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Citrus - Mandarina TR 24890-1 10-0344 (SFD) (Plans 1 & 2) 2007/2008 Code Update - Structural Calcsi s GOUVISTIOM LO consulting group,' inc. . STRUCTURAL`CALCULATIONS _ - , ' (Residential Development) - - M_anda_rina Plan 1, Plan 2 - Tract No. 2 4890-I U Quinta, C6untj6f Riverside; CA Gouvis )OWNo �62226"-- ;6/ 10/2010 - i Deve4er.C�1�DII�G-& SAF a' GHA Companies/BLFarm, 1. Architect; ` Zp1p BY LGS Architects, -Inc.. - --. �ou*h i LJIiN: 4.2010: - ey _ 1112 - c 949.752.1612 " fax 949.752.5321 Mike Houshmand, Vice President ' C42283 ` Exp. Date 3/31 /2012 4400-Campus Drive - ` The attached calculations are valid only.vvhen-b666. g originator _ Newport Beach, - , electronic signature of Mike Houshmand; Hereon. f; ` �., California 92660 Palm Springs, CA . Pleasanton,.CA . Ho Chi Minh'City; Vi `. Date: 06 2 / f 1 Project Name. [ ' couvisengeneereng q corisultinggroup, inc. • F job Number: 2 2 Z6 ' tel 949.752.1612 fax 949.752:5321 F ~ • = 4400 Campus Drive . Newport Beach, CA 92660' ' r 4 T . www.gouvisgroup.com. Participants: " 3 „ { _ s�o3 P;k o:6�X �6�ic(2 i —S w-2-Z--�c-8' use s S-Stg 2 T.� r� . �-j• = S c,T B, 2,c,( NIa X_uQ liP r—` r_h_�.+"' (0.1_r��-�_t'0h n Structural Calculation W.M.senginee ing GECG Job no.-.62226 Client: GHA CompanlwJBLFarm, In consult nggroup, inc. Date 4/lnol0 Celeb tdin our SOth,year 1960.1010 TABLE OF CONTENTS CONTENTS PAGE NUMBER Revision Logs 3-4 Shear Wall Schedule 5 PLAN I Beams BI Through BIB Lateral Force Analysis LI Through LIQ Shear Wall SW I Through SWjoj Foundation FI Through FI PLAN 2 Beams BI. Through 816 Lateral Force Analysis LI Through L9 Shear Wall SW I Through SW27 Foundation FI Through F2 949,752.1612 Fax 949.752.5321 4400 Campus Drive Newport Beach, CA 92e8o, TOTAL NUMBER OF PAGES I9 Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Metnam rin wm%. nginee g P ge3Calculation age GECG job no.: 62226 • ClIent: GHACompantes/&FarnL In Consu v g group, inc• Date; 4I1n010 Cele��o�ur50thyear 949.752.1612 Fax 949.752.5321 4400 Campus Drive Newport Beach, CA 92660 REVISION LOG PLAN I Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam Gouvisengineefing. Structural Calculation GECG job no.: 62226 GECG 'lift' inc. Client: GHA CompanieaSth m In consu Mte:4/l/2010 Celebratin our SOth year 1960.2010 REVISION LOG PLAN 2 949,752.1612 Fax 949.752.5321 4400 Campus Drive Newport Beach, CA 92660 Palm Springs, CA - Pleasanton, CA Ho Chi Minh City, Vietnam SHEAR NALL sCHF.Z%)LF 2001 CALIFORNIA SUILDINC-7 CODE (1), (4) SEISMIC, WIND SHEAR EDGE FIELD SHEAR SHEAR PANEL 5HEATHIN6 NAILIN6 NAILING CAPACITY C,APAC,ITY TYPE (COMMON) (COMMON) (PLF) (PLF) A 5/6" APA 6 d's 6 d's 260 564 rated ®b O.G. ® 12 O.G A -5/6" APA 6 d's 6 d's (2) 560(5) (2) 552 (5) rated a 4" O.G. o (2" O.G 550 440 A 5/6" APA 6 d's 8 d's 4qO 666 rated a 51, O.G. • LZ O.C.(?) �) A 5/6" APA 6 d's 6 d's (2) 640 (5) (2) 89b (5) rated a 2" O.G. • 12" O-C 600(2) 640(2) A 15/32" APA 10 d's 10 d's (2) (2) ssta�dtural I a 2" O.G. • 12" O.G 610 1216 � (2) (2) both sides „ 3/6 APA rated 6 d's a 5 O.G. 6 d's • L2 O.G lao 15.12 5/W APR 6 d's 6 d's gt?80 11g2 1s rated ®2" O.G. • 12" O.G st� urol 11 APA 10 d's ID des . 1140 -2456 sides rated ®2 O.G. a 12 O.G (1) PLYWOOD JOINT AND SILL PLATE NAILIN6 SHALL 5E STAGGERED IN ALL GASES (2) PROVIDE 5" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES KITH NAILS STA66ERED. (5) VALUES AT UPPER FLOORS. (4) STUDS ARE SPACED ® 16" O.G. MAX. (5) PERIODIC, SPECIAL INSPECTION 15 REQUIRED REV. 04/01/06 iouvis jcb 62226.200 B•I engineering Plan :I consulting group,inc. Client : GHA CompamedWarm. Inc Engineer: K.P. Date :05/I5/2006(IBC8.00_Basic) DESIGN CRITERIA: A. Code: 2007 CBC, Wind: C, 85 mph, Category: D B. Maximum 19% moisture content prior to Installation of Finish Material 4X Members:- No. 2 or Better 6X, BX Beams and Headers: No.I or Better 2X joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better C. Conventional 2-Pour Foundation without Structural Analysis for Expansive Soil or Differential Settlement PRIMARY ROOF LOADING Pitch 4.0:12 K = Increase for pitch 1.05 Truss(24" OC) x K 2.53 Plywood(7/ 16") x K 1.37 1 /2" Gyp. Board 2.20 Conc. Tile x K 10.54 Misc.(Insul., Elect., ETC). 2.36 Snow Load 0.00 Live Load 20.00 Dead Load 19.00 PRIMARY FLOOR LOADING 14" TJI/230 @ 19.2" O/C 2.06 Plywood(1 1 / 16") 2.00 / " Gyp. Board 2.20 Carpet 1.00 None Covering 0.00 Misc.(Insul.,Elect.,ETC) 7.74 Partition 0.00 Live Load 40.00 Dead Load 15.00 T T� T [`�i\ engineering. GC U V g job :62226-Z00 B-2 Plan :l 1V Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: K.P. Date :05/15/2006(IBC8.00 Basic) Beam ID: GT#i Girder Truss a@ Over the Vista Veranda 2007 CBC Loads (Downward +) Beam Weight 2aoPLFfmm W. to I1.01 Primary Roof 156 Plf`- Wx(19+20)/2 @ s00'to I IM Point Load(P 1) - @ 7.6 (a- 500) ♦ :Point Load. Location. PI 11.00, 7.75'� I Down (DL+LUMax.) 111611116 1320/1320 Up (DL+LUMax.) 0/0 010 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#2 Girder Truss @ Over the Vista- Veranda Loads (Downward +) Beam Weight 20.0 PLF from Off to 10.9' Primary Roof I56 PLF= 8.01x(19+20)l2 @ OAT to 10M , 10.00, Down (DL+LUMax.) 880/880 880/880 - Up (DL+LUMax.) 0/0 010 ***TRUSS DESIGNED BY OTHERS *�'* Beam ID: GT#3 Girder Truss @ Over the Vista Veranda Loads (Downward +) Beam Weight 20.0 PLF from 0.00 m &0' Primary Roof 234 PLC 12.N(19+20)l2 @ 0.00- m &W 6.00' r Down (DL+LUMax.) 7621762 762/762 Up (DL+LUMax) 010 0/0 *** TRUSS DESIGNED BY OTHERS *** GOUVIs engineering consulting group,inc. Beam ID: GT#4 Girder Truss @ Over the Vista Veranda Loads (Downward +) Beam Weight 20.0 Prf from atr to 12.5' Primary Roof 1s6 P1F= aOX19+20)12 @ 0.00' to 2,5U Point Load(P I) Frwn dgk of Bm Gr#3 @ 150 Primary Roof 78 P1fi 4.Ok(l9+20)12 ® Z.50'to 12.50' ♦ :Point Load Location PI 1210' 2.50'—� Down (OL+LUMax.) 1398/1398 7841784 Up.(DL+LL1Max.) 0/0 0/0 *'*'' TRUSS DESIGNED BY OTHERS *** Beam ID: GT#S Girder Truss @ Over the Vista Veranda "S-Elev." Loads (Downward +) Beam Weight 210 P1f from 0.0' to 12.5' Primary.Roof 1s6 PLF-- &tYx(19+20)12 @ 0.oa to 2.so' Primary Roof 78 nF-- 4.0k(19+20)12 2.50'to IZ50' r 1230' Down (DL+LUMax.) 7881786 6321632 Up (DL+LUMax.) 010 0/0 *** TRUSS DESIGNED BY OTHERS *** Job :62226-200 8-3 Plan :I Client : GHA Companies/Warm, Inc. Engineer. K.P. Date :05115/2006(IBC8.00_Baslc) 2007 CBC Beam ID: GT#6 Girder Truss @ the Master Bedroom "C-Elev." Loads (Downward +) Beam Weight 20.0 Pu from tr to 42.00' Primary Roof 195 PLF---I 419+20)12 @ 0.oa w 42.00' r 42.00' Down (DL+LL/Max.). 4.49414494 4494/4494 Up (DL+LUMax.) 0/0 010 . *** TRUSS DESIGNED BY OTHERS *** ing ' :62226-200 B 4 GOVvis engineer Client : GHA Companies/Warm, Inc. consulting group,inc. Engineer. K.P. Date :05/15/2006(IBC8.00_Basic) Beam ID: GT#7 Girder Truss @ Over the Pant 2007 CDC Loads (Downward +) Beam Weight 40.0 PLF (tom 0.0' to 31.3' Primary Roof 527 PLF=27.01x(19+20)12.@ 0.00' to 3115' 31.25' r - Down (DL+LL/Max.) 7916/7916 7916/7916 Up (DL+LUMax.) 0/0 0/0 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#7C Girder Truss @ Over the Pant "C-Elev." Loads (Downward +) Beam Weight 4Q0PLFfrom Off to 31.3' Primary Roof 527 P!Y-27.0X19+20)l2 Q 0.00 to 23.50, Point Load(PI) From fight arAM GM @23.50 Primary Roof 78 PLF=4.0'x(19+20)/2@23.50'to31.25' ♦ :Point Load Location PI s 1.25' Down (DL+LL1Max.) 8466/9466 Up (DL+LUMax.) 010 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#8 Girder Truss @ Over the Loggia Loads (Downward +) Beam Weight 30.0 PLF (tom 0.a to 15.0' Primary Roof 273PLF=14.05c(►9+20)/2.Q0.00'to 15.00' 1 s.00' Down (DL+LUMax.) 2273/2273 2273/2273 Up (DL+LUMax.) 010 0/0 *** TRUSS DESIGNED BY OTHERS *** 8195/8195 0/0 Job 62226-200 B-5 GOUVIs engineering Plan I Client : GHA Companies/81.1'arm, Inc. consulting group,inc. Engineer. K.P. Date :05/15I2006(IBC8.00_Basic) Beam ID: GT#9 Girder Truss @ Front of the Portico-Elev BC 2007 CSC Loads (Downward +) Beam Weight 30.0 PiF from 0.a to 1&0' Primary Roof 195PLF=I0.Qx(19+20)/2@0.00'to 16.W 16.00' Down (DL+LUMax.) 1800/1800 1800/1800 Up (DL+LUMax.) 010 010 *** TRUSS DESIGNED BY OTHERS'"** Beam ID: GT#I 0 Girder Truss @ Over Golf Cart Room Loads (Downward +) Beam Weight 30.0 PLF from Off to 15.0' Primary Roof 19s PLF=10.0W19+20)/2 C O.ar to 15.W 15.00' Down (DL+LUMax.) 1688/1668 1688/1688 Up (DL+LUMax.) 010 010 TRUSS DESIGNED BY OTHERS **'� Beam 1D: GT#1 I Girder Truss @ Over the Vista Veranda-Elev B Loads (Downward +) Beam Weight 20.0 PV fto n 0.0' to 11.01 Primary Roof 156PLF=aax(19+20)l2 000'to II.W - Point Load(P I) Q 7.8' (G= 500) v :Point Load Location Pi L00' 7.75'� Down (DL+LUMax.) 111611 116 1320/ 1320 Up (DL+LUMax.) 010 010 *** TRUSS DESIGNED BY OTHERS *** GOUvis engineering consulting group,inc. Beam ID: F I F/J Over the Bed #4 Loads (Downward +) Point Load(PI) @14.0'(G= 780) Point Load(P2) @12S' (G= 860) Primary Floor 55 PLF= 2,0XI5+40)l2 @ 0.00' to 14.00' ♦ :Point Load Location Reaction s(DL+LUMax.) Down 2451249 2165/2165 Up - I I-5 010 T)i 230 14 Joist @12.0" O.C. Critical Shear =798 L8 @12.83' i.5xShear1(FvxA)=0.683 Critical Moment =-1187 LBxFT @ 12.50' Ratio=0.267 C dcal Deflection = -0.030 INCH @ 14.00' Critical Reaction =2165 L8 @Right Rollo=0.898 Shear DtagromM Job :62226-200 B-6 Plan :I Client : GHA Companies/BLFarm, Inc. Engineer: K.P. Date :05115/2006(IBC8.00_Baslc) 2007 CBC P2 PI 12.50' 14.00, 798 -1187. Momem D4Y*ftDL -0.030 oepedon DkVdMVL+tt Beam ID: I (Drop) Cig. Bm @ Over the Vista Veranda Loads (Downward +) _ Beam Weight 20.0 PLF from 0.0' to 5.5' S.50' Primary Roof iS6 PLF- W419+20)12 @ kV to s.SO' Reactlons(DL+LUMax.) 425 Down 4641484 464/484 Up 010 0/0 Use DFL NO2 4 x 4(Fb= 900 Fv=180) Critical Shear =425 LB @ 0.33' 1.5xShead(FvxA)=0.23I Fv=225 A= 12.25 Critical Moment =666 LBxFT @ 2.75' Rado=0.662 Fb= 1688 S= 7.15 Critical Deflection =-O.181 Inch @ 2.75' LI240=0.275 MommtDhn+omAt+ RF—L ' .0.181 . Defkcabn DkgamDL+lI GOUVIS engineering ) : 62226.200 B_7 Plan :I Client : GHA CompanieslBlFarm, Inc consulting group,inc. Engineer. K.P. Date :0511512006(IBC8.00_Baslc) LA -.1 d dw r Reactions(DL+LLIMax.) Down 4741474 4201420 Up 010 010 Use DFL H02 4 x B(Fb= 900 Fv=180) -394 Critical Shear =-394 LB @ 3.42' I.SxShearl(FvxA)=0.103 snea, Dlajram•DL +"J443 Fv--22S A= 2S.38 ` Critical Moment =443 L8xFT @ 1.83' Ratio=0.118 Fb= 1463 S= 30.66 Critical Deflection = -0.006 INCH @ 1.83' Moment D7ojrmrDl + AFJ -0.006 OdkCam DtoSmm.�DL+U Beam ID: 2B(Drop) Header @ Front of the Fireplace -Vista Veranda Loads (Downward +) PI Beam Weight 20.0PLFfrom0.0 to 19 3.7s' Point Load(P 1) FromHIM of BM GT#4 @ 3.00 3.00' Primary Roof 195 P9=I0.01x(19+20)12 @ aw, to 3.00' Primary Roof 78 PLF= 4.0419+20)12 @ 3.00'to 150' ♦ :Point Load Location Reacdons(DL+LUMax.) Down SS 11551 9331933 Up 010 010 .920 Shear OWvmAL + ALL 70S Use DFL NO2 4 x B(Fb= 900 Fv=180) Critical Shear =-920 LB @ 3.42' I.5xShearl(FvxA)=0.242 Fv=225 A= 25.38 Critical Moment =705 LBxFr @ 2.58' Ratio=O.I89' Fb= 1463 S= 30.66 Critical Deflection =, -0.010 INCH @ 2.00' Moment DMprmmOL 4 AF_j " Job :62226.200 0-8 G )Uvis engineer;n g Plan : I Client : GHA CompanleAl-Farm, Inc. consulting group,inc. Engineer. K.P. Date : OS/ IS/2006(IBC8.00_Basic) Beam ID: 3(Drop) Drop Beam @ Left of the Loggia 2007 CSC Loads (Downward +) PI Beam Weight 300PLFFROM Off to 13.3' 13.25' Primary Roof 112 PUF= 5.6x(19F20)n Q a0o'to 1125' 6,00'" Exterior Wall 30 P1F= 2.0x15.0 @ O.W to 13.25' Point Load(P I) ►ion left of8M c'1'#6 @ 6•00 3S53 v :Point Load Location Reactlons(DL+LUMax.) Down 3611/3611 3185/3185 Up I 010 0/0 Use TIMBERSTRAND 3 I/2x11718 LSE (Fb=2250 Fv=310) w/Left:2-2x4 trim./stud Critical Shear =3533 L8 @ 0.33' 1.5xSheor1(FvxA)=0.331 Critical Moment =18567 Critical Deflection =-0.673 Fv=388 A= 41.56 LBxFT @ 6.00' Ratio=0.962 Fb= 2815 S= 82.26 Inch @ 6.50' U240=0.662 Beam ID: 4 Header @ Left of the Bed ##3 "C-Elev." Loads (Downward +) Beam Weight 20.01RU from aof to 4.3' Primary Roof 351 PU=iaox(i940)12 @ O-W to 0.50' Exterior Wall 30 PtF= 2.0'x15.0 @ 0.50' to 4.25' Point Load(P I) From left of8M crab ® 0.50 Exterior Wall 30 PUF= 2.0x15.0 ® 0.0a to 4.15' ♦ :Point Load Location Reactlons(D L+LUMax.) Down .43051430S 7111711 UP' 010 010 Use DFL NO2 4 x 10(Fb= 900 Fv=180) w/Left 2-2x4 trimJstud Critical Shear =4171 LB @ 0.33' 1.5xShear/(FvxA)=0.859 Fr-225 A= 32.38 Critical Moment =2102 LBxFT @ 0.50' Ratlo=0.374 Fb= 1350 S= 49.91 Critical Deflection = -0.014 INCH @ 1.83' Sheer OVom:OL + ALL 18567 Mwww ftran-M + AFJ -0.673 tkftec0an atajromDL+LL PI 4.25' 0.50' 4171 Moment NalremaL + AF—L .0.014 Qe*cdm DJWom:DL+LL GOVvis engineering. .62226-200 B 9 Client . GHA Companies/130arm, Inc. consulting group,inc. Engineer: K.P. Date : 05/ I5/2006(IBC8.00 Basic) Beam ID: S(Drop) Header @ Left of the Master Bath 2007 CBC Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 5.3' 5.25' Primary Roof 702 P1Y-36.0k(19+20)12 @ 0.00'to 5.25' Exterior Wall 30 PLF= 2.0xi5.0 @ 0.001 to 5.26' Reactlons(DL+LL/Max.) Down 197411974 197411974 Up 010 0/0 -1723 Use DFL NO2 4 x 8(Fb= 900 Fv=180) Skvr Ofosro" tti. Art 2590 Critical Shear =-1723 L8 @ 4.92' 1.5XShear/(FvxA)=0.453 Fv=225 A= 25.38 Critical Moment =2590 L8xFT @ 2.67' Ratio=0.693 Fb= 1463 S= 30.66 Critical Deflection = 0.000 INCH @ 5.26' Moment DkyomlX + Ail Beam ID: 6(Drop) Header @ Left of the Master Bed Loads (Downward +) Beam Weight 20.0 PiF from a0' to 6.3' Primary Roof 702 PLF=36.0'x(19+20)12 @ O.W to 6.25' Exterior Wall 30 PlF= 2.0'x15.0 @ 0.00'to 6.26' Reactlons(DL+LL/Max.) Down 2350/2350 2350/2350 Up 0/0 0/0 Use TIMBERSTRAND 3 112x9 1/2 I.SE(Fb=2250 Fv=310) Critical Shear =2099 L8 @ 0.33' 1.5xSheor/(FvxA)=0.244 Fv=388 A= 33.25 Critical Moment =3671 LBxFT @ 3.17' Ratio=0.291 Fb= 2874 S= 52.65 Critical Deflection = 0.000 INCH @ 6.25' 0.000 Dttkcbn Dkpom.•OL+LL 6.25' 6.26' 2099 Moment Dlojmm:DL•+ Ar j 0.000 DtlietBen OlograncDL+u - 1� i GC IJVIS engineering )Plan 62226-200 8-10 Client : GHA Companies/Warm, Inc. consulting group,inc. Engineer: K.P. Date :05/1512006(IBC8.00_Basic) Beam ID: 6C(Drop) Header @ Left of the Master Bed 2007C8C Loads (Downward +) Pi Beam Weight 20.0 FLF from 0.01 to 6.3' 6.15' Primary Roof 702 PIi=36.dx(19+20)12 @ 3.50to 6.25' 6.26' Exterior Wall 30 FLx 20'x15.0 @ 0.00' to &26' 3.50'_. Point Load(P 1) 3.5' (c= 3500) v :Point Load Location Reaction s(DL+LUMax.) Down 2121 /2121 3622/3622 Up 010 0/0 -2719. Shear oloyam:OL 6355 Use TIMBERSTRAND 3 112x9 112 I.SE(Fb=2250 Fv=310) w/ Right:2-10 trim./stud Critical Shear =-2719 LB @ 5,92' 1.5x5hear1(FvxA)=0.440 Fv=279 A= 33.25 Cditicol Moment =6355 LBxFT @ 3.50' Ratio=0.700 Fb= 2069 S= 52.65 MamentDlapamDt Critical Deflection = 0.000 INCH @ 6.25' Beam ID: 7(Drop) Drop Bm @ Front of the Loggia -Entry Loads (Downward +) Beam Weight 20.0 PLF firm of to 1 I.S' Primary Roof 195 P[F=10.0'419+20)12 @ 0.00'to 11.50' Exterior Wall 75 ➢LF= 5.Ok15.0 @ 000' to 11.50' Reactlons(DL+LUMax.) Down .166811668 1668/ 1668 Up 010 010 Use DFL NOI 6 x B(Fb=1200 Fv=170) Critical Shear =1571 LB @ 0.33' 1.5xShear/(FvxA)=0.269 Fv=213 A= 41.25 Critical Moment =4794 LBxFT @ 5.75' Rollo=0.744 Fb= 1500 S= 51.56 Critical Deflection =0.369 Inch @ 5.75' U240=0.575 0.000 04h, m DlotrmreDL+LL Shear DiwafmOL + RF—L 4794 Mamem Dlov=DL + RFJ III��iillllll 11 200 B_ 1Plan GOUVIs engineering : 12226 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer. K.P. Date :OS/IS/2006(IBC8.00_Baslc) Beam ID: 8 Header @ Front of the Great Rm 2007 CBC Loads (Downward +) P1 Beam Weight 20.0 PLF from 0.9 co 6.3' Primary Roof 429 PLF=22.0k(19+20)12 @ o.0a to 2.75' 6.2s' Point Load(P1) From left of BMGr#7C®2.75 Primary Roof 566PLF=29.01419+20)/2 2.75'to 6.25' 6386 v :Point Load Location Reaction s(DL+LUMax) Down 6528/6528 S640IS640 Up 0/0 010 Shear Dkgrom.