多层钢框架，刚度比超限，形成薄弱层SATWE自动调整后，是否需要做弹塑性分析

各层刚心、偏心率、相邻层侧移刚度比等计算信息
Floor No : 层号
Tower No : 塔号
Xstif，Ystif : 刚心的 X，Y 坐标值
Alf : 层刚性主轴的方向
Xmass，Ymass : 质心的 X，Y 坐标值
Gmass : 总质量
Eex，Eey : X，Y 方向的偏心率
Ratx，Raty : X，Y 方向本层塔侧移刚度与下一层相应塔侧移刚度的比值(剪切刚度)
Ratx1，Raty1 : X，Y 方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值
或上三层平均侧移刚度80%的比值中之较小者
RJX1，RJY1，RJZ1: 结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)
RJX3，RJY3，RJZ3: 结构总体坐标系中塔的侧移刚度和扭转刚度(地震剪力与地震层间位移的比)
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Floor No. 1 Tower No. 1
Xstif= 28.9420(m) Ystif= 17.7219(m) Alf = 0.0000(Degree)
Xmass= 29.5731(m) Ymass= 19.3248(m) Gmass(活荷折减)= 1606.5254( 1352.1733)(t)
Eex = 0.0283 Eey = 0.0719
Ratx = 1.0000 Raty = 1.0000
Ratx1= 0.9828 Raty1= 1.0124
薄弱层地震剪力放大系数= 1.25
RJX1 = 1.4046E+06(kN/m) RJY1 = 1.4046E+06(kN/m) RJZ1 = 0.0000E+00(kN/m)
RJX3 = 1.6099E+05(kN/m) RJY3 = 1.5405E+05(kN/m) RJZ3 = 0.0000E+00(kN/m)
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Floor No. 2 Tower No. 1
Xstif= 30.0000(m) Ystif= 22.5557(m) Alf = 45.0000(Degree)
Xmass= 29.9207(m) Ymass= 21.9232(m) Gmass(活荷折减)= 1392.7949( 1180.6530)(t)
Eex = 0.0037 Eey = 0.0293
Ratx = 1.1759 Raty = 1.1759
Ratx1= 1.4306 Raty1= 1.5424
薄弱层地震剪力放大系数= 1.00
RJX1 = 1.6516E+06(kN/m) RJY1 = 1.6516E+06(kN/m) RJZ1 = 0.0000E+00(kN/m)
RJX3 = 2.3402E+05(kN/m) RJY3 = 2.1736E+05(kN/m) RJZ3 = 0.0000E+00(kN/m)
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Floor No. 3 Tower No. 1
Xstif= 29.3682(m) Ystif= 21.9337(m) Alf = 0.0000(Degree)
Xmass= 29.9254(m) Ymass= 20.8446(m) Gmass(活荷折减)= 1224.7234( 1030.5154)(t)
Eex = 0.0261 Eey = 0.0510
Ratx = 0.9381 Raty = 0.9381
Ratx1= 2.5263 Raty1= 2.9770
薄弱层地震剪力放大系数= 1.00
RJX1 = 1.5493E+06(kN/m) RJY1 = 1.5493E+06(kN/m) RJZ1 = 0.0000E+00(kN/m)
RJX3 = 2.3368E+05(kN/m) RJY3 = 2.0132E+05(kN/m) RJZ3 = 0.0000E+00(kN/m)
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Floor No. 4 Tower No. 1
Xstif= 28.7611(m) Ystif= 20.2120(m) Alf = 45.0000(Degree)
Xmass= 21.2310(m) Ymass= 20.4265(m) Gmass(活荷折减)= 394.1938( 362.7199)(t)
Eex = 0.3993 Eey = 0.0114
Ratx = 1.1313 Raty = 1.1313
Ratx1= 1.0000 Raty1= 1.0000
薄弱层地震剪力放大系数= 1.00
RJX1 = 1.7528E+06(kN/m) RJY1 = 1.7528E+06(kN/m) RJZ1 = 0.0000E+00(kN/m)
RJX3 = 1.3214E+05(kN/m) RJY3 = 9.6605E+04(kN/m) RJZ3 = 0.0000E+00(kN/m)
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X方向最小刚度比: 0.9828(第 1层第 1塔)
Y方向最小刚度比: 1.0000(第 4层第 1塔)