地下二层大底盘，上三塔楼31层，刚度比行不行？

公司名称: |
| |
| 建筑结构的总信息 |
| SATWE 中文版 |
| 文件名: WMASS.OUT |
| |
|工程名称 : 设计人 : |
|工程代号 : 校核人 : 日期:2008/ 6/ 7 |
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总信息 ..............................................
结构材料信息: 钢砼结构
混凝土容重 (kN/m3): Gc = 25.00
钢材容重 (kN/m3): Gs = 78.00
水平力的夹角 (Rad): ARF = 0.00
地下室层数: MBASE= 2
竖向荷载计算信息: 按模拟施工加荷计算方式
风荷载计算信息: 计算X,Y两个方向的风荷载
地震力计算信息: 计算X,Y两个方向的地震力
特殊荷载计算信息: 不计算
结构类别: 剪力墙结构
裙房层数: MANNEX= 0
转换层所在层号： MCHANGE= 0
墙元细分最大控制长度(m) DMAX= 2.00
墙元侧向节点信息: 内部节点
是否对全楼强制采用刚性楼板假定是
采用的楼层刚度算法层间剪力比层间位移算法

风荷载信息 ..........................................
修正后的基本风压 (kN/m2): WO = 0.40
地面粗糙程度: B 类
结构基本周期（秒）: T1 = 2.60
体形变化分段数: MPART= 1
各段最高层号: NSTi = 34
各段体形系数: USi = 1.30

地震信息 ............................................
振型组合方法(CQC耦联;SRSS非耦联) CQC
计算振型数: NMODE= 20
地震烈度: NAF = 6.00
场地类别: KD = 2
设计地震分组: 二组
特征周期 TG = 0.40
多遇地震影响系数最大值 Rmax1 = 0.04
罕遇地震影响系数最大值 Rmax2 = 0.50
框架的抗震等级: NF = 3
剪力墙的抗震等级: NW = 3
活荷质量折减系数: RMC = 0.50
周期折减系数: TC = 1.00
结构的阻尼比 (%): DAMP = 5.00
是否考虑偶然偏心: 是
是否考虑双向地震扭转效应: 否
斜交抗侧力构件方向的附加地震数 = 0

活荷载信息 ..........................................
考虑活荷不利布置的层数不考虑
柱、墙活荷载是否折减不折算
传到基础的活荷载是否折减折算
------------柱，墙，基础活荷载折减系数-------------
计算截面以上的层数---------------折减系数
1 1.00
2---3 0.85
4---5 0.70
6---8 0.65
9---20 0.60
> 20 0.55

调整信息 ........................................
中梁刚度增大系数： BK = 1.00
梁端弯矩调幅系数： BT = 0.85
梁设计弯矩增大系数： BM = 1.00
连梁刚度折减系数： BLZ = 0.70
梁扭矩折减系数： TB = 0.40
全楼地震力放大系数： RSF = 1.20
0.2Qo 调整起始层号： KQ1 = 0
0.2Qo 调整终止层号： KQ2 = 0
顶塔楼内力放大起算层号： NTL = 0
顶塔楼内力放大： RTL = 1.00
九度结构及一级框架梁柱超配筋系数 CPCOEF91 = 1.15
是否按抗震规范5.2.5调整楼层地震力IAUTO525 = 1
是否调整与框支柱相连的梁内力 IREGU_KZZB = 0
剪力墙加强区起算层号 LEV_JLQJQ = 1
强制指定的薄弱层个数 NWEAK = 0

配筋信息 ........................................
梁主筋强度 (N/mm2): IB = 360
柱主筋强度 (N/mm2): IC = 360
墙主筋强度 (N/mm2): IW = 360
梁箍筋强度 (N/mm2): JB = 210
柱箍筋强度 (N/mm2): JC = 210
墙分布筋强度 (N/mm2): JWH = 360
梁箍筋最大间距 (mm): SB = 100.00
柱箍筋最大间距 (mm): SC = 100.00
墙水平分布筋最大间距 (mm): SWH = 200.00
墙竖向筋分布最小配筋率 (%): RWV = 0.30

设计信息 ........................................
结构重要性系数: RWO = 1.00
柱计算长度计算原则: 有侧移
梁柱重叠部分简化: 不作为刚域
是否考虑 P-Delt 效应：否
柱配筋计算原则: 按单偏压计算
钢构件截面净毛面积比: RN = 0.85
梁保护层厚度 (mm): BCB = 30.00
柱保护层厚度 (mm): ACA = 30.00
是否按砼规范(7.3.11-3)计算砼柱计算长度系数: 否

