1013 RUCKER AVE 2025-08-20 - Laserfiche WebLink

LEVIN GARAGE July 24, 2023 SDA Job# 9843 11 MAIN LEFT A15-WSW ISEGMENTED WALL Floor Info 2ND Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Li-Rt Load Direction,e.g.Left-Right,Front-Rear 1.0 tributary width 1.0 tributary area 2.0 totaf width 2.0 total area HF2 Stud Wall Species/Grade Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2021) mtotal tributary width 1.0 tributary area 1,00 Redundacy(p)for Seismic Force-Resisting System(ASCE7-16§12.3.4) width 2.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) Tributary Area(NA) z Shearwall Segment Lengths: Ad'.Total Length= 22.6 ft 0.0 tributary width z 0.0 tributary area a 0 ft 2.0 total width b 2.0 total area O Tributary Area(NA) o Tributary Area(NA) IV(ROOF)= 2748 lb IV(ROOF)= 2582 lb 0.0 tributary width z 0.0 tributary area -^ IV(2ND FLOOR)= 4184 lb IV(2ND FLOOR)= 1089]b 2.0 total width 3 2.0 total area `^ FV()= Olb EV()= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs F(Wind)= 6,932 lb E(Smc)= 3,671 lb Length of Shearwall= 22.0 ft Tributary width for dead load= 2.5 ft ULT.v= 158 PLF ULT.Vx p= 83 PLF Aspect Ratio OK Length of adjoining wall= 4.0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:SDPWS-2021 Qo= 2.5 ULT.WIND CAPACITY:i x 0.93 x 730 PLF 1(2 x 0.6)=566 PLF ULT.SEISMIC CAPACITY:1 x 0.93 x T30 PLF/ 2.8 x 0.7 =346 PLF Holdown Above: UPPER LEFT Wind controls sheanval!design ASD C.TOTAL= (floor above)+(this floor)= 1443 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o QO= (floor above)+(this floor)= -76 Ibs Wind controls-T1(ASD eq.7): SHEARWALL TYPE: Al UNFACTORED OVERTURNING Chord PostlHotdown Info LOADING 4x I HF2 Size/Species/Grade Chord Post: 2-2x4 LOAD (Tl [C] ASD Ductile Design Criteria/Anchor Failure Ffg koldown,Use? s -OK- Ye WL -$862 Ibs 1918 Ibs 21.5 ft Calculated Effective Width Framing Strap,Use? Yes -OK- � EQ -1289 Ibs 1289 Ibs Framing HDU,Use? Yes -OK- DL 3988 Ibs 3988lbs No Manual Enter Effective Width? es/No LUSL 27631bs 2763lbs MAIN RIGHT A15-WSW ISEGMENTED WALL Floor Info 2ND Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 1.0 tributary width 1.0 tributary area 2.0 total width 2.0 total area HF2 Stud Wall Species/Grade Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2021) 1.0 tributary width 1.0 tributary area 1.00 Redundacy(p)for Seismic Force-Resisting System(ASC£7-16§12.3.4) 2.0 total width 2.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) cD Tributary Area(NA) z Shearwall Segment Lengths: Ad".Total Length=1 26.0 ft 1.0 tributary width z 1.0 tributary area 0 25.0 ft total width b total area Tributary Area(NA} o Tributary Area(NA) IV(ROOF)= 2748 lb IV(ROOF)= 2582 lb 1 1.0 tributary width Z 1.0 tributary area w EV(2ND FLOOR)= 4184 lb IV(2ND FLOOR)= 1089 lb total width total area YVO= Olb 7/0= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 6,932 lb E(Smc)= 3,671 lb Length of Sheanaall= 26.0 ft Tributary width for dead load= 2.5 ft ULT.v= 133 PLF ULT.Vx p= 71 PLF Aspect Ratio OK Length of adjoining wall= 4.0 ft R ASD SHEAR WALL DESIGN PER:SDPWS-2021 Jac= 2.5 ULT.WIND CAPACITY:1 x 0.93 x 730 PLF/(2 x 0.6)=566 PLF ULT.SEISMIC CAPACITY:1 x 0.93 x 730 PLF! 2.8 x 0.7 =346 PLF Holdown Above: UPPER RIGHT Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 1647 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o QO= (floor above)+(this floor)= -711 Ibs Wind controls-T1(ASD eq.7): SHEARWALL TYPE: UNFACTORED OVERTURNING Chord Post/Holdown Info LOADING 4x DF1 Size/Species/Grade Chord Post:r 2-2x4 LOAD M (C] ASD Ductile I Design Criteria/Anchor Failure Ffg Holdown,Use? Yes -OK- WL -5531 Ibs 1643 Ibs 25.5 ft Calculated Effective Width Framing Strap,Use? Yes _ -OK-�� EQ -1052 Ibs 1052 Ibs Framing HDU,Use? Yes OK- DL 6715 Ibs 6.715 Ibs No Manually Enter Effective Width? es/No LUSL 5525 ibs 5525 Ibs