROOF : 117 PLF= 6.0*(19+20)/2 @ 0.00' TO 176 PLF=9.0 *(19+20)/2 @ 3.50' PRIMARY ROOF. : 176 PLF= 9.0*(19+20)/2 @ 3.50' TO 117 PLF=6.0 *(19+20)/21 7.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1542/1542 0/0 RIGHT 1452/1452 0/0 tea* USE DFL NO1 6 x 8 DROP BM/HDR *** CRIT MOMENT = 4256 LB*FT @ 3.50' RATIO=0.660(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.112 INCH -@ 3.58' CRIT SHEAR = 1413 LB @ 0.75' 1.5*SHEAR/Fv*A=0.483(Fv=106 A= 41.25) BEAM NUMBER: 18 HDR AT 2 -CAR GARAGE A OVER-ALL LENGTH (FT): 18.50 REACTION AT: 0.00 , 18.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 18.5' PRIMARY ROOF : 682 PLF=35.0*(19+20)/2 FROM 0.00' TO 18.50' EXTERIOR WALL :'30 PLF = 2.0' * 15.0 FROM 0.00' TO 18.50, REACTIONS (LBS) LEFT RIGHT' DOWhlWP_RD(DL+LL/MAX.) 6418%6418 6418/6418 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GIB 24F V4 5 1/8 x 16 1/2 DROP BM/HDR *** **'k W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT:- 2-2x6-TRIMMER/STUD ***0.25011 CAMBER UP @ SPAN( 9.2') CRIT MOMENT = 29684 LB*FT @ 9.25' RATIO=0.542(Fb= 2828 S= 232.55) CRIT.DEFLTN = -0.530 INCH-@ 9.25' BASED ON (L/ 240)= 0.925 CRIT SHEAR = 5377 LB @ "1.50' 1.5*SHEAR/Fv*A=0.318(Fv=300 A= 84.56) GOUVIS ENGINEERING CALIFORNIA (UBC 9 7 ) SHEET r JOB NO. : 2114,8-111 CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA_MOD DATE : 10/20/2000 - ENGINEER: SONNY(VER5.50) BEA,? NUMBER: 19 HDR AT RIGHT OF LAUNDRY OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 6.2' PRIMARY ROOF : 702 PLF=36.0*(19+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 75 PLF 5.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2491/2491 2491/2491 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL M01 6 x B DROP BM/HDR CRIT MOMENT = 3891 LB*FT @ 3.17' RATIO=0.604(Fb=.1500 S= 51.56) CRIT DEFLTN.= -0.088 INCH @ 3.17' CRIT SHEAR = 1893 LB @ 0.75' 1.5*SHEAR/Fv*A=0.648(Fv=106 A= 41.25) BEPA NUMBER: 20 -HDR AT LEFT OF EKED 4 OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 , 6.25. LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 6.2' PRIMARY ROOF 644 PLF=33.0*(19+20)/2 FROM 0.00' TO 6.25' SECONDARY ROOF 194 PLF 9.0*(23+20)/2 FROM 0.00' TO 6'.25' EXTERIOR WALL 30 PLF 2.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.). 2772/2772 2772/2772 UPLIFT (DL+LL/MAX.) 0/0 0/0 * * * USE DFL N01 6 x 10 DROP BPI/HDR CRIT MOMENT 4330 LB*PT @ 3.17' RATIO=0.372(Fb= 1688 S= 82.73) CRIT DEFLTN -0.048 Iti'CH @ 3.17' CRIT SHEAR =1959 LB @ 0.92' 1.5*SHEAR/Fv*A=0.529(Fv=106 A= 52.125) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. CLIENT PLAN NO.: DATE ENGINEER: BE_4X NUMBER: 21 DRP BNP AT PATIO 7> 1 4. 21148-111 SOUTH HILLS DEV INC CASA MOD 10/20/2000 SONNY(VER5.50) OVER-ALL LENGTH (FT): 19.00 REACTION AT:.0.00 , -19.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 19.0' SECONDARY ROOF : 245 PLF=11.4*(23+20)/2 FROM 0..00' TO 19.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2613/2613 2613/2613 UPLIFT (DL+LL/MAX.) 0/0 0/0 * * USE GLB 24F V4 6 3/4 x *12 DROP BNP/HDR -*** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.250" CAMBER UP @ SPAN( 9.51) CRIT MOMENT = 12414 LB*FT @ 9.50' RATIO=0.325(Fb= 2833 S= 162.00) CRIT-DEFLTN =.-0.461 INCH @ 9.50' BASED ON (L/ 240)= 0.950 CRIT SHEAR = 2304 LB @ 1.12' 1.5*SHEAR/Fv*A=0.142(Fv=300 A= 81.00) BERM NUMBER: 22 DRP BM AT PATIO (ENTRY) OVER-ALL LENGTH (FT): 18.50 REACTION AT: 0.00 , 18.50 -LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 18.5' SECONDARY ROOF : 408 PLF=19.0*(23+20)/2-FROM 0.00' TO 18.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4020/4020 4020/402.0 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 6 3/4 x 12 DROP BM/HDR *** *** W/ LEFT:'User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.375" CAMBER UP @ SPAN( 9.21) CRIT MOMENT = 18592 , LB*FT @ 9.25' RATIO=0:485(Fb= 2840 S= 162.00) CRIT DEFLTN = -0.655 INCH @ 9.25' BASED ON (L/ 240)= 0.925 CRIT SHEAR =,3531 LB @ 1.12' 1.5*SHEAR/Fv*A=0.218(Fv=300 A= 81.0.0) GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET JOB NO. 21148-111" CLIENT SOUTH HILLS DEV INC PLAN NO.: CASA MOD. DATE . : 10/20/2000 ENGINEER: SONNY(VER5.50) BEAM NUMBER: 23 DRP BM AT PATIO (MSTRBEDRP:) OVER-ALL LENGTH (FT): 14.00 REACTION AT: 0.00 , 14.00 LOADS (DOWNWARD +.) BEAM WEIGHT :-30.0 PLF FROM 0.0' TO 14:0' SECONDARY ROOF 306 PLF=14.2*(23+20)/2-FROM 0.00' TO 1.4.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2355/2355 2355/2355 UPLIFT .(DL+LL/MAX.) .0/0 0/0 *** USE GLS-24F•V4 6 3/4 x 12 DROP BM/IDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.125" CAMBER UP @ SPAN( 7.,01) CRIT MOMENT = 8241 LB*FT @ 7.00' RATIO=0.209.(Fb= 2918 S= 162.00) CRIT DEFLTN = -0.166 INCH @ 7.00' BASED ON (L/ 240)= 0.700 CRIT SHEAR = 1.976 LB @ 1.121.1.5*SHEAR/Fv*A=0.122(Fv=300 A= 81.00) BEAM NUMBER: 24 VALLEY AT MORNING RM OVER-ALL LENGTH (FT): 12.50 _ REACTION AT: 0.00 , 9.75 LOADS (DOWNWARD +) BEAM WEIGHT :.20.0 PLF FROM 0.0'. TO 12.5' SECONDARY ROOF 531 PLF=24.7.*(23+20)/2 @ 0.00' TO 163 PLF=7.6 *(23+20)/2 @ 12.50' REACTIONS, (LBS) LEFT RIGHT DOWM'PARD(DL+LL/MAX.) 2173/2173 2452/2452 UPLIFT (DL+LL/MAX.) 0/0. 0/0 *** USE DFL Rol 6 x .10 *u CRIT MOMENT = 4646 LB*FT_@ 4.50' RATIO=0.399(Fb= 1688 S= 82.73) CRIT DEFLTN = 0.103 INCH @ 12.50' CRIT.SHEAR = 1680 LB @ 0.92' 1.5*SHEAR/Fv*A=0-.454(Fv=106 A=..52.25) GOUVFS ENGINEERING CALIFORNIA (UBC 97) SHEET t `i JOB NO. : 21148-111 CLIENT SOUTH HILLS DEV INC PLAN NO.: CASA MOD DATE : 10/20/2000 _ ENGINEER: SONNY(VER5.50) BEAM NUMBER: 25 HDR AT MORNING RM OVER-ALL LENGTH (FT): 5.25 REACTION AT: 0.00 , 5.25 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 5.2' POINTFROM DOWN=2452 @2.00'(R. OF BM 24) PRIMARY ROOF 780 PLF=40.0*(19+20)/2 FROM 0.00' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 3606/3606 3024/3024 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 5618 LB*FT @ 2.00' RATIO=0.872(Fb= 1500 S= 51.56), CRIT DEFLTN = -0.082 INCH @ 2.50' CRIT SHEAR = 3008 LB @ 0.75' 1.5*SHEAR/Fv*A=1.030(Fv=106 A= 41.25) BEAM NUMBER: 26 FLBM AT KITCHEN OVER-ALL LENGTH. (FT): 8.00 REACTION AT: 0.00 , 8.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 8.0' POINT LOAD @ 6.5(G= 1090 ) PRIMARY ROOF : 390 PLF=20.0*(19+20)/2.FROM 0.00' TO 6.50' PRIMARY ROOF : 156 PLF= 8.0*(19+20)./2. FROM 6.50' TO 8.00' REACTIONS (LBS) LEFT RIGHT -DOWNWARD(DL+LL/MA_X.) 1811/1811 2208/2208 UPLIFT (DL+LL/MAX.) 0/0 0/0 k** USE DFL N01 6 x 8 *** CRIT MOMENT = 4002 LB*FT @ 4:42' RATIO=0.621(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.151 INCH @ 4.08' BASED ON (L/'240)= 0.400 CRIT SHEAR- = 2076 LB @ 7.25' 1.5*SHEAR/Fv*A=0.710(Fv=106 A= 41.25) i 3. GOUVIS ENGINEERING CALIFORNIA (UBC 97) SHEET t :� JOB NO. : 21148 -111 - CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA MOD. DATE : 10/20/2000 _ ENGINEER: SONNY(VER5.50) BEAM K MBER 27 HDR AT REAR OF PARTTRY OVER-ALL LENGTH (FT): 6.25 REACTION AT: 0.00 , 6.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 642' PRIMARY ROOF : 546 PLF=28.0*(19+20)/2 FROM 0.00' TO 6.25' EXTERIOR WALL : 90 PLF = 6.0' * 15.0 FROM 0.00' TO 6.