荷载组合信息 ........................................
恒载分项系数: CDEAD= 1.20
活载分项系数: CLIVE= 1.40
风荷载分项系数: CWIND= 1.40
水平地震力分项系数: CEA_H= 1.30
竖向地震力分项系数: CEA_V= 0.50
特殊荷载分项系数: CSPY = 0.00
活荷载的组合系数: CD_L = 0.70
风荷载的组合系数: CD_W = 0.60
活荷载的重力荷载代表值系数: CEA_L = 0.50

地下信息 ..........................................
回填土对地下室约束相对刚度比: Esol = 3.00
回填土容重 (kN/m3): Gsol = 18.00
回填土侧压力系数: Rsol = 0.50
外墙分布筋保护厚度 (mm): WCW = 35.00
室外地平标高 (m): Hout = -0.35
地下水位标高 (m): Hwat = -20.00
室外地面附加荷载 (kN/m2): Qgrd = 0.00

剪力墙底部加强区信息.................................
剪力墙底部加强区层数 IWF= 6
剪力墙底部加强区高度(m) Z_STRENGTHEN= 19.20

*********************************************************
* 各层的质量、质心坐标信息 *
*********************************************************

层号塔号质心 X 质心 Y 质心 Z 恒载质量活载质量
(m) (m) (t) (t)
34 1 15.946 0.250 103.200 2069.3 119.4
33 1 15.946 0.250 100.200 2069.3 119.4
32 1 15.946 0.250 97.200 2069.3 119.4
31 1 15.946 0.250 94.200 2069.3 119.4
30 1 15.946 0.250 91.200 2069.3 119.4
29 1 15.946 0.250 88.200 2069.3 119.4
28 1 15.946 0.250 85.200 2069.3 119.4
27 1 15.946 0.250 82.200 2069.3 119.4
26 1 15.946 0.250 79.200 2069.3 119.4
25 1 15.946 0.250 76.200 2069.3 119.4
24 1 15.946 0.250 73.200 2069.3 119.4
23 1 15.946 0.250 70.200 2069.3 119.4
22 1 15.946 0.250 67.200 2069.3 119.4
21 1 15.946 0.250 64.200 2069.3 119.4
20 1 15.946 0.250 61.200 2069.3 119.4
19 1 15.946 0.250 58.200 2069.3 119.4
18 1 15.946 0.250 55.200 2069.3 119.4
17 1 15.946 0.250 52.200 2069.3 119.4
16 1 15.946 0.250 49.200 2069.3 119.4
15 1 15.946 0.250 46.200 2069.3 119.4
14 1 15.946 0.250 43.200 2069.3 119.4
13 1 15.946 0.250 40.200 2069.3 119.4
12 1 15.946 0.250 37.200 2069.3 119.4
11 1 15.946 0.250 34.200 2069.3 119.4
10 1 15.946 0.250 31.200 2069.3 119.4
9 1 15.902 0.294 28.200 2270.6 119.5
8 1 15.902 0.294 25.200 2270.6 119.5
7 1 15.902 0.294 22.200 2270.6 119.5
6 1 15.902 0.294 19.200 2270.6 119.5
5 1 15.902 0.294 16.200 2270.6 119.5
4 1 15.902 0.294 13.200 2270.6 119.5
3 1 15.902 0.294 10.200 2270.6 119.5
2 1 19.155 -0.117 7.200 4813.4 1403.2
1 1 19.155 -0.117 3.600 4813.4 1403.2

活载产生的总质量 (t): 6628.542
恒载产生的总质量 (t): 77254.125
结构的总质量 (t): 83882.664
恒载产生的总质量包括结构自重和外加恒载
结构的总质量包括恒载产生的质量和活载产生的质量
活载产生的总质量和结构的总质量是活载折减后的结果 (1t = 1000kg)

*********************************************************
* 各层构件数量、构件材料和层高 *
*********************************************************

层号塔号梁数柱数墙数层高累计高度
(混凝土) (混凝土) (混凝土) (m) (m)

