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04-5662 (SFD) Structural CalcsCALCULATIONS 1 OF 1 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 77-176 CA5w oa Soc STRUCTURAL CALCULATIONS A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT LA QUINT CHARLES D. GARLAND, ARCHITECT. LICENSE NO. 11991 EXP 10/31_/05 EFRAIN F. CARDENAS D. 77'�d-q CALIFORNIA a O �Nc Fo ppR �c�SOV�O r. IDA _ cr,ON 8Y _ -0 Jew OR 501, ot�Frc� b . CALCULATIONS� 2, OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 LOAD.................................................. Page 3' BEAM............. :..............:........................ Page 4 COLUMN............................................... Page 6 LATERAL ANALYSIS........... Page 7 SEISMIC ZONE.. .................. Page 13' SHEAR WALL REQUIREMENTS... Page 14 FOUNDATION .............................. Page 16 LOADS : ROOF PSF CALCULATIONS 3 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 TILE = 9 SHEATHING = 1 RAFTERS = 2 INSULATION = 1 GYP. BD. = 6 D.11- =19 6 L. L = 16 TOTAL LOAD = 35 PSF FLAT ROOF TOTAL LOAD = 35 PSF EXTERIOR WALLS PSF TAR/GRAVEL 4 PLYWOOD = 2 RAFTERS = 2 INSULATION = 1 CEILING = 6 Dl =. '15 L. L = 20 TOTAL LOAD = 35 PSF EXTERIOR WALLS PSF WOOD STUDS = 2 1/2" GYPBD. = 2 7/8" STUCCO = 10 INSULATION= 1 D.L.= 15 PSF INTERIOR WALLS: PSF WOOD STUDS = 2 U2 GYPSDISIDES = 3 INSULATION = 2 D. L = 7 PSF CALCULATIONS 4 OF 1 7 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 1.0/28/04 BEAM DESIGN HDR 1 DOUGLAS FIR -LARCH 'No 1= Fb = 1000 psi SPAN = 6.0 ft Fv = 95 psi' TRIB. AREA = 15.0 ft E _. 1700000 psi Load Factor CD= 1.25 'Wet. Service:.Factor 'Cm _ 1.00 D.L= 15.0 Ib/ft Temperature Factor Ct= 1.00 Ll = 20.0 Ib/ft Size Factor- CF = 1.00 TOTAL 35.0 Ib/ft Repetitive m.. Fact. Cr = 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH = 1.00 W = 525.0 Ib/ft M= W x 1-2/8 526 lbtft M= 2362.5 ft4b M= 28350 in4b V= W x L / 2 e.ao+e BENDING V= 1575 lb F'b = Fbx(CD)(CM),(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S = M / F'b S= 22.68 in^3 6 K8 Area= 41.3 in^2 f b = M/S Section= 51.6 in^3 ALLOW F'b = ACT. f, b = Moment of Inertia= 193 in^4 1250 psi > 549.8, psi OK SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5,V /A F'v = 119 psi > f'v = 57.27 psi OK DEFLECTION 5WLL^4 = 0.05 in 384 E' I OK E'= E (CM)(C)(C) 1700000 psi BEAM' 6 X 8 d max L/240 = 0130 in CALCULATIONS 5 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 BEAM iDESIGN HDR 2 'DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 4.0 ft Fv = 95 psi TRIB. AREA = 15.0 ft E— 1700000 ,psi Load Factor CD-= 1.25 Wet. Service Factor CM.= 1.00 D.L = 15.0. Ib/ft Temperature. Factor Ct = 1.00 Ll = 20.0 Ib/ft Size Factor CF = 1.00 TOTAL 35.0 Ib/ft Repetitive+m. Fact. Cr = 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH '= 1.00 W = 525.0 Ib/ft M=WxL'/8 525 mm M= 1050.0 ft -1b M= 12600 in4b 4.00 ft V= W x L / 2 BENDING V= 1050 Ib F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S = M / F'b S= 1.0.08 in^3 6 X 6 Area= 30.3 in^2 f b— M/S Section= 27.7 in^3 ALLOW F'b = ACT. f b = Moment of Inertia= 76.3 in^4 1250 psi > 454:4 psi OK SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 52.07 psi OK DEFLECTION 5WL L^4 0.02 in 384 E' I OK E'= E (C.)