1013 RUCKER AVE 2025-08-20 - Laserfiche WebLink

LEVIN GARAGE July 24, 2023 SDA Job # 9843 10 MAIN FRONT At5-WSW SEGMENTED 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 12A tributary area 1.00 Redundacy(p)for Seismic Force-Resisting System(ASCE7-16§12.3.4) 2.0 total width 2.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) U Tributary Area(NA) z Total Lengtho trbutary area atLe ibu width 0.0Shearwall Se men . .0 4.0 ft J 4.0 ft 2 0 total width ¢O 2.0 tots(area O Tributary Area(NA) o Tributary Area(NA) S2 EV(ROOF)= 2748 lb EV(ROOF)= 2582 lb 0.0 tributary width Z 0.0 tributary area IV(2ND FLOOR)= 4184 Ib EV(2ND FLOOR)= 1089 lb 2.0 Itotal width 2,0 total area ZV0= Olb IVO= Olb EV()= 0 lb IV()= 0 lb Height of Shearwalt= 8.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 6,932 lb E(Smc)= 3,671 lb Length of Shearwall= 4.0 ft Tributary width for dead load= 11.0 ft ULT.v= 433 PLF ULT.Vx p= 978 PLF Aspect Ratio OK Length of adjoining wall= 4.0 ft R= 6.5 AS SHEAR WALL DESIGN PER:SDPWS-2021 00= 2.5 ULT.WIND CAPACITY:1 x 0.93 x 2435 PLF 1(2 x 0.6)=1887 PLF ULT.SEISMIC CAPACITY:0.92 x 0.93 x 2435 PLF/ 2.8 x 0.7 =1063 PLF Holdown Above: UPPER FRONT Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 7447 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o CIO= (floor above)+(this floor)= 6121 Ibs Seismic controls-T2(ASD eq.10): SHEARWALL TYPE: UNFACTORED OVERTURNING Chord Post(Holdown Info LOADING 4x HF2 Size/Species/Grade Chord Post: 3-2x4 LOAD (T] [C] ASIl Ductile Design CdterWAnchor Failure Ft g Holdown,Use? Yes WL 7 413 Ibs 5017 Ibs 3.3 ft Calculated Effective Width Framing Strap,Use? Yes �-CMST14 EQ -10211 Ibs 10211 Ibs Framing HDU,Use? No NOT USED DL 2210 Ibs 2210 Ibs No Manually Enter Effective Width? es/Na LUSL 563lbs 563lbs MAIN REAR 115-WSW SEGMENTED WALL Floor Into 2ND Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Lt Rt Load Direction,e.g.Leff-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(ASCE7-16§12.3.4) 2,0 total width 2.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) Tributary Area(NA) z ShearwalI Segment Length Ad'.Total Length= 13.5 ft 1.0 tributary width o 1.0 tributary area 8.5 ft 5.0 ft 2.0 total width a0 2.0 total area o Tributary Area(NA) o Tributary Area(NA) u IV(ROOF)= 2748 Ib EV(ROOF)= 2582 Ib 1.0 tributary width z 1.0 tributary area 4EV(2ND FLOOR)= 4184 Ib ZV(2ND FLOOR)= 1089 Ib 2.0 total widthL�J 2.0 total area ZV0= Olb EV()= 0lb ZV()= Olb EV()= 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 6,932 lb E(Smc)= 3,671 lb Length of Shearwall= 5.0 ft Tributary width for dead load= 2.0 ft ULT.v= 257 PLF ULT.Vx p= 136 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 UPPER REAR Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 2070 Ibs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o nO= (floor above)+(this floor)= 1329 lbs Wind controls-T1(ASD eq,7): SHEARWALL TYPE: Al UNFACTORED OVERTURNING Chord Post/Holdown Info LOADING 6x DF2 Size/Species/Grade Chord Post: 2-2x6 LOAD M 1C] ASD Ductile I Design Criteria/Anchor Failure FYg Holdown,Use? Yes LSTHD8 WL -3859lbs 3450 Ibs 4.5 ft ICalculated Effective Width Framing Strap,Use? Yes -CSHP18 EQ -2309 Ibs 2309 Ibs Framing HDU,Use? Yes w HDU2 DL 1645 Ibs 1645 Ibs ____No Manually Enter Effective Width?(Yes/No) LUSL 582lbs 582Ibs