•DL +AF.J. 16343 Use TIMBERSTRAND 3 1/2xl 1 1/4 1.5E (Fb=2250 Fv=310) w/Left:4x4 post Right:4x4 post Critical Shear =6386 LB @ 0.33' 1.SxShearl(FvxA)=0.628 Fr-388 A= 39.38 a Critical Moment =16343 UkFT @ 2.75' Rotio=0.939 Fb= 2829 S= 73.63 Moment aolmmOL + RF_L Critical Deflection =-O.153 Inch @ 3.00' U240=0.313 -0.153 Delkttlon DkprQ=oL+U Beam ID: 9(Drop) Drop Bm @ Front of the Nook Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 9.8' 9.75 Primary Roof 78 Ptl~ 4.01419+20)12 @ o.00' m 973' Exterior Wall .30 PLF= 2.0'xl5.0 @ 0.00' to 9.75' . Reactions(DL+LUMax.) Down 624/624 624/624 Up 010 010 -581 Use DFL NO2 4 x B(Fb= 900 Fv=180) Shear 0loQrwrcoL+RF1 IS21 Critical Shear =581 L8 @ 9.42' I.SxShear/(FvxA)=0.153 Fv=225 A= 25.38 Critical Moment =1521 LUFT @ 4.92' Ratio=0.407 Fb= 1463 S= 30.66 Critical Deflection = -0.146 INCH @ 4.92' Mornent Diolrom M + RF- ob GOUVIs engineering ,Plan .62226-200 B-12 Client : GHA CompanleslBLFarm. Inc. consulting group,inc. Engineer. K.P. Date :OS/IS12006(IBC6.00 8aslc) Beam ID: 10(Drop) Header @ Rear of the Loggia -Rear 2007 CBC Loads (Downward +) Beam Weight 20.0 PLF f►orn 0.0' to 9.0' f 56 PLF= 80'x(19+2012 0 00' to 9.00' 9.00' Primary Roof � ) � � • Exterior Wall 30 PLl= 217x15.0 @ 0.00'to 9.oa 858 Reactions(DL+LUMax.) Down 9271927 9271927 Up 010 010 Use DFL NO2 4 x B(Fb= 900 Fv-180) Shear Dkrm,�Ot ♦ RFJ 2086 Critical Shear =8S8 LB @ 0.33' I.5xSheorl(FvxA)=0.226 R-225 A= 25.38 Critical Moment =2086 LBxFT @ 4.50' Ratio=0.558 Fb= 1463 S= 30.66 Critical Deflection =-O.171 Inch @ 4.SO' U240=0.450 Moment OialmnDL + RF_L •0.171 Odkc0n 01olramDL+LL Beam ID: I I (Drop) Drop Bm @ Front of the Loggia -Right Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 110' 156 PLF= avx(19+2012 13.00' Primary Roof ) � 000' to 13.00' Exterior Wall 30 PLF= ZOV5.0 @ 0.00'to 13.001 1332 Reactions(D L+LUMax.) Down 1404/1404 140411404 Up 010 0/0 Use TIMBERSTRAND 3 1/2x 9 112 I.SE(Fb=2250 Fv=310) ShwrOW"=DL+Rr1 4563 Critical Shear =1332 LB @ 0.33' I.SxShear/(FvxA)=0.155 Fv=388 A= 33.25 Critical Moment =4563 LBxFT @ 6.50' Ratio=0.362 Fb= 2874 S= 52.65 Crfdcal Deflection=-0.370 Inch @ 6.50' U240=0.650 Mom mi 01worn OL + RF—L •0.370 OeJk�Uon DlogramDl+u ):62226-200 8-13 s enneerngpa Gouvl Client : GHA CompanieslBLFarm, Inc, consulting group,inc. Engineer. K P. D 05/ISI2006 IBCB 00 Ba ' Beam ID: 12 Flush Bm @ Left of Bed 4 Loads (Downward +) Beam Weight 20.0 PLF from Off to 16.0' Primary Roof 78 PLF= 4.OW19+20)12 @ 9.50' m I6.Oa Exterior Wall 135 MY--9.ax15.0@9.50'to I6.0a Primary Floor I10 PLF= 4.0'x(1S+40)120O.oato16.0a Point Load(P I) � Ham rfgk of Gr#1 @ 9.50 ♦ :Point Load Location Reactions(D L+LUMax.) Down 4571475 Up Oro 3469/3115 868/833 010 010 f Use TIMBERSTRAND 13/4x14 I.SE(Fb=2250 Fr--310) w/M :2-2x4 trim./stud Critical Shear =1118 LO @ 9.83' 1.5xSheorl(FvxA)=0.221 Fv--310 A= 24.50 Critical Moment =-1521 LBxFr @ 9.50' Ratio=0.144 Fb= 2218 S= 57.17 Critical Deflection = -0.016 INCH @ 4.42' Beam ID: 13 Cant Flush Bm @ Rear of the Garage Loads (Downward +) Beam Weight 20.0 PLF FROM 0.0' to 1IS Primary Roof 312 ar= i 6.oX i 9+2o)12 @ awto 1 i.sa Exterior Wall 135 PLF= 9.0'x15.0 @ aoo'to 11.501 Point Load(P I) From Ieltof RM 12 @11.50 Shear Wall W= s 728 S= 338 H= a @ 3.5' L= as 5(A) Point Load @ 11.5(G= 4420 W-- 3433 5= 986 Fr 2(A R) v :Point Load Location J :Edge of Shear Panel Reactions(DL+LL/Max.) Down 2090/2648 379316877- Up 0/-229' 0/-2764 Use TIMBERSTRAND 3 1/2x14 I.SE(Fb=2250 Fv=3-10) w/ Right:4x4 post Critical Shear =4097 LB @ 9.83' 1.Sx5hear1(FvxA)=0.2S3 Fv=4% A= 49.00 Critical Moment =-7784 LBxFr @ 9.50' Ratio=0.230 Fb= 3549 S= 114.33 Critical Deflection 0.038 INCH @ 11.50' = ace ( _ sic) 2007 CBC • PI I6.00' Sheor DlaBraaDl + il_L -1521 Moment Dtwam�Dl+ILL •0.016 De(krtttrn aojmm.�u Sfxw aopron-D1 +WIND -7984 Moment DloaraMOt +WIND 0.038 7qqqQNF'Pr Dellett7an aogaxDL+IL GOUVIs engineering consulting group,inc. Beam ID: 14 Flush Bm @ Rear of the Hall Loads (Downward +) Beam Weight 20.0PLFfmm oa to 16.5' Primary Roof 78 PLF= 4.05(i9+20)12 @ 000' to 16.50' Exterior Wall 135 Ptr=9.0'x15.0@11.00-W 16.50' Primary Floor 110PLF= 4A'x(15+40)12 (@ 0.00'to 11.00' Reaction s(D L+LUMax.) Down 927/790 Up 010 243712158 3531426 010 010 Use TIMSERSTRAND i 314x14 I.SE(Fb=2250 Fv=310) wA:2-2x4 trim./stud Critical Shear . • =1044 LB @ 10.67' I.SxShearl(FvxA)=0.206 Critical Moment =-1937 Critical Deflection =-0.040 Fr-310 A= 24.50 Lb FT @ 11.00' Ratio=0.183 Fb= 2218 S= 57.17 INCH @ 5.08' Job ;62226-200 13-14 Plan :I Client : GHA Companies/BLFarm, Inc Engineer; K.P. Date :05/15/2006(IBC8.00 Baslc) 2007 CBC 140. r 16.50' -1044 Shea Dlogrom;DL + FL-1, .1937 Moment DkWmwl)L + FL,X Beam ID: 15 Cant. Flush Bm @ over Bed 4 Loads (Downward +) Pi Beam Weight 2ao PLF from 0.0' to 14.5' 13.00' Exterior Wall 133 PLY- 917115.0 @ 13.00 to 14.50' 14.b0' Primary Floor 110 PV-- 4.OXIS+40)/2 @ 0.00'to 14.5tT Point Load(P I) @14.5 (G= 500) ♦ :Point Load Location Reactlons(DL+LI JMax.) Down 7641771 1823/ 1823 -882 Up 010 010 shear Dtayam•DL +Rj 2280 Use TIMBERSTRAND 1314xl4 I.SE(Fb=2250 Fv=310) w/ Right:2-2x4 trimJstud Critical Shear =-882 LB @12.67' 1.5xShear/(FvxA)=0.174 Fv=310 A= 24.50 Critical Moment =2288 LBxFT @ 5.92' Ratio=0.217 Moment Diwam:DL+FL_L Fb= 2218 S= 57.17 Critical Deflection = -0.086 INCH @ 6.50' -0.086 Oepcctra+ Dlapamil en ineerin job :62226.200 B-15 GOUVIs g g an CGHAC- Ies101 F Hem . mpan arm, nc. consulting group,inC. Engineer. K.P. Date :0511SR006(IBC8.00_Bas1c) Beam ID: 16 Header @ Front of the Portico 2007 CBC Loads (Downward +) Beam Weight' 2ao Pu (wom a to 7.5a 740 Primary Roof 312 PlF=16.0'x(19+2o)n oo' @ OW 750' Exterior Wall 30 PIF= 2.ax15.0 @ MY to 2.50' 1237 Reactions(DL+LUMax.) Down 1358/1356 1350/ 1358 Up 010 0/0 Use DFL NO2 4 x 8(Fb= 900 Fv= 180) shwa Dlopam DL + RF1 254$ Critical Shear =1237 LS @ 0.33' 1.5xShear1(FvxA)=0.325 Fv-225 A= 25.38 Critical Moment =2545 LOFT @ 3.75' Ratio=0.681 Fb= •1463 S= 30.66 Critical Deflection = -0.145 INCH @ 3.75' Moment Olopwn.•DL + RFJ. -o.14S Deihslton D1op�am.DL+LL' Beam ID: 17(Drop) Header @ Right of the Bed #4 Loads (Downward +) Beam Weight 20.o PfF from 0.a to 4.01 4.00' Primary Roof 390W-2o.anoa x(19+20)@ato 4.oa Exterior Wall 165 P1F=1l.01xl5.0 @ 0,W to 4.oa Primary. Floor 55 PIF= 2.0'x(i5+40)12 @ 0.00'to 4.00' 9a3 Reactions (D L+LUM ax.) Down 126011180 1260/1180 U p 010 0/0 Shwa DVomIX + RFJ Use DFL NO2 4 x 6(Fb= 900 Fv=180) ilea Critical Shear =983 L8 @ a33' 1.5xShear1(FW A)=0.341 Fv=225 A= 19.25 Critfcal Moment =1180 L8xFT @ 2.00' Ratlo=0.549 Fb= 1463 S= 17.65 Critical Deflection = -0.047 INCH @ 2.00- Mammt DkpanxD! + RF—L -0.047 De}twnroa Owdram:DL+LL NO US GOUVIS engineering consulting group,inc. Beam ID: I S(Drop) Header @ Front of the Golf cart Loads (Downward +) Job :62226.200 B-16 Plan :I Client : GHA Companles/BLFarm,lnc. Engineer: K.P. Date :05115/2006(IBC8.00 Basic) 2007 CBC Beam Weight 20.0 PLF fmm 0.0 to a3' 8.25 Exterior Wall 45 PLC 3.0'x15.0 @ 0.00'to 8.15' ,= Primary Roof 39 PLF= 2.0'x(19+20)12 ® 2.00'to au' Reactlons(DL+LL/Max.) Down 3601360 4201420 Up 010 010 -314 Use DFL H02 4 x ( 0(Fb= 900 Fv=180) She" Di rml)1 6% Critical Shear =-314 LB @ 7.92' 1.5xShebr/(FvxA)=0.090 Fr 162 A= 32.38 Critical Moment =696 LBxFT @ 4.17' Ratio=0.172 Fb= 972 S= 49.91 Critical Deflection = -0.028 . INCH @ 4.17' Mona oiavron°aL -0.028 Delkmon D1Warsot+et .Beam ID: I SC(Drop) Header @ Front of the Golf cart Loads (Downward +) PIF 1 Beam Weight 20.0 PLF fmma0' to 9.5' 9.30 Primary Roof 283 PLF=l4.5W19+20)/2 @ 0.00'to 2.00' 2.00 '—, Exterior Wall 45 PLF=3.ax15.0@0.00'to 950' �'� Primary Roof 39 P1.F= 2.0'x(19+20)12 @ t00'to 9.5a 2147 Point Load(PI) FmrnriaftofBMa#1o@2.00 v :Point Load Location Reactlons(DL+LUMax.) Down 2262/2262 9011901 Up 0/0 010 Shea D14v moL 4 Rr1 3829 Use DFL NO2 4 x 10(Fb= 900 Fv= 180) Critical Shear =2147 18 @ 0,33' 1.3xShear1(FvxA)=0.442 Fv=225 A= 32.38 Critical Moment =3829 LBxFT @ 2.00' Ratio=0.682 Fb= 1350 S= 49.91 Moment tkeyron.°DL + RFJ Critical Deflection = -0.149 INCH @ 4.33' -0.149 ' Oellecoon obgom°DL+II . -17 o V vis engineering Job '2216.200 B V Client : GHA Companles/BLFarm, Inc, consulting group,inc. Engineer. K.P. Date :05/15I2006(IBC8.00_8asic) Beam ID: 19 Header @ Front of the Garage 2007 CBC Loads (Downward +) Beam Weight 30.OPU romOff to 16.3' I6.25• Primary Roof 78 PLF= 4.0x(19+20)12 @ O.00'tD 16.23' Exterior Wall 45 PLF= 3.0'xl5.0 @ aW to 16.25' Reactlons(DL+LL/Max.) Down 124311243 1243/ 1243 Up 010 010 Use GLB 24F V4 3 118 x 12(Fb=2400I1850 Fv=265) Critical Shear =-880 LB @15.92' l.5xSheorl(FvxA)=0.148 Fv=239 A= 37.50 Critical Moment =3730 LBxFT @ 8.17' Rodo=0.276 Fb= 2160 S= 75.00 Critical Deflection=-0.296 inch @ 8.08' U240=0.813 Beam ID: 20 R/J Right of the Foyer Loads (Downward +) Beam Weight 20.0 PLF FROM Off to 1I.S' Shear Wall W= 1139 S= 398 H= a0' @ 0.0' L=I IS I(A) Primary Floor 55 PLF= b7x(15+40)12 @ 0.00'to I1.50' Primary Roof 39 PLF= 2.01k(19+20)12 @ 0.00'to 11.50' Primary Roof 263 PLF=13.5!x(i9+2L)n @ O.W to 11.50, Exterior Wall 120 PLF=8.Ok15.0@0.00'to 11.50, Point Load(P I) From left of BM cTnl @ 6.30 • :Point Load Location J :Edge of Shear Panel Reactlons(D L+LL/ Max) Down 3344/3863 3490/3993 U. p 010 O/O Use TIMBERSTRAND 13/4x14 1:5E(Fb=2250 Fv=31.0) w/Left:Design trim./post Rlght:Design trim./post Critical Shear =-3107 L8 @I t.17' I.5xShear1(FvxA)=0.491 Fv=388 A= 24.SO Critical Moment =1OS83 LBxFT @ 6.50' Ratio=0.801 Fb= 2773 S= 57.17 Critical Deflection=-0.425 Inch @ 5.83' U280=0.493 Mwma DlogremDl .0.296 Deped- DWo-.DL+I.t PI 1 1.50' 6.50'—" .3107 Sb w Digran.:DL + x:1 10583 Moment DJapraMOL + #—L Deftid n Dk;romDL+L1 -0.425 )play :62226-200 8,18 GOUVTs engineering Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: K.P. Date :05/15/2006(IBCS.00 Basic) Beam ID: 21(Drop) Header @ Rear of the Golf-Elev B 2007 CBC Loads (Downward +) PI v Beam Weight MOW FROM 0.0' to 3.0' 3.00' Primary Roof 341 PlF=175x(19+20)/2 @ 0.75'to 3.00' Primary Roof 117 PLF= 6.0'x(19+20)12 @ o.W to 075' Point Load (P1.) From left oramG7#10@0.75 1615 T :Point Load Location Reactlons(D L+LUMax.) Down 1660/ 1660 9431943 Up 010 010 - Shrar DloproarOL r NFl 1207 Use DFL NO2 4 x 6(Fb= 900 Fv=180) Critical Shear =1615 LB @ 0.33' I.SxSheorl(FvxA)=0.559 Fv=225 A= 19.25 Critical Moment =1207 LBxFT Q 0.75' Ratio=0.561 Po= 1463 S= 17.65 Ghical Deflection = -0.022 INCH @1.42' Mum D1ou""aL. AF—L SHEET: LL,I � masenvineenng JOB NO.: 62226 PLAN: I consulting group, ina DATE: 02/02/10 CLIENT: GHA/ BLF SHEAR WALL LAYOUT PLAN GOUVIS ENGINEERING CONSULTING GROUP SHEET L - I LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companles/BLFarrr POURING NON MONO PLAN NO. I DATE 7/9/2008(Ver301) Y DIRECTION SECTION IY BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 21.0, GABLE MEAN ROOF HT = 20.5, L = 5S.0, B = 109.0 FLOOR HT (FT): I-FLR = 10.0, 24LR = 8.0 WIND PARAMETERS: WIND SPEED m 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.8S, Kn = 1.00, G = 0.85, GCd = f 0.18, ro = 1.00 INTERPOLATION: UB =* NO, h/L =* NO, 8 =* NO, qh = 13.3S WIND HEIGHT (FT): I5 20 2S GOVERNING UPLIFT (AVE) WALL PRESSURE wP (PSF): 14.75 15.31 15.78 5.61 ROOF. 16.00(WWV)/6.50/18.43°, 16.00(LW)/6.50/18.43° GABLE: 11.75(WWV)/S.75, 11.75(LW)/S.75 WIND LOAD ROOF (PLF): +Y/+GCpi=146.08 +Y/-GCp1=146.08 -Y/+GCpi=146.08 -Y/-GCpi=146.08 WIND LOAD FLOOR (PLF): I -FLR=88.48 MAX TOTAL = 234.56 Ry = 6.5, SITE CLASS: D, SDS m 2FaSj /3 2x1.00xI.S013 = 1.000, SDI = 2F„S1 13 = 2x1.50x0.60/3 = 0.600, SDI = D V = SDs I W / 1.41kY = (I.000)(I.00)W/(1.4*6.S) _ 0.1099 W ROOF: DL ROOF = 19.Ox20.8 = 394.25 PLF DL EXT WALL = 15.0[2.0(8.00-9.50)] = -45.00 PLF SHEAR = 0.1099(394.2S+-45.00) = 0.1099(349.25) = 38.38 PLF I-FLR. DL FLOOR =' Is.Ox19.8 = 296.25 PLF DL EXT WALL = 15.0[2.0(9.50-1 1.00)+10(10.00-5.00)) = 105.00 PLF SHEAR = 0. 1099(296.25+ 105.00) = 0.1099(401.25) = 44.09 PLF TOTAL SEISMIC LOAD = 38.38+44.09 = 82.47 PLF . REDISTRIB.: 349.3x8.0+401.3x 10.0 = 6806.5 SHEAR ROOF = 82.47 x 349.2S x 8.00 / 6806.50 = 33.05 PLF (49.89 PLF) SHEAR 1-FLR = 82.47 x 401.2S x 10.00 / 6806.50 = 48.62 PLF (57.32 PLF) ROOF: 146.08 PLF WIND GOVERN (DIAPH.ONLY) 1-FLR: 234.S6 PLF WIND GOVERN ROOF DIAPHRAGM V = 146.08 = 146.08 PLF MAX SHEAR = 146.08 x 16.00 / (2 x 19.75) = 59.17 PLF USE: 15132" CDX RATED UNBLKED 32116 W/8d COMMON NAILS AT 6". 6", 12" O.C. CHORD FORCE = 146.08 x 16.00 x 16.00 / (8 x 19.75) = 236.68 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE 0 8 IN. O.C. (STANDARD CONSTRUCTION) I-FLR DIAPHRAGM V = 146.08+88.48 = 234.56 PLF MAX SHEAR = 234.56 x 26.751(2 x 19.75) = 158.85 PLF USE: 23132" CDX RATED UNBLKED W/10d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 234.56 x 26.75 x 26.751(8 x 19.75) = 1062.29 LBS USE 6 - 16d SINKER NAILS MINIMUM BETWEEN SPLICE POINTS GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 2 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companies/BLFarrr POURING NON MONO PLAN NO. I DATE 7/9/2008(Ver301) Y DIRECTION SECTION 2Y BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 11.6, GABLE MEAN ROOF HT = 1 1.8, L = 55.0. B = 109.0 FLOOR HT (FT): I -FLR = 10.0 WIND PARAMETERS: WIND SPEED m 8S MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Ktt = 1.00, G = 0.85, GCp1= t 0.IS, ro = 1.00 INTERPOLATION: US, =* NO, h/L => NO, 0 =:� NO, qh = 13.35 WIND HEIGHT (FT): is GOVERNING UPLIFT (AVE) WALL PRESSURE cDP (PSF): 14.75 10.34 GABLE: 20.00(WW)/14.00, 20.00(LW)l14.00 WIND LOAD ROOF (PLF): +Y/+GCp1=99.54 +Y/-GCpi=99.54 -Y/+GCpi=99.54 -YI-GCpi=99.54 MAX TOTAL = 99.54 Ry = 6.5, SITE CLASS: D, Spa = 2FoSs /3 = 2x I.00x 1.50/3 1.000, SD 1 = 2F„S 113 = 2x 1.50x0.60/3 = 0,600, SDc = D V = SDS I W / 1.4Ry = (1.000)(1.00)W/(l A*6.5) = 0.1099 W ROOF: DL ROOF = 19.Ox28.0 = 532.00 PLF DL EXT WALL = 15.0[2.0(10.00-5.00)1 = 150.00 PLF DL INT WALL = 10.0[1.0(10.00-5.00)) = 50.00 PLF SHEAR = 0. 1099(532.00+ 150.00+50.00) = 0.1099(732.00) = 80.44 PLF TOTAL SEISMIC LOAD = 80.44 = 80.44 PLF (104.57 PLF) ROOF: 99.54 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 104.57 PLF MAX SHEAR = 104.57 -x 20.00 / (2 x 28.00) = 37.35 PLF USE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 104.57 x 20.00 x 20.00 / (8 x 28.00) = 186.73 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE 0 8 IN, O.C. 06NDAKD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 3 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companies/BLFanr POURING NON MONO PLAN NO. I DATE 719/200B(Ver301) Y DIRECTION SECTION 3Y BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 17.0, GABLE MEAN ROOF HT = 14.5, L = 55.0, B = 109.0 FLOOR HT (FT): I -FLR = 10.0 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Ka = 0.85, KA = 1.00, G = 025, GCa = t 0. IS, w = 1.00 INTERPOLATION: UB =* NO, h/L =* NO, 0 =* NO, qh = 13.35 WIND HEIGHT (FT): 15 20 GOVERNING UPLIFT (AVE) WALL PRESSURE toP (PSF): 14.75 15.31 6.94 ROOF: 23.25(WW)/21.00/ 18A3° WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*7.00*1.00)+73.74=143.74 MAX TOTAL = 143.74 Ry = 6.5, SITE CLASS: D, SDS = 2FaS$ /3 = 2x I.00xI .SO/3 = 1.000, SDi = 2F,S i /3 a 2x I .SOxO.60/3 = 0.600, SDC = D V = SDs I W / I ARr = (1.000)(1.00)W/(1.4*6.5) _ 0.1099 W ROOF: DL ROOF = 19.042.0 = 418.00 PLF DL EXT WALL = 15.0[2.0(10.00-5.00)] = 150.00 PLF SHEAR = 0.1099(418.00+150.00) = 0.1099(568.00) = 62.42 PLF TOTAL SEISMIC LOAD = 62A2 = 62.42 PLF (81.14 PLF) ROOF: 143.74 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 143.74 PLF MAX SHEAR = 143.74 x 18.25 / (2 x 21.00) = 62.46 PLF USE: 15132" CDX RATED UNBLKED 32116 W6M COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 143.74 x 18.25 x 18.25 / (8 x 21.00) = 284.96 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE 0. SIN, O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 4 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT : GHA Companles/BLFarrr POURING NON MONO PLAN NO. I DATE 71912008(Ver301) Y DIRECTION SECTION 4Y BLDG DIMENSION (FT): BASE HT = 0.0, . SLOPE ROOF HT = 15.3, GABLE MEAN ROOF HT = 13.5, L = 55.0, B = 109.0 FLOOR HT (FT): I-FLR = 10.0 WIND PARAMETERS WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kt = 1.00, G = 0,85, GCpj = t 0.18, = 1.00 INTERPOLATION: UB =* NO, h/L =:;, NO, 0 =* NO, qh = 13.35 WIND HEIGHT (FT): 15 20 GOVERNING UPLIFT (AVE) WALL PRESSURE mP (PSF): 14.75 15.31 8.14 ROOF: 28.75(WVV)/15.75/18.43°, 28.75(LW)/15.75/18.43° WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*5.25*1.00)+73.74=126.24 MAX TOTAL = 126.24 Ry = 63, SITE CLASS: D, • SDS = 2FaSs /3 = 2xl.00xl.50/3 = 1.000, Sw = 2FvS1 13 m 2xI.SOxO.60/3 = 0.600, Soy o D V = Sps I W / 1.41ky = (I.000)(I.00)W/(1.4*6.5) _ 0.1099 W .ROOF: DL ROOF = 19.003.3 = 631.75 PLF DL EXT WALL = 15.0[2.0(10.00-5.00)] = 150.00 PLF DL INT WALL = 10.0[1.0(10.00-5.00)] = 50,00 PLF SHEAR .= 0. 1099(631.75+ 150.00+50.00) = 0.1099(831.75) _ TOTAL SEISMIC LOAD = 91.40 = ROOF: 126.24 PLF WIND GOVERN ROOF DIAPHRAGM V = MAX SHEAR = 126.24 x 11.50 / (2 x 31.25) _ USE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6". 