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V= FSDSW ASCE 7-16 <br />R 12.14-12 <br />V=(1.0)(1.023)W = 0.16W <br />6.5 <br />=0.16(33003) <br />5281 lbs <br />3696 lbs (ASD) <br />Brace Wall Line 1 Segment Design H:W = 2.0 2.00 <br />20 <br />11.25 <br />19 <br />V= 4112x20/40 <br />shear force line V= 1848 lbs Mo = 2056/2 lb x 10' <br />unit shear V=164.3 lb/ft Mo = 9241.0 lb-ft <br />T= Uplift =Mo/5' <br />T= 1848 lbs <br />Shear Wall Design <br />Wind-Seismic Shear Wall Sheathing <br />AWC Table 4.3A <br />VR =475 plf <br />VR > V ok <br />Hold Down Design <br />HDU by Uplift: use HDU2-SDS2.5 <br />Simpson Allowable tension =3075 lb > 1848 lb ok <br />w/ 4x4 post min. <br />Brace Wall Line 2 Segment Design H:W = 2.0 2.00 <br />20 <br />14.5 <br />19 <br />V= 4112x20/40 <br />shear force line V= 1875 lbs Mo = 2086/2 lb x 10' <br />total length BWL: <br />15/32 w/10d @ 6"-6"-12" <br />475 lb/ft > 164.3 lb/ft <br />Tributary Width: <br />SW Length: <br />total length BWL: <br />Seismic <br />Simplified <br />Analysis <br />Tributary Width: <br />SW Length: <br />2016_CALCULATIONS