4703 GREELY ST 2025-09-30 - Laserfiche WebLink

CARLISLE PROPERTIES February 22, 2022 SDA Job# 9476 13 MAIN LEFT" Al -WSW ISEGMENTEONALL Floor Info Tributary Area(ROOF) I Tnoutary Area(ROOF) 2ND I Floor Level,a g.Roof,4TH,3RD,2ND 0 0 tnbutary width 00 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 60 0 total width 60 0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 7.0 tributary width 7 0 tributary area 47 0 total width 47 0 totai area 2ND/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths Adi Total Lengil:= 8 0 ft c 0 0 tributary width a 0 0 tributary area 4.0 ft 1 4 0 ft 0 0 total width 0 0 total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 7632 lb 84 lb ? r tributary width w tributary area EV(2ND FLOOR)= 12094 lb 274 lb 3 total width " total area EV 0= 0 lb 0 lb FV()= 0 lb 0 lb Height of Shearwall= 8.0 It Weight of Shearwall= 10 0 Ibs E(Wind)= 19,726 lb E(Smc)= 358 lb Length of Shearwall= 4 0 ft Tributary width for dead load= 5811 ULT.V= 225 PLF ULT.Y= 5 PLF Aspect Ratio OK P Length of adjoining wall= 4 0 R R= 6.5 ASD SHEAR WALL DESIGN PER:AFBPA SDPWS-2015 LRFD Holdown Design? No no= 25 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No ��,\ Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE Holdown Above: NO FLOOR ABOVE Wind controls shearwall design ASD C. TOTAL= (floor above)+(this floor)= 0 Ibs + 1081 Ibs = 1081 Ibs Wind controls-C1(ASD eq.5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 544 Ibs = 544 Ibs Wind controls-T1(ASD eq 7): Unfactored C WL=1801 Ibs Unfactored T WL= 1801 Ibs SIMPSON DESIGNED HOLDOWN: 14 Unfactored C EQ=41 Ibs Unfactored T EQ=41 Ibs FOUNDATION/INTERIOR WALLS: L H / J Unfactored C DL= 894 Ibs Unfactored C LUSL=0 Ibs lower naht A15-WSW ISEGME7ED WALL Floor Info Tributary Area(ROOF) Tnbutary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND Mtotal tributary width illotal tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear width area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area.(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 7 3 tributary"" tts Mtrl6utary area 59 0 to I width \\Jtotal area 2ND/FL Resisting Dead Load Tnb"a , Yea NA)� z Tributary Area(NA) Shearwall Segment Lengths. Adi Total Length= 34 0 ft n 7' rib ary wtdt' /' ¢ Mtributary area 175ft 165ft <' S9.0 tal t+nd / total area n utary A i Ar Tributary Area(NA) FV(ROOF)= 7632 lb 84 lb ` z tributary width W tributary area FV(2ND FLOOR)= 12094 lb 274 lb 3 total width ' total area 0 lb 0 lb EV()= 0 lb 0 Ib Height of Shearwall= 4 0 ft Weight of Shearwall= 10.0 Ibs 3 E(Wind)= 19,726 lb E(Smc 358 Ib Length of Shearwall= 16 5 ft Tributary width for dead load= 7 0 R ULT-V= 71 PLF UL' .V= 1 PLF Aspect Ratio OK j Length of adjoini ng ngwall= 20R R= 65 ASD SHEAR WALL DESIGN PLR.AFB�P\A SDPWS-2015 LRFD Holdown Design? No\_ Do= 25 ULT-WIND CAPACiM I+I 4 x 0.99 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY 1 x 0 3 x 460 PLF/(2 x 0.7)=306 PLF USE 1 Holdown Above: \ MAIN RIGHT Wind controls shearwall design ASD C.`TOTAL= (floor above)+(this floor)= *N/A + #N/A = *N/A ON/A f3-T__10I !0- 0= (floor above)+(this floor)= #N/A + #N/A = #N/A #N/A Unfactored C WL 5*N/A Unfactored T WL=*N/A Unfactored C EQ=`#N/A Unfactored T EQ=#N/A #NIA #NIA Unfactored C DL= #N/A Unfactored C LUSL=#N/A t7 vi r.