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FTAO CALCULATION <br />Panel A&B Line C <br />443 lbs <br />2.25 ft <br />2.25 ft <br />7 ft <br />2 ft <br />4 ft <br />3 ft <br />9 ft <br />Hold down on left :HDU2/2X4 <br />Ratio :0.1187 <br />Hold down on Right :HDU2/2X4 <br />Ratio :0.1187 <br />Adjust Factor by H/W :1.78 <br />Pier B & C <br />Force Above Opening :443X(9-7+4/2)/4.5) =154 lbs <br />Shear Above Opening :154/(9-7) = 77 plf <br />Pier J & K <br />Force Below Opening :443X(7-4/2)/4.5) =193 lbs <br />Shear Below Opening :192.608695652174/3=64 plf <br />Pier E & G <br />Force Beside Opening :443X(2.25+7/2)/4.5 = 222 lbs <br />Shear Beside Opening :222/2.25 = 98 plf <br />Pier F & H <br />Force Beside Opening :443X(2.25+7/2)/4.5 = 222 lbs <br />Shear Beside Opening :222/2.25 = 98 plf <br />Pier A & D <br />Force At Header :154X7/2 = 270 lbs <br />Upper Left Sub Shear Panel A :(222-270)/2.25 = -21 plf <br />Upper Right Sub Shear Panel B :(222-270)/2.25 = -21 plf <br />Pier I & L <br />Force At Window Sill :64X7/2 = 225 lbs <br />Lower Left Sub Shear Panel I :(222-225)/2.25 = -1 plf <br />Lower Right Sub Shear Panel L :(222-225)/2.25 = -1 plf <br />Maximum sub panel shear = 98 plf => USE TYPE 2 <br />Calculate Deflection : <br />Three-Term Equation Deflection Check : <br />Total Deflection :s = 0.12 " <br />M = 4.0/1.0 *s*1.4 =4.0/1.0*0.12*1.4 =0.663 " <br />Hopen = <br />Hbelow = <br />Hwall = <br />Vmax = <br />Lpanel A = <br />Lpanel B = <br />Lopen = <br />Habove = <br />Sum 0.15 <br />Pier 2 (Left) <br />Term 1 <br />Bending <br />Term 2 <br />Shear <br />Term 3 <br />Fastener <br />Pier 1 (Left) <br />Term 1 <br />Bending <br />Term 2 <br />Shear <br />Term 3 <br />Fastener <br />0.04 0.067 0.042 <br />0.01 0.044 0.028 <br />Sum 0.09 <br />Pier 1 (Right) <br />Term 1 Bending Term 2 <br />Shear <br />Term 3 <br />Fastener <br />0.01 0.044 0.028 <br />Sum 0.09 <br />Pier 2 (Right) <br />Term 1 Bending Term 2 <br />Shear <br />Term 3 <br />Fastener <br />0.04 0.067 0.042 <br />Sum 0.15 <br />A B C D <br />I J K L <br />E F <br />G H <br />V (lb) <br />sw = 8π‘£β„Ž3 <br />𝐸𝐴𝑏+π‘£β„Ž <br />1000πΊπ‘Ž <br />+β„Žβˆ†π‘Ž <br />𝑏 <br />Page 31