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3902 VILLA SAN JOSE DRIVE. JACKSONVILLE, FLORIDA 32217 {904) 731.7978 Fax (904) 731,7771 <br />12" x 12" TOWER SECTION <br />STRUCTURAL CAPACITY <br />C. Consider Side Sway Effects on Tower Shear Capacity <br />P = Vertical Load <br />H = Horizontal Sway Load = 0.75% of Vertical Load = 0.0075 x P <br />Based on above calculations, the Maximum Allowable Axial Load for the Tower will be Controlled by the Weld atthe Chord to Vedical and Horizontal Members, Therefore: <br />Pa:=Fcw-A3 Pa=31.815 kips <br />Hmax:= 0.0075 ·Pa Hmax = 0.239 kips <br />Check Shear Capacitv of Tower Section <br />- 1, Dia. (1/8" Wall) <br />1. 1,-8 " P '1 <br />Note: Shear1 \4 .1 Capacity is <br />determined by <br />maximum <br />allowable force on <br />1st Diagonal./1 + <br />450. \ <br />2" Dia. (3/16" Wall) <br />1. Check Local Buckling on 1" Dia. (1/8" Wall) Diagonal <br />| := 82 + 82 Ld = <br />2 = 0.344 Fa 1 := 20.2 <br />Ld11.314 r2 = 0.313 Therefore: - =36.204 <br />r2Ld <br />- 0.126·- <br />r2 <br />51000Fa2:= - <br />/Ld\2 Fa := iff .M<66,Fal <br />\ r2 ,Fa Fa = 15.638 <br />42/ <br />Fa = 12 ksi (Weld Affected Zone) <br />Determine Allowable Force in Diagonal <br />Pd:= if(Fa< 12, Fa·A2,12·A2 )Pd = 4.123 kips <br />2. Check Weld Between Diagonal and Vertical Member <br />Determine Length of Weld: <br />d:= 1 0:.2 Od = 0.7·85 0 :=asin ·2 0= 1.047U <br />a:= -·esc(ed)a = 0.707 <br />LJ .I <br />b = 0.5244 <br />Lw:= a +b+3·482 +b2 Lw = 3.87 Where:tw:= 0.125 1/8" Weld