6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

. j • HERRERA REMODEL September 14, 2022 SDA Job # 9649 10� MAIN INTERIOR Al5-WSW !SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) I 3RD) Floor Level,e.g. Roof.4TH, 3RD.2ND 1.0 Itributary width 1.0 tributary area Lt.RIJ Load Direction,e.g.Left-Right,Front-Rear 2 0 total width 2.0 total area (For Left Wall,Use Fron:-Rear Load Direction) Tributary Area(3RD) Tributary Area(3RD) TCDXI Sheathing type(T4 3A of SDPWS-20'5) 1.0 tributary width 1.0 tributary area 2 0 total width 2.0 total area 3RD/FLj Resisting Dead Load L9 Tributary Area(2ND) z Tributary Area(2ND) Shearwall Segment Lengths: Ad; Total Length= 22 5 ft o tributary width o tributary area ( 7 5 ft T 4.0 ft 11.0 ft � I j <O total width total area Tributary Area(NA) 2- o Tributary Area(NA) IV(ROOF)= 1036 lb 6377 lb z 'tributary width w tributary area ( IV(3RD FLOOR)= 11405 lb 5596 lb _i, Itotal width total area IV()= 0 lb 0 lb IV O= 0 lb 0 lb Height of Shearwall= 8 Oft Weight of Shearwali= 10 0 lbs _ Z(Wind)= 12.441 lb E(Smc)= 11,973 lb Length of Shearwall= 4 0 ft Tributary width for dead load= 75 ft ULT. v= 276 PLF ULT. V= 266 PLF Length of adjoining wall= 4.0 ft R= 65 ASD SHEAR WALL DESIGN PER AF&PA SDPWS-2015 LRFD Holdown Design? No O r= - 2 5 LILT.WIND CAPACITY:1.4 x 0.93 x 460 PLF i(2 x 0.6)=499 PLF Ductile Anchor Design? No �\ t log;k Shear Wail LILT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE 1 ' Holdown Above: UPPER FRONT&REAR - ,- ,+ (.;._i:• ASD C TOTAL= (floor above)+(this floor)= 762 lbs + '623 lbs = 2386 lbs Seismic controls-C3(ASD eq 8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= -104 lbs - 715 lbs = 611 lbs VNirid controls-I t IASD eq.7): lnt-:ctoreu C WL=2290 lbs Unfactored T WL=5318 lbs SIMPSON DESIGNED HOLDOWN I CS 14 �i Unfactored C.EQ=2605 lbs Unfactored T.EQ=2605 lbs FOUNDATION t INTERIOR WALLS ! LSTHD8/P Untactored C DI_ 43001bs 4613 lbs ,4L ! c t-+i-�l/ 2.--'' a Unfactored C.LLSL-4613 1 MAIN REAR I A15-WSW iSEGMENTEC W.4L` - --- _-- i Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 3RD Floor Level,e.g.Roof,4TH, 3RD,2ND 0 0 tributary width 3 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 I rout-Rear Load Direction) T-ibutary Area(3RD) Tributary Area(3RD) (,DX Sheathing type(T4.3A of SDPWS-2015) 2C.3 tributary width 20.3 �tnbutary•area 79 5 total width 79 5 total area 3RD/FL 1 Resisting Dead Load too Area(2ND) z Tributary Area(2ND) _Shearwall Segment Lengths: Adl Total Length=1 17 Oft 1 o ary tribut width a I 6 0 ft tributary area I 1 11 O ft i l I I I o total width 9 total area o Tributary Area(NA) Tributary Area(NA) XV(ROOF)= 1036 lb 6377 lb Z tributary width n tributary area XV(3RD FLOOR)= 11405 lb 5596 lb total width total area _� ZVO= Olb 0Ib IV O= 0 lb 0 lb Height of Shearwali= 8.0 ft Weight of Shearwali= I0.0Ibs Z(Wind)= 12,441 lb F(Smc)= 11,973 lb Length of Shearwall= 6 0 ft Tributary width for dead load= _3.0 ft ULT. v= 171 PLF ULT. V= 84 PLF .„ ...-«.:>i3K Length of adjoining wall_ - 4.0 ft R= --t5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? Nc 0.,:::= 275 LILT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No t71t:µk EL( (r:af''WW-'all ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE 1 Holdown Above 7 NO FLOOR ABOVE I ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 820 Ihs = 820 lbs Wind controls-Ct(ASD eq.5). ASD T TOTAL w/0 00= (floor above)+(this floor)= 0 lbs + 333 lbs = 333 lbs Wind controls--I 1;ASD eq 77 Unfactored C WL-1367 lbs Unfactored T WL=1367 lbs - NO HOLDOWNS REQUIRED I- OR11 Unfactoied C.EQ=671 lbs Unfactored T EQ=671 lbs FOUNDATION INTERIOR WALLS L _ OK_®fI, Unfactored C.DL= 812 lbs Unfactored C.LL/SL=0 lbs 12135