6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

• HERRERA REMODEL September 14, 2022 SDA Job # 9649 11 • MAIN LEFT I A-...:: WSW !SEGMENTED WAS:.. .� _ �.- Floes tiifo Tributary Area(ROOF) 'Tributary Area(ROOF) 3RD I Floor Level,e.g. Roof,4TH,3RD,2ND 1 C tributary width 1 0 tributary area Ft-Pr 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) 1 Ttibulary Area(3RD) COX J Sheathing type(T4.3A of SDPWS-2015) 13 0 tributary width En tributary area a^ 0 total width laptotal area RI /F L I Resisting Dead Load 0Tributary Area(2ND) z ,Tributary Area(2ND) 1 Shear—wall Segment Lengths: Adj Total Length ms. 14 3 ft o tributary width a tributary area I I .1 0 0 it 1 4 3 ft r ! I i a0 total width of total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 6377 lb z tributary width w tributary area 13280 lbN >i/13RD FLOOR)= 5683 lb 5596 lb total width total area I EV'O= Olb Olb t EV()= 0 lb 0 lb Height of Shearwa!I= 8 0 ft Weight of Shearwall= 10 0 lbs E(Wind)= 8.963 lb E(Smc)= 11.973 lb Length of Shea wa;l_ 4 3 ftTributary width for dead load= 3A ftULT. v= 242 PLF ULT. V= 348 PLF Length of adjoining wall= 4.0 f i R= 65 ASD SHEAR WALL DESIGN PER.AF&PA SDPWS-2015 LRFD Holdown Design? No a_,"1 2 5 • ULT.WIND CAPACITY:1.4 x 0.93 x 720 PLF l(2 x 0.6)=781 PLF Ductile Anchor Design? No ((10 7`the-3r Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 720 PLF 1(2 x 0.7)=478 PLF USE 2 Holdown tiL^ve[ UPPER LEFT ' .."`v. I 1 ASD C TOTAL= (floor above)+(this floor)= 531 lbs 2043 lbs = 2574 lbs Seismin controls C3(ASD an.8): ASD T TOTAL w/o D0= (floor above)+-(this floor)= 104 lbs + 1617 lbs = 1720 lbs Seismic controls T2(ASD en 10: Unf ictared C WL=2034 lbs Unfactored T, dL= 2403 lbs ; SIMPSON DESIGNED HOLDOWN: CS14 '),factored C EQ= 3412 lbs Unfactored T EQ=3412 lbs 1 FOUNDATION/INTERIOR WALLS: STI-1 S1(1/RJ i lnfactored C DL a '1424 lbs Unfactored C.LL/SL= 563 Ibs — MAIN INTERIOR ! A15-WSW ISEGMENTECs'NALL ~ ( Fleur.info Tributary Area(ROOF) Tributary Area;R001=) irt0_ Floor Level,e.g.Roof.4TH,3RU,2ND 0A tributary width 0 0 tributary area L I 1 Hr_J Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2 C total area r (For Left Wall,Use Front-Rear Load Direction) Tributary Area(3RD) Tributary Area(3RD) (. r`f_tX I Sheathing type(T4 3A of SDPWS-2015) '0 'tributary width ®tributary area 2 0 total width 2 0 total area i 13RD/(=Ll Resisting Dead Load L., Tributary Area(2ND) z Tributary Area(2ND) I e alwall Segment Lengths: Adj,Total Length= 25 4 ft o tributary width Li- q tributary area I 1;ft [ 3 5 ft [ 12.0 ft I 7.3 ft ! ! a0 total width 9 Htotal area o Tributary Area(NA) C-) Tributary Area(NA) `V(ROO:^)= 3280 lb 6377 lb Z tributary width w —tributary area >',/(3k0 FLOOR)__ 5663 Ib 5596 Ib total width �' _total area EVO= 0lb 0lb EV()= 0 lb 0 lb Height of Shearwall=' 8 0 ft \Neigh;of Shearwall= 100 lbs 3 E(Wind)= 6,963 lb E(Smc)= 11,973 lb Leligth of Shearwall=I 3.5 ft Tributary width for dead road E 5 ft I ULT. v= 112 PLF ULT. v= 110 PLF „ , Length of adjoining wall=L 4,0 ft 4 R= `5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? Nc D _ 2 5 1 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductre Anchor Design? No � 31OC)' :Shear!'Val( I ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE / ' \ I Holdown Above,r NO FLOOR ABOVE ASU C.TOTAL= (floor above)+(this floor)= 0 lbs 754 ibs = 754 lbs Seismic controls-C3(ASD ea 8): ASD T,TOTAL w/o D0= (floor above)+(this floor)= 0 lbs - 126!ha = 125 lbs Seismic controls•T2(ASD eq 10) Untactuied C.WL 898Ibs Unfactored T WL=896 lbs i NO HOLDOWNS REQUIRED 1---- OK 1 t.;ntactored C GO=382 lbs Unfactored T.EQ=882 lbs FOUNDATION/INTERIOR WALLS OK Unfactored C Dl.:� 1047 lbs Unfactored C,LL/SL=0 lbs 7 13135