1 1 402(45) 97(45) 150(45) 3.600 3.600
2 1 424(45) 97(45) 150(45) 3.600 7.200
3 1 307(40) 0(40) 210(40) 3.000 10.200
4 1 307(40) 0(40) 210(40) 3.000 13.200
5 1 307(40) 0(40) 210(40) 3.000 16.200
6 1 307(40) 0(40) 210(40) 3.000 19.200
7 1 307(40) 0(40) 210(40) 3.000 22.200
8 1 307(40) 0(40) 210(40) 3.000 25.200
9 1 307(40) 0(40) 210(40) 3.000 28.200
10 1 313(30) 0(30) 206(30) 3.000 31.200
11 1 313(30) 0(30) 206(30) 3.000 34.200
12 1 313(30) 0(30) 206(30) 3.000 37.200
13 1 313(30) 0(30) 206(30) 3.000 40.200
14 1 313(30) 0(30) 206(30) 3.000 43.200
15 1 313(30) 0(30) 206(30) 3.000 46.200
16 1 313(30) 0(30) 206(30) 3.000 49.200
17 1 313(30) 0(30) 206(30) 3.000 52.200
18 1 313(30) 0(30) 206(30) 3.000 55.200
19 1 313(30) 0(30) 206(30) 3.000 58.200
20 1 313(30) 0(30) 206(30) 3.000 61.200
21 1 313(30) 0(30) 206(30) 3.000 64.200
22 1 313(30) 0(30) 206(30) 3.000 67.200
23 1 313(30) 0(30) 206(30) 3.000 70.200
24 1 313(30) 0(30) 206(30) 3.000 73.200
25 1 313(30) 0(30) 206(30) 3.000 76.200
26 1 313(30) 0(30) 206(30) 3.000 79.200
27 1 313(30) 0(30) 206(30) 3.000 82.200
28 1 313(30) 0(30) 206(30) 3.000 85.200
29 1 313(30) 0(30) 206(30) 3.000 88.200
30 1 313(30) 0(30) 206(30) 3.000 91.200
31 1 313(30) 0(30) 206(30) 3.000 94.200
32 1 313(30) 0(30) 206(30) 3.000 97.200
33 1 313(30) 0(30) 206(30) 3.000 100.200
34 1 313(30) 0(30) 206(30) 3.000 103.200

*********************************************************
* 风荷载信息 *
*********************************************************

层号塔号风荷载X 剪力X 倾覆弯矩X 风荷载Y 剪力Y 倾覆弯矩Y

34 1 235.48 235.5 706.4 266.32 266.3 799.0
33 1 231.72 467.2 2108.0 262.08 528.4 2384.2
32 1 227.97 695.2 4193.6 257.84 786.2 4742.9
31 1 224.22 919.4 6951.7 253.60 1039.8 7862.4
30 1 220.47 1139.9 10371.3 249.35 1289.2 11730.0
29 1 216.71 1356.6 14441.0 245.09 1534.3 16332.8
28 1 212.93 1569.5 19149.5 240.82 1775.1 21658.1
27 1 209.12 1778.6 24485.4 236.52 2011.6 27693.0
26 1 205.29 1983.9 30437.1 232.18 2243.8 34424.4
25 1 201.43 2185.3 36993.1 227.81 2471.6 41839.2
24 1 197.52 2382.9 44141.7 223.39 2695.0 49924.2
23 1 193.56 2576.4 51871.0 218.91 2913.9 58665.9
22 1 189.54 2766.0 60168.8 214.37 3128.3 68050.8
21 1 185.46 2951.4 69023.1 209.75 3338.0 78064.9
20 1 181.30 3132.7 78421.3 205.05 3543.1 88694.1
19 1 177.05 3309.8 88350.6 200.24 3743.3 99924.1
18 1 172.70 3482.5 98798.0 195.32 3938.6 111740.0
17 1 168.23 3650.7 109750.1 190.27 4128.9 124126.7
16 1 163.63 3814.3 121193.1 185.07 4314.0 137068.6
15 1 158.88 3973.2 133112.7 179.69 4493.7 150549.7
14 1 153.95 4127.2 145494.2 174.12 4667.8 164553.0
13 1 148.82 4276.0 158322.1 168.31 4836.1 179061.3
12 1 143.44 4419.4 171580.4 162.23 4998.3 194056.3
11 1 137.78 4557.2 185252.0 155.83 5154.2 209518.8
10 1 131.77 4689.0 199318.9 149.03 5303.2 225428.4
9 1 125.33 4814.3 213761.8 141.75 5444.9 241763.2
8 1 118.36 4932.7 228559.8 133.87 5578.8 258499.6
7 1 110.69 5043.3 243689.8 125.19 5704.0 275611.6
6 1 102.07 5145.4 259126.1 115.44 5819.4 293069.9
5 1 94.91 5240.3 274847.1 107.34 5926.8 310850.3
4 1 92.73 5333.1 290846.3 104.88 6031.7 328945.2
3 1 90.21 5423.3 307116.1 102.02 6133.7 347346.3
2 1 0.00 5423.3 326639.9 0.00 6133.7 369427.5
1 1 0.00 5423.3 346163.7 0.00 6133.7 391508.8