12" O.C. CHORD 'FORCE = 126.24 x 11.50 x 11.50 / (8 x 31.25) _ SPLICE W/MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE 0 8 IN. O.C. (STANDARD CONSTRUCTION 91.40 PLF 91.40 PLF (118.82 PLF) (DIAPH.ONLY) 126.24 PLF 23.23 PLF 66.78 LBS GOUVIS ENGINEERING CONSULTING GROUP SHEET L- 5 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companies/BLFarrr POURING NON MONO PLAN NO. I DATE 7/9/2008(Ver301) Y DIRECTION SECTION SY BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE.ROOF HT = 14.5. GABLE MEAN ROOF HT = 12.0, L = 55.0, B = 109.0 FLOOR HT. (FT): I-FLR = 10.0 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kn = 1.00, G = 0.85, GCpi = t 0.18, co = I.00. INTERPOLATION: UB =* NO, h/L =* NO, 0 =* NO, qh = 13.35 WIND HEIGHT (FT): 15 GOVERNING UPLIFT (AVE.) WALL PRESSURE coP (PSF): 14.75 10.34 GABLE: 42.00(WW)/27.50, 42.00(LW)/27.50 WIND LOAD ROOF (PLF): +Y/+GCpi=103.23 +Y/-GCpi=103.23 -Y/+GCpi= / 03.23 -Y/-GCpi=103.23 MAX TOTAL = 103.23 Ry = 6.5, SITE CLASS: D, SDS - 2FaS, /3 = 2xI.00x1.50/3 = 1.000, SDI = 2F„SI 13 = 2x1.504.60/3 = 0.600, SDC = D V = Sps I W / I AR, = (1.000)(1.00)W/(1.4*6.5) = 0.1099 W ROOF: DL ROOF = 19.0x55.0 = 1045.00 PLF DL Da WALL = I S.0[2.0(10.00-S.00)] = 150.00 PLF DL INT WALL = 10.0[3.0(10.00-5.00)] = 150.00 PLF SHEAR = 0. 1099(1045.00+150.00+ 150.00) = 0.1099(1345.00) _ 147.80 PLF TOTAL SEISMIC LOAD = 147.80 = 147.80 PLF (192.14 PLF) ROOF: 147.80 PLF SEISMIC GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 192,14 PLF MAX SHEAR = 192.14 x 36.00 / (2 x 55.00) _. 62.88 PLF USE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 192.14 x 36.00 x 36.00 / (8 x 55.00) = 56S.95 LBS SPLICE W! MWI (51166 SINKER NAILS EACH SIDE OF SPLICE (ch 8 IN O C (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET : L - 6 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT ; GHA Companies/BLFarrr POURING NON MONO PLAN NO, I DATE 7/9/2008(Ver301) X DIRECTION SECTION IX BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 20.5, GABLE MEAN ROOF HT = 20.5. L = 109.0, B = SS.O FLOOR HT (FT): I-FLR = 10.0. 2-FLR = 8.0 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85. Kt = 1.00, G = O.BS, GCpi = t 0.18, m = 1.00 INTERPOLATION: UB =* NO, h/L =. NO, 0 =* NO, qh = 13.35 WIND HEIGHT (FT): 15 20 25 GOVERNING UPLIFT (AVE.) WALL PRESSURE mP (PSF): 14.75 15.31 I S.78 4.62 ROOF: 6.7S(WW)/5.75/18.43°, 6.75(LW)/5.75/18.43° GABLE: 13.00(WM/7.25, 13.00(LW)17.25 WIND LOAD ROOF (PLF): +X/+GCpi=f 60.i 1 +X/-GCpi=160.11 -X/+GCpi=160.11 -XI-GCpi=160.11 . WIND LOAD FLOOR (PLF): 1-FLR=88.48 MAX TOTAL = 248.59 Rx = 6.5, SITE CLASS: D, SDS = 21F.S, l3 = 2xI.00xI.SO/3 - 1.000, SDI = 21F„S1 13 = 2xI.SOxO.60/3 = 0.600, SDC = D V = SDs I W / 1 ARa = (1.000)(I.00)W/(1.4*6.5) _ 0.1099 W ROOF: DL ROOF = 19.Ox28.8 = 546.2S PLF DL EXT WALL = 15.0[2.0(8.00-9.50)] _ -45.00 PLF SHEAR = 0.1099(54615+-45.00) = 0.1099(SO 1.25) = 55.08 PLF I-FLR: DL FLOOR = I5.Ox27.8 = 416.25 PLF DL EXT WALL = 15.0[2.0(9.50-11.00)+2.0(10.00-5.00)] = 105.00 PLF SHEAR = 0. 1099(416.25+ 105.00) = 0.1099(521.25) TOTAL SEISMIC LOAD = 55.08+57.28 = REDISTRIB.: SO1.3x8.0+S21.3x 10.0 = 9222.5 SHEAR ROOF = 112.36 x 501.25 x 8.00 / 9222.50 = 48.66 PLF SHEAR I -FLR = 112.36 x 521.25 x 10.00 / 9222.50 = 63.51 PLF ROOF: 160.11 PLF WIND GOVERN 1-FLR: 24&S9 PLF WIND GOVERN ROOF DIAPHRAGM V = 160.11 = 160.11 PLF MAX SHEAR = 160.11 x 13.00 / (2 x 27.7S) = 37.50 PLF USE I S/32" CDX RATED UNBLKED 32116 W/8d COMMON NAILS AT 6". 6'".12" O.C. CHORD FORCE = 160.11 x 13.00 x 13.00 / (8 x 27.75) = 121.88 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE 0 81N. O.C. (STANDARD CONSTRUCTION) I-FLR DIAPHRAGM V = 160.11+88.48 = 248.59 PLF MAX SHEAR = 248.59 x 13.001(2 x 27.75) = 58.23 PLF USE: 23/32" CDX RATED UNBLKED W/IOd COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 248.59 x 13.00 x 13.00 / (8 x 27.75) = 189.24 LBS SPLICE W/ MINI (S) I6d SINKER NAILS EACH SIDE OF SPLICE A 8 IN. O.C. (STANDARD CONSTRUCTION) 57.28 PLF 112.36 PLF (71.61 PLF) (74.46 PLF) (DIAPH.ONLY) SW- I iouvis engineering job : 62226.200 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: K.P. Wind: 876 Seismic: 203 Date :05/15/2006(Ver IBC7.2) wind 146.1 2007 CBC(Category D) seismic 33.8 Flexible Diaphragm I Y ROOF 12.0 I @Left of Vista 2ND Floor Exterior Wall(Y Dir.) Wind 876(Uplift on Roof=9.1 PSF) Seismic 306= 230+ 76 T i su*E) Total Wall Length = 1 I M(FT) Total Panel Length = 11.50(FT) Shear Diaphragm = 876/ 11.50 = 76(PLF) Use (2 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(W) = 876/11.50= 76(PLF)(Flexible) Maximum Drag = 0(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/1.0) x AS x 1.4 = 0.164" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof P 38.0 = 19 * 4.0/2 FROM 0.0' TO 6.8' OVERTURN NALYSIS UPLIFT(T) DOWN(C) Pone/ Left —Side : T= 192(LB) C= 688(LB) No Sign. Uplijto Right_Side: T= 203(18) C= 714(LB) CSI6/2x4 Use CS l 6/2x4 @ R. w/ 16d's Sinker @16.0" O.C.-Or 1/4" SDS Screws @16.0" O.C. GOVVIS engineering. consulting group,inc. Wind:2045 Seismic 474 wind 146.1 seismic 33.8 I Y ROOF I 28.0 2 @Middle of Vista 2ND Floor Exterior Wall(Y Dir.) Wind 2045(Uplift on Roof=9.1 PSF) Seismic 589= 537t 52 O T 10 1 10.5 6.S e Strap(E) SW-2 job :62226.200 Plan :I Client : GHA Companies/BLFarm, Inc. Engineer: K.P. Date :05115/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 0.0 9:9 - Drag Force Analysis 17.0 A. Simpson ST22 (1192 LB) ALT (I0) # 16d sinker per top plate splice & Simpson ST6224(2134 LB) ALT (16) # I6d sinker per top plate splice Total Wall Length = 17.00(FT) Total Panel Length = 6.50(FT) Shear Diaphragm = 20451 17.00 = 120(PLF) Use (5 A35) or (4 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(M = 2045/ 6.50= 3IS(PLF)(Flexible) Maximum Drag = 1163(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.011.0) x Os x 1.4 = 0.435" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof P 38.0 = 19 * 4.012 FROM 0.0' TO 14.0' OVERTURN NALYSIS UPUFTM DOWN(C) Panel Left —Side : T= 2487(LB) C= 2679(LB) (2)CS161(2)2x4 »*** Right Side : T= 2398(LB) C= 2684(LB) (2)CS16/(2)2x4 **** Use (2)CS 16/(2)2x4 on both ends %41 16d's Sinker @4.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. "a°'* Plywood shear wall to be nailed to all studs receiving holdowns SW-3 GOUVIS engineering Plan ; 62226-200 Client : GHA CompanieslBLFarm, Inc. consulting group,inc. Engineer: K.P. Wind:1169 Selsmic: 271 Date :OSl15l2006(Ver_IBC7.2) wind 146.1 2007 CBC(Category D) seismic 33.8 Flexible Diaphragm 1 Y ROOF 16.0 3 @Right of Vista 2ND Floor Exterior Wall(Y Dir.) Wind 1 i69(Upllfton Roof=9.l PSF) Selsmic 366= 307+ S9 A NB)� Ce.0 .i to 4.0 1 1-S4.0 I.s Strap(E) - - - Blocked with the Header(See Plan) Blocked Opening Use TYPE 10 on BOT(/TOP) of Opening See Detail on Plans .5 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # l6d sinker per top plate splice . See Detail Information on Next Page GOUVIS engineering i 2226-200 SW-4 PIa . consulting group,inC. Client : GHA Companles/BLFarm, Inc. Engineer: K.P. Date : OS/ I S/2006(Ver_IBC7.2). 2007 CBC(Category D) FIx Ibl Di k 3 ea ap ragm Total Wall Leneth = 12.50(M Total Panel length = 4.50(F'1-) Shear Diaphragm = 11691 12.50 = 93(PLF) Use (3 A35) or (2 LS50) Along Line of Shear Panel P=1.00 Design Wall Sheor(M = It 6914.50= 260(PLF)(Flexible) Maximum Drag = 249(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.0/ 1.0) x .Os x 1.4 = 0.428" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof_P 19.0 = 19 * 2.012 FROM 0.0' TO 8.5' OVERTUR ALYSIS UPLIUM DOWN(C) Panel Left —Side : T= 734(1.8) Cr- 9750) CSI6/2x4 R1ght_S1de : T= O(LB) C= 0(LB) No Sign. Uploo Use CS 16/2x4 ft L. w/ 16d's Sinker @6.0" O.C. Or IW' SDS Screws @16.0" O.C. Blocked! Force @ Edge of Opening Is 612(LB) .Panel 8 Left Side . T= OILS) C OILS) No Sl¢n. UpUM Right —Side: T= 745(LB) C= 975(LB) CS 16/2x4 Use CS 16/2x4 0- R. w/ 16d's Sinker @6.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. Panel C LefLSlde : T= 2528I1.8) C= 25790) (2)CS161(2)2x4 a"** Right_Side : T= 2525(L8) C= 25790) (2)CS161(2)2x4 Blocked with the Header Use (2)CS 16/(2)2x4 on both ends w/ 16d's Sinker @6.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. - , --?Z- 4- 0 S �l SS 'A' � * Plywood shear wall to be nailed to all studs receiving holdowns GC UVIS engumeering consulting group,inc. Wind: 1169 Seismic: 271 wind 146. I seismic 33.8 I Y ROOF 16.0 3 OPT. @Right of LOFT 2ND Floor Exterior Wall(Y Dir.) Wind I I69(Uplift on Roof=9.1 PSF) Seismic 389= 307+ 82 4E0 8.0 10 12.5 sw-0 k.A Job :62226-200 Plan :I Client : GHA Companies/BLFarm, Inc. Engineer: K.P. Date : OS/ 15/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm Strap(E) Total Wall Length = 12.50(FT) Total Panel Length = 12.50(FT) Shear Diaphragm = 1 / 691 12.50 = 93(PLF) Use (3 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(W) = I / 69112.50= 93(PLF)(Flexible) Maximum Drag = 0(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.0/1.0) x As x 1.4 = 0.167" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof P 19.0 = 19 * 2.012 FROM 0.0' TO 8.5' OVERTURrLYSIS UPLIFT(T) DOWN(C) Panel A Left —Side : T= 304(LB) C= 805(LB) CSI6/2x4 Right —Side : T= 310(LB) C= 818(LB) CS 16/2x4 Use CS 16/2x4 on both ends w/ 16d's Sinker @ 16.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. G ( U V I S. SW4gdw Job : 62226-200 Plan : I consulting group,inc. Client : GHA Companies/BLFarm, Inc. Engineer: K.P. Wind:1041 Seismic: 318 Date :05/15/2006(Ver_IBC7.2) wind 160.1 2007 CBC(Category D) seismic 48.9 Flexible Diaphragm M IX_ROOF 13.0 4-1 @Rear of Vista 2ND Floor Exterior Wall(X Dir.) Wind 1041(Uplift on Roof=9.1 PSF) Seismic 394= 358+ 36 T54. 8.0 1.5 4.0 1.5 A 12.5 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice Total Wall Length = 12.50(FT) Total Panel Length = 1.50(F7) Shear Diaphragm = 1041 / 12.50 = 83(PLF) Use (3 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(W) = 10411 1.50= 694(PLF)(Flexible) Maximum Drag = 916(LB) Use t 2) sw 1`6x I RF Dead Loads: Wall 120.0= 15 * 8.0' x 2 y� lO 41 0 1'c- * Program only checks allowable shear on hardy-frame/strong-wall/ilevel! GOVVTs engineering consulting group,inc. Wind: 1041 Seismic 318 wind 160.1 seismic 48.9 IX ROOF 13.0 4-2 @Rear of Vista 2ND Floor Exterior Wall(X Dir.) Wind 1041(Uplift on Roof=8.2 PSF) Seismic 479= 358i 121 I15 1.3 3.S 465 10 2.0 4.8 4.0 6.0 6.0 * Strap(E) ® Drag Polm T i SW-6 Job :62226-200 Plan :I Client : GHA Companies/BLFarm, Inc. Engineer. K.P. Date :05/IS/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexlbte Diaphragm 0.0 2115 27S Drag Force Analysis sA: Simpson ST22 (1192 LB) ALT (10) ## 16d sinker per top plate splice Total Wall Length = 27.50(FT) Total Panel Length = 6.00(FT) Shear Diaphragm = 1041/ 27.50 = 38(PLF) Use (3 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(Vv) = 104116.00-- 173(PLF)(nexible) Maximum Drag = 814(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.0/1.0) x As x 1.4 = 0.435" <= 0.02 x 96.0 = 1.920" Dead Loads: ' Wall 120.0 15 * 8.0' - Roof—P 38.0 = 19 * 4.012 FROM 0.0' TO 27.5' OVERTURN NALYSIS UPUFTM DOWN(C) Panel Left —Side : T= 1275(LB) C= 1535(LB) CS16/2x4 R1ghLSIde : T= 1226(LB) C= 1535(LB) C516/2x4 Use CS 16/2x4 on both ends w/ 16d's Sinker @9.0" O.C. Or 1 /4" SDS Screws a@16.0" O.C. GOUVIs engineering consulting group,inc. Wind: 560 Seismic: 171 wind 160.1 seismic 48.9 IX —ROOF- — _1 7.0 5 @Front of Vista 2ND Floor Exterior Wall(X Dir.) Wind 56NUpl1ft on Roof--B.2 PSG Seismic 260= 193+ 68 T l SW-7 Job :62226.200 Plan : I Client : GHA Companies/Warm, Inc. Engineer. K.P. Date :05/15/2006(Ver IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 1 2.3 11.3 3.0 11.3 3.8 1 Strap(E) ❑ Blocked Opening Use TYPE 10 on BOT(/TOP) of Opening See Detail on Plans A Drag Force Analysis A A: Slmpson ST22 (1192 LB) ALT (10) #I 16d sinker per top plate splice Total Wall Length = 11.50(FT) Total Panel Length = 6.75(FI) Shear Diaphragm = 5601 11.50 = 49(PLF) Use (2 A35) or (1 LS50) Along Line of Shear Panel Design WallSheor(M = 56016..75= 83 (PLF) (Flexible) Maximum Drog = 171(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.011.0) x As x 1.4 = 0.237" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof 19.0 = 19 * 2.0/2 FROM 0.0' TO 11.5' OVERTURN NALYSIS UPLIFT(T) DOWN(Q Panel Left —Side : T= 312(LB) C= 628(LB) CSI612x4 Right —Side: T= 0(LB) C= 0(LB) No Sign. Upli(to Use CS 16/2x4 @ L. ' w/ 16d's Sinker@ 16.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. Blockedl Force @ Edge of Opening is 131(LB) Panel O Left —Side : T= 0(LB) C= 0(LS) No Sign. Upliftu Right —Side.: T= 302(LB) C= 628(LB) CSI612x4 Use CS 16/2x4 @ R. w/ 16d's Sinker @ 16.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. U P =1.00 GOUVISengineering consulting group,inc. Wind: 560 Seismic: 171 wind 160.1 seismic 48.9 IX ROOF 7.0 5 OPT. @Front of LOFT 2ND Floor Exterior Wall(X Dir.) Wind 560(Uplift on Roof=8.2 PSF) Seismic 260= 193+ 68 T 8.0 SW-f jA Job :62226-200 Plan : I Client : GHA Companies/BLFarm, Inc. Engineer: K.P. Date :05/15/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm Strap(E) Blocked Opening Use TYPE 10 on BOT(/TOP) of Opening See Detail on Plans A Drag Force Analysis 1.5 A: Simpson ST22 (I 192 LB) ALT (10) # 16d sinker per top plate splice Total Wall Length 11.50(FT) Total Panel Length = 7.00(FT) Shear Diaphragm = 560/ 11.50 = 49(PLF) Use (2 A35) or (1 LS50) Along Line of Shear Panel Design Wall Shear(W) = 560/ 7.00= 80(PLF)(Flexible) Maximum Drag 58(LB) Use TYPE 10 Max. Panel Deflection: 0M = (4.0/1.0) x As x 1.4 = 0.229" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall • 120.0= 15 * 8.0' Roof P 19.0 = 19 * 2.0/2 FROM 0.0' TO 11.3' OVERTURrLYSIS UPLIFT(T) DOWN(C) Panel A Left —Side :T= 285(LB) C= 609(LB) CSI6/2x4 Right —Side: T= 0(LB) C= 0(LB) No Sign. Uplifto Use CS 16/2x4 @ L. w/ 16d's Sinker @ 16.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. Blocked! Force @ Edge of Opening is 127(LB) Panel O Left —Side :T= 0(LB) C= 0(LB) No Sign. Uplift() Right_Side: T= 2.75(LB) C= 598(LB) CSI6/2x4 Use CS 16/2x4 @ R. w/ 16d's Sinker @ 16.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. P =1.00 Sw-w}B GOUVIS d..i 6 t h�.., .., f' L t 4I.q �.a4 1 {, A yx consulting • • Wind:2271 Seismic:3252 wind 103.2 seismic 147.8 5Y ROOF 44.0 6 @Left of Bed #3 I ST Floor 2-Pour Wind 2271(Uplift on Roof=9.1 PSF) Seismic 3634= 3252+ 382 Exterior Wall(Y Dir.) job :62226-200 Plan. : I Client : GHA Companies/BLFarm, Inc. Engineer: K.P. Date : OS/ 15/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 621 1122 7 545 405 "012.. 5.3 2.8 2.3 S_0' 12.8 2.8 1 4.0 4.3 * Strap(E)' 0 Break Point ® Drag Point 10.0 i B A 18.0 55.0 0.0 32.0 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice - B: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice Total Wall Length = 55.00(Fr) Total Panel Length = 12.00(FT) Shear Diaphragm = 3634/ 55.00 = 66(PLF) Use (9 A35) or (7 LS50) Along Line of Shear Panel P =1.00 Design Wall Sheor(S) = 3634112.00= 303(PLF)(Flexible) Maximum Drag = 2114(LB) Use TYPE I I Max. Panel Deflection: OM = (4.0/1.0) x As x 1.4 = 1.373" <= 0.02 x 120.0 = 2.40.0" Dead Loads: Wall 150.0= 15 * 10.0' Roof P 342.0= 19 *36.012 FROM 0.0' TO 17.0' Roof P 156.8= 19 * 16.512 FROM 17.0' TO 55.0' OVERTURrLYSIS UPLIFT(T) DOWN(C) Panel A Left -Side : T= 2262(LB) C= 3208(LB) STHD 14/4x4 T= 2119(LB) C= 3208(LB) ** STHD 10144 Right -Side : T= 2262(LB) C= 3208(LB) STHD 14/44 Use STHD 14/4x4 on both ends or Use STHD 10/4x4** @ L. & STHD 14/4x4 @ R. w/(4)5/8" x 12" Anchor Bolt I w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer GOVVIS engineering consulting group,inc. Wind: 1084 Seismic: 1552 wind 103.2 ' 2, seismic 147.8 ' 5Y_ROOF I SE' sS �;,v'e zl.o 7-1 @Right of Master Bedroom I ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 1084(Uplifton Roof=9.1 PSF) Seismic 1684= 1552+ 132 SW-9 Job :62226-200 Plan :I Client : GHA Companies/BLFarm, Inc. Engineer. K.P. Date :05/15/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm my Ok s� N33 10.0 706 298 2.5 10.0 S 38.8 St -POE) R Drag Point B1 0.0 55.0 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice & Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice Total Wall Length = 55.00(FT) Total Panel Length = 3.25(M Shear Diaphragm = 1684155.00 = 31(PLF) Use (4 A35) or (3 LS50) Along Line of Shear Panel Design Wall Sheor(S) = 1684/ 3.25= 518(PL!)