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2050/2050 2050/2050 UPLIFT (DL+LL/MAX.) 0/0 0/0 66T 4�- A". USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** ` ***0.000" CAMBER UP @ SPAN( 3.2') CRIT MOMENT = 3203 LB*FT @ 3.17' RATIO=0.104(Fb= 3000 S= 123.00) CRIT DEFLTN = -0.017 INCH* @ 3.17' CRIT SHEAR = 1312 LB @ 1.12' 1.5*SHEAR/Fv*P_=0.107(Fv=300,A= 61.50) BEAM NUMBER: 28 DRP BM AT PATIO (BED 3) OVER-ALL LENGTH (FT):, 11.50 REACTION AT: 0.00 , 11.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 11.5'. SECONDARY ROOF 245 PLF=11.4*(23+20)/2 FROM 0.00' TO 11.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1524/1524 1524/1524 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 6 3/4 x 12 DROP BM/HDR *** *** W/ -LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post ***0.000" CAMBER UP @ SPAN( 5.81) CRIT MOMENT = 4382 LB*FT @ 5.75' RATIO=0.109(Fb= 2976 S= 162.00) CRIT DEFLTN =.-0.060 INCH @ 5.75' CRIT,SHEAR- = 1226 LB @ 1.12' 1.5*SHEAR/Fv*A=0.076(Fv=300 A= 81.00) GOUVIS ENGINEERING CALIFORNIA (UBC 9'7) SHEET �a -JOB NO. : 21148-111 CLIENT : SOUTH HILLS DEV INC PLAN NO.: CASA MOD DATE : 10/20/2000 ENGINEER:.SONNY(VER5.50). BEAM NUMBER: 29 HDR AT'RIGHT OF BED 2 OVER-ALL LENGTH (FT): 6.50 REACTION AT: 0.00 ,_ 6.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' .TO 6.5' POINT LOAD : @ 2.5(G= 1,76 ) r PRIMARY ROOF : 234 PLF=12.0*(19+20)/2 FROM 0.00' TO 2.50' PRIMARY ROOF : 722 PLF=37.0*(19+20)/2 FROM 2.50' TO 6.50' EXTERIOR WALL : 30 PLF = 2.0'. * 15.0 FROM 0.00' TO 6.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2185/2185 2687/2687 UPLIFT (DL+LL/MAX.) 0/0 0/0 " USE DFL NOI 6 x,10 DROP BM/HDR CRIT MOMENT = 4679 LB*FT @ 3.00' RATI0=0.402(Fb= 1688.S= 82.73) CRIT DEFLTN = -0.055 INCH, @ 3.25' CRIT SHEAR = 1980 LB @ 5.58' 1.5*SHEAR/Fv*A=0.535(Fv=106,A= 52.25) S BEAM NUMBER: 30 DRP EM AT DINING RM A OVER-ALL LENGTH (FT): 7.25 REACTION AT: 0.00 , 7.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 7.2' PRIMARY ROOF : 332 PLF=17.0*(19+20)/2 @ 0.001.TO 234 PLF=12.0*(19+20)/2 @ 7.25' s PRIMARY ROOF : 234. PLF=12.0*(19+20)/2 @ 0.001.,TO 195 PLF=10.0*(19+20)/2 @ 3.00' POINT LOAD :. @ 3.0(G= 442 ) PRIMARY ROOF :'0. PLF= 0.0*(19+20)/2 @ 3.00' TO 58 PLF=3.0 *(19+20)/2 @ 7.25' G EXTERIOR WALL 75 PLF = 5.0' *'15.0 FROM 0.00' TO 7.25' r REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2226/2226 1722/1722 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NOI 6 x 8 DROP BM/HDR** CRIT MOMENT = 3825 LB*FT @ 3.00' RATIO=0.593(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.113 `INCH @ 3.50' CRIT SHEAR = 1738 LB @ 0.75' 1.5*HEAR/Fv*A=0.595(Fv=106 A= 41.25) q LS GOUVIS ENGINEERING CALIFORNIA -SHEET : L 2 LATERAL.ANALYSIS JOB NO. : 21148 CLIENT : WEBER POURING NON MONO PLAN NO.: CASA_MODERNA DATE :10-20-2000 SECTION 1. LONGITUDINAL 1ST FLR HT:14_00 'BLDG HT:16:50 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51. WIND LD ROOF = 166.67 PLF TOTAL LOAD 166.67 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL•ROOF` 23.00X 22.00 = 506.00 DL EXT WALL=15.00X 2X(14.00- 7.00) = 210.00 DL INT WALL=10.00X 1X(14.00- 7.00) = 70.00 SHEAR = .175X( 506.00 + 210.00.+ 70.00)= 137.24 PLF TOTAL LOAD = 137.24 PLF WIND GOVERNS =_> ROOF: 166.67 PLF ROOF DIAPHRAGM V=166.67 PLF MAX SHEAR=166.67X 24.50/(2 X 22.00)= 92.80 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=166.67X 24.50X 24.50/(8 X 22.00)= 568.42 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 LONGITUDINAL 1ST FLR HT:10.00 BLDG HT:17.50 FT WIND HEIGHT (FT) : 15. 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 219.90 PLF TOTAL LOAD = 219.90-PLF Ry = 4.5' SOIL: Sd Na-= 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=23.00X 18.00 = 414.00 DL EXT WALL=15.00X 1X(10.00- 5.00) 75.00 DL INT WALL=10.00X 1X(10.00- 5.00) = 50.00 SHEAR .175X( 414.00 + 75.00 + 50.00)= 94.11 PLF TOTAL LOAD = 94.11 PLF WIND GOVERNS =_> ROOF: 219_.90 PLP _ ROOF DIAPHRAGM V=219.90 PLF MAX SHEAR=219.90X 21.00/(2 X'18.00)=128.28 PLF USE:. 1/2" CDX STR II UNBLKD 24/0 W/81) COMMON NAILS AT 611,12" OC CHORD FORCE=219.90X 21.00X 21.00/(8 X 18.00)= 673.45 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA SHEET L 3 LATERAL.ANALYSIS JOB NO. : 21148 CLIENT : WEBER POURING NON MONO PLAN NO.: CASA_MODERNA DATE :10-20-2000 SECTION 3 LONGITUDINAL' 1ST FLR HT:16.00 BLDG HT:17.00 FT• WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD.ROOF = 158.52 PLF TOTAL LOAD = 158.52 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=23.00X 36.00 = 828.00 DL EXT WALL =15.00X 0X(16.00- 8.00) = .00 DL INT WALL=10.00X 2X(16.00- 8.00) = 160.00 SHEAR =.175X( 828.00 + .00 + 160.00)= 172.51 PLF. TOTAL LOAD = 172.51 PLF SEISMIC GOVERNS.==> ROOF: 17.2.51 PLF ROOF DIAPHRAGM : V=172.51 PLF MAX SHEAR=172.51X 26.00/(2 X 36.00)=62.29 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,1211 OC CHORD FORCE=172.51X 26.00X 26.00/(8 X 36.00)= 404.91 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT 5-16D SINKER.NAILS MINIMUM BTWN SPLICE PNTS SECTION 4 LONGITUDINAL IST FLR HT:10.00 BLDG HT:12.00 FT' WIND. HEIGHT (FT) : 15 WIND -FORCE (PSF) 17.36 WIND LD ROOF = 121.54 PLF TOTAL LOAD = 121.54 PLF Ry- 4.5 SOIL: Sd Na = 1.00 Ca =..44(1.00) V = 2.5(.44)(1.00)(1.00)W/(.1.4X4.5) _ .175W, SEISMIC ROOF DL ROOF=23.00X 16.00 = 368.00 DL EXT WALL=15.00X 1X(10.00 5.00) = 75.00 DL INT WALL=10.00X 1X(10:00- 5.00) = 50.00 SHEAR =,.175X( 368.00 + 75.00 + 50.00)= 86.08 PLF TOTAL LOAD = :86.08 PLF WIND GOVERNS =_> ROOF:' 121.54 PLF ROOF DIAPHRAGM :.V=121.54-PLF MAX SHEAR=121.54X 31.00/(2 X-16.00)=117.74 PLF USE: 1/211"CDX STR II UNBLKD 24/0 W/8D COMMON NAILS. AT 611,12" OC CHORD FORCE=121.54X 31.00X 31.00/(8 X 16.00)= 912.50 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS • r GOUVIS ENGINEERING CALIFORNIA SHEET : L 4 LATERAL ANALYSIS JOB NO. : 21148 - CLIENT WEBER POURING NON MONO PLAN NO..: CASA_MODERNA DATE :10-20-2.000 SECTION 5 LONGITUDINAL - 1ST FLR HT:10.00 BLDG HT:17.00 FT WIND HEIGHT (FT) : .15 20 WIND FORCE (PSF) 17.36 18.51 WIND LD ROOF,= 210.65 PLF TOTAL LOAD = 210.65 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF 23.00X 45.00 = 1035.00 DL.EXT WALL=15.00X 2X(10.00- 5.00) = 150.00 DL INT WALL=10.00X 3X(10.00- 5.00) _-150.00 SHEAR = -.175X(1035.00 + 150.00 + 150.00)= 233.10 PLF TOTAL LOAD .= , 233.10 PLF SEISMIC GOVERNS =_> ROOF: 233.10-PLF ROOF DIAPHRAGM V=233.10 PLF MAX SHEAR=233.10X 30.00/(2 X 45.00)=-77.70-PLF USE: 1/2t1 CDX STR II UNBLKD 24/0 .W/8D COMMON NAILS AT 611,1211 OC CHORD.FORCE=233.10X 30.00X 30.00/(8 X 45.00)= 582.74 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 6 LONGITUDINAL 1ST FLR HT:10.00 BLDG HT:•17.00 FT WIND HEIGHT (FT) : 1,5 20 i WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 210.65 PLF TOTAL.LOAD - 210.65 PLF Ry = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V­ 2.5(.44)(1.00)(1.00)W/(.1.4X4.5)-=.175W. SEISMIC-ROOF DL ROOF 23.00X 38.00 = 874.00 DL EXT WALL=15.00X-2X(10.00- 5.00) 150.00 DL INT WALL=10.00X 1X(10.00- 5.00) 50.00 SHEAR = .175X( 874.00 + 150.00 + 50.00)=187.52 PLF TOTAL LOAD = 187.52 PLF' WIND GOVERNS =_> ROOF: 210.65 PLF ROOF DIAPHRAGM ': V=210.65 PLF MAX SHEAR=210.65X 22.50/(2 X-38.00)= 62.36 PLF USE: 1/211 CDX STR' I I UNBLKD 24/0 W/8D COMMON NAILS AT 611,1211 OC CHORD FORCE=210.65X 22.50X 22.50/(8 X 38.00)= 350.79 SPLICE WITH'16D COMMON NAILS @ 1611 O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 1611 O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA SHEET L 5 LATERAL ANALYSIS JOB NO. 21148, CLIENT WEBER POURING NON MONO,. PLAN NO.:,CASA MODERNA DATE :10-20-2.000 SECTION 7' LONGITUDINAL 1ST FLR HT -:10.00 BLDG HT:•17.00 FT WIND HEIGHT (FT) 15 20 WIND FORCE (PSF), 17.36 18.51 WIND LD ROOF 210.65 PLF TOTAL LOAD = 210.65 PLF Ry =.4.5 SOIL: Sd Na =.1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) .175W SEISMIC ROOF DL ROOF =23.00X 21.00 = 483.00' DL EXT WALL =15.00X 0X(10.00- 5.00) = .