===========================================================================
计算信息
===========================================================================
Project File Name : 1

计算日期 : 2008. 6. 7
开始时间 : 22:17:25

可用内存 : 976.00MB

第一步: 计算每层刚度中心、自由度等信息
开始时间 : 22:17:25

第二步: 组装刚度矩阵并分解
开始时间 : 22:18: 0

FALE 自由度优化排序
Beginning Time : 22:18:19. 9
End Time : 22:18:23.79
Total Time (s) : 4.70

FALE总刚阵组装
Beginning Time : 22:18:23.79
End Time : 22:18:36.18
Total Time (s) : 12.39

VSS 总刚阵LDLT分解
Beginning Time : 22:18:36.20
End Time : 22:18:40.17
Total Time (s) : 3.97

VSS 模态分析
Beginning Time : 22:18:40.18
End Time : 22:18:40.82
Total Time (s) : 0.64
形成地震荷载向量
形成风荷载向量
形成垂直荷载向量

VSS LDLT回代求解
Beginning Time : 22:19: 2.81
End Time : 22:19: 8.59
Total Time (s) : 5.78

第五步: 计算杆件内力
开始时间 : 22:19:39
结束日期 : 2008. 6. 7
时间 : 22:26:24
总用时 : 0: 8:59

===========================================================================
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
===========================================================================
Floor No. 1 Tower No. 1
Xstif= 14.2488(m) Ystif= 2.4624(m) Alf = 31.7037(Degree)
Xmass= 19.1547(m) Ymass= -0.1167(m) Gmass= 7619.7725(t)
Eex = 0.2205 Eey = 0.1246
Ratx = 1.0000 Raty = 1.0000
Ratx1= 5.9006 Raty1= 5.0981 薄弱层地震剪力放大系数= 1.00
RJX = 9.8225E+08(kN/m) RJY = 7.9364E+08(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 2 Tower No. 1
Xstif= 14.2866(m) Ystif= 2.4639(m) Alf = 31.7865(Degree)
Xmass= 19.1547(m) Ymass= -0.1166(m) Gmass= 7619.8203(t)
Eex = 0.2188 Eey = 0.1246
Ratx = 0.2421 Raty = 0.2802
Ratx1= 19.8322 Raty1= 18.6532 薄弱层地震剪力放大系数= 1.00
RJX = 2.3781E+08(kN/m) RJY = 2.2239E+08(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 3 Tower No. 1
Xstif= 18.7380(m) Ystif= 0.0840(m) Alf = 13.9560(Degree)
Xmass= 15.9023(m) Ymass= 0.2942(m) Gmass= 2509.6296(t)
Eex = 0.1320 Eey = 0.0111
Ratx = 0.0720 Raty = 0.0766
Ratx1= 2.0344 Raty1= 2.1358 薄弱层地震剪力放大系数= 1.00
RJX = 1.7130E+07(kN/m) RJY = 1.7032E+07(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 4 Tower No. 1
Xstif= 18.7400(m) Ystif= 0.0926(m) Alf = 13.9560(Degree)
Xmass= 15.9022(m) Ymass= 0.2942(m) Gmass= 2509.6206(t)
Eex = 0.1321 Eey = 0.0106
Ratx = 0.7022 Raty = 0.6689
Ratx1= 1.7236 Raty1= 1.7824 薄弱层地震剪力放大系数= 1.00
RJX = 1.2029E+07(kN/m) RJY = 1.1392E+07(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 5 Tower No. 1
Xstif= 18.7400(m) Ystif= 0.0926(m) Alf = 13.9560(Degree)
Xmass= 15.9022(m) Ymass= 0.2942(m) Gmass= 2509.6206(t)
Eex = 0.1321 Eey = 0.0106
Ratx = 0.8267 Raty = 0.8015
Ratx1= 1.6125 Raty1= 1.6527 薄弱层地震剪力放大系数= 1.00
RJX = 9.9441E+06(kN/m) RJY = 9.1304E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 6 Tower No. 1
Xstif= 18.7400(m) Ystif= 0.0926(m) Alf = 13.9560(Degree)
Xmass= 15.9022(m) Ymass= 0.2942(m) Gmass= 2509.6206(t)
Eex = 0.1321 Eey = 0.0106
Ratx = 0.8642 Raty = 0.8498
Ratx1= 1.5464 Raty1= 1.5678 薄弱层地震剪力放大系数= 1.00
