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' JASKCON AVE DUPLEX <br />October 9, 2023 <br />SDA Job # <br />9902 <br />12 <br />MAIN LEFT At5- WSW ISEGMENTED WALL <br />Floor Info <br />2ND Floor Level, e g Roof, 4TH, 3RD, 2ND <br />Tributary Area (ROOF) <br />Tributary Area (ROOF) <br />t-Rr Load Direction, e g Left -Right, Front -Rear <br />1 0 tributary width <br />1 0 tributary area <br />HF2 I Stud Wall Specres'Grade <br />2.0 total width <br />Tributary Area (2ND) <br />2.0 total area <br />Tributary Area (2ND) <br />Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) <br />10 tributary width <br />1 0 lInbutary area <br />1 00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3 4) <br />20 ltotal width <br />20 total area <br />2ND/FL Resisting Dead Load <br />Tributary Area (NA) <br />Tributary Area (NA) <br />z <br />Shearwall Segment Lengths, Adl Total Length = ft <br />48 0 <br />tributary width <br />tributary area <br />a <br />48 0 ft <br />total width <br />total area <br />0 <br />Tributary Area (NA) <br />Tributary Area (NA) <br />`=i <br />IV (ROOF) = 4756 lb FV (ROOF) = 6519 lb <br />tributary width <br />z <br />tributary area <br />'^ <br />EV (2ND FLOOR) = 5570 lb IV (2ND FLOOR) = 3669 lb <br />El total width <br />3 <br />total area <br />EV = 0 lb YV O = 0 lb <br />EV O = 0 lb IV O = 0 lb <br />Height of Shearwah = 1 8 0 It <br />Weight of Shearwall = 10 0 lbs <br />i (Wind) = 10.326lb i (Smc) = 10,188lb <br />Length of Shearwall = 48 <br />0 ft <br />Tributary width for dead load = <br />TO ft <br />ULT. v - 108 PLF ULT. Vx p = 106 PLF <br />Aspect Ratio OK <br />Length of adjoining <br />wall = <br />0 0 ft <br />R= <br />65 <br />ASD SHEAR WALL DESIGN PER: SDPWS-2021 <br />Ro = <br />25 <br />ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 566 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF f 2.8 x 0.7 = 346 PLF <br />Holdown Above: 1 ROOF LEFT <br />ASD C TOTAL = (floor above) + (this floor) = 1654 Ibs Seismic controls -C3 (ASD eq 8). <br />ASD T. TOTAL w/o QO = (floor above) + (this floor) = -842 Ibs Seismic controls -T2 (ASD eq 10) <br />UNFACTORED OVERTURNING <br />LOADING <br />LOAD <br />[T] <br />[C] <br />WL <br />-2519lbs <br />13281bs <br />EQ <br />-14B71bs <br />1487lbs <br />DL <br />4160lbs <br />41601bs <br />LUSL <br />2319lbs <br />23191bs <br />Chord Post/Holdown Info <br />6x _HF2 Size/Species/Grade <br />ASD I Ductile I Design Criteria/Anchor Failure <br />47 8 ft Calculated Effective Width <br />No Manually Enter Effective Width? (Yes/No) <br />[ MAIN LEFTiRIGHT MARRIAGE I A15- WSW (SEGMENTED WALL <br />Floor Info <br />2ND Floor Level, e.g Roof, 4TH, 3RD, 2ND <br />Ft-Rr Load Direction, e g Left -Right, Front -Rear <br />HF2 I Stud Wall SpecieSIGrade <br />Structural Panels - Sheathin7g Sheathing type (T4 3A of SDPWS-2021) <br />1 00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 912 3 4) <br />2ND/FL Resisting Dead Load <br />Shearwall Segment Lengths Ad Total Len th = PT <br />63ft 80ft 38ft-q <br />IV (ROOF) = <br />4756 lb <br />IV (2ND FLOOR) = <br />5570 lb <br />EV()= <br />0lb <br />7V()= <br />0lb <br />E (Wind) = <br />10,326 lb <br />ULT. v = <br />157 PLF <br />iV (ROOF) = <br />6519 Ib <br />EV (2ND FLOOR) = <br />3669 lb <br />FV()= <br />0lb <br />FVO= <br />0lb <br />i (Smc) = <br />10,188lb <br />ULT. V x p = <br />103 PLF <br />ASD SHEAR WALL DESIGN PER: SDPWS-2021 <br />ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 666 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF 1 (2.8 x 0.7) = 346 PI.F <br />Seismic controls shearwali design <br />SHEARWALL TYPE: <br />WSP <br />Chord Post 2-2x.�.. _ <br />Ft g Holdown, Use? Yes OK - <br />Framing Strap, Use,., <br />No NOT USED <br />Framing HDU, Use? No it NOT USED <br />Tributary Area (ROOF) <br />tributary width <br />total width <br />Tributary Area (2ND) <br />1.0 tributary width <br />2 0 total width <br />Tributary Area (NA) <br />tributary width <br />Z <br />0 <br />total width <br />� <br />Tributary Area (NA) <br />o <br />tributary width <br />z <br />total width <br />3 <br />Height of Shearwall = 8 0 ft <br />Length of Shearwail = 3 8 ft <br />Aspect Ratio OK <br />Holdown Above: ROOF LEFTIRIGHT MARRIAGE <br />ASD C TOTAL = (floor above) + (this floor) = 1541 lbs Seismic controls -r,3 ,ASD eq 8) <br />ASD T TOTAL w/o 00 = (floor above) + (this floor) = 986 Ibis Wind controls -Tt (ASD eq 7) <br />UNFACTORED OVERTURNING <br />LOADING <br />LOAD <br />[T] <br />[C] <br />WL <br />-2641lbs <br />2152lbs <br />EQ <br />-1992lbs <br />1992lbs <br />DL <br />997lbs <br />997lbs <br />LUSL <br />9531bs <br />953lbs <br />Chord Post/Holdown Info <br />6x HF2 Size/Species/Grade <br />ASD I Ductile Design Criteria/Anchor Failure <br />3 5It Calculated Effective Width <br />No_ Manually Enter Effective Width? (Yes/No) <br />Tributary Area (ROOF) <br />tributary area <br />total area <br />Tributary Area (2ND) <br />1 0 tributary area <br />2.0 total area <br />Tributary Area (NA) <br />z <br />tributary area <br />a <br />total area <br />Tributary Area (NA) <br />tributary area <br />total area <br />Weight of Shearwall = <br />10.0 Ibs <br />Tributary width for dead load = <br />2 0 ft <br />Length of adjoining wall = <br />0 0 ft <br />R= <br />65 <br />❑o= <br />25 <br />Seismic controls shearwall design <br />SHEARWALL TYPE: Isp <br />1 <br />Chord Post <br />2-2x6 <br />Ft'g Holdown, Use? <br />Yes <br />[ <br />LSTHD8 -+- <br />Framing Strap, Use? <br />No <br />NOT USED <br />Framing HDU, Use? <br />No <br />NOT USED <br />