4929 SOUND AVE 2025-09-19 - Laserfiche WebLink

CHAN RESIDE CE June 7, 2022 SDA Job # 9557 1 N E' A'5 iNSW !SEGMENTED WALL �.m.� ,.. Floor Info Tributary Area(ROOF) I Tributary Area(ROOF) ! 2ND Floor Level,e.g. Roof,4TH,3RD,2ND 1 0 tributary width 1 0 tributary area I Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2 C 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 j 2ND/FL Resisting Dead Load Tributary Area(NA) z C7 Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 34.5 ft o tributary width a tributary area - L.19.0 ft o :ft ! 3.8 ft ! 8.0 ft ! ao total width 9 total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 4587 lb 1343 lb Z tributary width ''‘A tributary area EV(2ND FLOOR)= 10676 lb 3409 lb �' total widthtotal area EV O= 0 lb 0 lb EV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10 0 lbs E(Wind)= 15,263 lb E(Smc)= 4,752 lb Length of Shearwall= 3.8 ft Tributary width for dead load= 2.5 ft ULT. v= 221 PLF ULT.V= 69 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 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)=305 PLF USE Holdown Above: UPPER LEFT Wind Controls shear wall design ASD C. TOTAL= (floor above)+(this floor)= 574 lbs + 1061 lbs = 1635 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 397 lbs + 674 lbs = 1070 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=2725 lbs Unfactored T.WL=5124 lbs SIMPSON DESIGNED HOLDOWN: CS14 Unfactored C.EQ=831 lbs Unfactored T.EQ=831 lbs FOUNDATION/INTERIOR WALLS: LSTHDS/RJ l Unfactored C.DL= 3340 lbs Unfactored C.LUSL=3197 lbs { MAIN RIGHT ! A15-WSW !SEGMENTED WALL 1- P 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 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) 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 l7 Tributary Area(NA) 33I Shearwall Segment Lengths: Adj.Total Length= 16.3 ft o tributary width Q tributary area ( 9 0 ft 5.0 ft 3.0 ft ! ! ! total width total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 4587 lb 1343 lb Z tributary width w tributary area EV(2ND FLOOR)= 10676 lb 3409 lb 3 total width " total area EV()= 01b 01b EV()= 0 lb 0 lb Height of Shearwall= 3 u Weight of Shearwall= 10 0 lbs 3 Z(Wind)= 15,263 lb Z(Smc)= 4,752 lb Length of Shearwall= 3 3't Tributary width for dead load= 2.5 ft ULT. v= 470 PLF ULT. v= 146 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= 2.51 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No A Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Holdown Above: UPPER RIGHT Wind controls sltearwall design ASD C.TOTAL= (floor above)+(this floor)= 530 lbs + 2254 lbs = 2785 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 377 lbs + 1891 lbs = 2268 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=4641 lbs Unfactored T.WL=6731 lbs SIMPSON DESIGNED HOLDOWN: ! CS14 I Unfactored C.EQ= 1429 lbs Unfactored T.EQ= 1429 lbs FOUNDATION/INTERIOR WALLS: STHD14/RJ Unfactored C.DL= 2951 lbs Unfactored C.LUSL=2785 lbs