•00. DL INT WALL =10.00X 3X(10.00- 5.00) = 150.00 SHEAR = .175X( 483.00,+ .00 + 150.00)= 110.52 PLF TOTAL LOAD = 110.'52 PLF WIND GOVERNS ROOF: 210.65 PLF ROOF DIAPHRAGM : V=210.65 PLF MAX SHEAR=210.65X 37.00/(2 X 21.00)=185.57 PLF USE: 1/211 CDX STR II BLKD 24/0 W/8D,COMMON NAILS AT 611,611 OC ORD FORCE=210.65X 37.00X 37.00/(8 X 21.00)= 1716.52 i. USE 16-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING'CALIFORNIA SHEET : L 6 LATERAL ANALYSIS JOB NO. : 21148 CLIENT : WEBER POURING NON MONO PLAN NO.: CASA_MODERNA DATE :10-20-2000 SECTION 1 TRANSVERSE 1ST FLR HT:14.00 BLDG HT:14.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = .121.54 PLF TOTAL LOAD 121.54 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF=23.00X 31.00 713.00 DL EXT WALL=15.00X 1X(14.00- 7.00) = 105.00 DL INT WALL=10.00X 1X(14.00- 7.00) = 70.00 SHEAR = .175X( 713.00 + 105.00 + 70.00)= 155.05 PLF TOTAL LOAD -- 155.05 PLF SEISMIC GOVERNS =_> ROOF: 155.05-PLF ROOF DIAPHRAGM : V=155.05 PLF- MAX SHEAR=155.05X 19.50/(2 X31.00)=48.76 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=155.05X.19.50X.19.50/(8 X 31.00)= 237.73 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 2 TRANSVERSE 1ST FLR HT:10.00 BLDG HT:15.00 FT WIND HEIGHT.(FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 173.63 PLF TOTAL LOAD = 173.63, PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(.1.4X4.5) _ .175W SEISMIC ROOF DL ROOF 23.00X 23.00 = 529.00 DL EXT WALL=15.00X 1X(10.00- 5.00) = 75.00 DL INT WALL 10.00X 2X(10.00- 5.00) = 100.00 SHEAR = .175X( 529.00 + 75.00 + 100.00)= 122.92 PLF TOTAL LOAD = 122.:92 PLF WIND GOVERNS =_> ROOF: 173.63 PLF ROOF DIAPHRAGM V=173.63 PLF' MAX SHEAR=173.63X 18.00/(2 X 23.00)= 67.94 PLF USE: 1/2" CDX STR II-UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=173.63X 18.00X 18.00/(8 X 23.00)= 305.74 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA SHEET : L 7 LATERAL ANALYSIS JOB NO. : 21148 CLIENT : WEBER POURING NON MONO PLAN NO.: CASA_MODERNA DATE :10-20-2000 SECTION 3 TRANSVERSE - 1ST FLR HT:14.50 BLDG HT:19.50 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 217.85 PLF TOTAL LOAD = 217.85 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00)- V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) _ .175W SEISMIC ROOF : DL ROOF=23.00X 44.00 1012.00 DL EXT WALL=15.00X 2X(14.50- 7.25) = 217.50 DL INT WALL 10.00X 1X(14.50- 7.25) = 72.50 SHEAR = .175X(1012.00 + 217.50 + 72.50)=227.33 PLF TOTAL LOAD = 227.33 PLF SEISMIC GOVERNS =_> ROOF: 227.33 PLF ROOF DIAPHRAGM : V=227.33'PLF MAX SHEAR=227.33X 29.00/(2 X 44.00)= 7,4.92 PLF, USE: 1/2" CDX STR II UNBLKD 24%0 W/8D COMMON NAILS AT 61!112" OC CHORD FORCE=227.33X-29.00X 29.00/(8 X 44.00)= 543.15- USE 43.15USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 4 TRANSVERSE' 1ST FLR HT:10.00 BLDG HT:14.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = .156.27 PLF TOTAL LOAD = 156.27 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00)' V = 2.5(.44)(1.00)(1.00)W/(.1.4X4.5) _ .175W SEISMIC ROOF DL ROOF 23.00X 33.00 = 759.00 DL EXT WALL=15.00X 1X(10.00- 5.00) = 75.00 DL INT WALL=10.00X 4X(10.00 5.00). = 200.00 SHEAR = .175X( 759.00 + 75.00 + 200.0.0)= 180.54 PLF TOTAL LOAD = 180.54 PLF SEISMIC GOVERNS =_> ROOF: 180.54 PLF ROOF DIAPHRAGM : V=180.54 PLF MAX SHEAR=180.54X 14.50/(2 X-33.00)= 39.66 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=180.54X 14.50X 14.50/(8 X 33.00)= 143.78 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA SHEET : L 8 LATERAL ANALYSIS JOB NO. : 21148 CLIENT : WEBER POURING NON MONO' PLAN NO.: CASA_MODERNA - DATE :10-202000 SECTION 5. TRANSVERSE IST FLR HT:10.00( ` BLDG HT:14.00 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) 17.36 WIND LD ROOF = 156.27 PLF TOTAL LOAD = 156.27 PLF Rx = 4.5 SOIL:.Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X4.5) = .175W SEISMIC ROOF DL ROOF=23.00X 51.00 = 1173.00 DL EXT WALL=15.00X 1X(10.00- 5.00) = 75.00 DL !NT WALL=10.00X 4X(10.00- 5.00) = 200.00 SHEAR = .175X(1173.00 + 75.00 + 200.00)= 252.83 PLF TOTAL LOAD = 252.83 PLF SEISMIC GOVERNS =_> ROOF: 252.83 PLF ROOF DIAPHRAGM : V=252.83 PLF MAX'SHEAR=252.83X 33.00/(2,X 51.00)= 81.80 PLF USE: 1/211 CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,1211 OC CHORD FORCE=252.83X 33.00X 33.00/(8 X 51.00)= 674.82 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 6 TRANSVERSE 1ST.FLR HT:10.00 BLDG HT:12.50 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 130.22 PLF TOTAL LOAD = '130.22 PLF Rx = 4.5 SOIL: Sd Na 1.00 Ca =.44(1.00) V = 2.,5(.44)(1.00)(1.00)W/(.1.4X4.5) _ .175W. SEISMIC ROOF , DL ROOF=23.00X 29.00 = 667.00 . DL EXT WALL=15.00X 1X(10.00- 5.00) = 75.00 DL INT WALL=10.00X 2X(10.00- 5.00) = 100.00 SHEAR = .175X( 667.00 + 75.00 + 100.00)= 147.02 PLF TOTAL LOAD 147.02 PLF SEISMIC GOVERNS ==> ROOF: 147.02 PLF ROOF DIAPHRAGM : V=147.02 PLF MAX SHEAR=147.02X 28.00/(2 X 29.00)= 70.97 PLF USE: 1/211 CDX STR II -UNBLKD 24/0 W/8D COMMON NAILS AT 601, 1211 OC CHORD FORCE=147.02X 28.00X 28.00/(8 X 29.00)= 496.81 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS -GOUVIS ENGINEERING CALIFORNIA SHEET : L 9. 'i LATERAL ANALYSIS JOB NO. : 21148 1 CLIENT : WEBER . POURING NON MONO PLAN NO.: CASA_MODERNA DATE :10-20-2000 SECTION 7 TRANSVERSE - 1ST FLR HT:10.00 BLDG HT:19.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18:51 WIND LD ROOF = 247:67 PLF TOTAL LOAD = 247.67 PLF Rx = 4.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/,(1.4X4.5) _ .175W SEISMIC ROOF DL ROOF =23.00X'41.00 = 943.00 DL EXT WALL=15.00X 1X(10.00- 5.00) = 75.00 DL INT WALL=10.00X 3X(10.00- 5.00) = 150.00 SHEAR = .175X( 943.00 + 75.00 + 150.00)= 203.94 PLF TOTAL LOAD- _ 203.94 PLF WIND GOVERNS =_> ROOF: 247.67 PLF ROOF DIAPHRP_GM : V=247.67 PLF MAX.SHEAR=247.67X 21.00/(2 X 41.00)= 63.43,PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=247.67X 21.00X 21.00/(8 X 41.00)= 332.99 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CALIFORNIA Sheet : L- FLExEBLE DUPHR,GM Job No :21148-111 LDDC 97 Plan No: CASA MOD Client : SOUTH FnLS DEV I Engineer: SONNY REDUNDANCY FACTOR(FLEXIBLE) Date : 10/20/2000(Ver5.00) 2 r. X F -AB Lu <=<= 1.5, P rnax : maximum element/story shear ratio AB : area of ground floor(base area) in sq ft = 6500 Longitudinal direction Transverse direction Wall ' Id r Story Wall Id r Story 9 0.05=( 2049x 10/10.00)-38334 1 1 0.03=( 1237x .10/10.00)-41262 1 10 0.07=( 2628x 10/ 7.75*) -38334 1 2 0.07=( 2980x 10/ 8.00*) -41262 1 11 0.04=( 1440x 10/ 7.75*) -38334 1 3 0.05=( 2000x 10/10.00)-41262 1 12 0.07=( 2849x 10/ 6.25*)=38334 1 4 0.11=(6178x.10/13.25) -i-41262 1 13 0.04=( 1491 x.10/ 6.00*)=38334 1 5 0.10=( 4185x 10/10.25)=41262 1 14 0.06=( 2356x 10/ 6.00*)=38334 1 6 0.06=( 2546x 10/ 8.00*) -41262 1 15 0.14=(:5178x 10/10.00) *38334 -1 7 0.05=( 1995x 10/ 9.75*) -41262 1 16 0.09=( 4673 x 10/14.00)-38334 1 8 0.06=( 2445 x 10/ 4. 