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JASKCQN AVE DUPLEX I February 15, 2024 SDA Job # 9902 <br />MAIN FRONT/REAR MARRIAGE A15 - WSW SEGMENTED WALL <br />Floor Info <br />2ND I Floor Level, e.g Roof, 4TH, 3RD, 2ND <br />Lt-Rt Load Direction, a g. Left -Right, Front -Rear <br />HF2 I Stud Wall Species/Grade <br />Structural Panels - Sheathing7 Sheathing type (T4 3A of SDPWS-2021) <br />1.00 I Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3.4) <br />2ND/FL Resisting Dead Load <br />Shearwall 522ment Len the Ad . Total Length = E!S <br />18.0 ft <br />EV (ROOF) = <br />7140 lb <br />EV (2ND FLOOR) = <br />8115 lb <br />EV()= <br />0lb <br />EV()= <br />0lb <br />i (Wind) = <br />15,255 ib <br />ULT. v = <br />225 PLF <br />EV (ROOF) = <br />6519 lb <br />EV (21ND FLOOR) = <br />3669 lb <br />EVO= <br />0lb <br />7V()= <br />0lb <br />E (Smc) = <br />10,188 lb <br />ULT. V x p = <br />102 PLF <br />ASD SHEAR WALL DESIGN PER: SDPWS-2021 <br />ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF 1(2 x 0.6) = 666 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) - 346 PLF <br />Tributary Area (ROOF) <br />tributary width <br />total width <br />Tributary Area (2ND) <br />10 tributary width <br />20 total width <br />Tributary Area (NA) <br />tributary width <br />Z <br />total width <br />ao <br />Tributary Area (NA) <br />J <br />0 <br />tributary width <br />z <br />total width <br />3 <br />Height of Shearwall = &0 ft <br />Length of Shearwall = 18.0 ft <br />Aspect Ratio OK <br />Holdown Above: I NO HOLDOWN ABOVE <br />ASD C. TOTAL = (floor above) + (this floor) = 1097 Ibs Wind controls -C1 (ASD eq, 5): <br />ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 17 Ibs Wind controls -T1 (ASD eq 7): <br />UNFACTORED OVERTURNING <br />LOADING <br />LOAD <br />IT) <br />[C) <br />WL <br />-1829Ibs <br />1829lbs <br />EQ <br />-827lbs <br />827lbs <br />DL <br />1800lbs <br />1800lbs <br />LVSL <br />22501bs <br />2260lbs <br />Chord Post/Holdown Info <br />6x HF2 Size/Species/Grade <br />ASD Ductile IDestgn Criteria/Anchor Failure <br />17 8 ft Calculated Effective Width <br />[777N, Manually Enter Effective Width? (Yes/No) <br />Tributary Area (ROOF) <br />tributary area <br />total area <br />Tributary Area (2ND) <br />t 0 tributary area <br />2.0 1otal area <br />Tributary Area (NA) <br />z <br />tributary area <br />q <br />total area <br />o <br />Tributary Area (NA) <br />tributary area <br />W <br />total area <br />Weight of Shearwall = <br />10.0 Ibs <br />Tributary width for dead load = <br />10.0 ft <br />Length of adjoining wall = <br />R- <br />65 <br />M = <br />2.5 <br />Wind controls shearwall design <br />SHEARWALL TYPE: <br />WSP <br />Chord Post: _ 2-2x6 <br />Ft'g Holdown, Use? Yes (� -OK- <br />Framing Strap, Use?Lt <br />Framing HDU, UsNOT USED <br />MAIN HEAR A15 - WSW SEGMENTED WALL <br />Floor Info <br />2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND <br />Tributary Area (ROOF) <br />Tributary Area (ROOF) <br />Lt-Rt Load Direction, e.g Left -Right, Front -Rear <br />1.0 tributary width <br />.......... <br />_7_0­1 <br />tributary area <br />HF2 Stud Wall Species/Grade <br />2 0 total width <br />Tributary Area (2ND) <br />2.0 1 total area <br />Tributary Area (2ND) <br />Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) <br />tributary width <br />tributary area <br />1.00 <br />Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §IZ3.4) <br />total width <br />total area <br />2ND/FL <br />Resisting Dead Load <br />Tributary Area (NA) <br />Tributary <br />Area (NA) <br />z <br />Shearwatl Se went Len this Ad Total Length = <br />14.0 ft <br />tributary width <br />Z <br />tributary area <br />q <br />4.0 ft 6 0 ft 4.0 ft <br />total width <br />ao <br />total area <br />0 <br />Tributary <br />Area (NA) <br />o <br />Tributary Area (NA) <br />iV (ROOF) = 7140 lb EV (ROOF) = 6519 lb <br />tributary width <br />Z <br />tributary area <br />w <br />EV (2ND FLOOR) = 8115 lb EV (2ND FLOOR) = 3669 Ito <br />total width <br />3 <br />total area <br />TVO= 0lb EVO= Olb <br />EV O = 0 lb EV (} = 0 lb <br />Height of Shearwall = <br />8 0 ft <br />Weight of Shearwall = <br />10.0 Ibs <br />Y (Wind) = 15,255 lb E (Smc) = 10,188 lb <br />Length of Shearwal1= <br />4 <br />0 ft <br />Tributary width for dead load = <br />8.3 It <br />ULT. v = 255 PLF ULT. Vx p = 233 PLF <br />Aspect Ratio OK <br />Length of adjoining wall = <br />R= <br />65 <br />ASD SHEAR WALL DESIGN PER: SDPWS-2021 <br />00 = <br />2,5 <br />ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF 1(2 x 0.6) - 666 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF <br />Holdown Above: I ROOF REAR <br />ASD C TOTAL = (floor above) + (this floor) = 2962 Ibs Seismic controls -C3 (ASD aq 8): <br />ASD T. TOTAL w/o DO = (floor above) + (this floor) = 2616 ibs Seismic controls -T2 (ASD eq 10) <br />UNFACTORED OVERTURNING <br />LOADING <br />LOAD <br />IT) <br />[C] <br />WL <br />-4552lbs <br />45011bs <br />EQ <br />-41101bs <br />4110lbs <br />Dl. <br />576lbs <br />578lbs <br />LVSL <br />513lbs <br />513lbs <br />Chord Post/Holdown Info <br />6x HF2 Size/Species/Grade <br />ASD Ductile Design Criteria/Anchor Failure <br />3 8 ft Calculated Effective Width <br />No Manually Enter Effective Width? (Yes/No) <br />Seismic controls shearwall design <br />SHEARWALL TYPE: ( 1 <br />WSP <br />Chord Post:WNOTUSED <br />Ft'g Holdown, Use? <br />Yes <br />Framing Strap, Use? <br />NoFraming <br />HDU, Use? <br />No <br />