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RIVUCKbUN.& 85.bUL;18 I tti LUNbULI ING ENellyte-Mb, INL. <br />3902 VILLA SANJOSE 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 (Cont.) <br />Determine Allowable force At Diagonal Member <br />Fw:= 5 ksi (Allowable Stress at Weld) <br />Pdw := Fw-Lw·0.707·tw Pdw= 1.71 kips Controls <br />Determine Allowable Shear at Tower <br />Rail := Pdw·sin(Od)-2 Rail = 2.419 kips >Ibnax = 0.239 kips O.K. <br />D. Consider Side Sway Effects on Tower Axial Capacity <br />P = Vertical Load <br />H = Horizontal Sway Load = 0.75% of Vertical Load = 0.0075 x P <br />M= Sway Moment =HxL= 0.0075 xPxL <br />C = Chord Load = P/4 + (M/d x 2) <br />1P <br />1-_21_ <br />304.8000 TYP.[1200} <br />- db . 171 4500 TYP.[6.75] <br />1 <br />254.0000 TYP.[10 00] <br />1 <br />0 0 <br />M <br />0 0 <br />M <br />Approach to Determining Axial Capacitv of Tower Considering Side Sway <br />1. Determine Axial Capacity of Tower based on Long Column Effects <br />2. Determine Axial Capacity of Tower based on Short Column Effects <br />3. Use Controlling Tower Capacity (Short or Long) for Tower Height to be considered <br />4. Determine Sway Effect for Tower Height to be Considered (Sway Effects will not be considered for K=1.00) <br />5. Axial Capacity of Tower Will Be Controlling Tower Capacity Less Sway Effects Less Self Weight x 0.85: <br />Note: Reduction Factor of 0,85 Considers Repetitious Use of Tower Sections <br />T