6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

HERRERA REMODEL September 14, 2022 SDA Job # 9649 ) 13 lower rear I . •WSW iSEGMENTED WALL i-.00r Into Tributary Area(ROOF) I Tributary Area(ROOF) 2ND I Floor Level.e g Roof,4TH.3RD,2ND _ ..0 tributary width 1.0 tributary area F t•-Rr_ Load Direction,e.g Left-Right.Front-Rear _2 0 total width 2.0 total area (Foi I en Wall,use Fiont-Rear Load Direction) Tributary Area(3RD) Tributary Area(3RD) 1 CDX.1 Sheathing type(T4 3A of SDPWS-2015) '.0 ,tributary width 1.0 tributary area 2 C (total width 2 E total area 2ND/FL I Resisting Dead Load Lo Tributary Area(2ND) z Tributary Area(2ND) She_a- wall Segment Lengths: A tj.Total Length= 40 0 ft -- 1 0 tributary width Q 1 0 tributary area �0 U It 0 2.0 Motel width 9 2 0 total area i_=_ I I 1 1 o Tributary Area(NA) -Q Tributary Area(NA) LV(ROOF)= 3280 lb 6377 lb z tributary width w ^ tributary area IV(3RD FLOOR)= 5683 lb 5596 lb total width total area IV(2ND FLOOR)_- 6226 lb 1685 lb — EV O= 0 lb 0 lb Height of Shearwall=1 8 0 ft Weight of Shearwail= 10,0 lbs F(Wind)= 15,189 lb Z(Smc)= 13,658 lb Length of Shearwall= 40.0 ft Trbutary width for dead load= 3 0 tt ULT. v= 190 PLF ULT. v= 171 PLF Length of adjoining wall= 4.0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design?L No L- 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? i No +.rr'-:.F S afar V--ai LILT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Haldc; , .;..cvc.I MAIN REAR I '-n r;:.- ASD C. TOTAL= (floor above)+(this floor)= 576 lbs 1320 lbs = 1895 lbs Seismic cnntr u;-03 i-3.5 7 f q S) ASD T TOTAL wlo 00= (floor above)+(this floor)= 89 lbs -351 lbs = -262 lbs Seismic cnntr.ris-T2!ASD eq. 101 r l Unfactored C WL.=2887 lbs Unfactored T WL=2887 lbs : NO HOEDOWNS REQUIRED J OK 1 I intuclored C EQ.=2037 lbs Unfactored T.EQ=2037 ibs I FOUNDATION i INTERIOR WALLS: I_ OK 1 Unlactored C DL= 3596 lbs Unfactored C.LL/SL=0 lbs LOWER LEF1 1 A15-WSW _SEGMENTED WALL r • TM Info Tributary Area(ROOF) Tributary Area(ROOF) ''fNIC 1 Floor I evel,e.g Roof,4TH,3RD,2ND 1 0 tributary width 1 0 tributary area __1-t-Rr J 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(3RD) Tributary Area(3RD) t 1 CDX I Sheathing type(T4 3A of SDPWS-2015) 13.0 tributary width t3.0 tributary area 41.0 total width 4t 0 total area { [2ND/FLI Resisting Dead Load , Tributary Area(2ND) z Tributary Area(2ND) t Shearwail St?grnent Lengths: Ad) Total Length= 15 0 ft o 1 0 tributary width 1 0 tributary area 1 C 9 0 ft 1 6.0 ft i I 1 I do 2 0 total width 2 0 total area Tributary Area(NA) Tributary Area(NA) { 2V(ROOF)= 3280 lb 6377 lb z tributary width ^ tributary area ! IV(3RD FLOOR)= 5683 lb 5596 lb total width I " total area LV(2ND FLOOR)= 6226 lb 1685 lb j IV()= 0 lb 0 lb Height of Shearwall= 3 0 ft Weight of Shearwall= 10 0 lbs I 3 I(Wind)= 15,189 lb E(Smc)= 13,658 lb Length of Shearoall= 6 0 ft Tributary width for dead load= _ 2 5 ft i ULT. v= 437 PLF ULT. v= 387 PLF ,.. .., ,F Length of adjoining wall= 1 5 ft R= 65 I ASO SHEAR WALL DESIGN PER.AF&PA SOPWS-20 i 5 LRFD Holdown Design? No 0 =_ 2,5 LILT.WIND CAPACITY:1.4 x 0.93 x 720 PLF/(2 x 0.6)=781 PLF Ducti e Anchor Design? No A )'i t $cnreEr Wall 1 ULT.SEISMIC CAPACITY: 1 x 0.93 x 720 PLF/(2 x 0.7)=478 PLF USE /2 Holoown Above I MAIN LEFT I r .,c• ASD C.TOTAL= (floor above)+(this floor)= 2575 lbs + 848 lbs 3423 lbs Seismic controls-03(ASD eq 8):({ ASD T.TOTAL w/o 00= (floor above)+(this floor)= 1721 lbs686 lbs = 2407 lbs Seismic controls T2(ASD eq.10). Unractored C WL=3346 lbs Unfactored T.WL= 3715 lbs I SIMPSON DESIGNED HOEDOWN ( CS14 1 Unlactored C EQ=4574 lbs Unfactored T. EQ=4574 lbs r FOUNDATION/INTERIOR WALLS �THD141R J Unlactored C DL= 1694 lbs Unfactored C,LL/SL-563 lbs 15) 35