00*), 1 17 0.08=( 5204x 10/16.00)-38334 1 18 0..07=( 3638x 10/14.25)-38334 1 19 0.03=( 1477x 10/12.00)=38334 1 20 0.09=( 3387x 10/ 7.50*) -38334 1 Longitudinal direction: (L) = 2 - 20/(0.14 x 6500) = 0.16: > 1.00 P Transverse direction: y, (T) = 2 - 20/(0.11 x 6500) = 0.20 => 1.00 P 10/1w= 1.0 23 GOUVIS ENGINEERING CALIFORNIA Sheet : L- FLE%IBLE DIAPHRAGM Job No :21148-111 Plan No: CASA MOD 1: LATERAL LOAD DESCRIPTION Client : SOUTH HILLS DEV I Wind: 1185 Seismic: 1512 Engineer: SONNY 1T ROOF Date :10/20/2000(Ver5.00) wind 121.5 seismic 155.1 19.5 2: LATERAL LOAD DESCRIPTION Wind.: 1732 Seismic: 2209 1T ROOF wind 121.5 seismic 155.1 28.5 3 • LATERAL LOAD DESCRIPTION Wird: -0`' Seismic: 1639 2T—ROOF 3T—ROOF wind 0.0 0.0 seismic 122.9 227.3 J 18.0 7.0 Wind: 1362 Seismic: 0 t GOUVIS ENGINEERING CALIFORNU. Sheet : L- FLE%EBLE DIAPHRAGM Job No :21148-111 Plan No: CASA : LATERAL LOAD DESCRIPTION -MOD : SOUTH EELS DEV I Wind: 3159 Seismic: 3296 Engineer: SONNY 3T ROOF Date :10/20/2000(Ver5.00) wind 217.9 ; seismic 227.3 Y 29.0 a. Wind: 2437 Seismic: 2165 3T ROOF 2T ROOF wind 217.9 173.6 seismic227.3 122.9 # 7.0 18.0 5: LATERAL. LOAD DESCRIPTION .Wind: 3159 Seismic: 3296 3T ROOF wind 217.E seismic 227.3 t r • � 29.0 Wind: 3640 Seismic: 3847 3T ROOF 4T ROOF ' wind 217.9 156.3 seismic 227.3 180:5 21.0 14.0 Wind: 3282 Seismic: 5309 5T ROOF wind 156.3 seismic 252.8 � I " 42.0 6: LATERAL LOAD DESCRIPTION Wind: 2578 Seismic: 4172 yt 5T ROOF wind 156.3 seismic 252.8 33.0 Wind: 3123 Seismic: 3454 4T—ROOF 3T—ROOF wind 156.3 217.9 seismic 180.5 227.3 GOBS E NGINEFR-INO CALIFORNIA Sheet : L- x � FLEXIBLE DIAPHRAGM Job No :21148-111 Plan No : CASA MOD 7: LATERAL ERAL LOADDESCI�BTPTI®1�' Chent : SOUTH HILLS DEV I Wind: 2409 Seismic: 2720 Engineer: SONNY 6T ROOF Date : 10/20/2000(Ver5.00) wind 130.2 seismic 147.0 37.0 8: LA'T'ERAL LOAD DESCRIPTION Wind: 1823 Seismic: 2058 6T ROOF wind 130.2 seismic 147.0 '28.0 9: LA'T'ERAL LOAD DESCRTPnON Wind: 2083 Seismic: 1716 1L ROOF wind 166.7 seismic. 137.2 25.0 GOUVIS ENGINEERING CALIFORNIA Sheet : L- t �? FLEXESLE DIAPHRAGM Job No :21148-111 Plan No : CASA MOD fla : LATERALLOAD DESCRIPTIONClient : SOUTH HILLS DEV I Wind: 2833 Seismic: 2333 Engineer: SONNY 1L ROOF Date :10/20/2000(Ver5.00) wind 166.7 seismic 137.2 I 34.0 F 11 : LATERAL LOAD DESCRIP'T'ION Wind: 2309 -Seismic: -988 2L ROOF wind 219.9 seismic 94.1 9 � s i I 21.0 p . 12 : LATERAL LOAD DESCRIPTION Wind: 2061Seismic: 1929 3L ROOF .wind 158.5 seismic 148.4 26.0 OOUVIS ENGINEERING CALIFORNIA Sheet : L- 3 S= f FLEXIBLE DIAPHRAGM Job No :21148-111 Plan No: CASA MOD 13: LATERAL LOAD (DESCRIPTION Client : SOUTH HILLS DEV I Wind: 0 Seismic: 1334 Engineer SONNY 4L ROOF Date : 10/20/2000(Ver5.00) wind 0.0 seismic 86.1 31.0 i SB 2 15: LATERAL LOAD (DESCRIPTION j Wind: 1738 Seismic: 1923 's 5L ROOF wind 210.6 seismic 233.1 16.5 14: LATERAL LOAD (DESCRIPTION Wind: 2309 Seismic: ,988 f 2L ROOF wind 219.9 seismic 94.1 21.0 Wind: 0 Seismic: -'3042 3L ROOF i' wind 0.0 { seismic 148.4 I 41.0 15: LATERAL LOAD (DESCRIPTION j Wind: 1738 Seismic: 1923 's 5L ROOF wind 210.6 seismic 233.1 16.5 GOUVIS ENGINEERING CALIFORNIA Sheet : L- 1% FLEXIBLE aDLAI'H AGM JobNo :21148-111 Plan No: CASA MOD 16: LATERAL LOAD DESCRIPTION Client : SOUTH HILLS DEV I Wind: 4002 Seismic : 4429 Engineer: SONNY 5L ROOF Date :10/20/2000(Ver5.00) wind 210.6 seismic 233.1 'I 38.0 t I 17: LATERAL LOAD DESCRIPTION 1 Wind: 2317 Seismic: .2063 6L ROOF ' wind 210.6 seismic 187.5. 22.0 Wind: 2212 Seismic: 2448 _ 5L ROOF wind 210.6 seismic 233.1 $ 21.0 18: LATERAL LOAD (DESCRIPTION Wind: 3476 Seismic: 3094 6L ROOF wind 210.6 seismic 187.5 33.0 r GOUVIS ENGINEEMNG CALI,GR. NI Sheet : L- FLEXIBI.E IDL4LPHRAGM Job No :21148-111,, Plan No: CASA MOD 19: LATERAL LOAD DESCRIPTION Client : SOUTH HILLS DEV I Wind: 1159 Seismic: 1031 Engineer: SONNY 6L ROOF Date :10/20/2000(Ver5.00) wind 210.6 ' seismic 187.5 11.0 S ) 20: LATERAL LOAD DESCRIPTION Wind: 3408 Seismic: 3191 3L ROOF wind 158.5 seismic 148.4 43.0 r GGUVIS (ENGINEERING CALIFORNIA FLEXIBLE DLL&PHRAGIM UBC 47 Wind1185 Seismic 1918= 1512+ 406 a STRAP(E) nAB T 10.0 10.0 5.5 Sheet : L- t Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY. Date :10/20/2000(Ver5.00) ZONE 4 LEFT OF MSTRBEDRM EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 15.50(FT) TOTAL PANEL LENGTH = 15.50(FT) SHEAR DIAPHRAGM = 1918/ 15.5 0 = 124 (PInDUNDANCY FACTOR: p (T)=1.00 SHEAR=1918/15.50=, 124 (P'LF )) (FLEXIBLE ). MAXIMUM DRAG O(LB) -US F-t--W/-5/gL�-D -W_L-ON -A-B:"@"Y�OJ'-Utc- A-X-.W/PL: ASH -ER - DEAD . . LOADS: Wall 150.0=. 15'* 10.01 Rooi_P 95.0 = 19 *10.0/2 FROM 0.0' TO 10.0' OVERTURN ANALYSIS UPLIFT (T) DOWN�LB)NO PANEL® LEFT_SIDE.: T 172(LB) C— 133 SIGN. UPLIFT O RIGHT SIDE: T= 172 LB+'"- 1338(LB) NO SIGN. UPLIFTO PANEL@ LEFT SIDE-: T= 935 (LB) C= 1306 (LB) HPP-iD22/4x4 RLGHT_SIDE: T= 935(LB) C= 1306(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends t c" 1 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONT 4) Wind: 1732 Seismic: 2209 wind 121.5 seismic 155.1 1T ROOF 28.5 2 RIGHT OF MSTREEIDRM 1ST FLOOR 2 -POUR EXTERIOR WALL Wind1732 Seismic 2620= 2209+ 411 1.5 4.5 1111 2.0 6.0 4.5 6.9 A/1 (l 10 1 12.0 0 e STRAP(E) ® DRAG POINT Sheet Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver6.70) 0.0 -' 16.6 L 37.8 25.3 3 .3 Drag Force Analysis 35 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splicer ZOTAL WALL LENGTH = 37.75(,FT) TOTAL PANEL LENGTH = 12.00(FT) SHEAR DIAPHRAGM = 2620/ 37.75 = 69 (PLF) REDUNDANCY FACTOR: p(T)=1.00 SHEAR = 2620/12.00= 218(PLF)(FLEXIBLE) MAXIMUM DRAG 1753(LB) USE TYPE 10 2x4 5/8" xj6" A.R. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 187.5= 15 * 12.5' Roof P: 104.5= 19 *11.0/2 FROM 0.0' TO 18.0' Roof_P i 152.0= 19 *16.0/2 FROM 31.0' TO 36.0' OVERTURN ANALYSIS. UPLIFT(T) DOWN(C) PANEL OA LEFT SIDE T= 1571 (LB) C= 2797 (LB) .• 4x4 `v-&— RIGHT_SIDE: T= 1315.