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3.5 example needed
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answerhappygod
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3.5 example needed
3.5 example needed
Calculate the horizontal forces at each roof and floor level and the over-turning moment at the foundation due to imperfection in the braced skeletal structure shown in Figure 3.25. The number of columns in each line is six, and there are five rows of column. There are two sets of shear walls in each of the external rows of columns. The total ultimate gravity load per floor = 15,000 kN and at the roof = 7,000 kN. 325m 3.25 m 4.00 m Bracing in internal bays in Example 3.4 only Hind H Columns unbraced in Example 3.5 only The over-turning moment M, due to H, = 8.38 x 10.50 +17.97 x (7.25 +4.00) = 290.1 kNm per wall. Example 3.5 Calculate the horizontal forces at each roof and floor level and the over-turning moment at the foundation due to imperfection in one of the internal columns, if the same structure shown in Figure 3.25 is unbraced. The effective length factor for the columns may (in this example) be taken as 2.2. The total ultimate gravity load per column per floor = 900 kN and at the roof = 500 kN.
Calculate the horizontal forces at each roof and floor level and the over-turning moment at the foundation due to imperfection in the braced skeletal structure shown in Figure 3.25. The number of columns in each line is six, and there are five rows of column. There are two sets of shear walls in each of the external rows of columns. The total ultimate gravity load per floor = 15,000 kN and at the roof = 7,000 kN. 325m 3.25 m 4.00 m Bracing in internal bays in Example 3.4 only Hind H Columns unbraced in Example 3.5 only The over-turning moment M, due to H, = 8.38 x 10.50 +17.97 x (7.25 +4.00) = 290.1 kNm per wall. Example 3.5 Calculate the horizontal forces at each roof and floor level and the over-turning moment at the foundation due to imperfection in one of the internal columns, if the same structure shown in Figure 3.25 is unbraced. The effective length factor for the columns may (in this example) be taken as 2.2. The total ultimate gravity load per column per floor = 900 kN and at the roof = 500 kN.