1013 RUCKER AVE 2025-08-20 - Laserfiche WebLink

I_EVIN GARAGE July 24, 2023 SDA Job# 9843 8 UPPER FRONT A15-WSW ISEGMENTED WALL Floor Info ROOF I Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Lt-Rt Load Direction,e.g.Left-Right,Front-Rear astotal tributary width 1.0 tributary area width 2.0 total area HF2 Stud Wall Species/GradeTributary Area(2ND) Tributary Area(2ND) COX Sheathing type(T4.3A of SDPWS-2021) 0.0 tributary 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) Tributary Area(NA) z Shea rwafl S ment Len ths: Ad'.Total Len th= 14.0 ft 0.0 tributary width o 0.0 fributary area a 7.0 ft 7.0 ft 2.0 total width ¢O 2.0 total area O Tributary Area(NA) o Tributary Area(NA) L1/(ROOF)= 2748 lb IV(ROOF)= 2582!b 0.0 tributary width z 0.0 tributary area v IV()= 0 Ito I/()= 0 Ib 2.0 total width 3 2.0 total area FV()= Olb EV()= 0lb IV()= 0 lb £V()= O lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10'0 Ibs E(Wind)= 2,748 lb E(Smc)= 2,582 lb Length of Shearwall= 7.0 ft Tributary width for dead load= 3.0 ft ULT.v= 98 PLF ULT.Vx p= 92 PLF Aspect Ratio OK Length of adjoining wall= 4.0 ft = ASD SHEAR WALL DESIGN PER:SDPWS-2021 R 6.5Do= 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/ 2.8 x 0. =346 PLF Holdown Above: NO HOLDOWN ABOVE Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 663 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o.00= (floor above)+(this floor)= 164 Ibs Wind controls-T1(ASD eq.7): SHEARWALL TYPE: UNFACTORED OVERTURNING Chord PosUHoldown Info LOADING 4x %�� Size/Species/Grade Chord Post: 2-LOAD M [C) ASD DDesign Criteria/Anchor Failure FYg Holdown,Use? LY2": -OK- WL -1210 Ibs 814 Ibs fi.8 ft Calculated Effective Width Framing Strap,Use? �EQ -765 Ibs 765 Ibs Framing HDU,Use? NOT USED DL 938 Ibs 938 Ibs No Manually Enter Effective Width?(Yes/No) LUSL 563 Ibs 563 Ibs Floor Info WSW UPPER REAR A15- SEGMENTED WALL ROOF Floor Level,e.g.Roof,4TH,SRO,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 Itotal width 2.0 total area HF2 Stud Wall Species/Grade Tributary Area(2ND) Tributary Area(2ND) COX Sheathing type(T4.3A of SDPWS-2021) 0.0 tributary 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) Tributary Area(NA) z Shearwall Segment Len thS: Ad'.Total Len = 14.0 ft 0.0 tributary width a 0.0 tributary area a 8.5 ft 5.5 ft 2.0 total width o 2.0 total area 9 Tributary Area(NA) o Tributary Area(NA) U IV(ROOF)= 2748 lb IV(ROOF)= 2582 It, 1 0.0 ltributarywidth Z 0.0 tributary area !' iV()= 0 Ib EV()= 0 lb 2.0 total width 3 2.0 total area N IV()= Olb FV()= 0lb IV = O lb EV()= 0 lb Height of Shearwall=1 8.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 2,748 lb E(Smc)= 2,582 lb Length of Shearwall=r 7.5 It Tributary width for dead load= 3.0 ft ULT.v= 98 PLF ULT.Vx p= 92 PLF Aspect Ratio OK Length of adjoining wall= 4.0 It R= 6.5 ASD SHEAR WALL DESIGN PER:SDPWS-2021 Do= 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! 2.8 x 0.7 =346 PLF Holdown Above:I NO HOLDOWN ABOVE Seismic;controls shearwalf design ASD C.TOTAL= (floor above)+(this floor)= 903 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o CIO= (floor above)+(this floor)= 369 lbs Wind controls-T1(ASD eq.7): SHEARWALL TYPE: UNFACTORED OVERTURNING Chord Post(Holdown Info LOADING I 4x I HF2 Size/Species/Grade Chord Post:I 2-2x4 LOAD) M ICI A Ductile Design Criteria/AnchorFailure FYg Holdown,Use?L Yes OK-,. WL -1583 lbs 1174 Ibs 5.0 ft Calculated Effective Width Framing Strap,Uses I Yes -OK-_ EQ -1103 Ibs 1103 Ibs_ Framing HDU,Use? Yes -OK- �� DL 969 Ibs 969 Ibs No Manually Enter Effective Width?(Yes/No) LUSL 581lbs 581lbs ........... .