五层井字梁楼盖行政楼建筑与结构设计+CAD图纸(26)
Xmass= 21.3441(m) Ymass= 15.3947(m) Gmass(活荷折减)= 1090.0227( 980.8002)(t)
Eex = 0.0007 Eey = 0.0047
Ratx = 1.0000 Raty = 1.0000
Ratx1= 3.7700 Raty1= 3.6723
薄弱层地震剪力放大系数= 1.00
RJX1 = 4.3828E+06(kN/m) RJY1 = 4.3828E+06(kN/m) RJZ1 = 0.0000E+00(kN/m)
RJX3 = 4.4974E+05(kN/m) RJY3 = 3.9988E+05(kN/m) RJZ3 = 0.0000E+00(kN/m)
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Floor No. 6 Tower No. 1
Xstif= 21.3582(m) Ystif= 21.2746(m) Alf = 45.0000(Degree)
Xmass= 21.3582(m) Ymass= 20.9734(m) Gmass(活荷折减)= 324.6310( 305.6771)(t)
Eex = 0.0000 Eey = 0.0135
Ratx = 0.3884 Raty = 0.3884
Ratx1= 1.0000 Raty1= 1.0000
薄弱层地震剪力放大系数= 1.00
RJX1 = 1.7022E+06(kN/m) RJY1 = 1.7022E+06(kN/m) RJZ1 = 0.0000E+00(kN/m)
RJX3 = 1.7042E+05(kN/m) RJY3 = 1.5556E+05(kN/m) RJZ3 = 0.0000E+00(kN/m)
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X方向最小刚度比: 1.0000(第 6层第 1塔)
Y方向最小刚度比: 1.0000(第 6层第 1塔)
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结构整体抗倾覆验算结果
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抗倾覆力矩Mr 倾覆力矩Mov 比值Mr/Mov 零应力区(%)
X风荷载 1847657.1 5588.6 330.61 0.00
Y风荷载 642958.6 17641.8 36.45 0.00
X 地 震 1785951.8 45898.0 38.91 0.00
Y 地 震 621486.1 45640.5 13.62 0.00
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结构舒适性验算结果(仅当满足规范适用条件时结果有效)
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按高钢规计算X向顺风向顶点最大加速度(m/s2) = 0.005
按高钢规计算X向横风向顶点最大加速度(m/s2) = 0.000