6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

• • ' HERRERA REMODEL September 14, 2022 T SDA Job# 9649 14 ..CWER RIGHT I A15-WSW (SEGMENTED WAL_ [...,. Info Tributary Area(ROOF) Tributary Area(ROOF) 1 ND Floor Level,e.g. Roof,4TH,3RD,2ND 1.3 tributary width t 0 tributary area _Rr Load Direction,e g.Left-Right,Front-Rear 2 0 total width 2.0 total area (For Left Well,Use Front-Rear Lsad Direction) Tributary Area(3RD) Tributary Area(3RD) DX Sheathing type(T4.3A of SDPWS-2015) 9.5 tributary width 9 5 tributary area 4(0 total width 41.0 total area D/FLi Resisting Dead Load (.? Tributary Area(2ND) z Tributary Area(2ND) arwall Segment Lengths: Adj.Total Length= 23 D ft o1 0 tributary width a 1 U tributary area 0 ft 1 4 0 ft 6 5 ft I 6.5 ft I 1 2.0 total width9 2.0 total area o Tnbutary Area(NA) Tributary Area(NA) 21'WOOF)= 3280 lb 6377 lb } tributary width w tributary area i FV(3RD FLOOR)= 5683 lb 5596 lb ' total width `, total area V(2(‘ID FLOOR) 6226 lb 1685 lb I TV()= 0 lb 0 lb Height of Shearwall= 3 0 ft Weight of Shearwall=l 10 0 lbs f F(Wind)= 15,169 lb T(Smc)= 13,658 lb Length of Shearwall= 4 8 ft Tributary width for dead load= 3.0 ft ULT. v= 264 PLF ULT. v= 232 PLF Length of adjoining wall= 1.5 ft R= 65 ASO SHEAR WALL DESIGN PER:AF&PA SDPWS-2075 LRFD Holdown Design? No I D; ' 7_`, ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design?L No /ni !r)r;h :'3Lou )1,i; ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE L 1 rtohLinetr Above.,11 MAIN RIGHT 1 ASD C TOTAL= (floor above)+(this floor)= '5€-1 '. _. - 520 Ibis = 2101 lbs Seismic;controls-03 IASD eq.It) ASD T.TOTAL w/o D0= (floor above)+(this floor)= 5Y 5''cc - 366 lbs = 911 lbs Seismic controls-T2(ASD eq.10) Unfactored C WL= 1868 lbs Unfactored T.WL- 2126 rbs , NO HOLDOWNS REQUIRED[ CS14 I Unfactored C EQ- 2630 lbs Unfactored T EQ=2630 bs FOUNDATION/INTERIOR WALLS: LSTHD8/RJ—I14, i nf_vctored C DL= 1984 lbs Unfactored C LL/SL=394 lbs - A-LT1. I•I'Du2 - So .S• f NOT USED I A15 +NSW !SEGMENTED WALL t ioor Info Tributary Area(ROOF) Tributary Area(ROOF) ' ROO_F Floor Level..e.g. Roof,4TH,3RD,2ND 1.0 tributary width 1.0 tributary area t Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2 0 total width 2.0 total area 1 (For Left Wall Use Front-Rear I. Direction) Tributary Area(3RD) Tributary Area(3RD) C DX 1 t Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area t total width total area ! �ROOT-1 Resisting Dead Load Tributary Area(2ND) z Tributary Area(2ND) l Shearwall Segment Lengths: Adj.Total Length- #NUM! c tributary width a tributary area i0[ t i 6 I o total width 9 total area o Tributary Area(NA) G Tributary Area(NA) IV(ROOF)= 1036 lb 6377 lb z _" tributatributarywidth -^ t tributary area TV O= JIG 0 lb total width ' (total area I LV O= 0 lb 0 lb ___ IV O= 0 lb 0 lb Height of Shearwall=1 10 0 ft Weight of Shearwalt= 10 0 lbs i F.(Wind)= 1,036 lb F(Smc)= 6,377 lb Length of Shearwall=i #NUM! Tributary width for dead load= ! ULT. v= #NUM! ULT.v= #NUMI .^ii3y7! Length of adjoining wall= _ R= 6.5 AGO SHEAR WALL DESIGN PER.AF&PA SDPWS-2015 LRFD Holdown Design? No 4n-[_ 2 5 I #NUM! Ductile.Anchor Design? No Bloci,i 3('teor `Wlii) #NUM! USE t,"4;1 jHoldown Above.T NO FLOOR ABOVE l #�*iA1f t` ASD C.TOTAL= (floor above)+(this floor)= #NUM! + #NUM! = #NUM! #NUMI i ASD T TOTAL wlo 00= (floor above)+(this floor)= #NUM! + #NUMI = #NUM: #NUMI ( Unfactored C WL=#NUMI Unfactored T WL=#NUM! I #NUMI UM! _ j1 Unfactored C EQ=#NUM! Unfactored T EQ=#NUM! ######L M'� { Unfactored C.DL= #NUM! Unfactored C.LLISL=#NUM! r• 1413G