(LB) C= 2797 (LB) /4x4.4;; Us'ffD+ 4-x+on-bvt -ends 2(46:20) G®UVI5 ENGINEERING CALIFORNIA FLEXIBLE IDIAPHY2.kGM. e UBC 97 Wind Seismic l : - Seismic 2000= 1639+ 361 ® STRAP(E) ® DRAG POINT 10 .0 1 24.0 Sheet : L- Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY : Date :10/20/2000(Ver5.00) 1 Drag Force Analysis A A: SIMPSON ST22 (1150 LB) _ ALT (12) # 16d sinker per top plate splice 3 ZONE 4 LEFT OF MSTRBATH EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 24.00(FT), TOTAL PANEL LENGTH 10.00(FT) SHEAR DIAPHRAGM- 2000/ 24.00 = 83(PLnDUlTDANCY.FACTOR: p(T)=1.00 SHEAR = 2000/10.00= .200(PLF)(FLEXIBLE) MAXIMUM DRAG 750(LB) USE TYPE 10 w/ 5/8" DIA. 3110' LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS:' E k 3 Wall 150.0= 15 * 10.01 OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE T= 1385(LB) C= 2060(LB) 'H'D2f-4x-4-. RIGHT_SIDE: T=,1385(LB) C= 2060(LB) HPAHD22/4x4 –UseJO—A—H D22t/4x4-on-both-ends- 3 667 D10 9.0 5.0 —110-0 10 .0 1 24.0 Sheet : L- Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY : Date :10/20/2000(Ver5.00) 1 Drag Force Analysis A A: SIMPSON ST22 (1150 LB) _ ALT (12) # 16d sinker per top plate splice 3 ZONE 4 LEFT OF MSTRBATH EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 24.00(FT), TOTAL PANEL LENGTH 10.00(FT) SHEAR DIAPHRAGM- 2000/ 24.00 = 83(PLnDUlTDANCY.FACTOR: p(T)=1.00 SHEAR = 2000/10.00= .200(PLF)(FLEXIBLE) MAXIMUM DRAG 750(LB) USE TYPE 10 w/ 5/8" DIA. 3110' LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS:' E k 3 Wall 150.0= 15 * 10.01 OVERTU N ANALYSIS UPLIFT(T) DOWN(C) PANELUA LEFT SIDE T= 1385(LB) C= 2060(LB) 'H'D2f-4x-4-. RIGHT_SIDE: T=,1385(LB) C= 2060(LB) HPAHD22/4x4 –UseJO—A—H D22t/4x4-on-both-ends- 3 GOUVIS ENGINEERING CALIFORNL4 )rLkYJBLE ]DIAPHRAGM UBC 97 Wind 5595 Seismic 6175= 5461+ 717 A/1 2937 0 15.1 1 O STRAP(I) ® STRAP(E) ® DRAG POINT ED C B A 14Ib.3 20.1 24.8 ' 30.5 0.0 13.3 Sheet : L- 'k Job No :21148-111 Plan No: CASA MOD Client : SOUTH InLS DEV I Engineer; SONNY Date :10/20/2000(Ver5.00) ti fio 1 1 o N Vb 7- Drag Force Analysis. A: SIMPSON ST22 (1 150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice `parva-top-�p3te�splice E:�---S-I-MP-SGN'-MST48`�'(3746 B) '""`="'ALT'"(`3fi=)^'#-1-6d4Ts-i�nker=�-per:<aop-,.glate,,splice 4 ZONE 4 LEFT OF GREAT RM MIXED WALL 9 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 30.50(FT) TOTAL PANEL LENGTH = 13.25(FT) SHEAR DIAPHRAGM = 6178/ 30.50 = 203 (PMr1 DUNDANCY FACTOR: p(T)=1.00 SHEAR = 6178/13.25= 466(PLF)(FLEXIBLE) MAXIMUM DRAG = 3494(LB) 9 USE TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @.32`:0" o/c NLAX. w/PL. WASHER(3x SILL. PLATE) DEAD LOADS: Wall 150.0= 10 * 15.0 OVERTURN ANALYSIS UPLIFT.(T)' DOWN(C) PANEL@ LEFT SIDE T= 6446(LB) C= 7341(LB)(2)HPAH.D22-=2P/ 8 RIGHT SIDE: T= 6446(LB) C= 7341(LB) _C2+HpA35/4x8 --e42)HP'AHD22-2P/4x8,@°L: &-(2)HPA-35/4x8-@ P,, For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #5) ( 6.5'15.0') Past Panel E/W 4 GOTJVIS ENGINEERING CALIFORNIA Sheet :L-" FLEXIBLE DIAPHRAGM Job No :21148-111 USC 97 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 5 MIXED WALL r Wind 10519 ' Seismic 13166=12109+'1057 ' i 2.0 12 10.3 1259 15.3 B 12 006 12 D 1463 12 6.0 2.0 8.5 6.0 6.0 8.8 7.3 1 KAr(t) b 1 KAP(h) la UKAU PUIM' Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 10.0 1 72.0 GOUVIS ENGINEERING CALIFORNIA Sheet : 2 - -11 2,- FLEXMLE D�IHiAGM o5 Plan o' :CASA MOD C 97 Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 5 ZONE 4 LEFT OF DINING/BED3/BED4 MIXED WALL ?.ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 72.00(FT) -TOTAL PANEL LENGTH = 32.25.(FT) SHEAR DIAPHRAGM = 13166/ 72.00 = 183 (PINr�DUNDANCY FAC'T'OR: pm=1.00 -SHEAR =13166/32.25= 408(PLF)(FLEXIBLE) MAXIMUM DRAG = 1944(LB) USE TYPE 12 w/ 5/8" DIA. x12" LONG A.R. @ $0:0' o/c MAX. w/PL. WASHEER(3x SILL PLATE) DEAD LOADS: Wall 100.0= 10 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL A LEFT SIDE : T= 3741(LB) C= 4202(LB) HPAHD22/4x4 RIGHT_SIDE: T= 3741(LB) C= 4202(LB) HPA35/4x4 i Use RPAR D22/4x4 @ L. & HPA35/4x4 @ R. PANEL® LEFT_SIDE T= 4021(LB.) C= 4291(LB) HPA35/4x4 RIGHT_SIDE: T= 4021(LB) C= 4291(LB) HPAHD22-2P/4x4 Use HPA35/4x4 @ L. & RPAH D22-2P/4x4 @ R. g PANELO LEFT—SIDE : T= 3633(LB) C= 4223(LB) HPAHD22/4x4 ` RIGHT_SIDE: T=13633(LB) C= 4223(LB) HPAHD22/4x4 ` Use R1PAH D22/4x4 on both ends - PANELO LEFT_SIDE : T= 3764(LB) -C= 4254(LB) HPAHD22/4x4 RIGHT SIDE: T= 3764(LB) C= 4254(LB) HPAHD22%4x4 Use HPARD22/4x4 on both ends GOUVIS ENGINEERING CALIFORNIA FLEXESLE HDUPHRAGM UBC 97 6 EXTERIOR WALL Wind 5889 Seismic 9148= 7479+ 1670 Sheet : L- "i Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) A 11 74 12.0 5.0 11 7.3 X7.5 1096 6.0 4.8 3.0 ,53ri� 8.0 11.8 3.5 6.0 5.0 • STRAP(E) N DRAG POINT Drag Force Analysis A: SIMPSON ST22 (1.150 LB) ALT (12) if 16d sinker per top plate splice ;1 B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE . 7 10.0 1 79.7 GOUVIS ENGINEERING CALIFORNIA Sheet : L- FLE30BLE D APEERAGM Job No :21148-1 li TIBC 97 Plan No: CASA MOD . Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 6 ZONE 4 RIGHT ELEV EXTERIOR WALL -1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 79.75(FT) TOTAL PANEL LENGTH = 28.75(FT) SHEAR DIAPHRAGM . = 9148/ 79.75 = 115 (PInDUNDANCY FACTOR: p (T 1.00 SHEAR = 9148/28.75= 318(PLF)(FLEXIBLE) MAXIMUM DRAG= 1348(LB) USE 'TYPE 11 w/ 5/8" DIA.:10" LONG A.B. @ '' o/c MAX. w/PL. WASHER t DEAD LOADS Wall 150.0= 15 * 10..0' Roof_P 313.5= 19 *33.0/2 FROM 16.0' TO 56.0' Roof—P 313.5= 19*33.0/2 @ 56.01.T0 142.5=19.0*15.0/2 @ 77.0' OVERTU ANALYSIS UPLIFT(T) DOWN(C), PANEL LEFTSIDE : T= 3040(LB)' C= 3445(LB) +2ffPAHD22--2P7k4-E& �11 RIGHT SIDE: T= 3040(LB) C='3445(LB) HPAHD22/4x4 —Jse-()ltPlSI#D22=2-Pf4x 0)-L, &IIPAIM2-1/4x4N@-R:-- PANEL@ LEFT_SIDE : T= 1803(LB) C= 3524(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1803(LB) C= 3524(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends PANEL© LEFT_SIDE T= 1746(LB) C= 3520(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1746(LB) C= 3520(LB) HPAHD22/4x4 Use HPAHD22/4x4 on both ends PANEL@ LEFT SIDE T= 1829(LB) C= 3490(LB) HPAHD22/4x4 RIGHT—SIDE: T= 1907(LB) C= 3490(LB). HPAHD22/4x4 Use HPAHD22/4x4 on both ends 8 GOUVIS ENGINEERING CALIFORNIA FLEXBLE DIAPHRAGM UBC 97 Wind 2409 Seismic 3427= 2720+ 707 ® STRAM) N DRAG POINT Sheet n4710 \ 10 Job No LN \ J 10 294 CASA MOD 10.0 3.0 7.0 3.0 9.8 2.3 Sheet : L - Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 10.0 1 35.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top.plate splice B: SIMPSON.ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 7 ZONE 4 LEFT OF 2 -CAR GARAGE, EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE -AREA= 6500(SFT) SOIL BEARING=1800(. TOTAL WALL LENGTH = 35.00(FT). TOTAL PANEL LENGTH = 16.75(FT) SHEAR DIAPHRAGM = 3427/ 35.00 =,, 98 (PInDUNDANCY FACTOR: p(T)=1.00 SHEAR = 3427/16.75= 205(PLF)(FLEXIBLE) MAXIMUM DRAG = 1199(LB) USE TYPE 10 w/ 5/8" DIA. x1.0" LONG A.B. @ 48.0" o/c MAX: w/PL. WASHER DEAD , LOADS. Wall ` 150.0= 15 * 10.0' Root_P 351.5= 19 *37.0/2 FROM 13.0' TO 32.0' OVERTURN ANALYSIS UPLIFT(T). DOWN(C) PANELO LEFT_SIDE T= 1662(LB) C= 2135(LB) HPAHD22/4x4 RIGHT_SIDE: T= 1662(LB) C= 2135(LB) _HPAHD22/4x4 Use IIPAIID22/4x4 on both ends PANEL@ LEFT SIDE T=-91(LB) C=.2343(LB) NO SIGN. UPLIFT@ RIGHT -SIDE: T= .