9227 4TH AVE W 2024-08-12 - Laserfiche WebLink

. , ` 4TH AVE W DUPLEX October 10, 2022 SDA Job# 9676 11 Main Front/Rear Marriage I. A15-WSW ]SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 0.0 tributary width 00 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 0.0 total width MEII,total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) 'Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 0.0 tributary width 220 0 tributary area 0 0 total width 1394.0 total area 2ND/FL Resisting Dead Load L., Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths. Aul Total Length= 4 9 ft o _ _tributary width et tributary area 2 aft 2.8 ft T 1 —— - F -1 n< total width 9 total area of Tributary Area(NA) 'Tributary Area(NA) EV(ROOF)= 7433 lb 4584 lb - tributary width w' tributary area EV(2ND FLOOR)= 6169 lb 8400 lb total width total area EVO= 01b Olb EV()= 0 lb 0 lb Height of Shearwall= 8 0 11 Weight of Shearwall= 10 0 lbs E(Wind)= 13,602 lb E(Smc)= 12,984 lb Length of Shearwall= 2 8 ft Tributary width for dead load= 2.0 ft ULT. v= 0 PLF ULT.v= 272 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No no= 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No � Block Shear Wall �. ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7).306 PLF USE/' \ Holdown Above: NO FLOOR ABOVE Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)- 0 ibs + 1545 lbs = 1545 lbs Seismic controls-C3(ASD eq 8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 1459 lbs = 1459 lbs Seismic controls-T2(ASD eq 10): Unfactored C WL=0 lbs Unfactored T WL=0 lbs SIMPSON DESIGNED HOLDOWN: ] CS14 ] Unfactored C EQ=2175 lbs Unfactored T EQ=2175 lbs FOUNDATION/INTERIOR WALLS: ELSE H kiiki j Unfactored C DL= 143 lbs Unfactored C LUSL=0 lbs Main Rear I A15-WSW JSEGMEN1ED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g. Roof,4TH,3RD,2ND 1 0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right, Front-Rear 2.0 total width 2A total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tnbutary Area(2ND) E CDX I Sheathing type(T4.3A of SDPWS-2015) 1 0 tributary width 698.0 tributary area 2.0 total width 1394.0 total area 2ND/FLi Resisting Dead Load to Tributary Area(NA) z 1Tributary Area(NA) Shearwall Segment Lengths: Ali Total Len9tn= 37 3 ft o tributary width a tributary area 5.0 ft ] 9.8 ft 5 8 ft ] 16 8 ft o _ total width T total area o Tributary Area(NA) 2- Tributary Area(NA) 7V(R007)= 7433 lb 4584 lb tributary width W tributary area Ig EV(2ND FLOOR)= 6169 lb 8400 lb § total width total area EVO= olb Olb u� IV O= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10 0 lbs 3 E(Wind)= 13,602 lb E(Smc)= 12,984 lb Lergth of Shearwall= 5 0 ft Tributary width for dead load= 9 0 ft ULT. v= 183 PLF ULT. v= 174 PLF Aspect Ratio OK Length of adjoining wall= 1 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Do= 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(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/7' \ Holdown Above:1 Roof Rear I Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 734 lbs + 1078 lbs = 1812 lbs Seismic controls-C3(ASD eq 8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= -207 lbs + 683 lbs = 477 lbs Seismic controls-T2(ASD eq 10) Unfactored C WL=2602 lbs Unfactored T WL=2925 lbs SIMPSON DESIGNED HOLDOWN. I. OK Unfactored C EQ=2100 lbs Unfactored T EQ=2100 lbs FOUNDATION/INTERIOR WALLS: ] OK ] Unfactored C DL= 2226 lbs Unfactored C LUSL=475 lbs -Jul