(Flexibfe) Maximum Drag = 1202(LB) Use TYPE 14 P =1.00 Max. Panel Deflection: OM = (4.011.0) x As x 1.4 = 0.919" <= 0.02 x 120.0 = 2.400" t' Dead Loads: Wall 150.0= 15 * 10.0' Roof_P 337.3= 19 *35.512 FROM 0.0' TO 14.0' Roof_P 0.0 = 19 * 0.012 FROM 24.0' TO 55.0' OVERTURN/ANALYSIS UPLIFT(T) DOWN(C) Panel Left Side : T= 5761(LB) C= 6348(LB) # (2)HPAHD22-2P/4x6 *** Right_Side : T= 5761(LB) C= 6348(LB) # (2)HPAHD22-2P/4x6 *** Use (2)HPAHD22.2P14x6 on both ends w/(2)5/8" x 12" w/3x6 Sill Anchor Bolt For Grade Beam; Add (1 #4 Top & Bottom, 4' Past Panel Each End ri t *':* User prefered # Alternate HDQ8 may be used, see detail. a a GOVVTs engineering consulting group,inc. Wind: 1084 Seismic:IS52 wind 1012 Z ' seismic 147.8 SY ROOF 21.0�/ Wind. 757 Seismic 548 wind 126.2 seismic 91.4 4) ROOF ' 12.0 7-2 @Right of Master Bedroom I ST Floor 2-Pour Wind 1841(Uplift on Roof=9.1 PM Seismic 2212= 2100+ 112 Interior Wall(Y Dir.) SW-10 job :62226-200 Plan :I Client : GHA Companies/Warm, Inc, Engineer. K.P. Date :05/15/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 534 11.0 2.S O 1 8.0 1.0 112 24.5 3.0 2.0 1 3.0 O Strapp) ® Drag Point r 10.0 1 0.0 29.6 Y 55.0 . 40.0 0 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) 8 16d sinker per top plate splice B. Simpson ST6224(2134 LB) ALT (/ 6) 8 16d sinker per top plate splice Total Wall Length = 55.00(FT) Total Panel Length = 8.00(FI) Shear Diaphragm = 2212/ 55.00 = 40(PLF) Use (5 A35) or (4 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 2212/ 8.00= 277(PLF)(Rexible) Maximum Drag = 1609(LB) Use TYPE I 1 Max. Panel Deflection: AM = (4.0I1.0) x As x 1.4 = 1.356" <= 0.02 x 120.0 = 2.400" Dead Loods: Wall 100.0= 1010.0, Roof_P 38.0 = 19 * 4.012 FROM . 0.0' TO 55.0' 1 • OVERTURN NALYSIS-...-.UPLIFT(7).. DOWN(C) Panel A Le( -Side : T= 2617(LB) C= 2895(LB) PA2 /04• Right Side : T= 2617(LB) C= 2895(LB) PA 814x4 Use PA28/4x4 on both ends w/(3)S/8" x 12" Anchor Bolt 2 2 i95G' A engineering lob :62226.200.11 GOU ♦v Ij� g Plan :I Cllent : GHA CompanieslBLFarm, Inc. consulting group,inc. Engineer: K.P. Wind. 694 Seismic: $03 Date :OS/3S/2006(Ver IBC7.2) wind 126.2 2007 CBC(Category D) seismic 91.4 Flexible Diaphragm 4Y_ROOF 11.0 Wind: 398 Seismic 219 wind 88.5 seismic 48.6 1Y_1_FL I 9.0 Load I ® 3.5' start 0.0' to I I.5'(I 00%) Wind: 0 Seismic. 411 wind 0.0 seismic 91.4 0 ROOF 9.0 8 @Right of Dinning Room 1ST Floor 2-Pour Exterior Wall(Y Dir.) . Wind 1969(Uplih on Roof=9.1 PSF) Seismic 1687= 1494+ 10 650 A i0 5.5 1 3.0 4.8 3.8 8.0 6.0 Strap(E) 0 Drag Point I Panel Edge on the above Story 1 A: Simpson ST22 (1192 LB) See Detail Information on Next Page 31.0 Drag Force Analysis ALT (10) # 16d sinker per top plate splice a SW.12 G ) T T V VIS engineering job I2226.200 Client : GHA Companles/BLFarm, Inc. consulting group,inc. Engineer. K.P. Date ; 05/1512006(Ver_IBC7.2) 2007 CBC(Category D) 8 Flexible Diaphragm Total Wall Length = 31.000) Total Panel Length = 8.00(M Shear Diaphragm = 1969131.00 = 64(PLF) Use (5 A35) or (4 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) =• 1687/ 8.00= 211(PLF)(Flexible) Maximum Drag = 1080(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/1.0) x As x 1.4 = 1.276" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= 15 * 10.0' Roof P 38.0 = 19 * 4,012 FROM 0.0' TO 31.0' Floor_P 15.0 = 15 * 2.012 FROM 5.5' TO 17.0' Load I (cct. 5.5' Start 0.0' to 11.5'(100%) OVERTU ALYSIS UPLIFT(T) . DOWN(C) Panel Left. Side : T= 1276(LB) C= 1941(LB) STH 10144 R19hLSide : T= 2179(LB) C= 2655(L8) STH 1014x4 Use STHD 10/4x4 on both ends ti wl(3)5/8" x 12" Anchor Bolt b�t12 U 7G. I w w SW-13 GOUVIS engineering Plan : 62226-200 Client : GHA CompanieslBI-Farm, Inc. consulting group,inc. Engineer: K P. Wind: 0 Seismic: 411 Date : OS/ IS/2006(Ver IBC7.2) wind 0.0 2007 CBC(Category D) seismic 91.4 Flexible Diaphragm ■ 4Y-ROOF 9.0 Wind: ISBI Seismic, 687 wind 143.7 seismic 62.4 3Y_ROOF I 22.0 Load 2 ®0.0' Start 0.0'to 0.0'(100%) Wind: 398 Seismic 219 wind 88.5 seismic 48.6 IY_1-Ft 9.0 Wind: 0 Seismic 436 wind 0.0 seismic 46.6 _ , ■ r r 1_FL i 18.0 9. @Rear of Garage I ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 4024(Up11R on Roof-9.1 PSF) Seismic 2493= 2333+ 159 O 10 10.0 6.0 ..12.0 3.0 A: Simpson ST22 (1192 LB) & Simpson ST6224(2134 LB) See Detail Information on Next Page 0 31.0 Drag Force Analysis ALT (10) # 16d sinker per top plate splice ALT (16) # 16d sinker per top plate splice I T T T ,O V vis engineering 1Pla 62226.200 SW14 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer. K.P. Date :OS/IS/2006(Ver IBC7.2) 2007 CBC(Category D) 9 Flexible Diaphragm Total Wall Length = 31.0001 Total Panel Length = 12.001FT) Shear Diaphragm = 4024131.00 = 130(PLF) Use (9 A35) or (7 LS50) Along Line of Shear Panel P =1.00 Design Wall Sheor(M = 4024/12.00= 335(PLF)(Flexible) Maximum Drag = 2077(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.011.0) x As x 1.4 = 1.154" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= 15 * 10.0' Roof P 38.0 = 19 * 4.012 FROM 17.0' TO 31.0' " - Roor- 15.0 = 15 * 2.0/2 FROM 0.0' TO 17.0' Load 2 (a) 0.0' Start 0.0' to O.OY100%) OVERTUR"ALYSIS UPUFTM DOWN(C) Panel A Left Side : T= 2868(LB) C= 3558(Lb)- STHD14/4x4 Right —Side : T= 2899(LB) C= 35560) STHD 14/4x4 Use STHD14/4x4 on both ends wl(4)518" x 12 Anchor Bolt kk T `1` .� GOUVIS engineering SW-15 job 62226-200 Plan consulting group,inc. Client : GHA Companies/Warm, Inc, Engineer K.P. Wind: 696 Seismic: 724 Date :OS/ IS12006(Ver_IBC7.2) wind 99.5 2007 CSC(Category D) Flexible Diaphragm seismic 80.4 2 YJt00F 18.0 Wind: 708 Seismic 389 wind 88.5 seismic 48.6 1Y_l_YL 16.0 Load 3 0 0.W Start 0.0• to 0.0'(100%) 10 @Left of Bath #34 1 ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 2772(Upiift on Roof=9.1 PSF) Seismic 1676= 1502+ 174 =F il MEo Strap(E) r 28.0 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) Al 16d sinker per top plate splice B: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice See Detail Information on Next Page Y s e GOVvis engineering SW-16 62226.200 Plan consulting group,inc. E Ingineer: KPA Companies/BLFarm, Inc Date :OS/15/2006(Ver_IBC7.2) 2007 CBC(Category D) 10 ' Flexible Diaphragm Total Wall Length = 28.000l Total Panel Length = 5.50(FT) Shear Diaphragm = 2772/ 28.00 = 99(PLF) Use (7 A35) or (5 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(W) = 2772/ 5.50= 504(PLF)(Hexlble) Maximum Drag = 1287(LB) Use TYPE I I Max. Panel Deflection: AM = (4.011.0) x As x 1.4 = 1.132" <= 0.02 x 120.0 = 2.400" Dead Loads: Wolf 150.0= 15 * 10.0' Roof P 152.0= 19 16.0/2 FROM Off TO 28.0' Floor_P 15.0 = 15 * 2.0/2 FROM 15.0' TO 28.0' Load 3 0 0.0' Start 0.0' to 0.0'(100%) -4 OVERTU� ALYSIS UPUFFM DOWN(C) Panel A Left Side : T= 5519(LB) C= 5865(LB) # (2)1-1PAKD22-2P14x6 -2P/4x6 *** RighLSide : T= 5266(LB) C= 5865(LB) # (2)HP °"« Use (2)HPAHD22-2P/4x6 on both ends wl(2)5/8" x 12" Anchor Bolt 4*4 User prefered # Aitemate HDQ8 may be used, see detail. rT T T .. SW-17 �J o V VIS engineering 1PI n c 62226.200 Client : GHA Companies/110arm, Inc. consulting group,inc. Engineer: K.P. Wind: 896 Seismic: 724 Date :05/15/2006(Ver_IBC7.2) wind 99.5 20D7 CBC(Category D) seismic 80.4 Flexible Diaphragm 2Y_ROOF /&0 I I @Right of Golf cart I ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 896(Upiift on Roof=9.1 PSF) Seismic 877= 724+ 153 10 Stw(q ® Drag Point 0.0 27.0 Drag Force Analysis A: Simpson ST22 (1192 L8) ALT (10) # 16d sinker per top plate splice Total Wall Length = 27.00(FT) Total Panel Length = 8.00(FT) Shear Diaphragm = 896/ 27.00 = 33(PL19 Use (2 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 87718.00= 110(PLF)(Flexible) Maximum Drag = 630(LB) Use TYPE 10 Max. Panel Deflection: M = (4.011.0) x As x 1.4 = 0.705" <= 0.02 x 120.0 = 2.400" Dead Loads: Walt 150.0= 15 * 10.0' Roof P 152.0= 19 * l 6.012 FROM 0.0' TO 2 7.0' OVERTURrLYSIS UPLIFT(T) DOWN(C) Panel A Left —Side. : T= 856(LB) C= 1564(L8) STHD 10144 Right_Slde : T= 738(LB) C= 1564(LB) STHD 10144 Use STHD 10/4x4 on both ends w ,� wl(3)518" x 12" Anchor Bolt I ,v � 311 A 10.0 D 0 1 - �25 7.0 6.3 3.3 8.0 I engineering job :62226-200 SW'18 G )UV S g g Ilan :I Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: K.P. Wind: ISBI Seismic: 687 Date :0511512006(Ver_IBC7.2) wind 143.7 2007 CBC(Category D) seismic 62.4 Flexible Diaphragm 3Y _ROOF 22.0 12 @Front of Garage I ST Floor 2-Pour Exterior Wali(Y Dir.) Wind 1581(Uplift on Roof=9.1 PSF) Seismic 756= 687+ 70 10I.0 II II 1 Strap(E) T HD ® Drag Point - - - Blocked with the Header(See Plan) A: Simpson ST22 (1192 LB) See Detail information on Next Page 1.2 Drag Force Analysis ALT (10) # 16d sinker per top plate splice G )Uvis engineering Plan .12226.200 SW-19 Client : GHA CompanleV81.1'arm, Inc. consulting group,inc. Engineer: K.P. Date :05/1512006(Ver_IBC7.2) 2007 CBC(Category D) 12 Flexible Diaphragm Total Wall Length = 21.250) Total Panel Length = 5.2S(FT) Shear Diaphragm = 1581 / 21.25 = 74(PLF) Use (4 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Way Shear(S) = 756/ 5.25= 144(PLF)(Flexible) Moximum Drag = 624(LB) Use TYPE I I *** Max. Panel Deflection: AM = (4.011.0) x As x 1.4 = 0.351" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= 15 10.0' Roof P 19.0 = 19 * 2.012 FROM 0.0'.TO 21.3' OVERTU ALYSIS UPUFTM DOWN(C) Panel Left —Side : T= 3557(LB) C= 3396(LB) HDQS (2)2x4(I) w/DBL BLK'G * * **** Right —Side: T= 3316(LB) C= 3709(LB) HDQ (2)2x4(1) w/DBL BLK'G Blocked with the Header Use H1010810112x4(I) on both ends wi(2)518" x 12" Anchor Bolt Panel O Left Side : T= 33690) C= 37910) HD 1(2)2x4(A w/DBL BLK'G *** **** Rlght_Side : T= 3653(LB) C= 34350) HD 8/(2)2x4(Q w/DBL 8LK'G *** **** Blocked with the Header Use HD081(2)2x4(I) on both ends wl(2)518" x 12" Anchor Bolt f-Lk 'go USA (1) Holdown Inside of panel #' User pretered '*a* Plywood shear wall to be nailed to all studs receiving holdowns Gc UVIS engineering )ob Plan ; 62226-200 SW-2 Client : GHA CompanleslBLFarm, Inc consulting group,inc. Engineer: K.P. Wind: 1725 Seismic: 1341 Date . :05/15/2006(Ver IBC7.2) wind 143.7 2007 CBC(Category D) seismic J J J,8 Flexible Diaphragm 5X—ROOF 24.0 13 @Rear of Master Bedroom I ST Floor 2-Pour Exterior Wall(X Dir.) Wind 1725(Uplift on Roof--8.2 PSG Seismic 1621= 1341+ 279 211 3.0 9.0 A 10 365 2.0 3.0 T B.0 T 3.0 6.2 1 3.0 2.8 H2o Strap(E) 13 Drag Point Drag Force Analysis 10.0 42.0 A: Simpson ST22 . (1192 LB) ALT (10) # 16d sinker per top plate splice Total Wail Length = 42.00(M Total Panel Length = 8.00(FT) ' Shear Diaphragm = 1725/ 42.00 = 41(Pi.F) Use (4 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall—Shear(S) = 162118.00= 203(PlY)(Flexible) Maximum Drag = 821(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/.1.0) x As x 1.4 = 1.223" <= 0.02 x 120.0 = 2.400" Dead Loads. Wall 150.0= 15 * 10.0' Roof_P 19.0 = 19 * 2.0/2 FROM 0.0' TO 42.0' OVERTURN NALYSIS UPUFT(T) DOWW(C) Ponel. A Left —Side : T= 1866(LB) C= 2284(LB) STHD 0/4x4 Right —Side: T= 1878(LB) C= 2284(LB) STH 1014x4 Use STHDI014x4 on both ends w/(3)5/8" x 12" Anchor Bolt u SW-21 GOVVIs engineering )Plan :62226.200 Client : GHA Companles/BLFarm, Inc. consulting group,inc. Engineer: K.P. Wind:39S3 Seismic:3073 Date :05/1512006(Ver iBC7.2) wind 143.7 2007 CBC(Category D) seismic 111.8 Flexible Diaphragm 5X—ROOF 55.0 14 @Rear of Bed #2 1 ST Floor 2-Pour Interior Wall(X Dir.) Wind 3953(Uplih on Roo4=8.2 PSG Seismic 3197= 3D73+ 123 O2051 970 . 10.0 0.3 12.0 8.0 21.8 0Strapm8 ®Drag Point A. 7A C B A 0.2 19.3 2913 42A 12.2 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # i 6d sinker per top plate splice 8. Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate spline C: Simpson ST6236(3230 LB) ALT (22) # 16d sinker per top plate splice Total Wall Length = 42.00(FI) Total Panel Length = 12.00(F1) Shear Diaphragm = 3953142.00 = 94(PLF) Use (9 A35) or (7 LS50) Along Line of Shear. Panel P =1.00 Design Wall Shear(S) = 3197112.00= 266(PLF)(nexible) Maximum Drag = 2800(LB) Use TYPE Max. Panel Deflection: OM = (4.011.0) x As x 1.4 = 1.191 " <= 0.02 x 120.0 = 2.400" Dead Loads: wall I00.0= 10 * 10.0, Roof P 38.0 = ! 9 * 4.012 FROM 0.0' TO 42.0' OVERTURN NALYSIS UPL1Fr(T) DOWN(C) Panel Left —Side : T= 2980(LB) C= 3502(LB) HP 814x4 R1ghLSide : T= 2980(LB) C= 3502(LB) HP 2814x4 �1 Use HPA2814x4 on both ends I IX� w/(4)5/8" x 12" Anchor Bolt J J� v o SW-22 GOUVIs engineering Plan : 12226-200 Client : GHA CompanieslBLFarm, Inc, . consulting group,inc. Engineer. K.P. Wind:2300 Seismic: 178E Date :0511512006(Ver IBC7.2) wind 143.7 2007 CBC(Category D) seismic 111.8 Flexible Diaphragm SX_ROOF 32.0 Wind:. 0 Seismic: 1101 wind 0.0 seismic 71.0 4X ROOF 31.0 Wind: O.Seismic 683 wind 0.0 seismic 65.0 3X ROOF 21.0 15 (Front of Bed #3 I ST Floor 2-Pour . Exterior Wall(X Dir.) Wind 2300(Uplih on Roof=8.2 PSF) Seismic 4210= 3572+ 639 348 837 1181 731 p T I V& 7.5 2.0 3.3 2.0 3.8 6.0 3.S 2.6 6.0 2.0 &0 2.OT 4 9.0 4.9 2.0 8.2 8.0 0 Strap(E) O Break Point ® Drag Point 26.6 0.0 A: Simpson ST22 (1192 LB) 8: Simpson ST6224(2134 LB) See Detail information on Next Page 69.8 38.2 4S.0 75.2 Drag Force Analysis ALT (10) # 16d sinker per top plate splice ALT (16) # 16d sinker per top plate splice 10.0 1 10.7 A 93.8 ,. SW23 GOVvis engineering )P°� : 62226-200 Client : GHA Companles/BLI'arm, Inc. consulting group,inc. Engineer: K.P. Date :0S/IS/2006(Ver_IBC7.2) 2007 CBC(Category D) 15 Flexible Diaphragm Total Wall Length = 93.83(FT) Total Panel Length = 14.83(Fn Shear Diaphragm = 4210193.83 = 45(PL9 Use (10 A35) or (8 LS50) Along Line of Shear Panel P =1.00 Design Wall Sheor(S) = 4210114.83= 284(PLF)(F 6dble) Maximum Drag = 1712(LB) Use TYPE I I Max. Panel Deflection: AM = (4.0/ 1.0) x As x 1.4 1.436" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall I50.0= 15 * 10.0, Roof P 38.0 = 19 * 4.012 FROM 0.& TO 93.8' OVERTU ALYSIS uPUFT(T) DOWN(C) Panel Left —Side : T= 2673(LB) C= 2991(18) STHD I414x4 Right_Side: T= 2673(LB) C= 2966(1B) STHD1414x4 Use STHD14/4x4 on both ends w/(3)5/8" x 12" Anchor Bolt. Panel O Left Side : T= 2603(LB) C= 29721LB) STHD 14104 Right —Side : T= 2603(LB) C= 2972(LB) STHD 14/04 Use STHD 14/4x4 on both ends w/(3)5/8" x 12" Anchor Bolt lOT T T n . .. SW-24 V vis c�Ygineering job ; I2226.200 Client : GHA CompanieslBLFarm, Inc. consulting group,inc. Engineer: K.P. Wind: 1247 Seismic: 683 Date :OS115/2006(Ver IBC7.2) wind 118.7 2007 CBC(Category D) seismic 6S.0 Flexible Diaphragm 3X_ROOF I 21.0 Wind: O Seismic S40 wind 0.0 seismic 63.S 1X I_FL 17.0 Wind: 642 Seismic 428 wind 98.7 seismic 6S.8 2X ROOF 13.0 Load 4.2 ® ON Start O.W to 27.81(100%) 16 @Right of Garage I ST Floor 2-Pour Exterior Wall(X Dir.) Wind 2929(Uplift on Roof=8.2 PSG Seismic 2487=2211+ 277 236 1013 A 1112 m 686 1.0 3.0 4.2 1 3.0 4.3 T 12.0 6.6 0 Strap(E) C3 Break Point 0 Drag Point Panel Edge on the above Story A: Simpson ST22 (1192 LB) See Detail lnformadon on Next Page 346 10.0 �1 9.0 1.5 Drag Force Analysis ALT (10) # 16d sinker per top plate splice UV SW-25 GOUVIS engineering job ; i 2226.200 Client : GHA Companles/BLFaren, Inc. consulting group,lnc. Engineer: K.P. Date :05/15/2006(Ver IBC7.2) 2007 CBC(Category D) 16 Flexible Diaphragm Total Wall Length = 44.83(FT) Total Panel Length = 12.000) Shear Diaphragm. = 2929/ 44.83 = 65(PLF) Use (7 A35) or (5 LS50).Along Line of Shear Panel P=1.00 Design Wall Shear(S) = 2487112.00= 207(PLF)(Hexible) Maximum Drag = 1132(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.0/1.0) x As x 1.4 = 1.151" <= 0.02 x 120.0 = 2.400" Dead Loads: W4011 150.0= 15 * 10.0' Hoar P 90.0 = 15 *12.012 FROM 0.0' TO 28.0' Roof 38.0 = 19 * 4.012 FROM 28.0' TO 44.8' Load 4-2 (ZZ 0.0' Start Offto 27.8'(100%) OVERTU ALYSIS UPLIFT(T) DOWN(O Panel Left Side : T= 2030(LB) C= 2833(LB) STHD10/4x4 RighrSide : T= 1885(LB) C= 4097ab) STHD1014x4 r Use STHD 1014x4 on both ends wl(4)5/8" x 12" Anchor Bolt c�`( GOUVIS engineering SW26 62226-200 Plan : consulting group,inc. Client : GHA Companies/Warm, Inc. Engineer: K.P. Wind: 0 Seismic 572 Date :05/IS/2006(Ver_IBC7.2) wind 0.0 2007 CBC(Category D) Flexible Diaphragm sersmic 63.5 0 IX-1—FL 18.0 Wind: 0 Seismic: 921 wind 0.0 seismic 65.8 2X_ROOF 28.0 Load 4.1 24.0' Start 0.0' to 12s'p00% Wind: 1367 Seismic: 652 wind - 113.9 selsmk 71.0 4X ROOF 24.0 17 @Rear of Bed #4 1 ST Floor 2-Pour Exterior Wall(X Dir.) Wind 2408(Uplift on Roof=8.2 PSF Seismic 2992= 2735+ 256 a 710 I068 41 I O 12 609 17.8 1_ 9.5 3.0 3.0 1 4.0 4.8 3.5 8.0 2.0 I. StroufEl ® Drar PoInt I panel Edge on the above Story 0 furs Holdown Needed(Uplik from Upper Floor) MIN. 4x Post E.N. @ 3" O.G. May Needed 0.0 A: Simpson ST22 (1192 !8) & Simpson ST6224(21341B) See Detail Information on Next Page A 23.1 28.5 Drag Force Analysis ALT (10) # I6d sinker per top plate splice ALT (16) # 16d sinker per top plate splice 10.0 i 58.0 SW-27 GOUVIS engineering )Plob n . 