-91(LE) C= 2343(LB)_ NO SIGN. UPLIFT O \Viral 1323 Seismic 2445= 2058+ 386 m STRAP(E) 9 DRAG POINT GOUVIS ENGINEERING CALIFORMA FLEXIBLE IDL4,PRRAGM UBC 97 - - - BLOCKED WITH THE HEADER(SEE PLAN) Sheet : L-�' Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 10.0 - 1 16.3 30.1 0.0 30.8 34.8 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice 8 ZONE 4 RIGHT OF-.2-CAR.GARAGE EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH= 34.75(FT) TOTAL PANEL LENGTH = 4.00(FT) SHEAR DIAPHRAGM = 2445/ 34.75 = 70 ( PInDUNDANCYY FACTOR: p(T)=1.00 SHEAR = 2445/ 4.00= 611(PLF)(FLEXIBLE) MAXIMUM DRAG = 2163(LB) USE T'A'PE 13 w/ 5/8" DIA. x12" LONG A.B. @�:Q�" o/c MAX. w/PL. WASRER(3x, SILL PLATE) r� DEAD LOADS: { Wall 150.0= 15 * 10.0' Roof_P 266.0= 19 *28.0/2 FROM 11.0' TO 33.01 OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PAITIEL® LEFT SIDE T= 6586(LB) C= 7421(LB) (2)HPA 92-2-P 4 8 qs- T= 4091(LB) C= 7080(LB) ** 22-2P/4x4, RIGHT_SIDE: T= 6822(LB) C= 7243(LB) (2)HPAHD2 .r--2-Px8 T= 6481(LB) C= 6902(LB) (2 D22-2P/4x8 BLOCKED WITH THE HEADER 42. P.ADD22-2P/4x8-on-both-ends..o-Use,,H,PATID22-2-P/4.x4**-@--L-. &.,(.2)ITP-AH- 22-=2P/4x8-*-I-. For (12"x12"/15"x18") Grade Beam, Add (2 #5/1 #5) (8.0'/ 5.5') Past Panel E/W 10 ** w/ Dead loads of adjacent element -use detail for connection of S.W. to trinuner GOUVIS ENGINEERING CALIFORNIA FLEXIBLE bDL4.PHRAGM UBC 97 Wind 2083 Seismic 2049= 1716+ 334 AT 12.8 10.0 — ® STRAP(E) Sheet Job No :21148-111 Plan -No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 9 ZONE 4 LEFT OF MSTRBEDRM EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 10.00(FT) TOTAL PANEL LENGTH = 10.00(FT) SHEAR DIAPHRAGM = 2083/ 10.00 = 208 (PlRfDUNDANCY FAC'T'OR: p(L)=1.00 SHEAR = 2083/10.00= 208(PLF)(FLEXIBLE) MAXIMUM DRAG = 0(LB) USS' -PE 10-w/`5/8 - -Dl*.`z10 :OS— A:8. @ 48.® ®/c MAX: */Pg::-=WVASHF,R DEAD LOADS: Wall 191.3= 15 * 12.8' OVERTURN ANALYSIS' UPLIFT(T) DOWN(C) PANELO LEFT SIDE T= 2196 (LB) C= 2833 (LB) Y(2.).HRAHD22'-2Y 4x8 RIGHT—SIDE: T= 2196 (LB) C,-<>::2833"(L8`y— '.. (2 )HPAHD22-2'P/4x8 TJse(2)�22-2P/4z8 on both ends` t C�j V\l --S c 611 1 tom\ q, - s r Cl - IIS G � t �'.�-.��-� .�' •�' 1,,-�-�_:� e �� .�y�� GOUVIS ENGINEERING CALIFORNIA FLEXIBLE (DIAPHRAGM UBC 97 Nina2833 Seismic 2628= 2333+ 295 O STRAP(l) ® STRAP(E) Drag Force Analysis 10.0 1 24.0 N Sheet : L- "?r\ Y Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date ' . : 10/20/2000(Ver5.00) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per 'top plate splice 10 ZONE 4 REAR OF MSTRBEDRM MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 24.00(FT) TOTAL PANEL LENGTH = 7.75(FT) SHEAR DIAPHRAGM = 2833/ 24.00 = 118 (PI DUNDANCY FACTOR: p(L)=1.00 SHEAR = 2833/ 7.75=. 366(PLF)(FLEXIBLE) MAXIMUM DRAG = 1033(LB) USE 'TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ $8'0" o/c MAX. w/PL. WASDER(3x SILL PLATE) DEAD LOADS: Wall 100.0 10 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL® LEFT SIDE T= 3541(LB) C= 3799(LB) HPA35/4x4 RIGHT SIDE: T= 3541(LB) C= 3799(LB)—HPAHD'2'l/'x°x�4a O ' Use–MPMS/4.x4-@ ice,&—IW. HD22/4z4..@ R.. 12 4.0 A 12 7.8 8.8 3.5 Drag Force Analysis 10.0 1 24.0 N Sheet : L- "?r\ Y Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date ' . : 10/20/2000(Ver5.00) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per 'top plate splice 10 ZONE 4 REAR OF MSTRBEDRM MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 24.00(FT) TOTAL PANEL LENGTH = 7.75(FT) SHEAR DIAPHRAGM = 2833/ 24.00 = 118 (PI DUNDANCY FACTOR: p(L)=1.00 SHEAR = 2833/ 7.75=. 366(PLF)(FLEXIBLE) MAXIMUM DRAG = 1033(LB) USE 'TYPE 12 w/ 5/8" DIA. x12" LONG A.B. @ $8'0" o/c MAX. w/PL. WASDER(3x SILL PLATE) DEAD LOADS: Wall 100.0 10 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL® LEFT SIDE T= 3541(LB) C= 3799(LB) HPA35/4x4 RIGHT SIDE: T= 3541(LB) C= 3799(LB)—HPAHD'2'l/'x°x�4a O ' Use–MPMS/4.x4-@ ice,&—IW. HD22/4z4..@ R.. 12 O STRAP(E) GOUVIS ENGINEERING CALIFORNIA FLEXEBLE DL4F HK4GM UBC 97 Wind2309 Seismic 1440= 988+ 452 9.5 10.0 17.3 Drag Force Analysis Sheet : L- Job No :21148-111 Plan No: CASA MOD Client : SOUTH FULLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 1,6d sinker per top.plate splice 1fl -ZONE 4 REAR OF MSTRBATH EXTERIOR WALL IST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 17.25(FT) TOTAL PANEL LENGTH = 7.75(FT) SHEAR DIAPHRAGM 2309/ 17.25 = 134 (PLnDUNDANCY FACTOR: p(E)=1.00 SHEAR = 2309/ 7.75= 298(PLF)(FLEXIBLE) MAXIMUM DRAG = 1272(LB) USE TYPE 11 w/ 5/8" DIA. z10'e'LONG A.B. 4,p,0" ok NLS. w/PL. WASHER DEAD LOADS: Wall 150.0 i5'* 10.0' Roof_P 199.5= 19 *21.0/2 FROM 0.0' TO 8.0' OVERTURN ANALYSIS UPLIFT(T)- DOWN(C) PANELO ..LEFT -SIDE T= 2264(LB) C= 3300(LB) - x RIGHT SIDE: T= 226.4(LB) C= 3300(LB) HPAHD22/4x4 Se.(2) AHD22:�PJ.4x8...@_L_ .,�-RD2214x4-@--R77- 13 Wind 2061 Seismic 4493=3573+ 920 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 552 3 1970 709 1"n 9 15 6n 6.8 03 6.3 130 * STRAP(E) THD ❑ BREAK POINT 9 DRAG POINT Sheet : L- 3� l Job No :21148-111 Plan No CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) - - - BLOCKED WITH THE HEADER(SEE PLAN) Drag Force Analysis 57.0 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate -splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate � �splice 3"`t 3--2'04"-L"B' `""'="�'�T` \ 0" -�1-6-d`-`s'Yynker er-oto �:.at. ice =u NM,ST4�8374'6" T-,B�-- ALT¢"`(�3-6 n#`=-16•d—s1nk-er ,per, -top .:p1.at.e, 5,p:l,. pp,., 12 ZONE 4 REAR OF GREAT RM. EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA=.65D0(SFT) . SOIL BEARING=1800( TOTAL WALL LENGTH = 57.00(FT) TOTAL PANEL LENGTH = 6.25(FT) SHEAR DIAPHRAGM = 4493/ 57.00. = 79 (PL DUNDANCYY FACTOR: p(L)=1.00 SHEAR = 4493/ 6.25= 719(PLF)(FLEXIBLE) MAXIMUM DRAG = 3448(LB) USE TYPE 14 w/ 5/8" DIA. x12" LONG A.B. @,,?.4:d" o/c IVB. w/PL. WASKER(3x SILT. PLATE) DEAD LOADS: Wall 225.0= 15 * 15.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL@ LEFT_SIDE : T=12003(LB) C=12636(LB) HD20A/6x6(I).w/DBL BLK'G RIGHT—SIDE: T=12003(LB) C=12636(LB) HD20A/6x6(I) w/DBL BLK'G BLOCKED WITH THE HEADER Use IID20A/6x6(I) on both ends For (12"x12"/15"x18") Grade Beam, Add (2 #5/1 #5).(8.5'/ 6.0') Past Pane! E/W 14 (I) Holdown inside of panel. STRAP(E) GOUVIS ENGINEERING OA.LIFORNU Sheet : L= >�. FLEXIBLE DIAPHRAGM Job No :21148-111 UBC 97 Plan No: CASA MOD Client : SOUTH HILLS DEV I Wind 0 Engineer: SONNY Sesnic 1491= 1334+ 157 Date : 10/20/2000(Ver5.00) \A 10.0 lU 0.0 8.5 14.5 Drag Force Analysis A. SIMP.SON ST22 (1150 LB) ALT (12) # 16d sinker,per top plate splice 13 ZONE 4 REAR OF BED 2 EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 14.50(FT) TOTAL PANEL LENGTH = 6.00(FT) SHEAR DIAPHRAGM = 1491/ 14.50 = 103 (PI DUNDANCY FAC'T'OR: p(L)=1.00 SHEAR = 1491/ 6..00= 249(PLF)(.FLEXIBLE) MAXIMUM DRAG 874(LB) USE TYPE 10 w/ 5/8" DIA. ig,10" LONG A.B. @ 48.0" ®/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10.0' .3 OVERTURN ANALYSIS UPLIFT(T) DOWN(C), PANELO LEFT SIDE : T= 2286(LB) C= 2691(LB) HPAHD22/4x4 RIGHT SIDE: T= 2286(LB)' C= 2691(LB) l ; GOUVIS ENGINEERING CALIFORNIA FLEXIBLE bIAPHRAGM UBC 97(ZONE 4) Wind: 2309 Seismic: 988 wind 219.9 seismic 94.1 ® 2L ROOF 21.0 14 FRONT OF MSTRBATH IST FLOOR 2 -POUR MIXED WALL Wind2309 Seismic 1060= 988+ 72 O STRAP(I) m STRAP(E) B A r L1.0 12.5 Sheet : L- Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver6.70) Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per.top plate splice TOTAL WALL LENGTH = 12.50(FT) TOTAL PANEL LENGTH = 5.50(FT) SHEAR DIAPHRAGM = 2309/ 12.50 = 185 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 2309/ 5.50= 420(PLF)(FLEXIBLE) MAXIMUM DRAG = 1293.