6408 BEVERLY BLVD 2025-04-11 - Laserfiche WebLink

• • HERRERA REMODEL 1--- September 14, 2022 SDA. Job # 9649 ? 9 UPPER RIGHT A15.WSW !SEGMENTED WALL_ _- door info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e g.Roof,4TH,3RD,2ND 1.0 tributary width 1 0 tributary area �_ Ft_Fr_� load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2 0 total area (For Left Wall,Use Fro(e-Rear Load Direction) Tributary Area(3RD) Tributary Area(3RD) --) J Sheathing Type(T4 3A of SDPWS-2015) ^o tributary width 0.0 tributary area 2.0 total width 2.0 !total area !_ROOF_] Resisting Dead Load La Tributary.Area(2ND) z Tributary Area(2ND) Shearwall Stment Lengths: Adj Total Length= 11 5 ft o tributary width c tributary area ! 6 O ft T 5 S ft _ -T-1-^-f-- _total width 9 total area Tributary Area(NA) Tributary Area(NA) 7w(RCOF)= 3260 lb 6377 lb z tributary width w tributary area la(I= 0 lb 0 lb total width ;total area Zv()' olb 01b Z\j I)_, 0 lb 0 lb Height of Shearwall=j _5 0 ft Weight of Shearwall=F 10 0 Ibs )blot dl= 3,280 lb E(Sn-:c)= 6,377 lb Length of Shearwall= I 5 5 ft Tributary width for dead load= 3 0 ft UL7. V= 143 PLF ULT. V= 277 PLF Length of adjoining wall= _2 5 fl R= 65 ASO SHEAR WALL DESIGN PER:AF&PA SDPWS-20'15 LRFD Holdown Design? No Or= 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF i(2 x 0.6)=499 PLF Ductile Anchor Design? No � t3)cao(. Sa...a, Vtia): ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE L 1 Holdown Aoove.L NO FLOOR ABOVE '" rr ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 1036 lbs = 1036 lbs Seismic controin-C3{ASD eq 8). ASD T l OTAL w/o 00= (floor abcve)+(this floor)= 0 lbs + 736 lbs = 736 lbs Seismic controls T2(ASD eq ICI Unfactored C WL=713 lbs Unfactored T.WL- 972 lbs SIMPSON DESIGNED HOLDO'WN r C514 - Unfacdoied CEQ=1386 Ibs Unfactored T.EQ 1386 Ibs FOUNDATION i INTERIOR WALLS- i L THD8,RJ - Unfactored C ni = 499 Ibs Unfactored C LL/SL=394 lbs -^� ^ MAIN FRONT 1 A15•WSW ;SEGMENTED WA...t Floor Into Tributary Area(ROOF) ITributary Area(ROOF) 1 3RU Floor Level,e.g. Roof,4TH,3RD,2ND 1 0 tributary width 1 0 tributary area ( Lt-Rt I Load Direction,e.g.Left-Right, Front-Rear 2.0 total width 20 total area liar Lot!Wall,Use Front-Rear Load Direction! Tributary Area(3RD) Tributary Area(3RD) j GDX,J Sheathing type(T4.3A of SDPWS-2015) 18.0 tributary wicth 18 0 tributary area 79 5 total width 75.4 5 total area 3RD/FL. ResistingDead Load c9 Tributary Area(2ND) z Tributary Area(2ND) Sl',taatwal Segment Lengths. Adj Total Length= 21 0 ft 1 )tributary width a tributary area ( I 5 3 ft 1 5 3 ft I 5.3 ft I 5 3 8 i I J O total width 9 tots!area Tributary Area(NA) 1 Tributary Area(NA) F.V(ROOF)= 1036 lb 6377 lb 3 tributary width w tributary area ,..V(3RD FLOOR)= 11405 lb 5596 lb ;total width total area /V O= 0 lb 0 lb IV O= 0 lb 0 lb Height of Shearwall=; 8.0 ft Weight of Shearwall= 10 0 lbs 3 S(Wind)_-- 12 1 ,441 lb E(Smc)= 11,973 lb Length of Shearwall=t 5 5 ft Tributary•width for dead load= 2 5 ft ULT. v= 148 PLF ULT. v= 212 PLF in. Length of adjoining wall= 4 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER.AF&PA SDPWS-2015 LRFD Holdown Design?) Nc Oo= 2,5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF I(2 x 0.6)=499 PLF Ductile Anchor Design? `!c i to 'hest Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7).305 PLF USE Holdown ohove! UPPER FRONT&REAR I ASD C.TOTAL= (floor above)+(this floor)= 762 lbs + 1285 lb; = 2047 lbs Seismic controls C (ASD eq f,) ASD T TOTAL win 0O= (floor above)+(this floor)= -104 lbs a 263 lbs = 159 lbs, Wind controls•1I(ASD eq 7) Unfactored C WL= 1259 lbs Unfactored T VVL=4287 lbs NO HOLDOVVNS REQUIRED OK • Unfactoren V EQ=2173 lbs Unfactored T EQ=2173 lbs L FOUNDATION 1 INTERIOR WALLS: _ OK J Lrtsiaatored C.DL= 4023 lbs Unfactored C.L1%SL=4613 lbs l l \-35