62226-200 consulting group,inc. Engineer: K.P. CompanieslBLFarm, Inc Date :0511Sl2006(Ver_IBC7.2) 2007 CBC(Category D) 17 Flexible Diaphragm Total Wall Length = 58.00(FT) Total Panel Length = 8.00(FT) Shear D)ophrogm = 2992158.00 = 52(PLF) Use (7 A35) or (5 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 299218.00= 374(PL)(Fle)lble) Maximum Drag = 1470(1.8) Use TYPE 12 Max. Panel Deflection: AM = (4.0/1.0) x As x 1.4 1.259" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall ' 150.0= 15 * I0.0' Floor P 90.0 = 15 *12.012 FROM 0.0' TO 15.3' Roof_P 38.0 = 19 * 4,012 FROM 15.3' TO 33.0' Load 4-1 A 24.0' Start 0.0' to 1 STI00%) OVERTURtiAkIALYSIS UPUFTM DOWN(C) Panel LeR Side : T= 34541LB) C= 3906(LB) ## (2)HPAHD22-2P14x6 *** Right Side : T= 3475(LB) C= 3961(LB) #1(2)HPAHD22-2P/4x6 *** Use (2)HPAHD22-2P/4x6 on both ends wl(S)S/8" x 12" Anchor Bolt User prefered #1 Alternate HDQ8 may be used, see detail. SW-26 GOUVIS engineering )Pob lan :62226-200 Client : GHA Companies/BLFarm, Inc consulting group,inc. Engineer. K.P. Wind: 741 Seismic: 494 Date : OS/ IS/2006(Ver_IBC7.2) wind 98.7 2007 CBC(Category D) seismic 65.8 Flexible Diaphragm 2XJi00f 15.0 18 @Rear of Portico I ST Floor 2-Pour Exterior Wall(X Dir.) Wind 741(Uplift on RW=8.2 PSF) Seismic 576= 494+ 82 10.0 10 10 Strap(E) - - - Blocked with the Header(See Plan) &0 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (16) # 16d sinker per top plate splice See Detail Information on Next Page - SW-29 GO' ivis engineering Plan:62226-200 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: K,P. Date :OS/I512006(Ver_IBC7.2) 2007 CBC(Category D) 18 Flexible Diaphragm Total Wall Length = 16.00(M Total Panel Length = 5.000) Shear Diaphragm = 7411 16.00 = 46(PLF) Use (2 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 57615.00= 1 l5(PLF)(Hexible) Maximum Drag = 255(LB) Use TYPE 10 Max. Panel Deflection: QM = (4.011.0) x As x 1.4 = 1.109" <= 0.02 x 120.0 = 2.400" Dead Loads: wall 150.0= 15 * 10.0' Roof P 19.0 = 19 * 2.012 FROM 0.0' TO 16.0' OVERTU ALYSIS UPUFTM DOWN(C) Panel Left —Side : T= 1562(LB) C= 17010) STHD 1014x4 Right —Side : T= 1607(LB) C= 1701(LB) STHD 1014x4 Blocked with the Header Use STHD10/4x4 on both ends_ wl(2)518" x 12" Anchor Bolt Panel O Left Side : T= 1607(LB) C= 1701(LB) STHD I014x4 Right Side : T= 1562(LB) C= 1701(LB) STHD 1014x4 Blocked with the Header ' Use STHD 10/4x4 on both ends wl(2)518" x 12" Anchor Bolt '� �O \ G UVIS engineering consulting group,inc. Continuous Footing I At rear Great Room I -Story Soil Bearing(SB) = 1100 PSF Post Width Parallel to Footing(Bp) = 4.00" Loads: Weight of Footing 225.0 PLF = ISO x 1.00 x 1.50 F-I Job :62226-200 Plan :I Client ; GHA Companies/111-Nrm, Inc. Engineer: K.P. Date : 05115l2006(Verl.00) 2007 CBC Point From Left of BM 8 ( 6528 LB) Primary Roof 468 PLF--24.0' x (19+20)12 Total Weight(W_total) = 693 PLF Total Point Load(P_total) = 6528 LB .Footing Width(B_f) Required 7.56" = (W_total/SB) = (693.0/1100)xl2 Use 12" Wide x 12" Deep Continuous Footing S = 4.0 + 2 x 18.0 = 40.0" width = 12" Capacity of Point Load on Footing(P_cap) = (SB x S x Width)/144 = 3667 LB Allowable Point Load on Footing = P_cap-(W_total x S)/12 = 1357 LB Required Pad Width = SQRT(P_total/SB) = SQRT( 6528/1100) = 2.44' Use 2'-6" SQ x 12" w/(3)# 4 @ Botttom Each Way For Pad Continuous Footing 2 At front Kitchen I -Story Soil Bearing(SB) = 1100 PSF Post Width Parallel to Footing(Bp) = 4.00" Loads: Weight of Footing 225.0 PLF = 150 x 1.00 x 1.50 Primary Roof 507 PLF=26.0' x (19+20)12 Point From Right of BM GT#7C (8195 LB) Total Weight(W_total) = 732 PLF Total Point Load(P_total) = 8195 LB' Footing Width(B_f) Required 7.99" = (W_total/SB) _ (732.0/1100)xl2 Use 12" Wide x 12" Deep Continuous Footing S = 4.0 + 2 x 18.0 = 40.0" Width = 12" Capacity of Point Load on Footing(P_cap) = (SB x S x Width)/144 = 3667 LB Allowable Point Load on Footing = P_cap-(W_total x S)/12 = 1227 LB Required Pad Width = SQRT(P_total/SB) = SQRT( 8195/1100) = 2.73' Use 3'-0" SQ x 12" wl(3) # 4 @ Botttom Each Way For Pad ) vls engineering ,Pob la : 22226.201 B i V V Client : GHA Companies/BLFarm, Inc. consulting group,lnc. Engineer. THU Date :05/l012006Q8C8.00_Ns1c) DESIGN CRITERIA: A. Code: 2007 CBC, Wind: C, 85 mph, Category: D S. Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, SIX Beams and Headers: No.I or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better C. Conventional 2-Pour Foundation without Structural Analysis for Expansive Soll or Differential Settlement PRIMARY ROOF LOADING ". Pitch 4.0:12 K = Increase for pitch 1.05 Truss(24" OC) x K 2.53 Plywood(7/ 16") x K 1.37 1/2" Gyp. Board 2.20 Conc. Tile x K 10.54 Misc.(InsuL,Elect..ETC� 2.36 Snow Load 0.00 Live Load 20.00 Dead Load 19.00 PRIMARY FLOOR LOADING 14" TJ1/210 @ 16" O/C 2.33 Plywood(5/8") 1.85 1/2" Gyp. Board 2.20 Carpet 1.00 None Covering 0.00 Misc.(Insul.,Eiect.,ETC) 7.62 Partition 0.00 Live Load 40.00 Dead Load I S.00 G )Uvis engineering consulting group,inc. Beam ID: GT#I Girder Truss @ Over Vista- Veranda Loads (Downward +) Beam Weight 20.0 PLF FROM 00' to 12.5' Primary Roof l9s PLF=lQO'x(19+20)n @ a00' to Lz50' Down (DL+LL./Max.) 1344/1344 Up (DL+LUMax.) Ole *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#2 Girder Truss @.Left of Vista Veranda Loads (Downward +) Beam Weight 30.o PLF from 0.0' to 15.0' Primary Roof 273 PLF=l4.ox(19+20)/2 @ a00'to 9.00' Primary Roof 78 PLF= 4.0XI9+20)12 @ 9.00' to 15.00' Point Load(P 1) Fmm left of BM CT#I ® 9.00 ♦ :Point Load Location PI 15.00, 9.00, -1 Down (DL+LUMax.) 257612S76 Up (DL+LUMax.) 010 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#3 Girder Truss @ Left of Vista Veranda Loads (Downward +) Beam Weight 20.0 PLFfmm 0.0' to 12.5' Primary Roof 78 PI.F= 4.0k(►9+20)/2 @ OW to 6.25' Primary Roof 273 PLF=14.0'x(19+20)12 @ 6.25'to 12.50' Point Load(P 1) Fran d& of BM Gr#1 @ 6.25 ♦ :Point Load Location 1344/ 1344 010 job :62226.201 B-2 Plan :2 Client : GHA Companies/BLFarm, Inc. Engineer: THU Date :05/10/2006(IBC8.00 Basic) 2007 CBC 214312143 010 PI 12.50' 6.25' - Down (DL+LUMax.) 1589/1 S89 2198/2198 Up (DL+LUMax.) 0/0 010 *** TRUSS DESIGNED BY OTHERS *** GOUVIS engineering consulting group,inc. Beam ID: GT#4 Girder Truss @ Left of Vista Veranda Loads (Downward +) Beam Weight 2a0 PU from o.a to 6.5' Primary Roof 76 PLF= 4.0x(19+20)12 @ 0.00'to 6.50' 6.50' _ Down (DL+LUMax.) 319/319 3191319 Up (DL+LL/Max.) 01.0 010 *** TRUSS DESIGNED BY OTHERS *** Job :62226-201 B-3 Plan :2 Client : GHA Companies/BLFarm, Inc. Engineer. THU Date :05110/2006(IBCB.00 Basic) 2007 CBC Beam ID: GT#S Girder Truss @ Over the Dinning Room Loads (Downward +) Beam Weight 20.0 PLF from 01to 34.75' Primary Roof 19sPLF=10.0x(19+20)12 0.001to34.751 34 7S' - Down (DL+LUMax.) 3736/3736 3736/3736 Up (DL+LLJMax.) 010 0/0 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#6 Girder Truss @ Over the Master Bath Loads (Downward +) Beam Weight 20.0 PLF from 0'to 40.25' Primary Roof 195 PLF=10.0'x(19+20)12 @ 0.W to 40.00' 40.25' Down (DL+LUMax.) 4327/4327 4278/4278 Up (DL+LUMax.) 0/0 0/0 ***TRUSS DESIGNED BY OTHERS *** iouvis engineering consulting group,inc. Beam ID: GTV Girder Truss @ Over the Master Bath Loads (Downward +) Beam Weight 30.0PUrMmoff to 19.8, Primary Roof 819 PLf=42.0x(19+20)12 ® 000'to I t.7,5' Point Load(PI) From left ofSM Gr#6 Q11.75 Primary Roof 195PLF=I0.01x(19+20)/2®11.75'to 19.75' v :Point Load Location PI Down (DL+LUMax.) 8293/8293 Up (DL+LL/Max.) 010 TRUSS DESIGNED BY OTHERS'�'� Beam ID: GT#8 Girder Truss @Over Bed #2 Loads (Downward +) Beam Weight 20.0 PLO` from a to 30.75' Point Load(P I) From dek of BM GT#6 @nso Primary Roof 819 P1fi42.ft(19+20)/2 @I LR' m 22.50' Primary Roof 39 PU= 2.0'x(19+20)12 Q 0.00' to 30.75' v :Point Load Location Job :62226-201 B-4 Plan :2 Client : GHA Companies/80arm, Inc. Engineer. THU Date :05/10/2006(IBC8.00_Basic) 2007 CBC PI 635816358 0/0 Down (DL+LUMax.) 56151561 S 8323/8323 Up (DL+LL/Max.) 010 _ 010 *o" TRUSS DESIGNED BY OTHERS'"e"" Beam ID: GT#9 Girder Truss @ Over Casita Loads (Downward +) Beam Weight 30.0 PLO` from ao' to I &a Primary Roof r95PLr-to.oxp9+20)12@0:00'to law r 18.00, - Down (DL+LUMax.) 2023/2025 202S/2025 Up (DL+LUMax.) 010 •010 �"��' TRUSS DESIGNED BY OTHERS "'""" GOVVIS engineering consulting group,inc. Beam ID: GT#10 Girder Truss a@a Left of Casita Loads (Downward +) Beam Weight 30.0PLF(rom 0.0' to 13.8' Primary Roof 78 PLF= 4.0k(19+20)12 @ 0.00' to 8.00' Primary Roof 3" PLK20.0k(19+20)12 ® 8.00' to 1175' Point Load(P I) From left ojBM CM ® 6.00 v:Point Load Location Down (DL+LLIMax.) Up (DL+LL(Max.) Job :62226-201 B-S Plan :2 Client : GHA CompanieslBLFarm, Inc. Engineer: THU Date :OS/10/2006(IBC8.00 Basic) 2007 CBC PI 13.75' 1964/1964 3340/3340 0/0 0/0 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#I l Girder Truss a@ Over the Garage Loads (Downward +) . Beam Weight 20.0 PLF from O' ro 21.0a Primary Roof 195 PLF=l0.0'A{19+20)r2 cif a0m to 21.00' i _ 2I.00' _1 "Down (DL+LL/Max.) 2258/2258 2258/2258 Up (DL+LL/Max.) 010 0/0 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#12 Girder Truss @ Right of the Loggia-Elev B Loads (Downward +) Beam Weight 30.0 P1F FROM oa to 16.a' Primary Roof 156 PLF= B.OW19+20)/2 000'to 16.75' r 16 75' Down (DL+LL/Max.) 1558/1558 1558/1 SS8 Up (DL+LUMax.) 010 010 *** TRUSS DESIGNED BY OTHERS *** Job :62226-201 B•6. GOVVIS engineering Plan :2 consulting group,inc. Client : GHA CompanieslBtFartn, Inc Engineer. THU Date ; 05110/2006(IBC8.00_Basic) Beam ID: GT#13 Girder Truss @ Right of the Entry-Elev B 2007 CBC Loads (Downward +) Beam Weight 20.0 PtF fmm 0.0' to 11.3' Primary Roof 156 P1F= B.WI9+20)12 @ 0.OLe to 11.25' r 11.25' Down (DL+LUMax.) 9901990 990/990 Up (DL+LLJMax.) 010 010 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#14 Girder Truss @ Over the Master Bath-Elev B Loads (Downward +) Beam Weight 40.0 PU from Off to 36,0' Primary Roof 195 PLY-10.0k(19+20)12 @ aW to 36.00' 36 00' - r Down (DL+LUMax.) 4230/4230 4230/4230 Up (DL+LUMax.) 010 010 *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#I S Girder Truss @ Over the Master Bath-Elev B Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 19.6 Primary Roof 683 P!Y-35.0k(19+20)/2 @ 0.00'to 11.75' Point Load(P1) FmnleRof&MGr#14@11.75 Primary Roof 78 FLF=4.Ok(19+20)12@11J5'to 19.75' • :Point Load Location p, 0. Down (DL+LUMax.) Up (DL+LUMax.) 7359/73$9 0/0 *** TRUSS DESIGNED BY OTHERS''* 541115411 010 GOUVIS engineering 1pla Z2226-201 B 7 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: THU Date : OS/ 10/2006(1110.00_8asic) 2007 CBC Beam ID: GT#1 a Girder Truss @ Over Caslta-Elev B Loads (Downward +) Beam Weight 30.0 PLF from Off to 13.0' Primary Roof 195 PLfi1017419+20)12 ® O.W to 13-W 13.00' Down (DL+LL/Max,) 146311463 1463/1463 Up (DL+LL1Max.) 010 010 *** TRUSS DESIGNED BY OTHERS **�' Beam ID: GT#17 Girder Truss @ Left of Casita-Elev B Loads (Downward +) Beam Weight Sao PLF rmm ao, to tie Primary Roof 78 PLF 4.0'419+20)12® aw to aw Primary Roof 390 PLF=20AK(19+20)12 ® 8.00' to 13.75' Point Load(P I) From left of eM GM16 ® 1100 ♦ :Point Load Location PI 13.75' 8.00, Down (DL+LUMax.) 1729/1729 3012/3012 i Up (DL+LUMax.) 010 010 ' *** TRUSS DESIGNED BY OTHERS *** Beam ID: GT#18 Girder Truss @ Over Great Room Loads (Downward +) Beam Weight 20.0 PLF from 0' to 40.W Primary Roof 78 P1F= 4.0'x(19+20)12 ® 0.00'to 40.00' Primary Roof 273 PLF-- 14.0k(i 9+20)12 @34.00' to 40.oa 40.00' Down (DL+LL/Max.) 2083/2083 347b/347S Up (DL+LUMax.) 010 010 *** TRUSS DESIGNED BY OTHERS *** engineering)oD :62226-20Is�-e ouvls Plan 2 Client : GHA CompanleVBLFarm, Inc. consulting group,inc. Engineer. THU Date :05/10/2006(IBC8.00_Basic) Beam ID: GT##19 Girder Truss @ Over Great Room 2007 CBC Loads (Downward +) Beam Weight 20.0 FLF from O' w 35,W Primary Roof 78 FLF= tax(19+20)12 @ OW to 35.W Primary Roof 273 FLF=l4•1Yx(i9+20)12 @28.50' w 35.0a • � 35.00' - Down (DL+LUMax.) 1880/ 1860 .332513325 Up (DL+LUMax.) 010 Ole TRUSS DESIGNED BY OTHERS 91 e i ineerin GU U Govis g lob :62226-201 B•9 Plan :2 �✓ Client : GHA CompanleslBLFarm, Inc consulting group,inc. Engineer. THU Date :05110/2006(IBC8.00_Basic) Beam ID: 1(Drop) Header @ Left of Vista Veranda 2007 CBC Loads (Downward +) PI Beam Weight 20,0 nF from oa to IS Primary Roof 117 PLF= 60419+20)12 @ 0.00' to 0.50' 1.50' Exterior Wall 30 P1F= 2.ax15.0 @ aoa to 1.50- Primary Roof 273 PLF=14.ax(19+20)12 @ O,SO'to 1.50, 1017 Point Load(PI) From left of BMGr#I @0.50 ♦ :Point Load Location Reactions(D L+LUMax) Down 1073/1073 677/677 Up 010 010 Shear Dlogom:Dl + RF_L 516 Use DFL NO2 4 x 4(Fb= 900 Fv= 180) Critical Shear =1017 L8 @ 0.33' 1.5xShear/(FvxA)=0.554 Fv-225 A= 12.25 Critical Moment =516 LBOT @ 0.50' Ratio=0.513 Fb= 1688 S= 7.15 Moment DhrgrombL + AF-L Critical Deflection = -0.009 INCH @ 0.6T ~ -0.009 - De/Wdon DroynartDL+U "Beam ID: 2(Drop) Header @ Rear of Vista Veranda Loads (Downward +) PI Beam Weight 20.0 PLF FROM 0.0' to 3.3' Exterior Wall 30 PLF= 2.Ok15.0 @ 0.00' to 5.25' 5.25' Primary Roof 137 PLF= 7.0'x(19+20)12 @ 0.00' to 5.25' Point Load(PI) From left of8MG7#3@4.SO v :Point Load Location Reactions(DL+LUMm) Down 7171717 1852/1852 Up 0/0 0/0 -1789 Shear GBogrontal + RF_L Use DFL NO2 4 x B(Fb= 900 Fv=180) 1377 Critical Shear =-1789 LB @ 4.92' 1.5xSheor1(FvxA)=0.470 Fv--225 A= 25.38 Critical Moment =1377 L&x T @ 3.83' Ratio=0.368 Fb= 1463 S= 30.66 Critical Deflection = -0.038 -INCH @ 2.83' Moment Dio s<amDl+ ALL 7qqqulppllv .0.038 Depr(tion O oRrttmDl+li GOVVIS engineering consulting group,inc. Beam ID: 3 Header @ Rear of the Loggia Loads (Downward +) Beam Weight 20L0 PLF FROM Off to 7.0' Primary Roof 371 PLF=19.0'x(19+20)l2 @ 0.00'to 7.00' Exterior Wall 30 PLF= 2.0'x15.0 @ aOa to 7.W Reactlons(DL+LUMax.) Down 147211472 1472/1472 Up 0/0 010 Use DFL NO2 4 x B(Fb= 900 Fv=180) Critical Shear =1332 LB @ 0.33' 1.5xSheor/(FvxA)=0.350 Fv=225 A='25.38 Crkical Moment =2576 LBxFi @ 3.50' Ratio=0.689 Fb= 1463 S= 30.66 Critical Deflection = -0.128 INCH @ 3.50' Beam ID: 4 Header @ Left of the Kitchen Loads (Downward +) Beam Weight 20.0 P9 FROM 0.0' to s.3' Primary Roof 722 PLF=37.Ok(19+20)12 @ a00' to 5.25' Exterior Wall 30 PLF= 2.01x15.0 @ 0.00' to 5.25' Point Load(P I) From left of SM GT##l9 @ 2,00 ♦ :Point Load Location Reactlons(D L+LUMax.) Down 3189/3189 2741 /2741 Up 010 010 Use DFL NO2 4 x IO(Fb= 900 Fv=-180)' Critical Shear =2932 LB @ 0.33' l.5xShear/(FwA)=0.604 Fv=225 A= 32.38 Critical Moment =4835 WWI' @ 2.00' Ratio=0.861 Fb= 1350 S= 49.91 Critical Deflection = -0.060 INCH @ 2.58' 1332 Job ; 62226.201 B-10 Plan :2 Client : GHA Companies/Warm, Inc. Engineer. THU Date ; 05/10/2006(IBC8.00_Basic) 2007 CBC 7.00'� Moment Okpra l)l, + AF1 -0.128 Delhctlan DkgmmtDL+LL PI 5.2s' 2932 Moment DkAram:DL + AF_L 7MIEFF"p", -0.060 De*dm D1oAram:DL+LL GOUVis engineering Job :62226.201 e Plan :2 Client : GHA Companles/BLFarm, Inc. consulting group,inc. Engineer. THU Date :05/10/2006(IBCB.00_Basic) Beam ID: 5 Header @ Right of the Dinning Room 2007 CBC Loads (Downward +) PI Beam Weight 20.0 PLF FROM 0.0' to 5.3' Primary Roof 722 PLF=37.OXl9+20)12 @ IAO'to S.25' 5.25'_ Exterior Wal l 30 PLF= 2.05d5.0 @ 0.00' to S.2s Primary Roof 117 PV-- 6.ox(19+20)12 @ 0.W:o 1,00, 4447 Point Load(P 1) From right ofAM GM @ 1.00 HM ♦ :Point Load Location Reaction s(D L+LL1Max.) Down 4302/4502 2679/2679 Up .010 0/0 Use TIMBERSTRAND 3 112x9 112 I.SE(Fb=2250 Fv=310) w/Left:2-2x4 trimJstud Critical Shear =4447 LB @ 0:33' I.5x5hear/(FvxA)=O.S18 Fv=388 A= 33.25 Critical Moment =4652 LBxFT @ IJ5' RaVo=0.369 Fb= 2874 S= 52.65 Critical Deflection .' _ -0.061 INCH @ 2.50' Beam ID: 6 Header @ Left of the Nook Loads (Downward +) Beam Weight 20.0 PIS from Off to 5.3' Primary Roof 819PU--42.OXI9+20)n@a00'to 5.25' Exterior Wall 30 PIP'= 2.1Yx15.0 @ 0.00' to 5.2S' Point Load(Pl) From felt of BM GM18@2.00 ♦ :Point Load Location Reactions(DL+LL/Max,) Down 3571/3571 307SI307S Up 010 010 Use DFL NO2 4 x 10(Fb= 900 Fv= 180) - w/Left 2-2x4 trimJstud Critical Shear =3281 L8 @ 0.33' I.5xShear/(W)=0,676 Critical Moment =5403 Critical Deflection = -0.067 Fv=225 A= 32.38 LBxFT @ 2.00' Rotlo=0.962 Fb= 1350 S= 49.91 INCH @ 2.58' Moment Diwom:OL + RF—L 7qqM9p,p1W* .01061 Deih -don Olo mm:Ot+tl PI 5.25' z.00'.