6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

• i ' HERRERA REMODEL September 14, 2022 SDA Job # 9649 12 • MAIN RIGH1 r A15 WSW ISEGMENTED WALL Floor Info Tributary Area(ROOF) 'Tributary Area(ROOF) l -311tD_ Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width 1 1.0 tributary area I "t.R ri Load Direction,e.g.Left-Right,Front-Rear 2 C Itotal width 2.0 total area (Fey I eft Wall,Use Front-Rear Load Directions Tributary Area(3RD) I Tributary Area(3RD) fJpx I Sheathing type(T4.3A of SDPWS-2015) 9 5 tributary width 9 5 tributary area 41 0 ,total width 41 0 total area L3RD/FL, Resisting Dead Load LD Tributary Area(2ND) z Tributary Area(2ND; Shearwall Segment Lengths: Ad).Total Length= 65 5 ft 0 tributary width tributary area 5.5 ft—I 5 5 ft I 6 5 ft I 48.0 ft I 1 o 'total width 9 total area o tributary Area(NA) - I Tributary Area(NA) TV(ROOF)= 3280 lb 6377 lb t tributary width tributary area ::',,r;,l?D F LOUR)= 56E3 lb 5596 lb ;total width �,_ total area __ _ 2VO= Olb 0ib TV',= (. 0 lb 0 lb Height of Shearwall= ! 8.0 ft. Weight of Shearwall= 1 D.0 Ibs F(Wind)= 8,963 lb F(Smc)= 11,973 lb Length of Shearwall=i 5 5 ft Tributary width for dead load= 8 5 ft !Il_T. v= 45 PLF ULT. v= 68 Pi F ri',L Length of adjoining wall= _ 4 Oft R= 65 ASD SHEAR WALL DESIGN PER.AF&FA SOPWS-2015 LRFD Holdown Design? No P.J=, 2 gl LILT WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design?I No DicerL Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Hord r UPPER RIGHT ASD C TOTAL= (floor above)+(this floor)= 1037 Ibs 544 Ibs = 1561 Ibs Seismic controls C3(AS1)eq Sl: ASD T TOTAL w/o DO= (floor above)+(this floor)= 737 lbs + -193 lbs = 544 ibs Seismic controls-T2(ASD eq 10); Unfactored G WL= 1075 ibs Unfactored T.WL= 1333 lbs i ND HOLDOWNS REQUIRED L CS14 .Jnfnciorea C EQ= 1935 lbs Unfactored T EQ= 1935 lbs • FOUNDATION/INTERIOR WALLS: j LSTHD8/RJ 1 Unfactored C.DL= '1728 lbs Unfactored C.LL/SL=394 Ibs LOWER FRONT 1 A15-WSW {SEGMENTED WALL I-1 s r info Tributary Area(ROOF; [Tributary Area(ROOF) 1ND� Floor Level,e.g Roof,4TH, 3RD,2ND 1.0 tributary width '0 tributary arcs fa I Lt _ Load Direction.e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area I (f or t Es t Wail,Use Front•Rear I oad Direction) Tributary.Area(3RD) Tributary Area(37L i _ I (,DX—1 Sheathing type(T4.3A of SDPWS-2015) 18.0 tributary width 18.0 tributary area 79.5 total width '9 5 total area I2ND/FL. Resisting Dead Load ,� Tributary Area(2ND) z � Tributary Area(2ND) r`---- r ..heanvall Segment Lengths: T Ad) Total Length=I 3 z o4'0 ft J z f0 tributary width Q 1 0 tributary area ' r 34 0 If T . ' ! ; I !t p 2 0 total width 2 0 Itotal area L o Tributary Area(NA) z Tributary Area(NA) `COF)= 1036 lb 6377 lb z tributary width • —^ ;tributary area t V t 3FIF FLOOR)= 11405 lb 5596lb --total width "'_ 'total area I Nl'i I-LOOK)= 9930 lb 1685 lb }.V(I= 0 lb 0 lb Height of Shearwall= 3.0 ft Weight of Shearwall= 10.0 lbsl :1- 'W1n( d)= S2,371 lb E(Smc)= 13,658 lb Length of Shearwall=f 34 0 ft Tributary width for dead load= 3,5 ft ULT. v= 237 PLF ULT. V= 156 PLF A'rl:,,,f 4('1,ic}IV. Length of adjoining wall= _ 1-5 ft R= 61) ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design?( No A,, 7 ! ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design?I No A tl ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE / 1 I{ Holdow,vn Aboee.i MAIN FRONT I .. - L t ASD C TOTAL= (floor above)+(this floor)= 2048 lbs + 501 lbs 2549 lbs Scions.controls-.;3(ASS)eq 3 II ASD T. TOTAL W/0 DO= (floor above)+(this floor)= 159 lbs 372 Ibs 213 ibs Wind controls II)ASD eq Or Unlectored C WL= 1972 lbs Unfactored T.WL= 5000 Ibs ` NO HOLDOWNS REQUIRED i t Unfactored C EQ=2641 lbs Unfactored T EQ=2641 lbs ; FOUNDATION/INTERIOR WALLS: r- _OK --7 1 link-dared C.DL= 5355 Ibs Unfactored C..LL/SL=4613 lbs ' IL\ )35