(LB) USE TYPE 12 2x4 5/8" x 12" A.B. @,,Al" o/c MAX. w/PL. WASHER - .741 .. DEAD LOADS: Wall 100.0= 10 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL(D LEFT_SIDE T= 4250(LB) C= 4433(LB) HPA35/4x4 RIGHT _SIDE:. T= 4250(LB) C= 4433 (LB) HPA35/4x4 Use HPA35/4x4 on both ends 19(4:23) OOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97(ZONE 4) Wind: 1738 Seismic: 1923 wind 210.6 seismic 233.1 5L ROOF 16.5 Wind: 2068 Seismic. 3081 wind 0.0 210.6 seismic 86.1 110.5 4L ROOF 7L ROOF 30.0 36.0 15 FRONT OF MORNING RM IST FLOOR 2 -POUR Wind 3806 Seismic 5087= 5004+ 83 O STRAP(l) ® DRAG POINT INTERIOR. WALL E D C B A 10.0 1 32.0 Sheet : L- 3 Job No GL �: "�� PV V` ��' :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver6.70) Drag Fel ce 1� Y' c�"s e -F re v'4j A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per -top plate splice B: SIMPSON ST6224 (2116 LB) ALT plate plate splice C: SIMPSON ST6236 (2880 LB).m""Al; (24) # 16d sinker per top plate splice D: SIMPSON 1MSZ3,7-,�-(�3-2"0'r` B) ALT (30) # 16d sinker per top plate splice . E��PeST48 (3746 LB) ALT (36) # 16d sinker per top plate splice TOTAL WALL LENGTH = 32.00(FT)' TOTAL PANEL LENGTH = 9.50(FT) SHEAR DIAPHRAGM = 508.7/ 32.00 = 159 (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR 5087/ 9.50= 535(PLF)(FLEXIBLE) MAXIMUM DRAG = 3577(LB) USE TYPE 13 2x4 5/8" z 12" A.B. @,R" o/c MAX. w/PL. WASHER Laa . ti4 DEAD LOADS: .Wall 100.0= 10 *-10.01 OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT SIDE : T= 5304(LB) C= 5731(LB) (2)HPA3 RIGHT. SIDE: T= .5304 (LB) C= 5 731 (LB) (2) 35/4x8 — ,&toms 21(9:52) Rind 4002 Seismic 4673= 4429+ 244 0 STRAP(1) ® DRAG POINT GOUVIS ENGINEEPUNG CALIFOR, NIA FLEXYBLE DDIAPHRAGI%f UBC 97 C B A Drag Force Analysis Sheet : '- Job No : 21148-111 Plan No CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) 10.0 ' 32.5 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice 16 ZONE 4 FRONT OF --BED 3 INTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 32.50(FT) TOTAL PANEL LENGTH = 14.00(FT) SHEAR DIAPHRAGM = 4673/ 32.50 = 144 (PInDUNDANCY FACTOR: p(L)=1:00 SHEAR = 4673/14.00= 334(PLF)(FLEXIBLE) MAXIMUM DRAG 2660(LB) USE 'TYPE 11 w/ 5/8" DIA. x10" LONG A.B. @ 4.0:0" .®/e MAX. w/PL. WASHER DEAD LOADS: Wall i00.0= 10 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C)' PANEL® LEFT SIDE T= 2779(LB) C= 3409(LB) HPA28/4x4 RIGHT—SIDE: T= 277.9(LB) C= 3409'(LB) HPA28/4x4 Use DPA28/4x4 on both ends 18 GOU IS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM UBC 97 Wind. 4529 Seismic 5204=4510+ 694 O STRAP(T) G _ STRAP(E) Sheet : L - Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date. : 10/20/2000(Ver5.00) 10.0 38.0 Drag Force Analysis An 11 2.5 1.0 9.0 2.0 7.5 (12) #.16d sinker per top plate splice 16.0 G _ STRAP(E) Sheet : L - Job No :21148-111 Plan No: CASA MOD Client : SOUTH HILLS DEV I Engineer: SONNY Date. : 10/20/2000(Ver5.00) 10.0 38.0 19 Drag Force Analysis 5 '!. A: SIMPSON ST22 (1150 LB) ALT (12) #.16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 17 ZONE 4 FRONT OF BED 4 MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 38.00(FT) TOTAL PANEL LENGTH = 16.00(•FT) SHEAR DIAPHRAGM 5204/ 38.00 = 137(PL DUNDANCYFACTOR: p(L)=1.00 SHEAR = 5204/16.00= 325(PLF)(FLEXIBLE) MAXIMUM DRAG = 1986.(LB) USE TYPE 11 w/ 5/8" IIIA. x10" LONG A.B. @,4,00' o/c NIAX. w/PL. WASHER DEAD LOADS. r Wall 100.0= 10 * 10.0' i Roof -P. 304.0='19*32.0/2 @ 0.0' TO 161.5=19.0*17.0/2 @ 23.0' OVERTURN ANALYSIS UPLIFT(T) PANEL® LEFT :. T= 1153 (LB) DOWN(C) C= 3485 (LB) PA2 x4 RIGHT_SIDE: T= 1381(LB) C= 3313 (LB) p 8/4x4.. . $Use-PAz-8F4x4-on--bot.h ends 19 ® STRAP(E) Wind 3476 Seismic 3638= 3094+ 543 f GOUVIS ENGINEERING CALIFORNIA FLEMLE DIAPHRAGM UBC 97 Sheet : L - Job No :21148-111 Plan No: CASA MOD Client. : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) T' 10.0 31.0 Drag Force Analysis A: SIMPSON-ST22 (1150 LB), ALT (12) # 16d sinker per.top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 1� ZONE 4 LEFT OF 2—CAR GARAGE EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE'AREA="6500(SFT) SOIL BEARING=1800( TOTAL.WALL.LENGTH = 31.00(FT) TOTAL PANEL LENGTH 14.25(FT) SHEAR DIAPHRAGM = 3638/ 31.00 = 117 (PINM�D1TNDANCY FAC'T'OR: p(L)=1.00 SHEAR 3638/14.25= 255(PLF)(FLEXIBLE) MAXIMUM DRAG- 1701(LB) USE TYPE 10 vv/ 5/8" DIA. �fl0" LONG A.B. "@ 48.0" o/c MAX. vw/PL. WASHER �. DEAD LOADS: , Wall 150.0= 15 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) -- PANEL UA LEFT SIDE T= 1778(LB) C= 2606(LB) HPAHD2"2/4x4 RIGHT_SIDE: T= 1778(LB) C= 2606(LB) HPAHD22/4x4 . `UJse-FP_AFM�2/4x4 on both ends„ 20 10.3 X10\AJ 4.3 14.3 2.3 Sheet : L - Job No :21148-111 Plan No: CASA MOD Client. : SOUTH HILLS DEV I Engineer: SONNY Date :10/20/2000(Ver5.00) T' 10.0 31.0 Drag Force Analysis A: SIMPSON-ST22 (1150 LB), ALT (12) # 16d sinker per.top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice 1� ZONE 4 LEFT OF 2—CAR GARAGE EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE'AREA="6500(SFT) SOIL BEARING=1800( TOTAL.WALL.LENGTH = 31.00(FT) TOTAL PANEL LENGTH 14.25(FT) SHEAR DIAPHRAGM = 3638/ 31.00 = 117 (PINM�D1TNDANCY FAC'T'OR: p(L)=1.00 SHEAR 3638/14.25= 255(PLF)(FLEXIBLE) MAXIMUM DRAG- 1701(LB) USE TYPE 10 vv/ 5/8" DIA. �fl0" LONG A.B. "@ 48.0" o/c MAX. vw/PL. WASHER �. DEAD LOADS: , Wall 150.0= 15 * 10.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) -- PANEL UA LEFT SIDE T= 1778(LB) C= 2606(LB) HPAHD2"2/4x4 RIGHT_SIDE: T= 1778(LB) C= 2606(LB) HPAHD22/4x4 . `UJse-FP_AFM�2/4x4 on both ends„ 20 GOUVIS ENGINEERING CALIFORNIA Sheet L- FLEXIBLE DIAPHRAGM Job No : 21148-111 UBC 97 Plan No: CASA MOD Client : SOUTH HILLS DEV I Wind 1159 Engineer: SONNY Seismic 1477= 1031+ 445 Date : 10/20/2000(Ver5.00) 10.0 - . L 17.0 Drag Force Analysis A: ST_MPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 19 ZONE 4 LEFT OF CART, EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 17.00(FT) TOTAL PANEL LENGTH = 12.00(FT) S SHEAR DIAPHRAGM = 1477/ 17.00 = 87 (PI DIUNDANCY FACTOR: p(L)=2.00 SHEAR = 1477/12.00= 123(PLF)(FLEXIBLE) MAXIMUM DRAG = 217(LB) USE 'TYPE 10 w/ 5/8" DIA. x,"" LONG A.B. @ 48.0 o/c MAX. w/PL. WASHER. DEAD LOADS: Wall 150.0= 15 * 10.0' Rooi_P 95.0 = 19 *10.0/2 FROM 2.01 -TO 14.01 . OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL® .LEFT SIDE T= .10(LB) C= 1324(LB) NO SIGN. UPLIFT O RIGHT_SIDE: T=' 41(LB) C= 1261(LB). NO SIGN. UPLIFT0 .21 GOUVIS ENGINEEPJNG CALIFORNIA Sheet FLEXgBLE DIAPHRAGm Job No :21148-111 ~ UBC 97 Plan No: CASA MOD Wind 3408 Client SOUTH HILLS DEV I Seismic 6105= 5909+ 196 Engineer: SONNY Date :10/20/2000(Ver5.00) A75 . T 10.0o STRAP(T)O STRAP(E) 20 ZONE 4 REAR OF PANTRY MIXED WALL 1ST FLOOR TWO POUR FOUNDATION . BASE AREA= 6500(SFT) SOIL BEARING=1800( TOTAL WALL LENGTH = 7.50(FT) TOTAL PANEL LENGTH = 7.50(FT) SHEAR DIAPHRAGM = 6105/ 7.50 = 814 (PInDUNDANCY FACTOR: p(L)=1.00 SHEAR = 6105/ 7.50= 814(PLF)(FLEXIBLE ).