1013 RUCKER AVE 2025-08-20 - Laserfiche WebLink

LEVIN GARAGE July 24, 2023 SDA Job# 9843 9 UPPER LEFT A15-WSW ISEGMENTED WALL Floor Info ROOF Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 1.0 Itributarywidth iltota) tributary area 2.0 total width area HF2 Stud Wall Spec€es/Grade Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2021) 0.0 tr€butary width 0.0 tributary area 1.00 Redundacy(p)for Seismic Force-Resisting System(ASCE7-16§12.3.4) 2.0 total width 2.0 total area ROOF Resisting Dead Load Tributary Area(NA) ED Tributary Area(NA) z Shearwall S ment Len ths: Ad.Total Len th= 18.0 ft 0.0 tributary width o 0.0 tributary area a 9.0 ft 9.0 ft 2.0 total width 2.0 total area Tributary Area(NA) o Tributary Area(NA) L)IV(ROOD= 2675 lb IV(ROOF)= 2582 lb 0.0 tributary width 0.0 tributary area w IV()= 0 lb IV()= 0 Ib 2.0 total width 3 2.0 total area - IV0= alb EV()= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs I(Wind)= 2,675 lb E(Smc)= 2,582 lb Length of Shearwall= 9.0 ft Tributary width for dead load= f 3.0 f. ULT.v= 74 PLF ULT.Vx p= 72 PLF Aspect Ratio OK Length of adjoining wall= 4.0 ft = ASD SHEAR WALL DESIGN PER:SDPWS-2021 R 6.5,no= 2.5 ULT.WIND CAPACITY:1 x 0.93 x 730 PLF 1(2 x 0.6)=566 PLF II ULT.SEISMIC CAPACITY:1 x 0.93 x 730 PLF 1(2.8 x 0.7)=346 PLF I Holdown Above: NO HOLDOWN ABOVE Seismic controls shearwall design !I ASD C.TOTAL= (floor above)+(this floor)= 741)bs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 141 lbs Wind controls-Tt(ASD eq.7): { SHEARWALLTYPE: UNFACTORED OVERTURNING Chord Post(Holdown Info LOADING 4x HF2 Size/Species/Grade Chord Post:L 2-2x4 LOAD M [C) ASD I Ductile Design Criteria/Anchor Failure Ft'g Holdown,Use?l Yes F -OK- WL -2572 lbs 628 lbs 8.5 ft lCalculated Effective Width Framing Strap,Use?r Yes -OK EQ -606 lbs 606 lbs Framing HOU,Use? Yes _ OK- -� DL 2338 lbs 2338 lbs F N,7 Manually Enter Effective Width?(Yes/No) LUSL 2763lbs 2763lbs UPPER RIGHT A15-WSW ISEGMENTED WALL Floor Info ROOF I Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Ft-Rr Load Direction,e.g.Left-Right Front-Rear 1.0 tributary width 1 A tributary area 2.0 total width 2.0 total area [ HF2 Stud Wall Species/Grade Tributary Area(2ND) Tributary Area(2ND) COX Sheathing type(T4.3A of SDPWS-2021) tributary width tributary area 1.00 Redundacy(p)for Seismic Force-Resisting System(ASCE7-16§12.3.4) 2.0]total width 2.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) z Shearwall segment Lengths: Adj.Tota[Lenp=l 26.0 ft tributary width o tributary area a 26.0 ft 2.0 total width a0 2.0 total area b Tributary Area(NA) o Tributary Area(NA) IV(ROOF)= 2675 lb IV(ROOF)= 2582€b tributary width tributary area w IV()= 0 lb IV O= 0 lb 2.0 total width 3 2.0 total area EV()= 0lb IV= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 2,675 Ib f(Smc)= 2,582lb Length of Shearwall= 26.0 It Tributary width for dead load= 13.0 ft ULT.v= 51 PLF ULT.V x p= 50 PLF Aspect Ratio OK Length of adjoining wall= 4.0 it R= 6.5 ASD SHEAR WALL DESIGN PER:SDPWS-2021 0c= 2.5 ULT.WIND CAPACITY:1 x 0.93 x 730 PLF 1(2 x 0.6)=566 PLF ULT.SEISMIC CAPACITY:1 x 0.93 x 730 PLF 1 2.8 x 0.7 =346 PLF Holdown Above: NO HOLDOWN ABOVE Seismic controls shearwali design ASD C.TOTAL= (floor above)+(this floor)= 917 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= -221 lbs Wind controls-T1(ASD eq,7): SHEARWALL TYPE: UNFACTORED OVERTURNING Chord PosUHoldown Info LOADING 4x DF1 Size/Species/Grade Chord Post -^ 12-2x4 LOAD M ICI ASD _Fucb_1e_1 Design Criteda/Anchor Failure Ft'g Holdown,Use? Yes -OK- WL -4307 Ibs 419 lbs 25.5 ft Calculated Effective Width Framing Strap,Use? Yes ._ -OK- EQ -405 lbs 405lbs Framing HDU,Use? Yes -OK- OL 4675 lbs 4675 lbs No Manually Enter Effective Width?(Yes/No) LUSL 5525 lbs 5525 lbs ... .........