The URL can be used to link to this page

08-1833 (AR) Structual CalcsNo. 67958 Exp. 06-30-" g �T-9r„ c1V1k- DESIGN.CRITERIA (GENERAL. • 2000 INTERNATIONAL BUILDING CODE/2007 CALIFORNIA BUILDING: • SOIL BEARING PRESSURPv ASSUMED 1500 PSF CODE EXTERIORWALLS=15.00.PSF INTERIOR:WALLS=10.00:PSF DESIGN'CRITERIA-ROOF%F OOR LOADING' ROOF SLOPE = 31/zc 12 ROOFSLOPE =1/4:12 ROOF: LOAD ROOF LOAD TILEROOF = 14.00 psf BUILT-UPROOF = 6.00'psf . PLYWOOD = 2.O0.psf PLYWOOD = 2.00:psf TRUSSES = 3.00 psf TRUSSES =. 3.Mpsf DRYWALL _ 2.00 psf DRYWALL �: 2.00.psf , INSULATION=. 1.00 psf . INSULATION'— Loo psf MISCELLANEOUS = 2.00 psf IV.�TSCELLANEOUS = 6.00 psf' DEAD:LOAD = 24:00. PSF DEAD LOAD .= 20:00 PSF .LIVE -LOAD = 20.MPSF LIVE -.LOAD = 20.00 PSF TOTAL ROOF LOAD: = 44:00 PSF TOTAL ROOF I QAD => 40.00 PSF ;. vsto JT DESIGN CRITERIA-SEISMIC10AI)ING LOCATION: LA- QUINTA, CA- (ZIPCODE:. 92253) Ss =.1.500 S1=-0.6.00-'.S:T=L0Q0 -SD1='0s-600- S SEISMIC DESIGN CATEGORY D (IBC,SECTION 161:3'.5:6) SITE CL , ASS 1) CATEGORY (IBC SECTION 16.13.52) OCCUPANCY'CATEGORY H (IBC TABLE 1.604.5). SEISNII.C. IMPORTANCE FACTOR 1=1:00 '00. (ASCE 7 -05, -'TABLE 11.5-1). RESPONSE MODIFICATION 'COEFFICIENT R 6.5* (ASCE. 7-05, TABLE 12.2-1) ATHAR-DYFRAME.,PANEL R='6.'5: (HF CATALOG -6-06-A) AT CANTILEVER STEEL.COL UWR.= 1:5 '(ASCE :7 05,'TABLE 12.2-1) . REDUNDANCY FACTOk.p =1.30 (ASCE 7-05 ..SECT. 12.3-.4.2) BASE. SHEAR -V = p x [SDSII(I-'A -.x R)] x W`. CE (AS .7-05,'EQ.V. 12.8-1 .& 12.8-2) BASE: SHEAR V- 1.30.x [14 000'.x 1.0/(1.4 x 6.,5)] 0.143W DESIWCMERIA-WIND LOADING - ASSUMED MOST CONSERVATIVE: ROOFANGLE =20. 'PS30 17.8.--PSF .(ASCE- 7 05"TIGURE 6-2) WIND* EXPOSURE -CATEGORY C (ASCE . 7-05, SECT. 6.5. . 6.'3)-. �WIND.HvIPORTANCEYACTOk I =4.00. (ASCE .7. 05,..' TABLE: BASIC WIND - SPEED- 90.11PH (ASC E .7-.05,- FIGURE. 6-1) TOPOGRAPMC FACTOR -KzT.=' LOO .,(ASCE'7'05,'SECT...6-.-5;7-.2) WIND FACTOR PS '= 1. X K*ZT X I X PS30* (ASCE 7-05) EQU.'6-1)_ 1VIA��MUM HEIGHT .15. ft R :WINDFACTO* ps=2165.4,psf 29) WIND FACTOR ;2.97' psf KAX9viUM[.BEIGHT- NIA,'CMUM .'HEIGHT '25:ft.(�=-I-.35)*-VvUNP:FACTOR .P's =24.0:p ' 3 sf MAXIMUM HEIGHT` 30 ft-.(%- 4 .-40) WIND FACTOR ps = 24.92' psf COMPANY WoodWorkso, SWMAUFOk WOOD DESIGN Design Check Calculation Sheet Sizer 2002a. LOADS: (lbs, psf, or plf ) PROJECT r Load Type Distribution Magnitude Location'[ft] Pattern Shear. Y30 Total Start End Start End. Load? Loadl Dead Full Area 24.00 (4.00)•' Length No Load2 Live Full Area 20.00 (4,00)" L/360 No • *Tributary .Width (ft) MAXIMUM REACTIONS lbs and:13EARING LENGTHS in 0' 5'-9" 1 b6ad 297 :.._ . . _ —-------- 297 Live 230 Shear. Y30 Total 527 85 527 Bearing: 1.0 = 328, 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19. pif automatically included In loads; Lateral support`'top= full,•bottom= at supports; Load combinations: ICC-IB.G; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Anal sis Value De31 n Value.' Anal sis/Desi n Shear. fv @d =' 22 Fv' _ 85 fv/Fv:' _ ' 0.26. Bending(+) fb = 328, Fb _ 1200' fb/Fb' = 0..27 Live Defl'n 0.02 <L/999 0.19 L/360 0..08 .Total Defl'n, 0.04 = <L/999 0.29 = 'L/240 0.13 ADDITIONAL DATA: -FACTORS: F CD CM Ct CL CF CV. Cfu Cr LC# FW +=.'1200 1..00 1.00 1.00 1.000 1.00 1.000 1.00 1.00.. 