(G)(C) 1700000. psi BEAM 6 X 6 d max = L / 2.40 .= 0.20 in CALCULATIONS A CUSTOM RESIDENCE FOR T&E DEVELOPMENT BEAM DESIGN BEAM 1 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 9.0 ft Fv = 95 psi' TRIB. AREA = 10.0 ft E = 1700000 psi Load Factor Co = 1.25 Wet. Service Factor CM = 1.00 D.L = 19:0 Ib/ft Temperature Factor Ct = 1.00 Ll= 16.0 Ib/ft Size Factor CF = 1.00 TOTAL 35.0 Ib/ft Repetitive. m. Fact. Cr=" 1.00 Incising Factor Ci = 1.00 Shear stress Factor Cm = 1.00 W = 350.0 Ib/ft M=Wxui8 350'lem M= 3543.8 ft -lb M'= 42525 in -lb E 9M ft i0l V=WxL/2 BENDING V= 1575 lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 .psi Req'd S = M / F'b S= 34.02 :in "3 f b = M/S ALLOW F'b = ACT. f b 1250'psi > 514.0 psi SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v- 1.5 V / A F'v = 119 psi > f v = 45.22 psi DEFLECTION' USE 6,X 10 Area= 52.3 in^2 Section= 82.7 in^3 Moment of Inertia= 393 in^4 OK OK 5WL L^4 = 0:08 in 384, U I OK E'= E (CW)(G)(G) 170000.0 psi BEAM 6 X 10 d max = L/240 = 0.45 in 6 OF 17 10/28/04. a SHEAR F'v = FV(CD)(CM)(Ct)(CH) f v = 1.5 V /.A F'v = 119 psi' > f v = 53.12' psi OK DEFLECTION 5WL L^4 0.35 in 384 E' I 'OK E'= E (CM)(G)(C) 1700000 psi BEAM 6X 12 d max = L / 240 = 0.80 in CALCULATIONS 7 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 BEAM DESIGN BEAM 2 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 16.0 ft Fv = 95 psi TRIB. AREA = 8:0 ft E = 1700000 psi Load Factor Co = 1.25 Wet. Service Factor CM = 1.00' D. L = 1.9.0 Ib/ft Temperature. Factor Ct = 1.00 Ll = 16.0 Ib/ft Size Factor CF = 1.00 TOTAL 35.0 Ib/ft Repetitive m. Fact. Cr = 1.00 Incising Factor,Ci = 1.00 Shear stress Factor CH'= 1 X00 W = 280.0 Ib/ft M= WxL'/8 • zeo IM M= 89%0 ft -1b M= 107520 in -Ib V= Wx L / 2 ie.00 n BENDING' V= 2240 lb F'b = Fbx(CR)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S = M / F'b S= 86.02 W'3 6 X 12 Area; = 63.3 in^2 f b = M/S Section= 121 inA3 ALLOW F'b = ACT. f b = Moment of Inertia= 697 in^4 1250 psi > 887. 11 psi OK SHEAR F'v = FV(CD)(CM)(Ct)(CH) f v = 1.5 V /.A F'v = 119 psi' > f v = 53.12' psi OK DEFLECTION 5WL L^4 0.35 in 384 E' I 'OK E'= E (CM)(G)(C) 1700000 psi BEAM 6X 12 d max = L / 240 = 0.80 in CALCULATIONS A CUSTOM RESIDENCE FOR: T&B .DEVELOPMENT BEAM DESIGN BEAM_ 3 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 4'2.0 ft FV = 95 psi TRIB.. AREA = 12.0 ft. E = 1700000 psi Load Factor CD= 1.25 Wet., Service Factor CM = 1.:00 D.L = 19.0 Ib/ft Temperature. Factor Ct = 1.00 Ll = 160 Ib/ft Site Factor CF = 1.00 TOTAL 35:0 ib/ft Repetitive m. Fact. Cr = 1.00' Incising Factor Ci = 1.00 Shear stress Factor CH = 1..00 W = 42.0,0 Ib/ft M= W x Ll [8 420 IbM M= 7560.0 ft -Ib _ Ll M= 90720 in -Ib V=WxL/2 ME 12.00 ft BENDING V= 2520 lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S = M../ F'b S= 72.58 in"3 6 X 12 Area— 63.3 in^2 f b = M%S Section= 121 in^3 ALLOW F'b = ACT. f b = Moment of Inertia= 697 in^4 1250 psi > 748.5 psi OK SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V /A F'v = 119 psi > f v = 59.76 psi OK'. DEFLECTION 5WLL"4 =. 