4929 SOUND AVE 2025-09-19 - Laserfiche WebLink

. CHAN RESIDENCE June 7, 2022 SDA Job# 9557 8 __ _a- UPPER FROM' a+5.‘NSW 3c_'M_'\', h,. . Floor Into Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level.e.g. Roof,4TH,3RD,2ND 1 tributary width 1 0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2:; 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 0.0 tributary area - . 2.0 total width 2.0 total area ROOF Resisting Dead Load U Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 8.6 ft o tributary width a �_tributary area 1 3.8 ft 5.5 ft I I o¢ total width O total area o Tributary Area(NA) s- Tributary Area(NA) EV(ROOF)= 6958 lb 1343 lb z tributary width W tributary area EV()= 0 lb 0 lb total width `" total area EV()= 0 1b 0 1b EV()= 0 lb 0 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10 0 lbs ' E(Wind)= 6,958 lb E(Smc)= 1,343 lb Length of Shearwall= 3.8 ft Tributary width for dead load= 5.5 ft ULT. v= 403 PLF ULT. v= 78 PLF Aspect Ratio OK Length of adjoining wall= 5.0 ft R= 6.5 • - . ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No 00= 2.5 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 I(2 x 0.7)=305 PLF USE Holdown Above: NO FLOOR ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 2178 lbs = 2178 lbs Wind controls-Ct(ASD eq,5): ASD T.TOTAL w/o DO= (floor above)+(this floor)= 0 lbs + 1892 lbs = 1892 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=3630 lbs Unfactored T.WL=4340 lbs SIMPSON DESIGNED HOEDOWN: CS14 Unfactored C.EQ=701 lbs Unfactored T.EQ=701 lbs FOUNDATION/INTERIOR WALLS: STHD1 O/RJ • Unfactored C.DL= 1186 lbs Unfactored C.LL/SL=945 lbs UPPER REAR I A15-WSW [SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) I ROOF 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) 0.0 tributary width 0.0 tributary area 2.0 total width 2.0 total area L ROOF I Resisting Dead Load Tributary Area(NA) z C7 Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 24.0 ft o tributary width a tributary area 1 c c.,ft 6.8 ft 10.5 ft I I I gtotal width 9 total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 6958 lb 1343 lb z tributary width w tributary area EV()= 0 lb 0 Ib total width `" total area EV O= 0 1b 0 lb EV O= 0 lb 0 lb Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 6,958 lb E(Smc)= 1,343 lb Length of Shearwall= 6.8 ft Tributary width for dead load= 6.5 ft ULT. V= 145 PLF ULT.V= 28 PLF Aspect Ratio OK Length of adjoining wall= 5.0 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 Wail ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE A Holdown Above: NO FLOOR ABOVE Wind controls sht arwell design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 870 lbs = 870 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o DO= (floor above)+(this floor)= 0 lbs + 490 lbs = 490 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=1450 lbs Unfactored T.WL=2471 lbs NO HOLDOWNS REQUIRED I OK 1 Unfactored C.EQ=280 lbs Unfactored T.EQ=280 lbs FOUNDATION/INTERIOR WALLS: I OK _ Unfactored C.DL= 1654 lbs Unfactored C.LUSL= 1361 lbs