4703 GREELY ST 2025-09-30 - Laserfiche WebLink

CARLISLE PROPERTIES February 22, 2022 SDA Job# 9476 12 MAIN LEFT INTERIOR A15-'A'SW ISEGMENTED'AIALL Floor Into Tributary Area(ROOF) Tributary Area(ROOF) 2ND I Floor Level,e.g.Roof,4TH,3RD,2ND 1 0 tributary width I 0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 20 total width 2.0 total area (For Left Wall,Use Front Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1 0 tributary width 1 0 tributary area 20 total width 20 total area 2ND/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adl.Total Length= 15 3 ft o 1 0 tributary width < f 0 tributary area 3 5 ft 4 0 ft 4 5 ft 3.5 ft O4 2.0 total width 2 0 I total area c Tributary Area(NA) u Tributary Area(NA) FV(ROOF)= 7632 lb 84 lb Z tributary width W tributary area EV(2ND FLOOR)= 12094 lb 274 lb 3 total width total area EV()= 0 lb 0 lb EV()= 0 lb 0 lb Height of Shearwalt= 8 0 ft Weight of Shearwall= 10 0 Ibs 7-(Wind)= 19.726 lb E(Smc)= 358 lb Length of Shearwall= 3 5 ft Tributary width for dead load= 2 5 ft ULT.v= 647 PLF ULT.v= 12 PLF Aspect Ratio OK Length of adjoining wall= 4 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Do= 25 ULT.WIND CAPACITY:1.4 x 0.93 x 720 PLF I(2 x 0.6)=781 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 720 PLF 1(2 x 0.7)-478 PLF USE 2 Holdown Above: UPPER LEFT Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 916 Ibs + 3104 Ibs = 4020 Ibs Wind controls-C1(ASD eq.5): ASD T.TOTAL w/o Q0= (floor above)+(this floor)= 790 Ibs + 2725 Ibs = 35151bs Wind controls-T1(ASD eq 7): Unfactored C WL=6700 Ibs Unfactored T WL=8194 Ibs SIMPSON DESIGNED HOLDOWN MST60 Unfactored C EQ= 111 Ibs Unfactored T EQ=111 Ibs FOUNDATION/INTERIOR WALLS: 11 HDU4-SDS2.5 Unfactored C DL= 2337 Ibs Unfactored C LUSL=2057 Ibs MAIN RIGHT AIS-WSW ISEGUENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 10 tributary width 1 0 tributary area Ft-Rr Load Direction,e.g Left-Right,Front-Rear 2-0 total width 2 0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) COX Sheathing type(T4.3A of SDPWS-2015) 16 a tributary width 16.8 tributary area at 5 total width 41 5 total area 2ND/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adi Total Length= 42.2 ft o tributary width ¢ tributary area 4 0 ft 1 8 0 ft 1 7 8 ft 6 8 ft 15 7 tt Qo total width O total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 7632 lb 84 lb tributary width W tributary area EV(2ND FLOOR)= 12094 lb 274 lb 3 total width ^ total area EV()= 0 lb 0 lb EV()= 0 lb 0 lb Height of Shearwall-1 8 0 fti Weight of Shearwall= 10 0 Ibs E(Wind)= 19,726 lb E(Smc)= 358 lb Length of Shearwall= 4 0 ft Tributary width for dead load= 2.5 ft ULT. v= 206 PLF ULT.v= 4 PLF Aspect Ratio OK Length of adjoining wall= 8011 R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No 7 Do= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE Holdown Above:r upper right Wind controls shearwall design ASD C TOTAL= (floor above)+(this floor)= 406 Ibs + 989 Ibs = 1395 Ibs Wind controls-C1(ASD eq,5): ASD T TOTAL w/o(10= (floor above)+(this floor)= 284 Ibs + 329 Ibs = 614 Ibs Wind controls-T1(ASD eq.7): Unfactored C WL=2325 Ibs Unfactored T WL=4033 Ibs NO HOLDOWNS REQUIRED 11 CS14 Unfactored C EQ=37 Ibs Unfactored T EQ=37 Ibs FOUNDATION/INTERIOR WALLS: 11 Lb I H /RJ Unfactored C DL= 3010 Ibs Unfactored C LUSL=2350 Ibs