4020 HOYT AVE 2025-10-06 - Laserfiche WebLink

LUCAS SITE VISIT 1 July 18, 2024 SDA Job# 10052 8 ROOF FRONT A15-WSW SEGMENTED WALL Floor Info ROOF Floor Level,e g Roof,4TH,3RD,2ND Tributary Area(ROOF) Tributary Area(ROOF) Lt-Rt Load Direction,a g.Left-Right,Front-Rear 1.0 tributary width Mtotal tributary area 2.0 total width area HF2 Stud Wall Species/Grade Tributary Area(2ND) Tributary Area(2ND) Structural Panels-Sheathing Sheathing type(T4 3A of SDPWS-2021) E tributary width tributary area 1.00 1 Redundacy(p)for Seismic Force-Resisting System(ASCE7-16§12.3 4) total width total area ROOF Resisting Dead Load Tributary Area(NA) t0 Tributary Area(NA) z Shearwall Segment Lengths Adj Total t-engrh= 10 8 ft tributary width o tributary area a 5.0 ft 1 5.8 ft total width a0 total area O Tributary Area(NA) o Tributary Area(NA) IV(ROOF)= 1420 lb IV(ROOF)= 1748 lb tributary width Z tributary area w IV()= 0 lb IV()= 0 lb [=]total width �' total area EV()= 0lb EV()= 0lb IV()= 0 Ito IV()= 0 Ito Height of Shearwall= 7.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 1,420 lb E(Smc)= 1,748 lb Length of Shearwall= 5.0 ft Tributary width for dead load= 1,0 ft ULT.v= 66 PLF ULT.V x p= 81 PLF Aspect Ratio OK Length of adjoining wall= R= 6.5 J.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)= 450 Ibs Seismic controls-C3(ASD eq.8): ASD T TOTAL w/o 00= (floor above)+(this floor)= 322 Ibs Seismic controls-T2(ASD eq 10): SHEARWALL TYPE: 1 WSP UNFACTORED OVERTURNING Chord Post/Holdown Info LOADING 4x I HF2 Size/Species/Grade Chord Post 2-2x4 LOAD IT] [C] ASD Ductile Design Criteria/Anchor Failure Ft'g Holdown,Use? Yes -OK- 10-516 Ibs 487 Ibs 4 8 ft Calculated Effective Width Framing Strap,Use? No NOT USED EQ -599 Ibs 599 Ibs Framing HDU,Use? No NOT USED DL 213 Ibs 213 Ibs No Manually Enter Effective Width?(Yes/No) LUSL 63lbs 63lbs ROOF REAR A15-WSW ISEGMENTED WALL Floor Info ROOF 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) Structural Panels-Sheathing I 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) total width total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) z Shearwall Segment Lengths:: ad.Total Length= 13.0 ft .�Etributary width o tributary area a 6.5 ft 1 6 5 ft total width Qo total area O Tributary Area(NA) o Tributary Area(NA) IV(ROOF)= 1420 lb IV(ROOF)= 1748 lb tributary width Z tributary area w IV()= 0 lb IV()= 0 lb total width 3 total area " EV()= 0lb FV()= 0lb IV()= 0 lb IV()= 0 lb Height of Shearwall= 7.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= 1,420 lb E(Smc)= 1,748 lb Length of Shearwall= 6 5 ft Tributary width for dead load= 1.0 ft ULT.v= 55 PLF ULT.Vx p= 67 PLF Aspect Ratio OK Length of adjoining wall= R= 6.5 ASD SHEAR WALL DESIGN PER:SDPWS-2021 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�tf Holdown Above:I NO HOLDOWN ABOVE Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 382 Ibs Seismic controls-C3(ASD eq.8): ASD T TOTAL w/o t20= (floor above)+(this floor)= 216 Ibs Seismic controls-T2(ASD eq.10): SHEARWALL TYPE' 1 WSP UNFACTORED OVERTURNING Chord Post/Holdown Info LOADING 4x HF2 Size/Species/Grade Chord Post 2-2x4 LOAD [T] [C] ASD Ductile Design Criteria/Anchor Failure Ft'g Holdown,Use? Yes -OK- WL -435 Ibs 398 Ibs 6 3 ft Calculated Effective Width Framing Strap,Use? No NOT USED EQ -489 Ibs 489 Ibs Framing HDU,Use? No NOT USED DL 276 Ibs 276 Ibs F No Manually Enter Effective Width?(Yes/No) LUSL 81lbs 81lbs