6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

• HERRERA REMODEL-1 September 14, 2022 r SDA job# 9649 8 ' UPPER FRONT&REAR i A15 WSW !SEGMENTED WALL I ['ion;Into Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g-Roof,4TH,3RD,2ND 0 tributary width tt ibwary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2 is total width 2 1) total area ;For I.eft Wan,Use Front-Rear Load Direction) Tributary Area(3RD) Tributary Area(3R0) i CDX Sheathing type(T4.3A.of SDPWS-2015) tributary width tributary area ( _total width total area I ROOF Resisting Dead Load Tributary Area(2ND) z Tributary Area(2ND) _Shearwall Segment Lengths: Ad).Total Length= 33 5 ft ;tributary width q tributary area 18.0 ft ! 15 5 ft ; 0.0 ft ! ! ! !total width total area o Tributary Area(NA) - Tributary Area(NA) FV(ROOF)= 1036 lb 6377 lb } tributary width W — tributary area %V O' 0 lb 0 lb total width total area 3Vil= olb olb IV O= _ 0 lb 0 lb Height of Shearwall=I 5 0 ft Weight of Shearwall= 10 i;the' F_(Vend)= 1,036 lb E(Smc)= 6,377 lb Length of Shearwall=I 15 5 ft Tributary width for dead load= 18 0 ft ULT. V= 15 ELF ULT. v= 95 PLF k UNic OK Length of adjoining wall= 2.5 ft R= 5 — ASO SHEAR WALL DESIGN PER --'1 AF&PA SDPWS-2015 LRFD Holdown Design? No 0 _~__'2 r> ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design?t No fX %Ir;-:;.:' _ .'_:!i ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE / 1`\ Hoidawn Above I NO FLOOR ABOVE yr r:i:. .>r ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 762 lbs = 762 lbs Seismic controls-C3(ASEEE eq Sr ASD T. TOTAL wlo 00= (floor above)+(this floor)= 0 lbs + -105 lbs = -105 lbs Vdind controls.Tt(ASD en 7), Infa;for 0 t = lbs Unfactored T.WL-3105 lbs i NO HOLDOWNS REQUIRED OK J rtactored t. LQ=47E)lbs Unfactored T EQ=476 lbs FOUNDATION/INTERIOR WALLS: OK — 11 Unfactored C DI_= 3280 lbs Unfactored C.LLISL=4613 lbs UPPER LEFT I A15•WSW !SEGMENTED WALL. Fluor Info Tributary Area(ROOF) Tributary Area(ROOF) ! 1iltOF Floor Level,e.g.Roof,4TH,3RD.2ND 1.0 tributary width 1 0 tributary a•ea L Lt-RI Load Direction,e.g.Left-Right, Front-Rear 2 a total width 2.0 total area (For Loll Wall,Use Front-Rear Load Direction) Tributary Area(3RD) Tributary Area(3RD) t- COX—I Sheathing type(T4 3A of SDPWS-2015) 0.0 tributary width 0 0 tributary area 2-0 total width 2 0 total area IRO OF I Resisting Dead Load , Tributary Area(2ND) z Tributary Area(2ND) Shearwai(Segment Lengths. Adj.Total Length= 25.5 ft ltributary width d tributary area (r 15 5 ft 10.0 ft I i v total width 9total area o Tributary Area(NA) 5 Tributary Area(NAi CV(ROOF)= 1036 lb 6377 lb z tributary width inLT, tributary area CV O= 0 lb 0 lb ! total width total area CVO= 0lb 0Ib CV O= 0 lb 0 lb Height of Shearwall=I 5 01 Weight of Shearwall= 106 Ibs E(Wind)= 1,036 lb E(Smc)= 6,377 lb Length of Shearwall= 10.0 ft Tributary width for dead load=i 3 0 ft ULT. V= 20 ELF ULT. V= 125 PLF . ,..-. i,, Length of adjoining wall=1 2 5 ft R- 1.:u ASD SHEAR WALL DES-GE PER AFEFA SDPWS-2015 LRFD Holdown Design? No ! D.: `� 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No ! Etiauk Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 ELF/(2 x 0.7)=305 PLF USE A Hnldnv n Above I NO FLOOR ABOVE J 4 ASO C.TOTAL= (floor above)+(this floor)= 0 lbs + 531 lbs = 531 lbs Seismic controls•C: (ASD eq 8) { ASD T.TOTAL w/o D0= (floor above)+(this floor)= 0 lbs 103 lbs = 103 lbs Seismic controls-T2(ASI)eq 101. Llntactored C WL= 102 lbs Unfactored T WL=471 lbs NO HOLDOWNS REQUIRED 1------0-R.- 1 Unfactored C EQ=625 lbs Unfactored T EQ=625 lbs FOUNDATION/INTERIOR WALLS: __ OK 71)lbs L/SL= 563 lbs Unfactored n DL= Unfactored C L Ib13