� MAXIMUM DRAG = 0(LB) USE TYPE 14 w/ 5/8" DIA, x12" LONG A.B. @1.6:0" o/c MAX. w/PL. WASHER(3x SILL PLATE) �e. DEAD LOADS: Wall 100.0= 10 * 10.0' Roof_P 237.5= 19 *25.0/2 FROM 0.0' TO 7.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELOA LEFT SIDE : T= 7513(LB) C= 9039 LB kH RIGHT—SIDE: T= 7573(LB) C= 9039(LB) (Z}H 02.2-2°P'/fx8— L.ase MHP-AHD22-2P./4zS-on-buth-ie dgs" For (12"x12"/15"x18") Grade Beam, Add (1 #5/1 #5) (4.5'/3.5') Past Panel E/W M J) ' TYP. STEEL PIPE AT COURT YARD OVER-ALL LENGTH: 10.00- APPLIED LOADS (DOS 1) RCTS AT:, .00 1.00 .25 AT 10 i, CC 11-25 AT 1 CONC LOAD KIP i 3C MOMENT FT.KIP REACTIONS (UP AXIAL FORCE KIP I. LEFT: .000 BRACED AT RCTN PTS +R: GHT: 1.250 Ile ****** USE: A= 5.580 6 S= 8.5000 I= FY= 36 28.100 RG=2.250 K=2.00 CRIT. KL/R= 96.0 CRIT SECT MOM AT FA=13.48 1.00 = MOM AT -11.25 MOM AT 10.00 = FB=24.00 1.00 = -11.25 LB= 9.00 .00 P/(A*FA).+ M/(S*FB) _ .70 <= - 1.00 MAX SHEAR = 1.25 A`1' 1.00 V/(AV*FV) .02 - DEFL= .00 AT .00 1, DEFL= -.64 AT 10.00 L/240._ .05 /180.- .60 -49 ' v. 'fIS1 s 0� p r . �� (�". •moi' r,, �r x �:' � �, r , 6 My ( Q Y Gouvis Engineering Title: Job # % i I -y 4400 Campus Drive Dsgrir: Date: 10:09AM, 3 FEB 03, Newport Beach, CA 92660 Description : j Phone (949) 752-1612 Scope Fax (949)752-5321 ev: Jser: icw-06093, Ver 5.5.0, 25 -Sep -2001 Steel Column 011983.2001 ENERCALC Engineering Software c:\misc\vitamins\21148.ecw:Calculations General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W10X60 Fy. 36.00 ksi X -X Sidesway : Sway Allowed 0.00 ksi Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 13.000 ft Elastic Modulus 29,000.00 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi End Fixity Fix -Free X -X Unbraced 13.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.000 ft Kyy 1.000 Loads Axial Load... Dead Load 4.20 k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load, k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 9.700 k 13.000 ft Along X -X (y moments) k ft Applied Moments X -X Axis Moments DL LL ST At TOP k -ft Height Between Ends k -ft 1.000 ft At BOTTOM 116.40 k -ft summary Column Design OK 1Section : W10X60, Height = 13.00ft, Axial Loads: DL = 4.20, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.00ft, Y -Y = 13.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 - 3 0.0137 0.0137 0.7944 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc XX Axis: I Beam, Major Axis, LIrT < (102,000 * Cb / Fy)^.5, Fb = 0.6 Fy (1 XX Axis: I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / YY Axis : Fa calc'd per 1.5-1, K*L/r < Cc YY Axis: I Beam, Minor Axis, Passes 1.5.1.4.1 Para 2, Flb = 0.75 Fy Fa: Allowable 17.36 ksi 0.00 ksi 17.36 ksi 23.08 ksi fa : Actual 0.24 ksi 0.00 ksi 0.24 ksi 0.24 ksi Fb:xx : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi ' Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 28.73. ksi fb : xx Actual. 0.00 ksi 0.00 ksi 0.00 ksi 22.52 ksi Fb:yy : Allow [F1-6] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi r Gouvis Engineering 9 g Title' •. . , ' I .::. • ' Job #•Z.1 14;g 4400 Campus Drive Dsgrin' , Date 10:09AM,' 3 FEB 03 Newport Beach, CA 92660 Description : Phone (949) 752-1612 jj Scope Fax (949)752-5321 LRev: U ser: Kw -06093, ver 5.5.0, 25 -Sep -2001 Steel Column IG1983 2001 ENERCALC Engineering software C:\mist\vltamins\21148.ecw:Calculations Description CANTILEVER STEEL COLUMN AT ENTRY Analysis Values ' F'ex : DL+LL 118,890 psi Cm:x DL+LL . 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 40,443 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 158,123 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Pey : DL+LL+ST 53,790 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -1.241 in at 13.000 ft Max Y -Y Axis Deflection 0.000 in at' 0.000 ft Section Properties W10X60 Depth 10.22 in Weight 59.78 #r/ftI-xx 341.00 in4 Width 10.080 in Area 17.60 in2 I-yy 116.00 in4 Web Thick 0.420 in. Rt 2.770 in S-xx 66.732 in - Flange Thickness 0.680 in S-yy 23.016 in3 r-xx 4.402 in r-yy 2.567 in LSF) CANT. STL COL AT ENTRY OVER-ALL LENGTH: 13.00 RCTS AT:- .00 1.00 APPLIED LOADS (DOWN +) 6.4 AT 13 CONC LOAD KIP' CC 76`.8 AT 1 MOMENT FT.KIP 4.2C AXIAL FORCE KIP' REACTIONS (UP +): LEFT: .000 RIGHT: 6.400 BRACED AT RCT'N PTS + ****** USE: WF 10X49 FY= 36- 6 D= D= 9.98 TW= .340 BF=10.000 TF=..`560 RT=2.74 A= 14.40 S= 54.60 I= .272.00 RX=4.350 RY= 2.540 K=2.00 CRIT.'KL/R=113.4 FA=11.21 CRIT SECT MOM AT 1.00 = -76.80 MOM AT 13.00- .00 MOM AT 1.00 = -76.80 LB= 12.00 LC= 10.56 CB=1.00 BO= 53.23 FB=22.00 P/(A*FA).+ M/(S*FB) _ -.79 <_ 1.00 MAX SHEAR = 6.40 AT 1.00. V/(AV*FV)= .13 c' DEFL= - . 0.0 AT. . 00 L/240.=. .05 DEFL= -.8l.. AT 13.00 L/180.= .80 (- • . '�.n. �',� �,, Gia � �, g'" ��3 A ' ,� • ^ � P V v � L4 B6 � 46 0. Lo K 446'. Z !� D� IVAJ Y iA r .. E ::::.......... _............ _..,................ .............. ... ....... . FOUNDATION ANALYSIS CALIFORNIA CONTINUOUS FOOTING @ (� • . LOADS TO FOOTING: sem, Sheet: b`s GEC Job #: t2; Client: Plan No. Date: 1 (SB) SOIL BEARING I PSF TO BE CONFIRMED PRIOR TO CONSTRUCTION 'CONFIRMED BY SOILS REPORT ROOF WALL FLOOR — WT. OF FTG. (1 1 K, �r #/FT TOTAL (W) WIDTH REQUIRED = • S . USE WIDE X1 � . "DEEP CONTINUOUS FOOTING @ 1 -STORY PORTIONS USE " WIDE X - " DEEP CONTINUOUS FOOTING @ 2 -STORY PORTIONS ALLOWABLE POINT, LOAD ON CONTINUOUS FOOTING I' PMAX=SBXSXW 1r6o� a 144 i P MAX @ (1 -STORY) _ (o 0 ID ® P MAX @ (2 -STORY) _ # [P ALLOW = P MAX- TOTAL (S/12)] DESIGN OF PADS Sheet: � LiijGEC Job #: 1 Client: K i, CALIFORNIA Plan No. Date: ' USE (- SQUARE X 1 tt DEEP W% �.-� -- - t jj j BARS EACH WAY . . USE SQUARE X 1 DEEP BARS EACH WAY r' E P= , # USE �'. ' _ �� SQUARE X = DEEP WV'�_,.:_. ��. BARS EACH WAY i USE, SQUARE X .. DEEP W/ " BARS EACH WAY C t USE 'Z _ SQUARE X I Z' DEEP t't y BARS EACH CH WAY tq.P� .. DESIGN OF PADS Sheet . 6§?j GEC Job M , . : r. Client I.AL/!•'ORN/A Plan NO a .> ,.-:. Date: 4 P , # USE -= c SQUARE X DEEP W/ c BARS EACH WAY ' USE SQUARE X s ,5 . W/ Z —A L4 BARS EACH WAY USE i r SQUARE X J BARS EACH WAY P P! USE `'y- -- b SQUARE X W/ _ BARS EACH WAY. DEEP DEEP DEEP DEEP on Settings Screen to change m these five lines to your own . special title information j(] & company logo ;:. DESIGNOF EMBEDDED POLEFOOTINGS TYP.. FLAG POLE FOOTING r DESIGN DATA V4.40(c)1 Allow Passive 9 Max Passive 300.0 psf Load Duration Factor 0.0 psf Point Load 1.330 Load Height 1250.0 # Dist. Load 9.00 ft Start Height 0.0 plf End Height 0.00 ft Pole Type 0.00 ft Width/Diameter Rectangular Surface Restraint 36.0 in Free Moments @ Surface.. SUMrAARY.----_ Point Load 1 Uniform Load 11250.0 ft-# ... Total Moment 0.0 ft.# Total Lateral Load 11250.0 ft-# - NOM -RESTRAINED RESULTS J 1250.0 # Min. Req'd Embedment A(1 +0 +4.36h /A)'•5y2 A=2.34P/(S 1 b) Press @'1/3 Embed 4.17 ft Actual - Allowable 555.9 psf — RESTRAINED RESULTS 554.6 psf — Min. Req'd Embedment . (4.25*P*W3*b)".5 Pressure @ Bottom Actual Allowable Surface Restraint Force 0 Page: 6