2 Fv' _ 85 1..00- 1.00 1.00 2 Fcp'= 625 1.00 1.00 -. E' = 1.6 million 1...00 1.00 2 Bending.(+): LCf 2 = D+L, M. 757 lbs -ft Shear :.LC@ 2 = D+L,'V _ 527, V@d = 443 lbs Deflection:' I:CB 2 = D+L EI- 122..O1eO6 lb -int. Total Deflection ='l.00(Dead Load Deflection).+ Live Load Deflection. (D=dead L=live s=snow 0=wind I=impact C=construction Ud=concentrate.d)' (All LCIa are fisted in the Analysis output) DESIGN NOTES: 1. Please verify that the.default deflection limits are appropriate for your application. 2. Sawn'lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1'. SHEAR WALL #13 FRONT WALL OF`MASTER 13ATH TOTAL LOAD= 216 pl£x (22:00 ft/2)`= 2376. BS 80 8.6-6 5k QM SHEAR. WALL LENGTH 4-M FT o - SHEAR`WAL:L =:2376 lbs/i, lI:=6'PLF �9� USE SHEAR WALL TYPF �" WITH 5/8 x 12� A.B:.AT2.. O/.C. WITH 2xSIT.L. G.d Cb MAX. DRAG LOAD ="150 LBS. USE'(12) 1.6D'S.PER TOP PLATE'SPLICE:. MAX.. UPLIFT LOAD � ` .. H END.. c� l f f �k� � f f /J fir► �� 1 VERIFY (E)-$IMPSogilTT22 TO HOLD DOiWN EAC V SHEAR WALL #.14 ONT: WALI;:OF GREAT'RO.OM HALLWAY . TOTAL. LOAD.=:288, p1f:x. (35 0011/2): P .x'.(19:0.0 ft/2) = 7092 LBS SHEAR`WALL LENGTH`=.4.50 +'9.00--t 5,50I+ 6:00:= 25.00 FT SHEAR WALL= 70:92 lbs/ . ftp= 284 PLF ; USE SHEAR WAIL TYPE` -1: WITH: 5/8': x-1211 A.B. AT 32" 0/C.: MAX.:.DRAG.,LOAI). =::1..734:LBS::USE (14).'16D!S PER TOPTLATE SPLICE. MAX.. UPLIFT'LOAD=:.2855.:LBS` i VERIFY`.(E) SIMPSON:HpAHD22.ORHPA28 TO HOLD DOWNEAC413ND. SHEAR WALL #15 TYP.. TEEL: COLUNIN AT RIAR.OF GREAT.ROOM TOTAL L` OAD=0...143x[(24x30)+(1�5x2x6.5)],pplf x::(34 ft/2):+- (224p1f x13 f1/2)x('%z)'- 2953:.LBS CANTILEVER:S..TEEL.COLUMN: R TOTAL ;LOAD -= 2953.lbs: x;(6:5/1.5)=127941LBS TOTAL:.NUMBER OF COLUMNS'.= 2 TOTAL LOAD.PER COLUMN.=`12794:=lbs /2 columns = 6397. I;BS =`6.40 K- SEE� STEEL COLUMN:AND FLAG POLE: E O'$'ING DESIGN: SHEAR WALL # 16 TYP., STEL .. �.OLUMN:AT. REAR OF BREAKFAST / DINING TOTAL LOAD = 204 p1f x (27:001/2)`+2241 If.x (13.00 #/2).:x (%)'.:=-3482-. LBS 'CANTILEVER STEEL COLUMN:R=1.5:. TOTAL LOAD .= 3482'lbs`x. (4.5/1.5): =15081. LAS. . TOTAL NUMBER:OF,COLUMNS = 4 TOTAL`LOAD PER. COLUMN 15089 lbs /I4. columns = 3773 LB,$ .= 3,75: K . 'SEE' STEEL COLUMN.AND FLAGPOLE FOO.ING DESIGN... f I I LI HAL _ P WOOD T. ----- . RpOF SH1- lW 2x SILL r 1 ASSUMED -:(E) GIRDER. Rl I — - 6x8 WDR IBJ () LIN.' 11 L – VE IFY (E) — -- -- TRSS-WIIE.N �. VER --- . USE � J r IvlA5.TE B TN . 11 ASSUMED�EEI GIR R TR 3ap W. 7-1�Q ��-- W ADD `HU,l .. II 2 m. HANGER D -_ EA: TRU CLIP 2" MAX ® i .. .. SUPPORT IO - 1F FLUSH. 5 + 5 4A + 5 if 'IFY '(E) •20 SD3 _ _ `� ��.�r � �� SD3... 4A 4A D3 . D3 14i.l w� i .5/8 x 1.2" A.B. 1 N ®32" 0 X. �. VERIFY E x'.12 A. 1. 32' 0 :C. rlh2) ' 1• I SD1 .c �` � o. I I' I I. Ii, I N SD1 --) I W/2x SILL. SD1—.— F- — ,- ;�•.—„..,�.�,.--�- VERIFY (E) =y VERIFY :i�,.,.. :. :f :'.; • .1,: Vii'•:,: 't^�T.7�;. j .�,�II!•'' ".� '.�'.'.::r;1,,r.� ...•�. �.• •:::” :.!�: tri •:: i�::.c':C.:: ^Q . . K � - - - 5/8 x 12" A.B. 0 32 VERIFY :x SD1 ._. SD1 I°SD1 i D1' s 1 �L, NJ SDl 4NEW 4" CONC. SLAB WITH No.3 BARS 0 18'• O.C. ' EACH WAY -'OVER 2" SAND AND -6 -MIL VIS01JEFN.