—� 3281 ..,�muIIIIINIIIIun �,.. Moment OlosramOL + Ai—L -0.067 ' De}te[dan D1oy+om:DL+tL , lob :62226-201 B 2 . GOUVIS enineerin g g Plan :2 Client : GHA Companies/Bi-Farm, Inc. consulting group,lnc. Engineer: THU Date :05110/2006(IBC8.00_Basic) Beam ID• 7 Header fSh Front of the B d #2 2007 CSC e Loads (Downward +) Beam Weight 20.0 PLF (ram 0.0' to 4.3' Primary Roof 595 PU=30.5'x(19+20)12 @ 2.00' to 4.25' Exterior Wall 30 PLF- 2.00xrs.0 @ 0.001 to 4.25' Primary Roof 195 P1F=10.0'x(19+20)12 @ O.W to 2.00' Point Load(P l) From Fora oreM GT#8 @ ZOO ♦ :Point Load Location Reacttons(DL+LUMax.) Down 5376/5376 5271 /5271 Up 010 - 010 Use TIMBERSTRAND 3 1/2x1 1 7/8 1.5E (Fb=2250 Fv=310) w/Left:4x4 post Right4x4 post Critical Shear =5296 LB @ 0.33' 1.5xShear/(FvxA)=0.493 Fv=-388 A= 41.56 Critical Moment = 102 73 L8xFT @ 2.00' Rollo=0.532 Fb= 2815 S= 82.26 Critical Deflection = -0.037 INCH @ 2.08' Beam ID: 8 Cant. Flush Bm @ Left of the HallWay Loads (Downward +) Beam Weight 30.0 P9 FROM 0.0' to 15.5' Primary Floor 55 PLF= Z.0'x(15+40)l2 @ o.0a to 15.5a Primary Roof 78 IOU- 4.0'x(19+20)/2 @ 0.00'to 15.5a Point Load(P 1) @15.5 (4;-- t500) • :Point Load Location Reacdons(D L+LLIMax,) Down 7321607 3295/3110 Up 0/0 0/0 . . Use TIMBERSTRAND 13/4x14 I.SE(Fb=2250 Fv=310) w/ Right:2-2x4 trim./stud Crtticol Shear =1680 LB @ 13.33' 1.5xShear1(FvxA)=0.369 Critical Moment =4009 Critical Deflection = -0.103 Fv=279 A= 24.50 LBxFT @ 13.00' Ratio=0.422 Fb= 1996 S= 57.17 INCH @ 15.SO- PI 4.25' 2.00'_� 5296 am - maw 10273 ..11dIIII01IIIItha.._ Momem OMironrOL + RF_L .0.037 DeJlecfkn fNoyrorn�DL+tl War alogrormot PI 13.00'_�� 15.50' 1680 -4009 -0.103 ova„ ororram.ot+tt GO TU UVIS ® Job : 62226-201 B-13 ngPlan :2 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: THU Beam ID: 9 Drop Bm @ Rear of the Garage Loads (Downward +) Beam Weight 30.0 PLF from 0.0' to 21.5' Primary Floor 55 PLF= 2.0'x(15+40)12 @ 8.00'to 14.50'. Primary Roof 78 PLF= 4.0'x(19+20)12 @ 0.00'to 21.50' Shear Wall W= 762 S= 863 H= 8.0' @ 10.5' L= 4.0' 2(A) Exterior Wall 120 PLF= 8.0'x15.0 @ 8.00'to 14.50' J :Edge of Shear Panel Reactions(DL+LUMax.) Down 1703/2376 1756/2437 Up 0/-245 0/-226 Use GLB 24F V4 3 I /8 x 13 1 /2(Fb=2400/ 1850 Fv=265) Critical Shear =-1304 LB @21.17' 1.5x5hear/(FvxA)=0.175 Fr-265 A= 42.19 Critical Moment =19298 LBxFT @ 10.50' Ratio=0.532 Fb= 4583 S= 94.92 Critical Deflection .=-O.787 Inch @10.83' U280=0.921 *Or Section ASCE 12.4.3.1 Exception Per NDS 4.3.3, Em = 2 x S.W. Capacity x HT e Beam ID: 10 Flush Bm @ Rear of the Bed #3 Loads (Downward +) Beam Weight 30.0 PLF FROM 0.0' to 13.0' Primary Floor 55 PLF= 2.0'x(15+40)/2 @ 0.00',to 11.00' Primary Floor 220PLF=8.0'x(15+40)12@11.00'to 13.00' Exterior Wall 13S PLF= 9.0'x15.0 @ 0.00' to 13.00' Primary Roof 156 PLF= 8.0'x(19+20)12 @ 0.00'to 13.00' Shear Wall W= 414 S= 324 H= 8.0' @ 5.0' L= IS 3(B) Shear Wall W= 414 S= 324 H= 8.0' @11.0- L= IS 3(C) ':Edge of Shear Panel Reactio ns(D L+LL/Max.) Down 1970/ 1816 3248/2952 Up 0/0 0/0 Use PARALLAM 5 1 /4 x 14(Fb=2800 Fv=285) Critical Shear =-1613 LB @ 10.67' 1.5xShear/(FvxA)=0.116 Fv=285 A= 73.50 Critical Moment =4181 LBxFT @ 5.33' Ratio=0.106 Fb= 2 752 S= 171.50 Critical Deflection = 0.026 INCH @ 13.00' Date :05/1W2006(IBC8.00_Basic) 2007 CBC 21.50' -1304 Shear Diogrom:DL + FL_L _ 19298 �.,�-rrn7f l l l l l l l l l l l l l l l l l l l 1111111111111111111111111111111111111111111111111111111 Moment Diagram:(1.2+0.14xS_ds)XDL+fixFL+3.OxSEIS * 0.787 Deflection Diagrom:DL+U 1 1.00' 13.00' -1613, Shear Diagram:DL + FL L 4181 Moment Diogrambl. + FL_L Deflection Diagrom:DL+LL + 0.026 GOUVIS sl v g 5 eF� ai fin g consulting • • Beam ID: I I Flush Bm @ Right of the Bed #3 Loads (Downward +) Beam Weight 20.0 Plf from 0.0' to 14.0' Primary Floor 110 PLF= 4.0'x(15+40)/2 @ 0.00'to 14.00' Point Load(P I) From right of BM 10 @14.00 ♦ :Point Load Location Reactions(DL+LUMax.) Down 319/428 4851/4343 Up-155/-161 0/0 Use TIMBERSTRAND 3 1/2x14 1.5E(Fb=2250 Fv=310) w/ Right:2-2x4 trim./stud Critical Shear =2850 LB @ 12.33' 1.5xSheor/(FvxA)=0.281 Fv=310 A= 49.00 Critical Moment =-5528 - LBxFT @ 12.00' Ratio=0.262 Fb= 2218 S= 114.33 Critical Deflection =-0.080, , INCH @ 14.00' Beam ID: 12(Drop) Header @ Left of Golf Chart Rm Loads (Downward +) Beam Weight 20.0 PLF from 0.0' to 5.0' Primary Roof 390 PLF=20.0'x(l9+20)l2 @ 0.00'to 1.50' Exterior Wall 30 PLF= 2.0'xl5.0 @ 0.00' to 5.00' Point Load(P I) From left of BM GT#9 @ 1.50 Primary Roof 78 PLF= 4.0'x(19+20)12 @ 1.50' to 5.00' ♦:Point Load Location Reactions(DL+LUMax.) Down 2135/2135 998/998 Up 0/0 0/0 Use DFL NO2 4 x 8(Fb= 900 Fv=180) Critical Shear =1989 LB @ 0.33' 1.5xShear/(FvxA)=0.522 Fv=225 A= 25.38 Critical Moment =2708 LBxFT @ 1.50' Ratio =0.725 Fb= 1463 S= 30.66 Critical Deflection = -0.056 'INCH @ 2.25' Job :62226-201 8-14 Plan :2 Client : GHA Companies/BLFarm, Inc. Engineer: THU Date : 05/ 10/2006(IBC8.00_Basic) 2007 CBC PI 12.00' 14.00' 2850 Shear Diagrom:DL + FL_L 5528- Moment Diogrom:DL + FL_L Depection Diagrom:DL+LL PI 5.00' 1989 Moment Diogram:Dt + RF_L -0.056 Deflection Diagrom:DL+LL 0.080 T� V VIS enginee ing � :62226.201 g' S Plan :2 Client . GHA Companies/Warm, Inc. consulting group,inc. Engineer: THU Date :05/1012006(IBC8.00 Basic) Beam ID: 13 Header @ Front of the Golf Chart Room 2007 CBC Loads (Downward +) Beam Weight 20.0 PLF fmm 0.0' to a3' 8.25 Primary Roof 195 PLF=10.01x(19+20)12 @ 0.00'to 8.25' Exterior Wall 30 PLF= 2.05r15,0 @ o.Oa to a25' 929 Reactlons(DL+LUMax.) .ftnll� - Down : 1011/1011 1011/1011 Up 0/0 010 Use DFL NO2 4 x 6(Fb= 900 Fv=180) Critical Shear =929 LB @ 0.33' 1.5x3heor/(FwA)=0.322 Fv=225 A= 19.25 Critical Moment =2084 LBxFT @ 4.17' Rotio=0.969 Fb= 1463 S= 17.65 Critical Deflection =0329 . Inch @ 4.17' U1 40=0.412 Beam ID: 14 Header @ Front of the Garage Loads (Downward +) Beam Weight 30.0 PLF FROM 0.0 to 16.5' Primary Roof 195 Pu10.0x(19+20)12 @ a00'to 16.50' Exterior Wall 30 PLF= 2.0xl s.o @ 0.00' to 16.50' Reaction s(DL+LUMax.) Down 2104/2104 2104/2104 Up. 010 0/0 Use GLB 24F V4 3 118 x 12(Fb=240011850 Fv=265) Critical Shear =T019 LB @ 0,33' 1.5xRearl(FvxA)=0.244 Fv=331 A= 37.50 Critical Moment =8678 LBxFT @ 8.25' Ratio=0.463 Fb= 3000 S= 75.00 Critical Deflection = 0.525 Inch @ 8.25' U240=0.825 Sheer Dhw=DL + RF_L 2084 Moment Dhi o=OL + AF—L -0.329 De1kc@on DLodramDL+tl 16.50' 2019 Sheor O)Wom.�DL +RF_L 8678 Moment DiatroarOL + AF—L • -O.S25 Deflection Dto2MMM+U r job� 62226.201 8-16 o en ineer�n V I S g u Plan : 2 V V Client : GHA Companiea/BLFarm, Inc. consulting group,inc. Engineer: THU Date :0511012006(IBC8.00 Basic) Beam ID: I S(Drop) Drop Bm @ Right of the Garage 2007 CBC Loads (Downward +) PI Beam Weight 20.0 PU FROM 0.0' to 73 Primary Roof 449 P0=23Ax(19+20 /? 2 00' to 7.25' ) � � 7.25' 2.001� • Primary Roof 156 Ply a0'x(19+20)/2 @ 0.00, to Zoo' Primary Floor l 10 PU= 4.0'x(15+40)12 @ 0.00' to 7.25' 2428 Point Load(P I) From left ofBM 9 @ 2.00 ♦:Point Load Location ML Reactio ns(DL+LLIMax.) Down 2826/3317 2486/2SS4 Up O/-102 0/0 s+eor olgram*L+ o.?s.tc + 0.73AU 4732 Use DFL NO 1 6 x 12(Fb=1350 Fv=170) Critical Shear =2428 LB @ 0.33' 1.5xSheor1(FvxA)=0.271 Fv=213 A= 63.25 Critical Moment =4732 LBxF7 @ 2.92' Ratio=0.278 Fh= 1688 S= 121.23 Mommi &A ran:ou a750L + 0.75,w Critical Deflection = -0.045 INCH @ 3.50' •0.04S o�noa ooyamoc.0 SHEET: LLI covviM910ecring JOB N0.: 62226 PLAN: 2 consulting group, inc. DATE: 03/02/ 10 CLIENT: GHA/ BLF 4Y q 1 c o�Ev •� 0 iTA ' P T •rA'ARD ! PMCH OWamanm X P ORt° OQUA O O °, A•OOC �r ° 15 ..._. X Ro R R N ° •�� _ •>a ROOB • -L a i—1 -V I a r v wLL S ee Yaw M a 13-2 2Y IY 3Y 07 10 6.2 I 1Y 2 71 i ..i X _. ' 4 SHEAR WALL LAYOUT PLAN 2 GOUVIS ENGINEERING CONSULTING GROUP SHEET : L . I LATERAL ANALYSIS 108 NO. 62226 2007 CBC CLIENT GHA CompanieslBLFarfr POURING NON MONO PLAN NO. 2 DATE 7/9/2008(Ver301) Y DIRECTION SECTION IY BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 23.0, GABLE MEAN ROOF HT = 21.8, L = 55.0, B = 107.0 FLOOR HT (FT): I -FLR = 10.0, 2-FLR = 19.3 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kt = 1.00, G = 0.85, GCpi = t 0.18, w = 1.00 INTERPOLATION: ' UB => YES, h/L =* YES, 9 =* YES, qh = 14.18 WIND HEIGHT (FT): 15 20 25 GOVERNING UPLIFT (AVE) WALL -PRESSURE mP (PSF): 15.10 15.67 16.13 9.25 ROOF: I 8.50(WW)l I 3.25/18.4P. 18.50(LW)/13,2S/18.43°; OVERHANGS: 18.50/2.00 WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*3.75*1.00)+64.08=101.58 WIND LOAD FLOOR (PLF): I -FLR=153.52 MAX TOTAL = 255.10 Ry = 6.5, SITE CLASS: D, SDs a 2F,S, /3 = 2x 1.00x 1.5013 = 1.000, SDI m 2F„SI /3 = 2x1.50x0.60/3 = 0.600, SDI a D V = SpS I W / 1.41ky = (I.000)(1.00)W/(1A*6.5) = 0.1099 W ROOF: DL ROOF = 19.0x28.5 = 541.50 PLF DL EXT WALL = 15.0[2.0(19.25-15.13)] = 123.75 PLF SHEAR = 0. 1099(541.50+123.75) = 0.1099(665.25) = 73.10 PLF 1-FLR DL FLOOR = I5.Ox26.5 = 397.50 PLF DL EXT WALL = 15.0[2.0(15.13-11.00)+2.0(10.00-5.00)] = 273.75 PLF DL INT WALL = 10.0[0.0(1 S. 13-11.00)+2.0(10.00-5.00)] = 100.00 PLF SHEAR = 0.1099(397.50+273.75+100.00) = 0.1099(771.25) = 84.75 PLF TOTAL SEISMIC LOAD = 73.10+84.7'5 = 137.86 PLF REDISTRIB.: 665.3x19.3+771.3x10.0 = 20518.6 SHEAR ROOF = 157.86 x 665.25 x 19.25 / 20518.S6 = 98.52 PLF (98.52 PLF) SHEAR I-FLR = 157.86 x 77L25 x IO.00 / 20518.56 = 59.34 PLF (110.18 PLF) ROOF: 101.58 PLF WIND GOVERN (DIAPH.ONLY) 1-FLR 255.1 O PLF WIND GOVERN ROOF DIAPHRAGM V = 101.58 = 101.58 PLF MAX SHEAR = 101.5B x 15.001(2 x 26.50) = 28.75 PLF USE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 101.58 x 15.00 x I S.00 / (8 x 26.50) = 107.81 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE C) 8 IN. O.C. (STANDARD CONSTRUCTION) I-FLR DIAPHRAGM V = 153.52 PLF ALIGN MAX SHEAR = 153.52 x'I 6.501(2 x 26.50) = 47.79 PLF USE: 23/32" CDX RATED UNBLKED W/ 10d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 153.52 x 16.50 x 16.50 / (8 x 26.50) = 197.15 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN, O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 2 LATERAL ANALYSIS JOB NO, 62226 2007 CBC CLIENT GHA Companies/BLFarrr POURING NON MONO PLAN NO. 2 DATE 7/912008(Ver301) Y DIRECTION SECTION 2Y BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 16.5, GABLE MEAN ROOF HT = 14.5. L = 55.0, B = 107.0 FLOOR HT (FT): I-FLR = 10.0 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kt = 1.00, G = 0.85, GCp, =. f 0.18, ro = 1.00 INTERPOLATION: UB => YES, h/L =� YES, 8 =;� YES, qh = 14.18 WIND HEIGHT (FT): IS 20 GOVERNING UPLIFT (AVE.) WALL PRESSURE wP (PSF): 15.10 15.67 7.91 ROOF: 51.00(WW)/I5.00/18.43°, 51.00(LW)/15.00/18.43°; OVERHANGS: 51.00/I.S0 GABLE: 51.00(LW)/ 15.00 WIND LOAD ROOF (PLF): +Y/+GCpi=162.53 +Y/-GCpi=139.56 -Y/+GCpi=155.83 -YI-GCpi=178.80 MAX TOTAL= 178.80 Ry m. 6.r5, SITE CLASS: D, SDs = 2F,Ss /3 = 2xl.00xl.50/3 = 1.000, SDi = 2F„Si /3 = 2xI.SOxO.6013 = 0.600, SDC m D V = Sos I W / 1.4Ry = (I.000)(I.00)W/(1.4*6.5) = 0.1099 W ROOF: DL ROOF = 19.0xS7.0 = 1083.00 PLF DL EXT WALL = 15.0[2.0(10.00-5.00)] = 150.00 PLF DL INT WALL = 10.0[1.0(10.00.5.00)) = 50.00 PLF SHEAR = 0.1099(1083.00+150,00+50.00) = 0.1099(1283.00) = 140.99 PLF TOTAL SEISMIC LOAD = 140.99 = 140,99 PLF (183.29 PLF) ROOF: I78.80 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 183.29 PLF MAX SHEAR = 183.29 x 44.00 / (2 x 55.00) = 73.31 PLF USE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 183.29 x 44.00 x 44.001(8 x 55.00) = 806.46 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE Cc0 81N. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 3 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT : GHA Compan!WBLFarrr POURING NON MONO PLAN NO. 2 DATE 7/9/2008(Ver301) Y DIRECTION SECTION 3Y BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 13.5, GABLE MEAN ROOF HT = 12.5, L = 55.0, B = 107.0 FLOOR HT (FT): I -FLR = 10.0 WIND PARAMETERS: WIND SPEED m 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kzt = 1.00, G = 0.85, GCp; = f 0.18, m = 1.00 INTERPOLATION: UB YES, h/L =� YES, 0 =i:� YES, qn = 14.18 WIND HEIGHT (FT): 15 GOVERNING UPLIFT (AVE.) WALL PRESSURE a)P (PSF): 15.10 9.21 ROOF: 24.00(WM110.50118.43°, 24.00(LW)110.50/18.430; OVERHANGS: 24.0011.50 WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*3.50*1.00)+75.51=110.51 MAX TOTAL = 110.51 Ry = 6.5, SITE CLASS: D, SDs= 2F,S% /3 = 2x l.00xl.5013 = I.000, Sal m 2FvSI /3 = 2xl.SOx0.60/3 = 0.600, SDC = D V = SDs I W / 1.4Ry = (1.000)(1.00)WI(1.4*6S) _ 0.1099 W ROOF: DL ROOF = 19.042.0 = 418.00 PLF DL EXT WALL = 15.012.0(10.00-5.00)1 = 150.00 PLF SHEAR = 0.1099(418.00+150.00) = 0.1099(568.00) = 62.42 FLF TOTAL SEISMIC LOAD = 62A2 = 62.42 PLF (81.14 PLF) ROOF: 110.51 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 110.51 PLF MAX SHEAR = I I OS I x 23.50 / (2 x 21.00) = 61.83 PLF USE: 15/32" CDX RATED UNBLKED 32116 W/8d COMMON NAILS AT 6". 6". 12" O c CHORD FORCE = 110.51 x 23.50 x 23.50 / (8 x 21.00) = 363.26 LBS SPLICE W/ MINI 16d SINKER NAILS EACH SIDE OF SPLICE na 8 IN O C (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET : L - 4 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companies/BLFarrr POURING NON MONO PLAN NO. 2 DATE 719/2008(Ver301) Y DIRECTION SECTION 4Y BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 13.0, GABLE MEAN ROOF HT = 13.0. L = 55.0, B = 107.0 FLOOR HT (FT): I -FLR =,10.0 WIND PARAMETERS: WIND SPEED = 8S MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, K# = 1.00, G = 0.85, GCpI = t 0.18, w = 1.00 INTERPOLATION: L/B =* YES h/L =� YES, 9 =*� YES, qh = 14:18 WIND HEIGHT (FT): 15 GOVERNING UPLIFT (AVE) WALL PRESSURE aoP (PSF): 15.10 10.25 ROOF. 20.00(WW)/9.00/l8A3°, 20.00(LW)/9.00/18.43°: OVERHANGS: 20.00/2.00 GABLE: 20.00(LW)/ 16.00 WIND LOAD ROOF (PLF): +Y/+GCpi=123.59 +Y/-GCpi=108.27 -Y/+GCpi=119.12 -Y/-GCpi=134.43 MAX TOTAL = 134.43 Ry a 6.5, SITE CLASS: D, SDs = 21F,Ss /3 = 2x 1•.00x 1.50/3 = 1.000, SDI @ 2F,,Si /3 = 2x I .SOx0.60/3 = 0.600, Six = D V = SDs I W / 1.4Ry = (1.000)(1.00)W/(1.4*6.5) = 0.1099 W ROOF: DL ROOF = 19.Ox36.0 = 684.00 PLF DL EXT WALL = 15.0[2.0(10.00-5.00)1 = 150.00 PLF DL INT WALL = 10.0[2.0(10.00-5.00)] = 100.00 PLF SHEAR = 0. 1099(684.00+150.00+ 100.00) = 0.1099(934.00) = 102.64 PLF TOTAL SEISMIC LOAD = 102.64 = 102.64 PLF (133.43 PLF) ROOF: 134.43 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 134.43 PLF MAX SHEAR = 134.43 x 18.00 / (2 x 34.00) = 3559 PLF USE 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6", 6". 12" O.C. CHORD FORCE = 134.43 x 18.00 x 18.00 / (8 x 34.00) = 160.14 LBS . SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE Cgs 8. IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - S LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT ; GHA CompanierdBLFarrr POURING NON MONO PLAN NO. 2 DATE 7/912008(Ver301) X DIRECTION SECTION IX BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 22.0, GABLE MEAN ROOF HT = 21.8, L = 107.0, 8 = 55.0 FLOOR HT (FT): I -FLR = 10.0, 2-FLR = 19.3 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kt = 1.00, G = 0.85, • GCp = t 0.18, m = 1.00 INTERPOLATION: UB a YES, h/L =t� YES, 0 =� YES, qh = 14.18 WIND HEIGHT (FT): 15 20 25 GOVERNING UPLIFT (AVE) WALL PRESSURE aoP (PSF): 12.82 13.39 13.85 8.59 ROOF 26.50(WW)/7.00/18.43°, 26.S0(LW)f7.00/1B.43°; OVERHANGS: 26.50/2.00 GABLE; 15.25(WW)14.00 WIND LOAD ROOF (PLF). +X/+GCpl=88.28 +X/-GCpi=95.63 -X/+GCpi=87.15-X/-GCpl=79.80 WIND LOAD FLOOR (PLF): I-FLR=130.45 MAX TOTAL = 226.07 Rx = 6.5, SITE CLASS: D, SDs = 2F,S. /3 = 2x 1.00x 1.5013 = 1.000, ' SDI = 2F„S1 /3 = 2x1500.60/3 = 0.600, SDC = D V = Spy I W / I ARx = (1.000)(1.00)WI(1.4*6.5) _ 0.1099 W ROOF DL ROOF = 19.Ox19.0 = 361.00 PLF DL EXT WALL = 15.0[2.0(19.25-15.13)] = 123.75 PLF SHEAR = 0.1099(361.00+123.75) = 0.1099(484.75) = 53,27 PLF I-FLR DL FLOOR = I S.Ox16.5 = 247.50 PLF DL EXT WALL = 15.0[2.0(15.13-11.00)+1.0(10.00.5.00)) = 198.75 PLF DL INT WALL = 10.0[0.0(1 S. 13-11.00)+2.0(10.00-5.00)] = 100.00 PLF SHEAR = 0. 1099(247.50+198.75+ 100.00) = 0. 1 099(S46.25) = 60.03 PLF TOTAL SEISMIC LOAD = 53.27+60.03 = 113.30 PLF REDISTRIB.: 484.8x19.3+546.3x10.0 = 14793.9 SHEAR ROOF = 113.30 x 484.75 x 19.25 / 14793.94 = 71.46 PLF (71.46 PLF) SHEAR I-FLR = 113.30 x 546.25 x 10.00 / 14793.94 = 41.83 PLF (78.04 PLF) ROOF: 95.63 PLF WIND GOVERN (DIAPH.ONLY) I-FLR: 226.07 PLF WIND GOVERN ROOF DIAPHRAGM V = 95.63 = 95.63 PLF MAX SHEAR .= 95.63 x 26.50 / (2 x 18.00) = 70.39 PLF USE: 15/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6", 6". 