审图的说一层二层侧向钢度比为0.33 这个问题在哪?怎么解决?


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
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
RJX，RJY，RJZ: 结构总体坐标系中塔的侧移刚度和扭转刚度
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Floor No. 1 Tower No. 1
Xstif= 18.8256(m) Ystif= 16.8360(m) Alf = 0.0000(Degree)
Xmass= 18.6285(m) Ymass= 17.3926(m) Gmass= 1976.2783(t)
Eex = 0.0121 Eey = 0.0343
Ratx = 1.0000 Raty = 1.0000
Ratx1= 0.4407 Raty1= 0.4678 薄弱层地震剪力放大系数= 1.15
RJX = 2.1140E+05(kN/m) RJY = 2.0753E+05(kN/m) RJZ = 0.0000E+00(kN/m)
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Floor No. 2 Tower No. 1
Xstif= 18.6161(m) Ystif= 16.8460(m) Alf = 0.0000(Degree)
Xmass= 18.7052(m) Ymass= 17.3333(m) Gmass= 1893.0920(t)
Eex = 0.0055 Eey = 0.0300
Ratx = 2.9989 Raty = 2.8199
Ratx1= 1.4335 Raty1= 1.4323 薄弱层地震剪力放大系数= 1.00
RJX = 6.3431E+05(kN/m) RJY = 5.8523E+05(kN/m) RJZ = 0.0000E+00(kN/m)
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Floor No. 3 Tower No. 1
Xstif= 18.9651(m) Ystif= 16.7833(m) Alf = 45.0000(Degree)
Xmass= 18.8730(m) Ymass= 17.6282(m) Gmass= 1766.3149(t)
Eex = 0.0055 Eey = 0.0508
Ratx = 0.9965 Raty = 0.9974
Ratx1= 1.6963 Raty1= 1.6853 薄弱层地震剪力放大系数= 1.00
RJX = 6.3211E+05(kN/m) RJY = 5.8371E+05(kN/m) RJZ = 0.0000E+00(kN/m)
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Floor No. 4 Tower No. 1
Xstif= 19.8504(m) Ystif= 17.7526(m) Alf = 0.0000(Degree)
Xmass= 16.8632(m) Ymass= 17.9323(m) Gmass= 1154.6840(t)
Eex = 0.1778 Eey = 0.0107
Ratx = 0.8421 Raty = 0.8476
Ratx1= 3.9145 Raty1= 2.8894 薄弱层地震剪力放大系数= 1.00
RJX = 5.3233E+05(kN/m) RJY = 4.9478E+05(kN/m) RJZ = 0.0000E+00(kN/m)
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Floor No. 5 Tower No. 1
Xstif= 2.9494(m) Ystif= 6.3000(m) Alf = 45.0000(Degree)
Xmass= 1.9439(m) Ymass= 6.1988(m) Gmass= 131.1798(t)
Eex = 0.2278 Eey = 0.0229
Ratx = 0.3193 Raty = 0.4326
Ratx1= 1.2500 Raty1= 1.2500 薄弱层地震剪力放大系数= 1.00
RJX = 1.6999E+05(kN/m) RJY = 2.1405E+05(kN/m) RJZ = 0.0000E+00(kN/m)
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============================================================================
抗倾覆验算结果
============================================================================
抗倾覆弯矩Mr 倾覆弯矩Mov 比值Mr/Mov 零应力区(%)
X风荷载 1330699.0 7532.7 176.66 0.00
Y风荷载 853424.7 11311.8 75.45 0.00
X 地 震 1330699.0 19551.7 68.06 0.00
Y 地 震 853424.7 19723.6 43.27 0.00

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结构整体稳定验算结果
============================================================================
层号 X向刚度 Y向刚度 层高 上部重量 X刚重比 Y刚重比
1 0.211E+06 0.208E+06 7.25 61287. 25.01 24.55
2 0.634E+06 0.585E+06 4.20 44396. 60.01 55.36
3 0.632E+06 0.584E+06 4.20 28338. 93.69 86.51
4 0.532E+06 0.495E+06 4.20 12498. 178.89 166.27
5 0.170E+06 0.214E+06 3.00 1299. 392.57 494.33

该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算
该结构刚重比Di*Hi/Gi大于20,可以不考虑重力二阶效应
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* 楼层抗剪承载力、及承载力比值 *
**********************************************************************
Ratio_Bu: 表示本层与上一层的承载力之比
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层号 塔号 X向承载力 Y向承载力 Ratio_Bu:X,Y
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5 1 0.1812E+04 0.1812E+04 1.00 1.00
4 1 0.1094E+05 0.1097E+05 6.04 6.05
3 1 0.1240E+05 0.1240E+05 1.13 1.13
2 1 0.1394E+05 0.1397E+05 1.12 1.13
1 1 0.1428E+05 0.1431E+05 1.02 1.02