0.17 in 384 E` I OK E'= E (CG)(Q)(0) 1700000' psi BEAM 6X 12 d max = L /'240 = 0.60 in 8 OF 17 10/28/04 CALCULATIONS 9 OF 17 A CUSTOM RESIDENCE FOR:, T&]B' DEVELOPMENT 10/28/04. COLUMN DESIGN Column = DOUGLAS FIR -LARCH No 2= Fc = 625 psi' le = 8.0 ft E = 1600000 psi LOAD 5400 Ib Load Factor CD= 1.25 Wet. Sery Factor CM = 1.00 . TOTAL 5400.0 Ib Bucking Stiffeners Ct = 1.00 P Size Factor Q = 1.00 Incising Factor Ci = 1.00 KBE = 0.30 Buckling and Crushing Interaction c = 0.80 Fe = Fc(CD)(CM)(Ct)(CF)(Cr)(Ci) 8.00 Fe,= 781.25psi USE Euler Critical Buckling Stress for Columns 4 X 6 Area= 19.3 in "2 d = 3.5 in, FCE = KCE E = 638:0208 psi (le;/d)"2 Column Stability Factor Cp= CP = 1 + FOE /Fc' — j' 1 + FOE/Fc* 1 "2 — FOE / Fc" 2c I\ 2c J c Cp = 0.6174 Fc = Fc (CP)(CD)(CM)(Ct)(CF)(Cr)(Ci) Fc = 482 psi P = Fc *A = 9285.17 OK P = 5400.0 CALCULATIONS 10 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 LATERAL FORCE ANALYSIS WIND: 80 mph Exposure C P=CeCggslw Ce = 1.06 0'-15' Cq = 1:30 qs = 16.4 Iw = 1.00 P= 22.60 PSF WIND LOAD= 225.992 # ft SEISMIC ZONE: 4. SOIL PROFILE TYPE ASSUMED: SEISMIC SOURSE TYPE : A DISTANCE TO SEISMIC SOURSE : Na = 1.0 I= 1.0 Nv = 1.2. Ca = 0.44 Z = 0.4 R = 5.5 Cv = 0.8 V`= 2.5Ca IW/R = 0.20 W (30 - 5) V= Cv I W/ R T= 0.18 W (30-4) V=. 0.11 Ca I W= 0.05W (30-6) V= 0.8 Z Nv I W/R = 0.07 W (30-7) V = 0.20 W SD 10 KM CALCULATIONS 11 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 UNIFORM BUILDING CODE 1.997 MAPS OF KNOWN ACTIVE FAULT NEAR SOURCE ZONE IN CALIFORNIA Contours of closest horizontal distance to known seismic sources CALCULATIONS A CUSTOM RESIDENCE ,FOR: T&B DEVELOPMENT SEISMIC (CONTINUED) D.L. ROOF 19 psi SEISMIC, V,= 0.20 DIAPH=14X24 DIAPH=24X36 DIAPH=22X51 EXT. WALLS 15 psi WALL HT = loft TRANSVERSEL LONGITUDINAL WORST 36 FT WORST 51 FT ROOF= 684 ROOF= 969 3 Walls = 225 3 Walls = 225 909 1194 X 0.2 X 0.2 182 # ft (MAX) 239 '# .ft (MAX) SEISMIC =239 PLF > 225.99 = WIND /'+ W= 239 T=C = WL A2 18b L= 51 2156.663 B= 36 NAIL = TABLE 23 -III -C-2 TOTAL NAIL= LOAD /NAIL= 11.5 PROVIDE (8 PAIR)16 d COMMON @ E.A 4'-0" SPACE @ TOP CHORDS 12 OF 17 10/28/04 CALCULATIONS 13 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 SHEAR WALL REQUIREMENTS ROOF D.L = 19 WALLS D.L. = ]5 FIRST FLOOR FT WALL HT11,= 10 WALL HT,1 ='12 UPLIFT.FORMULA: (VH2/3 (wb'L"2#)+(wwL2p)! L WALL' LAT.FORCE TR19.AREA TOTAL FORCE TOTAL RESIST,WAL SHEARFORCE LOAOM (b) UPLIFT. FORC :SHEAR WALL' HOLDOWN REMARKS SHEAR .SIC BOLT STRUC No. PLF (Ft.) LB WALL F FT L Y!R WALL -SEG ft # TYPE . TYPE WALLS .MAX SPACING IIn NOTES A 239 10 2390 34.5 8: 69 416 10 261 1 48 1 A, 239 10 2390 34.51 4 69 277 10 388 1 48 1 A. 239 '10 2390 34.5 24 64 1663 10 -885 1 48 1 B. 239 '18 3824 11 11 348' 3824' 4 3146 2 STHD14 POST 4XS 32 1 C 239 -16 3824 39.5 11 97 1065 16 -202 1 48 1 C 239 16 3824 39.5 7 97 676 16 265 1 48 1 C 239 16 3824 39.5 13' 97 1259 16 -408 1 '48 1 C 239 18 3824 39.5 8.5 X97. 