12" O.C. CHORD FORCE = 95.63 x 26.50 x 26.50 / (8 x 18.00) = 466.34 LBS . SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE 0- 8 IN. O.C. (STANDARD CONSTRUCTION) I-FLR DIAPHRAGM V = 130.45 PLF ALIGN MAX SHEAR = 130AS x 26.50 / (2 x 16.50) _ 104.75 PLF USE: 23/32" CDXAATED UNBLKED W/IOd COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 130.45 x 2650 x 26.50 / (8 x 16.50) = 693.98 LBS SPLICE W/ "MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE Ca 8 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 6 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companles/Bl.Fam POURING NON MONO PLAN NO. 2 DATE 7/9/2008(Ver301) X DIRECTION SECTION 2X BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 16.5, GABLE MEAN ROOF HT = 14.5, L = 167.0, B = 55.0 FLOOR HT (FT): I-FLR = 10.0 WIND PARAMETERS: WIND SPEED s 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.85, Kx = 1.00, G = 0.8S, GCpi = t 0.18, 0 = 1.00 INTERPOLATION: UB =:> YES, h/L =* YES, 8 =:� YES, qh = 14.18 WIND HEIGHT (FT): IS 20 GOVERNING UPLIFT (AVE.) WALL PRESSURE mP (PSF): 12.82 13.39 8.57 ROOF: 55.00(WW)40.00/18A3°, 5S.00(LW)/20.00/18.430; OVERHANGS: 5S.00/2.00 GABLE 38.00(LW)/12.00 WIND LOAD ROOF (PLF): +X/+GCpi=139.01 +X/-GCpi=123.14 -X/+GCpi=141.47 -X/-GCpi=157.34 MAX TOTAL= 157.34 R, = 6.5, SITE CLASS: D, SDS = 2FoS:13 = 2xl.00xl.50/3 = 1.000, SDI m 2FvSt /3 = 2x1.50x0.60/3 = 0.600, SDC = D V = SDS I W / 1.4R, = (I.000)(I.00)W/(1.4*6.5). _ 0.1099 W ROOF: DL ROOF = 19.Ox51.0 = 969.00 PLF DL EXT WALL = 15.0[2.0(10,00-5.00)] = 150.00 PLF DL INT WALL = 10.0[1.0(10.00.5.00)] = 50.00 PLF SHEAR = 0.1099(969.00+150.00+50.00) = 0.1099(1169.00) = 128.46 PLF TOTAL SEISMIC LOAD = 128.46 = 128.46 PLF (167.00 PLF) ROOF: 157.34 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 167.00 PLF MAX SHEAR = 167.00 x 35.00 / (2 x 51.00) = 57.30 PLF USE: I5/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6", 12" O.C. CHORD FORCE = 167.00 x 35.00 x 3S.00 / (8 x 51.00) = 501.41 LBS SPLICE W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE Cad 8 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 7 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companies/BLFarrr POURING NON MONO PLAN NO. 2 DATE 71912008(Ver30l) X DIRECTION SECTION 3X BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 13.5. GABLE MEAN ROOF HT = 12.5, L = 107.0, B = 5S.0 FLOOR HT (FT): I-FLR = 10.0 WIND PARAMETERS WIND SPEED = 85 MPH, WIND EXPOSURE m C COEFFICIENTS: Kd = 0.85, Kx = 1.00, G = 0.85, GCor = t 0.18. w = 1.00 INTERPOLATION: UB YES, h/L =* YES, 9 :* YES, qh = 14.18 WIND HEIGHT (FT): 15 GOVERNING UPLIFT (AVE.) WALL PRESSURE wP (PSF): 12.82 10.37 ROOF: 22.00""/10.00/18.43*, OVERHANGS: 22.0011.50 GABLE: 22.00(LVV)/ 14.00 WIND LOAD ROOF (PLF): +X/+GCpi=58.59(R) +X/-GCpi=63.94(R) -X/+GCpi=98.43(R) -X/-GCpi=93.09(R) MAX TOTAL = 98.43 Rx= 6.5, SITE CLASS: D, Sos = 2FaSa /3 = 2xI..00xI.50/3 = 1.000, Sw = MS /3 = 2xI.S00.60/3 = 0.600, Scc = D V = Sos I W / I ARx = (I.000)(I.00)W/(1.4*6.5) = 0.1099 W ROOF: DL ROOF = 19.0x25.0 = 475.00 PLF DL EXT WALL = 15.0[2.0(10.00-5.00)] = 150.00 PLF SHEAR = 0.1099(475.00+ 150.00) = 0. 1 099(62S.00) = 68.68 PLF TOTAL SEISMIC LOAD = 68.68 = 68.68 PLF (89.29 PLF) ROOF: 98.43 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 98.43 PLF MAX SHEAR = 98.43 x 21.00 / (2 x 24.00) = 43.06 PLF USE: 15/32" CDX RATED UNBLKED 32/16 W18d COMMON NAILS AT 6", 6". 12" O.C. CHORD FORCE = 98.43 x 21.00 x 21.00 / (8 x 24.00) = 226.09 LBS SPLICE.W/ MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE @ 8 IN. O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING GROUP SHEET L - 8 LATERAL ANALYSIS JOB NO. 62226 2007 CBC CLIENT GHA Companies/BLFarrr POURING NON MONO PLAN NO. 2 DATE 7/9/2008(Ver301) DIRECTION SECTION 4X BLDG DIMENSION (FT): BASE HT = 0.0, SLOPE ROOF HT = 13.0. GABLE MEAN ROOF HT = 13.0. L = 107.0, B = 55.0 FLOOR HT (FT): I -FLR = 10.0 WIND PARAMETERS: WIND SPEED = 85 MPH, WIND EXPOSURE = C COEFFICIENTS: Kd = 0.8S, Kn = 1.00. G = 0.85, GCo = t 0.18, a) = 1.00 INTERPOLATION: LIB YES, h/L =:� YES, 0 =':> YES, qh = 14.18 WIND HEIGHT (FT): 15 GOVERNING UPLIFT (AVE) WALL PRESSURE a)P (PSF): 12.82 9.13 ROOF: 34.00(WW)110.00/18.43°. 34.00(LWV)/10.00/18.43°; OVERHANGS: 34.00/2.00 WIND LOAD ROOF (PLF): MINIMUM LOAD=(10*3.00*1.00)+64.11=94.11 MAX TOTAL = 94.11 Rx = 6.S, SITE CLASS: D, SDS = 2FaSs 13 = 2xI.00xl.50/3 = 1.000, SDI = 2F*SI /3 = 2xI.50x0:60/3 = 0.600, SDC = D V = SDs I W I.4Rx = (I.000)(I.00)W/(1.4*6.5) = 0.1099 W ROOF: DL ROOF = 19.0x22,0 = 418.00 PLF DL EXT WALL = 15.0[2.0(10.00-S.00)] = 150.00 PLF DL INT WALL = 10.0[1.0(10.00-5.00)] = 50.00 PLF SHEAR = 0. 1099(418.00+ 150.00+50.00) = 0. 1099(6 18.00) = 67.91 PLF TOTAL SEISMIC LOAD = 67.91 = 67.91 PLF (88.29 PLF) ROOF: 94.11 PLF WIND GOVERN (DIAPH.ONLY) ROOF DIAPHRAGM V = 94.11 PLF MAX SHEAR = 94.11 x 33.001(2 x 20.00) = 77.64 PLF USE: IS/32" CDX RATED UNBLKED 32/16 W/8d COMMON NAILS AT 6". 6". 12" O.C. CHORD FORCE = 94.11 x 33.00 x 33.00 / (8 x 20.00) = 640.5S LBS SPLICE Wl MINI (5)16d SINKER NAILS EACH SIDE OF SPLICE lad 8 IN O C (STANDARD CONSTRUCTION) i )Uvis engineering . consulting group,inc. Wind: 762 Seismic 739 wind 101.6 seismic 98.5 1 Y ROOF 15.0 I @Left of Vista Veranda 2ND Floor Wind 762(Uplih on Hoof-B.6 PSF) Seismic 886= 739+ 147 Exterior Wall(Y Dir.) SW I Job :62226-201 Plan :2 Client : GHA CompanieslBLI'arm, Inc. Engineer: THU Date :0511012006(Ver IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 585 6! 685 752 A T8.0 10 1.7 5.1 1 6.4 1.2 2.0 1.1 2.0 1.0 2.0 4.0 Str2p(E) O Break Point 0.0 22.5 26.5 Drag Force Analysis A. Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice Total Wall Length = 26.50(M Total Panel Length = 4.00(F1) Shear Diaphragm = 886126.50 = 33(PL9 Use (2 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 88614.00= 221(P1f)(Flexlble) Maximum Drag = 752(LB) Use TYPE I 0 Max. Panel Deflections AM = (4.0/1.0) x As x 1.4 = 1.128" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof P 38.0 = 19 * 4.012 FROM 0.0' TO 25.7' OVER TURNBNALYSIS UPUFr() DOWN(C) Panel AU Left -Side : T= `I769(LB) C= 1937(LB) -(2)CS161(2)2x4 **** Right_Side : T= 1780(LB) C= 1911(LB) (2)CS 161(2)2x4 **** Use (2)CS 16/(2)2x4 on both ends w/ 16d's Sinker @7.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. *"* Plywood shear wall to be nailed to all studs receiving holdowns GOVvis nnvineenng consulting group,inc. Wind: 762 Seismic: 739 wind 101.6 seismic 98.5 1 Y ROOF 15.0 2 @Right of Vista Veranda 2ND Floor Exterior WalI(Y Dir.) Wind 762(Uplift on Roof=8.6 PSf) Seismic 863= 739+ 124 ■ m 8.0 $W.2 Job :62226-201 Plan :2 Client : GHA CompanieslBLFarm, Inc. Engineer: THU Date :OS/10/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 0 Sirap(q ❑ Break Po1nt 0.0 23.0 27.0 Drag Force Analysis A. Simpson ST22 (1192 L8) ALT (10) ## l6d sinker per top plate splice Total Wall Length = 27.00(F7) Total Panel Length = 4.00(FT) Shear Diaphragm = 863127.00 = 32(P11) Use (2 A35) or (2 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 86314.00= 216(PLf)(Flexible) Maximum Drag = 735(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/1.0) x As x 1.4 = 1.098" <= 0.02 x 96.0 = 1.920" Dead Loads: Way 120.0= 15 * 8.0' Roof_P 19.0 = 19 * 2.012 FROM 0.0' TO 26.5' OVERTURNkNALYSIS UPLIFT(f) DOWN(C) Panel AU Left —Side : T= 1735(LB) C= 1874(LB) (2)CS161(2)2x4 **** Rlght_S1de: T= 1739(LB) C^ 1862(LB) (2)CS161(2)2x4 Use (2)CS 16/(2)2x4 on both ends w/ 16d's Sinker @7.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.G. * "* Plywood shear wall to be nailed to all studs receiving holdowns rj T T .. o vis engineering SW-3 ,Pia 22226.201 V V consulting grouP,inc. Client : GHA Companles/BLFarm, Inc. Engineer. THU Wind; 1243 seismic 929 Date :OS/10/2006(Ver_IBC7.2) wind 95.6 2007 CBC(Category D) seismic 71.5 Flexible Diaphragm IX —ROOF 26.0 3 @Rear of Vista Veranda 2ND Floor Exterior Wall(X'Dir.) Wind 1243(Upllft on Roof--8.7 PSF) Seismic 971= 929+ 42 C8.0 41..0.3 S 4.8 1 00.3 4.8 1. 0.3 A A 14.8 0. I'S 6.5 13.014.5 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # I bd sinker per top plate splice Total Wall Length = 14.75(FT) Total Panel Length = 4.50(FI) Shear Diaphragm = 12431 14.75 = 84(PL9 Use (3 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 97114.50= 216(PLF)(Flexible) Maximum Drag = 288(LB) use Dead Loads: Wall 120.0= 15 * 8.0' Roof_P 95.0 = 19 *10.0/2 FROM 0.0' TO 14.8' ID10x 3 77 i2 43 0 AC P�llou,able - Program only checks allowable shear on hardy-frame/strong-waldilevell . SW-4 Gc Uvis engineering Plan 22226-201 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: THU wind: 1267 seismic: 947 Date :05/10/2006(Ver_IBC7.2) wind 95.6 2007 CBC(Category D) seismic 71.5 Flexible Diaphragm 1X_ROOF 26.5 4 @Front of Vista Veranda 2ND Floor Exterior. Wall(X Dir.) Wind 1267(UpIIkan Roof=$.7 PSG Seismic 1058= 947E 112 Strap(E) Elm 1111111 Drag Force Analysis T 1 18.7 A: Simpson ST22 (1192 LB) . ALT (10) # 16d sinker per top plate splice Total Wall Length = 18.67(F'T) Total Panel Length = 6.00(FT) Shear Diaphragm = 1201 18.67 = 68(PLF) Use (3 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 105816.00= 176(PLF)(Rexible) Maximum Drag = 860(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.0/1.0) x As x 1.4 = 0.850" <= 0.02 x 96.0 = 1.920" Dead Loads: Wail 120.0= 15 * 8.0' Roof_P X0 = 19 * 4.012 FROM 0.0' TO 18.7' OVERTURNQNALYSIS UPLIFT(T) DOWN(G) Panel AU Left —Side : T= 1546(LB) C= 1856(LB) CS16/2x4 Right_Slde: T= 1546(LB) C= 1856(LB) CS16/2x4 Use CS 16/2x4 on both ends w/ 16d's Sinker @7.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. J GOUVIS y17 4{ jx i � �"� 1 Felt'. Z 5 Ne �, � S�I ?� oaf;"' o9 consulting • • Wind: 1267 Seismic: 947 wind 95.6 seismic 71.5 IX ROOF 26.5 4 OPT. @Front of Vista LOFT 2ND Floor Wind 1267(Uplift on Roof=8.7 PSF) Seismic 1041= 947+ 94 Strap(E) Exterior Wall(X Dir.) A 10 2.0 4.0 0.5 4.0 3.0 1.0 4.3 8.0 SW-0 it a Job :62226-201 Plan :2 Client : GHA Companies/BLFarm, Inc. Engineer: THU Date : 05/ 10/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 0.0 Drag Force Analysiss 18.7 A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice Total Wall Length =- 18.75(FT) Total Panel Length = 4.25(F7) Shear Diaphragm = 12671 18.75 = 68(PLF) Use (3 A35) or (3 LS50) Along Line of Shear Panel Design Wall Sheor(S) = 104114.25= 2 45(PLF) (Flexible) Maximum Drag = 980(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/1.0) x As x 1.4 = 1.I95" <= 0.02 x 96.0 = 1.920" Dead Loads: Wall 120.0= 15 * 8.0' Roof P 0.0 = 19 * 0.012 FROM 0.0' TO 18.7' OVERTURNALYSIS UPLIFT(T) DOWN(C) Panel A Left -Side : T= 2408(LB) C= 2561(LB) (2)CS161(2)2x4 **** Right -Side : T= 2408(LB) C= 2561(LB) (2)CS 161(2)2x4 **** Use (2)CS 16/(2)2x4 on both ends w/ 16d's Sinker@5.0" O.C. Or 1 /4" SDS Screws @ 16.0" O.C. i P =1.00 Plywood shear wall to be nailed to all studs receiving holdowns s n Sw-5 G( U ♦ IS engineering. ,Plan 22226.201 Client : GHA Companies/BLFarm, Inc - consulting group,inc. Engineer: THU Wind: 1788 Seismic. 1410 Date : DS/I0/2006(Ver_IBC7.2) wind 178.8 2007 CBC(Category D) seismic 141.0 Flexible Diaphragm 2Y-ROOF 20.0 5.1 @Left of Kitchen/M.Sed I ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 1788(Uplift on Roof=8.6 PSF) Seismic 1513= 1410+ 104 Strap(E) Break Point M12t 10.0 4.0 20 S.0 T S.0 0.7 Drag Force Analysis 16.7 A: Simpson ST22 (1192 LB) ALT (10) # l6d sinker per top plate splice Total Wall Length = 16.67(FT) Total Panel Length = 5.00(F7) ' Shear Diaphragm 1788/ 16.67 = 107(PLF) Use (4 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 151315.00= 303(PLF)(Flexible) Maximum Drag = 644(LB) Use TYPE 12 *** Max. Panel Deflection: M = (4.011.0) x As x 1.4 = 0.981 <= 0.02 x 120.0 = 2.400" Dead Loads: WoN 150.0= 15 * 10.0' Roo f_P 38.0 = 19 * 4.012 FROM 0.0' TO 16.7' v S C 5 i H ty OVERTURN NALYSIS UPLIFF(T) DOWN(C) Panel Le( —Side : T= 3561(LB) C= 3868(LB) # (2)HPA D22-2P14x6 *** Right —Side: T= 3604(LB) C= 3868(LB) # (2)HP HD22-2P/4x6 *** Use (2)HPAHD22-2P/4x6 on both ends w/(3)518" x 12" Anchor Bolt USG HTT It / T " User prefered # Alternate HDQ8 may be used, see detail r SW-6 GOUVIS engineering )Plob n 22226-201 Client : GHA Companles/Blfarm, Inc. consulting group,inc. Engineer:THU Wind: 1708 Selsmic 1410 Date : 05/10I2006(Ver IBC7.2) wind 178.8 2007 CBC(Category D) seismic 141.0 Flexible Diaphragm 2Y_ROOF 20.0 5-2 @Left of Kitchen/M.Sed I ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 1788(Uplik on Roof=8.6 PSF) Seismic 1642= 1410+ 232 210 553 f 17.0 ' 629 1138 A 10 B 10 i 2.3 11.0 1 4.7 4.s T 11.0 4.5 Strep(E) Break Pa1M ® Drag Point 0.0 A: Simpson ST22 (1192 LB) See Detail Information on Next Page i Drag Force Analysis35.0 39.5 50.5 ss.o ALT (10) # 16d sinker per top plats splice s SW-7 G )Uvis engineering Plan 22226.201 Cllent : GHA CompaniesBLFarm, Inc. consulting group,inc. Engineer. THU Date : OS/ 10/2006(Ver_!IC7.2) 2007 CBC(Category D) 5.2 Flexible Diaphragm Total Wall Length = 54.99(M Total Panel Length = 9.00(FT) Shear Diaphragm = 1788/ 54.99 = 33(PLO Use (4 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 1642/ 9.00= 182(PLF)(Flexible) Maximum Drag = 1138(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.011.0) x As x 1.4 = 1.341" <= 0.02 x 120.0 = 2.400" Dead Loads: well 150.0= 15 *' 10.0' Roaf P 38.0 = 19 * 4.012 FROM 0.0' TO 38.0' OVERTU"ALYSIS UPLIFT(T) DOWN(C) Panel A Left —Side : T= 1913(LB) C= 2168(LB) STHD10/4x4 Right —Side : T= 1918(LB) C= 2161(LB) STHD 10/4x4 Use STHD 10/4x4 on both ends w/(2)5/8" x 12" Anchor Bolt Panel O Left Side : T= 1922(LB) C= 2124(LB) STHD 10/4x4 Right —Side : T= 1922(LB) C= 2124(LB) STHD 14/4x4 Use STHD 10/4x4 Cad L. & STHD 14/4x4 @ R. wl(2)5/8" x 12" Anchor Bolt - -t GOUVIS engineering consulting group,inc. Wind: 4202 Seismic 3313 wind 178.8 seismic 141.0 2Y-ROOF 47.0 6-1 @Right of Bed #21Left of Fie I ST Floor 2-Pour Interior Wall(Y Dir.) Wind 4202(Up1ift on Roof=&6 PSF) Seismic 3508= 3313+ 195 SW-B job 62226-201 Plan :2 Client : GHA Companies/81-Farm, Inc. Engineer. THU Date :05/10/2006(Ver IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 984 O 12 981 2.3 1.0 2.2 232 2.30. 