4020 HOYT AVE 2025-10-06 - Laserfiche WebLink

LUCAS SITE VISIT July 18, 2024 SDA Job# 10052 10 MAIN LEFT A15-WSW ISEGMENTED WALL Floor Info 2ND 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 1.0 tributary area 2.0 total width 2.0 total area HF2 Stud Wall Species/Grade Tributary Area(2ND) Tributary Area(2ND) Structural Panels-Sheathing I 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 Shearwall Segment_Lengths:_ Adi Total Length= 20.0 ft tributary width o tributary area a 20-0 ft total width a O total area Tributary Area(NA) o Tributary Area(NA) IV(ROOF)= 1016 lb IV(ROOF)= 1748 lb tributary width Z tributary area w IV(2ND FLOOR)= 2144 lb IV(2ND FLOOR)= 926 lb total width �' total area FV()= 0lb EV()= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 3.160 lb E(Smc)= 2,674 lb Length of Shearwall= 20.0 ft Tributary width for dead load= 2.5 ft ULT.v= 79 PLF ULT.V x p= 67 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:SDPWS-2021 Do= 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:I NO HOLDOWN ABOVE Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 540 Ibs Seismic controls-C3(ASD eq 8): ASD T TOTAL w/o DO= (floor above)+(this floor)= -120 Ibs Seismic controls-T2(ASD eq 10): SHEARWALL TYPE: I WSP UNFACTORED OVERTURNING Chord Post/Holdown Info LOADING 4x I HF2 Size/Species/Grade Chord Post 2-2x4 LOAD [T] [C] ASD Ductile I Design Criteria/Anchor Failure Ft'g Holdown,Use? Yes -OK- WL -648lbs 648 Ibs 19.8 ft Calculated Effective Width Framing Strap,Use? No NOT USED EQ -548 Ibs 548 Ibs Framing HDU,Use? No NOT USED DL 1100 Ibs 1100 Ibs No Manually Enter Effective Width?(Yes/No) LUSL 0lbs 0lbs MAIN RIGHT A15-WSW SEGMENTED WALL Floor Info 2ND Floor Level,e.g.Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Ft-Rr Load Direction,a 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) Structural Panels-Sheathing I 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 Shearwalt Segment Lengths: Adj,Total Length= 20.0 ft tributary width o tributary area a 20.0 ft total width a0 total area Tributary Area(NA) o Tributary Area(NA) IV(ROOF)= 1016 Ib IV(ROOF)= 1748 Ib tributary width tributary area w IV(2ND FLOOR)= 2144 Ib IV(2ND FLOOR)= 926 Ib total width �' total area FV()= 0lb EV()= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 3,160 lb E(Smc)= 2.674 lb Length of Shearwall= 20.0 ft Tributary width for dead load= 5 5 ft ULT.v= 79 PLF ULT.Vx p= 67 PLF Aspect Ratio OK Length of adjoining wall= 0.0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:SDPWS-2021 I 00= 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:I NO HOLDOWN ABOVE Seismic controls shearwall design ASD C TOTAL= (floor above)+(this floor)= 592 Ibs Seismic controls-133(ASD eq 8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= -284 Ibs Seismic controls-T2(ASD eq 10): SHEARWALL TYPE: 1 WSP UNFACTORED OVERTURNING Chord Post/Holdown Info LOADING 4x HF2 Sze/Species'Grade ChMNo 2-2x4 LOAD [T] [C] ASD Ductile Design Criteria/Anchor Failure Ft'g Holdown,Use? -OK- WL -648 Ibs 648 Ibs 19 8 ft Calculated Effective Width Framing Strap,Use? NOT USED EQ -548lbs 548 Ibs Framing HDU,Use? NOT USED DL 1460 Ibs 1460 Ibs No Manually Enter Effective Width?(Yes/No) LUSL Olbs Olbs