823 16 52 1 46 1 D 239 17 4063 11.5 5.5 353 1943 12 3063 2' STHD14 POST 4X8 32' 1,3,6 D 239 17 4063 11.5 6 353' 2120 12 3025 2 STHD14 POST 4X6 32 1,3,6 'E: 239 12 2868 14 8 205 7639 4 1795 1 STHD14 POST 4X6 48 1 E 239 12 2868 14 6 205 1229 4 1846 1 STHD14 POST.4X6 48 1 'F' 239 14 3346 4 2 B37 1673 6 8238 SM24X6 F' 239 14 3346 4 2 837 1673 6 8238 SM 24X8 G 239 10 2390, 10 10' 239 2390 4 2085 1 48 1 H 239 10 2390 12 12 .199 2390 4 1636 1 STHD14 POST 4X8 48 1 I 239 6 1434 :4 2 359 717 6 '3458 SM 208 I 239 6 1434 4 2 359 717 6 3456 SM 24X8 1 239 9 2151 9 9 239 2151 9 1624 1 STHD14 POST4X6 48 1 K 239 9 2151 5 5: 430 2151 6 4081 3 3THD14 POST 4X8 L 239 12 .2688 20.5 6.5 140 909 '10 935 1 48 1 L 239 12 ,2968 20.5 14 140 1959 10 458 1 46 1 M 239 14 3348 6.5' 6.5 515 3346 '10 4684 4 STHD14 P0ST4X6 24' 1,3,8 N 239 12 2888 6 .3 478. 1434 8 4577 SM 24X8 N 239 12 2868 .6 3 '478 1434 12 4501 SM 24X8 O 239 13 3107 '32 21 97 2039 12 -883' 1 48 1 O 239 13 '3107 32 6 97 583 13 424 1 48 1 O 239 13 '3107 32 5 97 485 13 507 1 48 1 P 239 12. 2868 14 14 205 2868 13 840 1 48 1 a 239 10 2390 21. 21 114 2390 12 -518 1 46 1 R 239 10 2390 16 16 149 2390 10 425 1 48- 1 S 239 8 1912 4 2 478 956 10 4602 SM 24X8 S .239 8 1912 4 2 478' 956 8 4628 SM.24X8 T .239 8 1912 4 2 478 956 8 4628 SM 24X8 r 239 8 1912 4 2 478' 956 8 4628 SM 24X8 u 239 10 2390 22 12 109 1304 8' 425 1 48 1 u 239 10' 2390 '22 10 109 1088 8 654 1 48 1 w 239 16 4302 16 16 269 4302 6 2627 2 STHD14 POST 4X6 48 1 x '239 10 2390 16 10 239 2390 7' 1894 1 STHD14 IPOST4X8 48 1 CALCULATIONS 14 OF 17 A CUSTOM RESIDENCE FOR: T&B DEVELOPMENT 10/28/04 UPLIFT FORMULA: (Vh-(2/3 (wb L^2/2)+(WwU2)))/ L ALL I Vh I Wb I 213(WDL^212) I Ww I WwL12 I (bNo.b) IUPLIF �PORCt� A 4157 190 2291 150 450 10 261 A 2771 190 1018 150 300 10 388 A 16626 190 36662 150 1800 10 -885 B 38240 76 3081 1'50 825 4 3146 C 10649 304 12323 150 825 16 -202 C 6777 304 4990 150 525 16 205 C 12585 304 17211 150 975 16 -406 C 8229 304 7358 150 638 16 52 D 19432 228 2310 150 413 12 3063 D 21198 228 2750 150 450 12 3025 E 16389 76 1629 150 600 4 1795 E 12291 76 917 150 450 4 1846 F 16730 114 153 150 150 6 8238 F 1'1711 114 153 150 105 6 8238 G 16730 76 2546 150 525 4 2085 H 16730 76 3666 150 630 4 1636 1 5019 114 153 150 105 6 3458 1 501.9 114 153 150 1.05 6 3458 J 15057 171 4640 150 473 9 1824 K 15057 114 955 150 263 6 4061 L 6366 190 2689 150 341 10 935 L 13710 190 12475 150 735 10 458 M 23422 190 2689 150 341 10 4684 N 10038 152 458 150 158 8 4577 N 10038 228 687 150 158 12 4501 0 14273 228 33684 150 1103 1.2 -683 O 4078 247 2979 150 315 13 424 O 3398 247 2069 150 263 13 .507 P 20076 247 162.18 150 735 13 840 0 16730 228 33684 150 1,103 12 -516 R 16730 190 16294 150 840 10 425 S 6692 190 255 150 105 10 4602, S 6692 152 .204 150 105 8 4628 T 6692 152 '204 150, 105 8 4628 T 6692 152 204 150 105 8 4628 U 9125 152 7332 150 630 8 425 U 7605 114 3819 150 .525 6 654 W 301.14 114 9777 150 840 6 2027 X 16730 133 4456 150 t525 7 1894 JAN 20 '05 14:45 FR TO 97716205 P.03/04 REPORT OF FIELD COII�P�4CTION TESTS —1 / . 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