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JASKCON AVE DUPLEX October 9, 2023 SDA Job # 9902 11 <br />MAIN FRONT/REAR MARRIAGE I A15 - WSW SEGMENTED WALL <br />Floor Info <br />2ND Floor Level, e g Roof, 4TH, 3RD, 2ND <br />Lt-Rt Load Direction, e g Left -Right, Front -Rear <br />HF2 I Stud Wall Spec eslGrade <br />Structural Panels - Sheathing Sheathing type (T4 3A of SDPWS-2021) <br />1.00 1 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3 4) <br />2ND/FL Resisting Dead Load <br />Shearwall S ment Lengths Adi Total Length = 18 0 ft <br />180ft <br />EV (ROOF) = <br />7140 Ib <br />EV (2ND FLOOR) = <br />8115 Ib <br />EV(}= <br />0lb <br />EV O = <br />0 Ib <br />E (Wind) = <br />15,255 Ib <br />ULT. v - <br />225 PLF <br />IV (ROOF) = <br />6519 Ib <br />EV (2ND FLOOR) = <br />3669 Ib <br />7V{)= <br />0Ib <br />EV()= <br />0lb <br />E (Smc) = <br />10,188 Ib <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 / (2 x 0.6) = 666 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF 1 (2.8 x 0.7) = 346 PLF <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 />1.9 <br />tributary width <br />Z <br />0 <br />total width <br />04 <br />Tributary Area (NA) <br />o <br />tributary width <br />Z <br />total width <br />Height of Shearwall = 8 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, 5y <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 />-1829lbs <br />1829lbs <br />EQ <br />-827 Ibs <br />827 Ibs <br />DL <br />1800lbs <br />1800lbs <br />LUSL <br />2250lbs <br />2250lbs <br />Chord Post/Hoidown Info <br />6x I HF2 ISizelSpecteVGrade <br />ASD I Ductile Design Criteria/Anchor Failure <br />17 8 ft 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 />10 tributary area <br />2 0 totat area <br />Tributary Area (NA) <br />z <br />tributary area <br />a <br />total area <br />Tributary Area (NA) <br />tributary area <br />'^ <br />total area <br />' <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 />Do = <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? No r NOT USED <br />Framing HDU, Uses No NOT USED <br />MAIN REAR 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 />10 <br />tributary width <br />1.0 <br />tributary area <br />HF2 Stud Wall Species/Grade <br />2 0 total width <br />Tributary Area (2ND) <br />2A <br />total area <br />Area (2ND) <br />Tributary <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 §12 3 4) <br />total width <br />total area <br />2ND1FL <br />Resisting Dead Load <br />Tributary Area (NA) <br />Tributary <br />Area (NA) <br />z <br />Shearwall Segment Lengths Adl Total Length = <br />14 0 k <br />tributary width <br />o <br />tributary area <br />a <br />4 0 ft 6 0 ft 4 0 ft <br />total width <br />total area <br />Tributary Area (NA) <br />in <br />Tributary Area (NA) <br />EV (ROOF) = 7140 Ib EV (ROOF) = 6519 Ib <br />tributary width <br />? <br />tributary area <br />—^ <br />IV (2ND FLOOR) = 8115 Ib EV (2ND FLOOR) = 3669 Ib <br />total width <br />total area <br />' <br />EV () = 0 Ib EV f ) = 0 Ib <br />EV ( ) = 0 Ib EV O = 0 Ib <br />Height of Shearwall = <br />8 0 ft <br />Weight of Shearwall = <br />10 0 Ibs <br />E (Wind) = 15.255 Ib E (Smc) = 10,188 Ib <br />Length of Shearwall = <br />4 0 ft <br />Tributary width for dead load = <br />8 3 ft <br />ULT. v = 255 PLF ULT. V x 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 />Do = <br />25 <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 12.8 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 eq 8): <br />ASD T TOTAL w/o 00 = (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 />4110lbs <br />4110lbs <br />DL <br />5781bs <br />578lbs <br />LUSL <br />513lbs <br />5131bs <br />Chord Post/Holdown Info <br />LA6x HF2 Size/SpeciesiGrade <br />SD Ductile I Design CriterialAnchor Failure <br />3 8 ft Calculated Effective Width <br />No Manually Enter Effective Width? (Yes/No) <br />Seismic controls shearwall design <br />SHEARWALL TYPE: AWIS <br />Chord Post: <br />2-2x6 <br />Ft'g Holdown, Use, Yes <br />�- <br />STHD14 <br />Framing Strap, Use' No <br />NOT USED <br />Framing HDU, Use> No <br />NOT USED <br />