7.2 3.0 1.6 10S 1 2.8 2.2 7S 3J 7.5 O strap(l) THD 0 Break Point ® Drag Point Drag Force Analysis 10.0 1 54.3 A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice B: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice Total Wall Length = 54.25(M Total Panel Length = 7.50(FT) Shear Diaphragm = 4202154.25 = 77(PLF) Use (10 A35) or (8 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 350817.50= 468(PLF)(Flexible) Maximum Drag = 1878(LB) Use TYPE 12 Max. Panel Deflection: AM = (4.0/ 1.0) x As x 1.4 = 2.390" <= 0.02 x 120.0 = 2.400" Dead Loads: Wolf I00.0= 10 * 10.0' Roof- 38.0 = 19 * 4.012 FROM 0.0' TO 54.0' OVERTURN NALYSIS UPLIFT(T) DOWN(C) Panel Left Side : T= 5761(LB) C= 6097(LB) HDU8/04(1) w/D8L 8LK'G Right -Side: T= 5787(LB) C= 6097(LB) HDU814x4(1) w/D8L BLK'G Use HDU8/4x4(1) on both ends wl(6)518" x 12" Anchor Dolt For Grade Beam, Add (1)#4 Top & Bottom, 4' Past Panel Each End 5 - LA/ i d� l3ok' (1) Holdown Inside of panel NO r GOUVIS engineering consulting group,inc. Wind: 626 Seismic: 493 wind .178.8 seismic 141.0 2Y ROOF 7.0 Wind: 1305 Seismic: SO4 wind 153.5 seismic 59.3 IY 1_FL 17.0 LOAD 1 ® 14.9' START 0.0' TO 26.4'(1005 6-2 @Right of Bed #211-eft of Fie 1ST Floor 2-Pour Interior Wall(Y Dir.) Wind 2693(Upiift on Roof=8.6 PSG Seismic 2211= 2056+ 155 O Strap(I) SW-9 Job :62226-201 Plan :2 Client : GHA Companies/BLFarm, Inc. Engineer: THU Date :05/ 1 012006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm 10.0 1 .7 ❑ Break Point 0 Drag Point I Panel Edge on the above Story 0 MIN, 4x Post E.N. ® 3" O.C. May Needed .7 345 7.2 1230 1 3.0 231.02.5 1684 O 11 43 2.50 28 1 3.S 7.0 B A 0.0 18.7 422 32.0 WO Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice B: Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice Total Wall Length = 42.17(FT) Total Panel Length = 7.00(Fi) Shear Diaphragm = 2693142.17 = 64(PL1 Use (6 A35) or (5 LS50) Along Line of Shear Panel P =1.00 Design Wall Sheor(S) = 22111 7.00= 316(PLF)(Rexible) Maximum Drag = 2043(LB) Use TYPE I I Max. Panel Deflection: AM = (4.0/1.0) x As x 1.4 = 1.608" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 100.0= 10 * 10.0' LOAD I @ 14.9' START 0.0' TO 26.4'(100%) OVERTURN NALYSIS UPLJFT(i) •DOWN(C) Panel / Left -Side : T= 3895(LB) C= 4100(LB) HPA3514x4 Rlght_Slde : T= 2219(LB) C= 4056(LB) PA28104 Use HPA35/4x4 @ L. & PA28/4x4 @ R. J � x' w/(3)518" x 12" Anchor Bolt 'Q GOUVI�In i��e�� Pl� 2sW o S j '2226.2°' Client : GHA Companies/BLFarm, Inc consulting group,inc. Engineer: THU Wind:1305 Seismic 504 Date :OS/1012006(Ver_IBC7.2) wind 153.5 2007 CBC(Category D) seismic 59.3 Flexible Diaphragm M I Y 1—FL 17.0 Wind: 1326 Seismic: 749 wind 110.5 seismic 62.4 3YJt00f 24.0 LOAD 2 ® 0.0' START COTO 0.0'(100%) 7 @Rear of Garage I ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 3393(Up1ik on Roof=8.6 PSF Seismic 2491=2266+ 226 0 Strap(E •A: Simpson ST22 (1192 LB) & Simpson ST6224(2134 LB) See Detail Information on Next Page 0 10 2.7 0.7 3.0 7.3 10.0 7.3 10.0 1 31.0 Drag Force Analysis ALT (10) # 16d sinker per top plate splice ALT (16) # 16d sinker per top plate splice r2226T T a. sw- I I V o V vis envineenno 1Plan c 2 -201 Client : GHA Companfes/BLFarm, Inc, consulting group,inc. Engineer: THU Date :OS11012006(Ver_IBC7.2) 2007 CBC(Category D) 7 Flexible Diaphragm Total Won Length = 31.00(F7) Total Panel Length = I0.00(FT) Shear Dlaphragm = 3393131.00 = 109(P69 Use (8 A35) or (6 LS50) Along Line of Shear Panel P =1.00 Design Wall Sheor(S) = 2491110.00= 249(PLF)(Plexible) Maximum Drag = 1204(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/ 1.0) x As x 1.4 = 1.477" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= 15 * 10.0' Roof_P 38.0 = 19 * 4.012 FROM 0.0'. TO 31.0' LOAD 2 Ob 0.0' START 0.0' TO 0.0'(I 00%) OVERTURN 4(JALYSIS UPUFT(T) DOWN(C) Panel • A Left Side : T= 3019(LB) C= 36084,S) STHD 14104 Right Side : T= 3042(LB) C= 3608(LB) STHD 1414x4 Use STHDI4/4x4 on both ends W/(4)5/8" x 12" Anchor Bolt Lir ^(0 w r SW-12 G J �J vI[s engineering job ; 22226.201 lT consulting group,inc. Engineer. TFiU GHA Companies/BLFarm, Inc. Wind: 1344 Seismic: 1026 Date :OS/10/2006(Ver_IBC7.2) wind 134.4 2007 CBC(Category D) seismic 102.6 Flexible Diaphragm 4Y_ROOF 20.0 8 @Lek of Casita IST Floor 2-Pour Exterior Wall(Y Dir.) - Wind 1344(UpI1fton Roof=8.6 PSG Seismic 1195= 1026+ 168 14t/_\4 4S2 82 1 151 ' A 10 0.3 4.0 0 R p(E) O Break Point A: Simpson ST22 (1192 LB) See Detail Information on Next Page r. Drag Force Analysis ALT. (10) ## 16d sinker per top plate splice 32.7 GOUVIS en lneerin lob : 62226 201 SW'13 g � Plan :2 Client : GHA Companles/BLFarm, Inc. consulting group,mc. Engineer: THU Date :OS110/2006(Ver_IBC7.2) 2007 CBC(Category D) 8 Flexible Diaphragm Total Wall Length = 32.67(FT) Total Panel Length = 8.00i'M Shear Diaphragm = 1344132.67 = 41(PLO Use (3 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 1195/ 8.00= 149(PLF)(nexible) Maximum Drag = 494(LB) Use TYPE 10 Max. Panel Deflection: QM = (4.0/ 1.0) x As x 1.4 = 1.223" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= 15 10.0' 115 kOT Lk �� Roof P 38.0 = 19 * 4.012 FROM 0.0' TO 32.7' ?( o OVERTURN 4(VALYSIS UPLIFrM DOW Q Panel A Lek -Side : T= 1624(LB) C= 18750) ?1114x4Right_Sfde: T=1624(LB) C= 1849fLB) D1014x4 Use STHD I 0/4x4 on both ends wl(2)518" x 12" Anchor Bolt Panel B Left Side : T= 1624(LB) C= 1875(LB) STH 10104 Right_Side: T= 1664(LB) C= 1875(LB) ST D10/4x4 Use STHD 10/4x4 on both ends Z�y w/(2)5/8" x 12" Anchor Bolt �S'C 0 �o SW 14 G( uVIS enui eefing Poe :22226-201 Client : GHA CompanieslBLFarm, Inc. consulting group,inc. Engineer: THU Wind: 1344 Seismic 1026 Date :05l1012006(Ver IBC7.2) wind 134.4 2007 CBC(Category D) seismic 102.6 Flexible Diaphragm 0 4Y—ROOF I 20.0 9 @Right of Casita I ST Floor 2-Pour Exterior Wali(Y Dir.) Wind 1344(Uplift on hoof=8.6 PSF) Seismic 1255= 1026+ 229 Strap(E) ® Drag Point 10.0 1 34.0 * Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice Total Wall Length = 34.01(M Total Panel Length = 8.00(F7) Shear Diaphragm = 1344134.01 = 40(PLF) Use (3 A35) or (3 LS50) Along Line of Shear -Panel P =1.00 Design Wall Shear(S) =, 125518.00= 157(PLF)(Flexible) Maximum Drag = 804(LB) Use TYPE 10 Max. Panel Deflection: OM = (4.0/1.0) x As x 1.4 = 0.950" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall I50.0= 15 * 10.0' Roo f_P 38.0 = 19 * 4.012 FROM 0.0' TO 34.0' OVERTURN NALYSIS UPLIFT(T) DOWN(C) Panel Left —Side : T= 1364(LB) C= 1840(LB) STHD 10104 Right —Side : T= 1364(LB) C= ! 840(LB) STHD I014x4 Use STHD 10/4x4 on both ends w/(3)5/8" x l 2" Anchor Bolt '� lX` �oc SW 15 TiJ ovis engineering Plan ?2226-201 consulting group,inc. Client : GHA Companles/BLFarm, Inc. Weer: THU Wind: 1298 Seismic 733 Date :0511012006(Ver IBC7.2) wind 110.5 2007 CBC(Category D) selsmk 62.4 Flexible Diaphragm 3Y ROOF 23.5 10 @Front of Garage 1 ST Floor 2-Pour Exterior Wall(Y Dir.) Wind 1298(Uplik on hoof=8.6 PSI) Seismic 803= 733+ 70 A 10.0 A 21.3 0. 1.8 Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice 3 Total Wall Length = 21.30(q Total Panel Length = 1.83(M Shear Diaphragm = 1298/ 21.30 = 61(PLF) Use (3 A35) or (3 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(M = 12981 1.83= 710(PLI-)(ReAble) Maximum Drag = 1187(1B) Use SIMPSON GARAGE PORTAL/TJ PANEL(22x 8-4/6)* With uplifts =5557 uplift w =9466 Dead Loods: Wall 150.0= 15 * 10.0' Roof P 76.0 = 19 * 8.012 FROM 0.0' TO 21.3' tlsc is "xl4r �+• 3 WIl2)¢ i Top * Program only checks allowable shear on hardy-framefstrong-walMleveil GO j T T r vis engineering Job SW16 22226.2U1 V consulting group,inc. Cilent : GHA Companies/BLFarm. Inc. Engineer: THU Wind: 2793 Seismic 2260 Date : 05/10/2006(Ver_IBC7.2) wind 157.3 2007 CBC(Category D) seismic 128.5 Flexible Dlaphragm 2X_ROOF 35.5 11 @Rear of Kitchen IST Floor 2-Pour Exterior Wall(X Dir.) Wind 2793(Uplift on Roof=8.7 PSF Seismic 2563= 2280+ 283 StP(e) 0.0 A: Simpson ST22 (1192 LB). See Detail Information on Next Page 15.3 Ti 33.2 Drag Force Analysis ALT (10) # 16d sinker per top plate splice 10.0 1 43.7 w G )Uvis engineering SW 17 22226.201 Plan consulting group,inc. Client : GHA Companles/BLFarm, Inc. Engineer: THU Date :05/10/2006(Ver_IBC7.2) 2007 CBC(Category D) Flexible Diaphragm Total Wall Length = 43.70(FT) Total Panel Length = 11.95(FT) Shear Diaphragm = 2793143.70 = 64(PL9 Use (7 A35) or (5 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 2563/11.95= 215(PLF)(Flexible) Maximum Drag = 975(LB) Use TYPE I 0 Max. Panel Deflection: QM = (4.0/ 1.0) x As x 1.4 = 1.402" <= 0.02 x 120.0 = 2.400" Dead Loads: Way 150.0= 15 * 10.0' Roof P X0 = 19 s 4.0/2 FROM 0.0' TO 42.9' OVE.RTUROA(4ALYSIS UPLIFT(T) DOWN(C) Panel A Left -Side : T= 2192(LB) C= 25370) STHD 10/4x4 Right_Side : T= 2192(LB) C= 2537(LB) STHD 10/44 Use STHD 10/4x4 on both ends w/(2)S18" x 12" Anchor Bolt Panel B Left Side : T= 2193(LB) C= 2537(LB) STHD10/4x4 Right -Side: T= 2176(LB) C= 2537(LB) STHD 10/04 Use STHD 1014x4 on both ends , wi(2)518" x 12" Anchor Bolt r V c V vis engineering lob :62226.201 SW 8 Plan :2 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer. THU WInd:4327 Sel9mic:3533 Date :05/10/2006(Ver IBC7.2) wind 157.3 2007 CBC(Category D) seismic 128.5 Flexible Diaphragm t 2X_ROOF 1 55.0 12 @Rear of Master Bedroom I ST Floor 2-Pour Interior Wall(X Dir.) Wind 4327(Up11(ton RooP=8.7 PSF) Seismic 3787= 3S33+ 254 1649 A II 0.82.50.8 12.0 1&0 3.0 D Strap(l) 0 Dreg Point 0.0 4.0 Drag Force Analysis 488 10.0 I 13.0 50.0 A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice Bi Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice C: Simpson ST6236(3230 LB) ALT (22) # 16d sinker per top plate splice Total Wan Length = 50.00(FT) Total Panel Length = 12.00(M Shear Diaphragm = 4327150.00 = 87(PLF) Use (10 A35) or (8 LS50) Along Line of Shear Panel P =1.00 Design Wall Sheor(S) = 3787/12.00= 316(PLF)(Flexible) Maximum Drag = 2942(LB) Use TYPE I 1 Max. Panel Deflection: LAM = (4.0/ 1.0) x As x 1.4 = 1.439" <= 0.02 x 120.0 = 2.400" Dead Loads: Wan 100.0= 10 * 10.0' Roof—P 38.0 = 19 * 4.012 FROM 0.0' i0 50.0' OVERTURN] ANALYSIS UPLIFT(i) DOWN(C) Panel AU Left —Side : T= 3306(1.8) C= 3828(LB) HPA28/4x4 Right Side : T= 3306(LB) C= 3828(LB) HPA28/04 Use HPA28/4x4 on both ends 2� w/(4)5W' x 12" Anchor Bolt Jc�C ,. GOUVIS engineering SW-19 Pia 22226.201 consulting group,inc. Client : GHA Companies/Warm, Inc. Engineer, THU Wind: 0 Seismic: 250 Date :05/10/2006(Ver_IBC7.2) ' wind 0.0 2007 CBC(Category D) Flexible Olaphragm seismic 71.5 IX —ROOF 7.0 Wind: 0 Seismic: 502 wind 0.0 ` seismic 41.8 IX-1—FL 24.0 LOAD 4 ® 7.2' START 0.0' TO 18.0'(100%) '13-1 Wront of Master Bedroom 1ST Floor 2-Pour Mixed Wall(X Dir.) Wind 1267(Uolk on Roof=8.7 PSF) Seismic 2158= 1922+ 236 T. 10.0 1 O Strap(I) Strap([ ® Drag Point I Panel Edge on the above Story '7 MIN. 4x Post EN. @ 3' O.C. May Needed A 748 32 1 4.0 1 8.0 1 7.7 12.01 6.8 e A. Simpson ST22 (1192 LS) See Detail Information on Next Page 31.7 Drag Force Analysis ALT (10) # 16d sinker per top plate splice ' SW_20 Ph22226.2U1GOVvis engineering an Client : GHA Companies/BLFarm, Inc, consulting group,inc. Engineer. THU . Date :05/1012006(Ver_IBC7.2) 2007 CBC(Category D) 13-1 Flexible Diaphragm Total Wall Length = 31.67(FT) Total Panel Length = 8.00(FT) Shear Diaphragm = 2158131.67 = 68(PL9 Use (5 A35) or (4 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 215818,00= 270(PLF)(Flexlbie) Maximum Drag = 1124(LB) Use TYPE I I Max. Panel Deflection: ©M = (4.0/1.0) x As x 1.4 = 1.323" <= 0.02 x 120.0 = 2.400" Dead Loads: wait 100,0= 1.0 * 10.0' �'P U S6 Roof P 38.0 = 19 * 4.012 FROM 0.0' TO 31.7' t1 s G LOAD 4 (cO 7.2' START 0.0' TO 18.0'(100%) OVERTUR ALYSIS UPL1FrM DOWN(Q Panel Left Side : T= 3375(LB) C= 4681(LB) A28104 Right -Side: T= 3398(LB) C= 2917(LB) HPA28140 Use HPA28/4x4 on both ends -Z wl(3)518" x 12" Anchor Bolt GOUVIs engineering )plan :22226-201 SW-21 Client : GHA CompanleslBl-Farm, Inc. consulting group,inc. Engineer: THU Wind: 4327 Seismic 3533 Date : 05110/2006(Ver IBC7.2) wind 157.3 2007 CBC(Category D) seismic 12&$ Flexible Diaphragm ■ 2)(ROOF 55.0 Wind: 0 Seismic: 738 wind 0.0 seismic 68.7 ■ 3)(_ROOF ' 21.5 Wind: 0 Seismic. 250 wind 0.0 seismic 71.5 !)(—ROOF I y 7.0 13-2 @Front of Master Bedroom I ST Floor 2-Pour Mixed Wall(X Dir.) Wind 4327(Upiift on Roof=8.7 PSF) Seismic 5205= 4521+ 684 O strapp) 0 Strap(E) Drag Point T 10.0 T 8 A A 0.0 3.8 11.8 31.2 40.3 39.2 73.3 81.3 >--' 92.0 Drag Force•Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice , B. Simpson ST6224(2134 LB) ALT (16) # 16d sinker per top plate splice See Detail Information on Next Page t . SW-22 GO T T V VIS engineering F� o 22226.2U1 Client : GHA CompanleslBLFarm, Inc. consulting group,inc. Engineer. THU Date :05110/2006(Ver I8C7.2) 2007 CBC(Category D) 13-2 Flexible Diaphragm Total Wall Length = 92.00(FT) Total Panel Length = 24.00(Fr) Shear Diaphragm = 5205192.00 = 57(PIJ-) Use (12 A35) or (9 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 5205124.00= 217(P11)(Rexible) Maximum Drag = 1255(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.011.0) x As x 1.4 = 1.3 16" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 100.0= 10 * 10.0' Roo(—P 38.0 = 19 * 4.012 FROM 0.0' TO 92.0' OVERTURqAkIALYSIS UPLIFT(n DOWN(C) Panel Left —Side :T= 19070) C= 2276(LB) STHD1014x4 Right —Side : T= 1907(LB) C= 2276(LB) STHD 1014x4 Use STHD1014x4 on both ends w/(3)5/8" x 12" Anchor Bolt Panel O Left Side : T= 1907(LB) C= 22760) STHD 1014x4 Right_Side : T= 1907(LB) C= 2276(LB) STHD10104 Use STHD 10/4x4 on both ends wl(3)518" x 12" Anchor Bolt Panel C Lek - Side : T= 1907(LB) C= 2276(LB) STHD10104 Right_Side : T= 1907(LB) C= 2276(LB) STHD10104 Use STHD 10/4x4 on both ends wl(3)5/8" x 12" Anchor Bolt y . .. SW23 .i GOUVIS engineering F1 n 22226 201 Client : GHA Companies/BLFarm, Inc consulting group,inc. Engineer: THU Wind: 1058 Seismic: 738 Date : OS/ 1012006(Ver_IBC7.2) wind 98.4 2007 CBC(Category D) seismic 68.7 Flexible Diaphragm 3X ROOF 21.5 Wind: 1600 Seismic: 1154 wind 94.1 seismic 67.9 4X_ROOF I 34.0 14 @Right of Garage I ST Floor 2-Pour Exterior Wall(X Dir.) Wind 26SB(Upifft on Roof=8.7 PSF) Seismic 2202= 1693+ 309 0 St-P(E) O 10 IS 4-0 T 12.0 2.8 181 A r • - 0.0 4.0 16.0 21.8 39.5 r , Drag Force Analysis A: Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice B Simpson ST6224(21-34 LB) ALT (16) # 16d sinker per top plate splice Total Wall Length = 39.50(FT) Total Panel Length = 12.00(9 Shear Diaphragm = 2658139.50 = 67(PLF) Use (6 A35) or (5 LS50) Along Line of Shear Panel P =1.00 Design Wall Shear(S) = 2202112.00= 183(PLF)(Flex1ble) Maximum Drag = 1581(LB) Use TYPE 10 Max. Panel Deflection: AM = (4.0/1.0) x As x 1.4 = 1.002" <= 0.02 x 120.0 = 2.400" Dead Loads. - wall 150.0= 15 * 10.0' Roo(P 38.0 = 19 * 4.012 FROM 0.0' TO 39.5' OVERTURN NALYSIS UPLIFT(T) DOWN(C) Panel Left Side : T= 1700(LB) C= 2403(LB) STHDI014x4 Right —Side : T= 1700(LB) C= 2403(LB) STHD 1014x4 Use STHD 10/4x4 on both ends w/(4)518" x 12" Anchor Bolt u5G NT'r `t (OJCALC'��6r GOUVIs ine efin g Job :62226.201 SW-24 Plan :2 consulting group,inc. Client : GHA Companies/BLFarm, Inc. Engineer. THU Wind: 0 Seismic 523 Date : 0511 012006(Ver IBC7.2) wind 0.0 2007 CBC(Category D) Flexible Diaphragm seismic 41.8 IX_l_fL 25.0 LOAD 3 Q 0.0- START 0.W TO 0.W(100%) Wind: 1350 Seismic: 0 15 @Rear of Bed #3 I ST Floor 2-Pour Exterior Wall(X Dir.) Wind 2593 Seismic 1626= 1537+ 89 A 10.0 0.5 2.7 0.6 5.3 .6.5 0.7 1 Strap(E) T HD A: Simpson ST22 (1192 LB) See Detail information on Next Page 16.2 Drag Force Analysis ALT (10) # 16d sinker per top plate splice r r SW-25 GOUVIS engineering Pie 22226.201 Client : GHA Companies/BLFarm, Inc, consulting group,inc. Enxineer:THU Date :OS/10/2006(Ver_IBC7.2) 2007 CBC(Category D) 15 Flexible Diaphragm Total Wall Leneth = 16.17(FT) Total Panel Length = 5.25(M Shear Diaphragm = 2593/ 16.17 = 160(PLF) Use (6 A35) or (5 LS50). Along Line of Shear Panel P =1.00 Design Wall Shear(M=159315.25= 494(PLF)(Flexible) Maximum Drag = I ISO(LB) Use TYPE 1 1 Max. Panel Deflection: QM = (4.011.0) x AS x 1.4 = 2.143" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= IS* 10.0' Floor P 90.0 = 15 *12.0/2 FROM 0.0' TO 16.2' LOAD 3 alb. 0.0' START 0.0' TO 0.0'(100%) OVERTUR"ALYSIS UPUFTM DOWN(C) Panel A Left Side : T= 5082(LB) C= 55190) HDU8/4x4(0 w/DBL BLK'G. Right —Side : T= 5082(LB) C= 5519(LB) HDU8144(1) w1D8L BLK'G Use HDU814x4(1) on both ends wl(2)5/8" x 12" Anchor Bolt r" "/ use W1 0 5 fop (1) Holdown inside of panel SW-26 G Uvis engineering ,Plan .22226-201 Client : GHA Companies/BLFarm, Inc. consulting group,inc. Engineer: THU Wind: 1600 Seismic: 1154 Date :05/10/2006(Ver_IBC7.2) wind 94.1 2007 CBC(Category D) Flexible Diaphragm seismic 67.9 4X—ROOF 34.0 16 @Rear of Casita 1ST Floor 2-Pour Exterior Wall(X Dir.) Wind 1600(Uplift on Roof--8.7 PSI ) Seismic 1332= 1154+ 177 lz10s\n 3.8 8.0 T 3.0 1 8.2 0 10.0 23.0 Drag Force Analysis A Simpson ST22 (1192 LB) ALT (10) # 16d sinker per top plate splice Total Wall Length = 23.00(FT) Total Panel Length = 8.00(Fl) Shear Diaphragm = 1600123.00 = 70(PLF) Use (4 A35) or (3 LS50) Along Line. of Shear Panel P =1.00 Design Wall Shear(S) = 133218.00=,166(PLF)(Hexible) Maximum Drag = 777(LB) Use TYPE 10 Max. Panel Deflection: ALM = (4.011.0) x As x 1.4 = 1.004" <= 0.02 x 120.0 = 2.400" Dead Loads: Wall 150.0= 15 * 10.0' Rooj_P 38.0 = 19 * 4.012 FROM 0.0' TO 23.0' OVERTURNgA ALYSIS UPLIFTM DOWN(C) Pone( Left —Side : T= 1697(L8) C= 2173(LB) STHD10104 Right_Side : T= 1723(LB) C= 2173(LB) STHD 10104 Use STHDIO/4x4 on both ends w/(3)5/8" x 12" Anchor Bolt V S t NrT �- •(cr `�roc�t-tC�ro H r FI GOUV s engineering Job z2226-201 Plan consulting group,inc. Client : GHA Companles/BLParm, Inc. Englneer. THU Date :05/10/2006(Ver1.00) 2007 CBC Isolated Pad Footing I At rear Master Bedroom Soil Bearing(SB) = 1100 PSF Loads: Point From Left of BM GT#7 ( 8293 LB) Total Point Load(P total) = 8293 LB Required Pad Width = SQRT(P_total/SB) = SQRT( 8293/1100) = 2.75' ' Use 3'-0" SQ x 12" w/(3)# 4 aQ Botttom Each Way For Pad Isolated Pad Footing 2 At front Master Bedroom Soil Bearing(SB) = 1 100 PSF Loads: Point From Right of 8M G71#7 (6358 LB) Total Point Load(P total) = 6358 LB Required Pad Width = SQRT(P total/SB) SQRT( 6358/1100) = 2.40' Use 2'-6" SQ x 12" w/(3)# 4 @ Botttom Each Way For Pad T T F-2 j GO <J vis. engineering l� :62226.201 Plan :2 consulting group,inc. Ghent : GHA Companies/BLFarm. Inc Engineer: THU Date : 05/10/2006(Ver1.00) 2007 CBC Isolated Pad Footing 3 At rear Master Bedroom Soil Bearing(SB) = 1100 PSF Loads: Point From Left of8M GT#/5 { 7359 LB) Total Point Load(P total) = 7359 LB Required Pad Width = SQRT(P_total/SB) = SQRT( 735911100) 2.59' Use V-0" SQ x 12" w/(3) # 4 @ Botttom Each Way For Pad