431 ALVERSON BLVD 2024-01-03 - Laserfiche WebLink

SORIANO ADDITION October 4, 2021 _,j SDA Job # 9314 1 8 Floor Info' ROOF I Floor Level, e.g. Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e.g. Left -Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) COX Sheathing type (T4.3A of SDPWS-2015) F—R-0-0—F-I Resisting Dead Load Shearwall Segment Lengths: Adt. Total LengM = s s ft 3.5 ft 1 3.5 R IV (ROOF) = 2110 lb IV () = 0 lb iV () = 0 lb FV()= 0lb 7 (Wind) = 2,110 lb ULT. v = 162 PLF 1775 lb 0 lb 0 lb 0 lb i (Smc) = 1,775 lb ULT. V = 137 PLF ASD SHEAR WALL DESIGN PER: AFBPA SDPWS-2015 ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1(2 x 0.6) = 499 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 1(2 x 0.7) = 306 PLF Holdown Above: I NO FLOOR A80VE ASD C. TOTAL = (floor above) + (this floor) = ASD T. TOTAL w/o 00 = (floor above) + (this floor) = r.__....... -.... _........ ..... ................ ..._._..._._........._...__........_..._...._...._..._............._..............._....... - ....._..__.,.._..., Unfactored C. WL = 1461 Ibs Unfactored T WL = 1699 Ibs Unfactored C. EQ = 1229 Ibs Unfactored T EQ = 1229 Ibs Unfactored C. DL = 1125 Ibs Unfactored C LUSL = 938 Ibs Floor Info ROOF I Floor Level, e.g. Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e.g. Left -Right, Front -Rear (For Left Wail, Use Front -Rear Load Direction) CDX Sheathing type (T4.3A of SDPWS-2015) ROOF Resisting Dead Load Shearwall Segment Lengths: Adj. Total Length 3.0 R EV (ROOF) = 2110 lb TV ()= 0lb EV()= 0lb IV ()= 0lb f (Wind) = 2.110 lb ULT. v = 402 PLF 1775 lb 0 lb 0 lb 0 lb i (Smc) = 1,775 lb ULT. V = 336 PLF ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 ULT. WIND CAPACITY: 1.4 x 0.93 x 720 PLF / (2 x 0.6) = 781 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 720 PLF / 2 x 0.7) = 470 PLF Holdown Above: F NO FLOOR ABOVE ASD C. TOTAL = (floor above) + (this floor) = ASD T. TOTAL w/o 00 = (floor above) + (this floor) = Unfactored C WL = 3617 Ibs Unfactored T. WL = 3846 Ibs Unfactored C. EQ = 3043 Ibs Unfactored T EQ = 3043 Ibs Unfactored C. DL = 1080 Ibs Unfactored C,LL/SL = 900 Ibs Tributary Area (ROOF) 1 0 Itributary area 2 0 total area Tributary Area (2ND) tributary area total area z Tributary Area (NA) tributary area _3 F total area u Tributary Area (NA) `^ tributary area w Ul total area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 6.0 ft Length of adjoining wall = 4 5 ft R = 6.5 LRFD Holdown Design? No Ro = 1 2.5 Ductile Anchor Design? No Block Shear Wall USE 1 Seismic contrris shearwall design 0 Ibs + 1011 Ibs = 1011 Ibs Seismic controls -C3 (ASD eq. 8). 0 Ibs + 345 Ibs = 345 ibs Wind controls -T1 (ASD eq 7): NO HOLDOWNS REQUIRED OK FOUNDATION / INTERIOR WALLS: OK Tnbutary Area (ROOF) t 0 tributary width 2.0 total width Tributary Area (2ND) tributary width total width Tributary Area (NA) Z tributary width 0 c total width O a Tributary Area (NA) tributary width 3 total width Height of Shearwall = 9 0 ft Length of Shearwall = 1 3 0 ft Aspect Ratio OK Tributary Area (ROOF) t 0 tributary width 2 0 total width Tributary Area (2ND) tributary width total width Tributary Area (NA) Z tributary width 0F:�] `t total width O o Tributary Area (NA) z tributary width 3 total width Height of Shearwall = 9,0 ft Length of Shearwall = 1 3.5 ft Aspect Ratio O`( Tributary Area (ROOF) [ :RF]total tributary area area Tributary Area (2ND) tributary area total area z Tributary Area (NA) a tributary area total area Tributary Area (NA) `^ tributary area w "'I Itotal area Weight of Shearwall = 10 0 Ibs Tributary width for dead load = 6 0 ft Length of adjoining wall = 4.5 ft R = 6.5 LRFD Holdown Design? No no = 2.5 Ductile Anchor Design? No Block Shear Wall USE 2� ^t is rrri�r c ntrot:s 3h►„wwad design 0 Ibs + 2275 Ibs = 2275 Ibs Seismic controls -C3 (ASD eq. 8) 0 Ibs + 1660 Ibs = 1660 Ibs Wind controls -T1 (ASD eq 7): SIMPSON DESIGNED HOLDOWM FOUNDATION / INTERIOR WALLS: