1903 JACKSON AVE A, B 2025-10-24

JASKCON AVE DUPLEX October 9, 2023 SDA Job # 9902 1 8 Floor Info ROOF I Floor Level, a g Roof, 4TH, 3RD, 2ND Lt-Rt Load Direction, e g Left -Right, Front -Rear HF2 I Stud Wall Species/Grade Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) 100 Redundacy (p) for Seismic force -Resisting System (ASCE7-16 §12.3.4) ROOF Resisting Dead Load Shearwall S ment Len the Ad . Total Lan th = 12 5 ft 43ft 83ft iV (ROOF) = 7140 lb TV ( ) = 0 lb EV()= 0lb EV()= 0lb i (Wind) = 7,140 lb ULT. v - 286 PLF IV (ROOF) = 6519 lb YV()= 0lb 7V()= 0lb EV()= Olb E (Smc) = 6,519 lb ULT. Vx p = 261 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) - 666 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF 1(2.8 x 0.7) = 346 PLF Tribute Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (2NO) tributary width total width Tributary Area (NA) LV tributary width Z total width 0 0 Area (NA) -' 0 tributary width M z total width Height of Shearwall = 8 0 ft Length of Shearwa@ = 4 3 ft Aspect Ratio OK Holdown Above: NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 1586 Ibs Seismic controls -C3 (ASO aq 8): ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 1446 Ibs Seismic controls -T2 (ASD eq 10): UNFACTORED OVERTURNING LOADING LOAD (T) [Cl WL -24821bs 24281tis EQ -22161bs 22161bs DL 234lbs 234lbs LUSL 106lbs 106lbs Chord PosVHoldo_wn Info 6x I _-HF2 Size,/Species/Grade ASD I Ductilel Design Criteria/Anchor Failure 4 0 ft Calculated Effective Width No Manually Enter Effective Width? (Yea/No) Floor Info ROOF Floor Level, a g. Roof, 4TH, 3RD, 2ND Lt-R1 Load Direction, e g Left -Right, Front -Rear HF2 I Stud Wall SpecieVGrade Structural Panels - Sheathing Sheathing type (T4.3A of SDPWS-2021) 100 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12,3.4) ROOF Resisting Dead Load Shearwall Segment Lengths Ad , Total Length = 14.0 ft 4Oft 1 60ft -Oft IV (ROOF) = 7140 lb IV (ROOF) = 6519 lb IVO= 0lb EVO= 0lb EV()= 0lb IV()= 0lb IV()= 0lb FV()= 0lb i (Wind) = 7,140 to Z (Smc) = 6,519 lb ULT. v - 255 PLF ULT. Vx p - 233 PLF ASD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: I x 0.93 x 730 PLF / (2 x 0.6) - 666 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) - 346 PLF Tributary Area (ROOF) 1 0_ tributary area 2 0 local area Tributary Area (2ND) tributary area total area Tributary Area (NA) z tributary area total area Tributary Area (NA) tributary area w uJ total area Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 2.0 ft Length of adjoining wall = 0.0 ft R= 6.5 DO = 2.5 Seismic controls shearwall design SHEARWALL TYPE: WSP Chord Post: 2-2x6 Ft'g Holdown, Use? No NOT USED Framing Strap, Use? Yes CSHP18 Framing HDU, Use?r No NOT USED 'MST48B3Z Tributary Area (ROOF) 1.0 Itributarywidth 2.0 total width Tributary Area (2ND) tributary width total width Tribute Area (NA) tributary width Z total width 0 O Tributary Area (NA) 0 tributary width Z total width Height of Shearwal = 8 6 ft Length of Shearwall = 4.0 ft Aspect Ratio OK Holdown Above: I NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 1423 Ibs Seismic controls -C3 (ASD eq 6): ASD T TOTAL w/o 00 = (floor above) + (this floor) = 1291 Ibs Seismic controls -T2 (ASD eq 10): UNFACTORED OVERTURNING LOADING LOAD (T) I [C) WL -2227lbs 2176lbs EQ -1987lbs 19871bs DL 2201bs 2201bs LUSL 1001bs 1001tss Chord Post/Holdown Info 6x HF2--]Size/Species/Grade ASD Ductile 1 Design Criteria/Anchor Failure 3S ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2 0 total area Tributary Area (2ND) tributary area total area Tributary Area (NA) z tributary area a total area o Tributary Area (NA) Q tributary area w total area Weight of Shearwali = 10.0Ibs Tributary width for dead bad = 2.0 ft Length of adjoining wall = 0,0 ft R= 6.5 Do= 25 Seismic controls shearwall design SHEARWALL TYPE: f L(�Ws Chord Post - 2-26 Ft'g Holdown, Use?l No �TNOT USED Framing Strap, Use? Yes CSHP18 Framing HDU, Use? No NOT USED