4929 SOUND AVE 2025-09-19 - Laserfiche WebLink

CHAN RESIDENCE June 7, 2022 1 SDA Job# 9557 I 10 MAIN FRONT A15-WSW SEGMENTED 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 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 2 0 total width 2.0 total area 2ND/FL Resisting Dead Load CO Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 52 ft o tributary width a tributary area . [ 2 9 ft 2.9 ft I I ao total width 9 total area o Tributary Area(NA) - Tributary Area(NA) IV(ROOF)= 6958 lb 1343 lb z tributary width ^ tributary area -__ ZV(2ND FLOOR)= 14992 lb 3409 lb 3 _ total width w if,tributary area 7V()= Olb Olb IV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs ' E(Wind)= 21,950 lb E(Smc)= 4,752 lb Length of Shearwall= 3.0 ft Tributary width for dead load= 11.0 ft ULT.V= 2111 PLF ULT.v= 457 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= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 2040 PLF 1(2 x 0.6)=2213 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 2040 PLF/(2 x 0.7)=1355 PLF USE/ 6 \ 3x framing per IBC Holdown Above: UPPER FRONT Wind controls Shear ll design ASD C.TOTAL= (floor above)+(this floor)= 2179 lbs + 10131 lbs = 12309 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 1892 lbs + 9431 lbs = 11324 lbs Wind controls-T1(ASD eq.7): • Unfactored C.WL=20516 lbs Unfactored T.WL=21225 lbs SIMPSON DESIGNED HOLDOWN: HDU14-SDS2.5 Unfactored C.EQ=4357 lbs Unfactored T.EQ=4357 lbs FOUNDATION/INTERIOR WALLS: HDU14-SDS2.5 Unfactored C.DL= 2352 lbs Unfactored C.LUSL=946 lbs ° MAIN REAR I A15-WSW ISE3MF NTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND _ C tributary width 1.0 tributary area Lt-Rt 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) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 1.0 tributary area 2.0 total width 2.0 total area 2ND/FL Resisting Dead Load , Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 18.3 ft o (tributary width Q tributary area 6.0 ft 7.5 ft I 4.8 ft I I I ao total width 9total area o Tributary Area(NA) - Tributary Area(NA) IV(ROOF)= 6958 lb 1343 lb Z tributary width w tributary area IV(2ND FLOOR)= 14992 lb 3409 lb total width "' total area EV()= 0Ib 0Ib I IV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 21,950 lb E(Smc)= 4,752 lb Length of Shearwall= 4.8 ft Tributary width for dead load= 10.0 ft ULT.v= 601 PLF ULT.v= 130 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= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 720 PLF/(2 x 0.6)=781 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 720 PLF/(2 x 0.7)=478 PLF USE Holdown Above: UPPER REAR Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 870 lbs + 2887 lbs = 3757 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o DO= (floor above)+(this floor)= 490 lbs + 2122 lbs = 2611 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=6261 lbs Unfactored T.WL=7282 lbs SIMPSON DESIGNED HOLDOWN: I MST48 I Unfactored C.EQ=1322 lbs Unfactored T.EQ=1322 lbs FOUNDATION/INTERIOR WALLS: I STHD14/RJ I Unfactored C.DL= 2930 lbs Unfactored C.LUSL= 1361 lbs