RJX = 8.5940E+06(kN/m) RJY = 7.7587E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 7 Tower No. 1
Xstif= 18.7400(m) Ystif= 0.0926(m) Alf = 13.9560(Degree)
Xmass= 15.9022(m) Ymass= 0.2942(m) Gmass= 2509.6206(t)
Eex = 0.1321 Eey = 0.0106
Ratx = 0.8882 Raty = 0.8795
Ratx1= 1.5203 Raty1= 1.5281 薄弱层地震剪力放大系数= 1.00
RJX = 7.6329E+06(kN/m) RJY = 6.8234E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 8 Tower No. 1
Xstif= 18.7400(m) Ystif= 0.0926(m) Alf = 13.9560(Degree)
Xmass= 15.9022(m) Ymass= 0.2942(m) Gmass= 2509.6206(t)
Eex = 0.1321 Eey = 0.0106
Ratx = 0.9038 Raty = 0.8990
Ratx1= 1.5116 Raty1= 1.5110 薄弱层地震剪力放大系数= 1.00
RJX = 6.8983E+06(kN/m) RJY = 6.1344E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 9 Tower No. 1
Xstif= 18.7658(m) Ystif= 0.0942(m) Alf = 13.9564(Degree)
Xmass= 15.9022(m) Ymass= 0.2942(m) Gmass= 2509.6206(t)
Eex = 0.1333 Eey = 0.0106
Ratx = 0.9145 Raty = 0.9129
Ratx1= 1.5110 Raty1= 1.5067 薄弱层地震剪力放大系数= 1.00
RJX = 6.3086E+06(kN/m) RJY = 5.6001E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 10 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.8910 Raty = 0.8947
Ratx1= 1.4415 Raty1= 1.4449 薄弱层地震剪力放大系数= 1.00
RJX = 5.6210E+06(kN/m) RJY = 5.0103E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 11 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9222 Raty = 0.9210
Ratx1= 1.4081 Raty1= 1.4101 薄弱层地震剪力放大系数= 1.00
RJX = 5.1834E+06(kN/m) RJY = 4.6143E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 12 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9361 Raty = 0.9349
Ratx1= 1.3862 Raty1= 1.3853 薄弱层地震剪力放大系数= 1.00
RJX = 4.8522E+06(kN/m) RJY = 4.3137E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 13 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9452 Raty = 0.9447
Ratx1= 1.3707 Raty1= 1.3669 薄弱层地震剪力放大系数= 1.00
RJX = 4.5865E+06(kN/m) RJY = 4.0753E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 14 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9518 Raty = 0.9526
Ratx1= 1.3597 Raty1= 1.3545 薄弱层地震剪力放大系数= 1.00
RJX = 4.3654E+06(kN/m) RJY = 3.8821E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 15 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9564 Raty = 0.9583
Ratx1= 1.3513 Raty1= 1.3465 薄弱层地震剪力放大系数= 1.00
RJX = 4.1749E+06(kN/m) RJY = 3.7201E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 16 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9598 Raty = 0.9618
Ratx1= 1.3451 Raty1= 1.3409 薄弱层地震剪力放大系数= 1.00
RJX = 4.0072E+06(kN/m) RJY = 3.5782E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 17 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9627 Raty = 0.9641
Ratx1= 1.3414 Raty1= 1.3363 薄弱层地震剪力放大系数= 1.00
RJX = 3.8575E+06(kN/m) RJY = 3.4498E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 18 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9646 Raty = 0.9660
Ratx1= 1.3394 Raty1= 1.3329 薄弱层地震剪力放大系数= 1.00
RJX = 3.7210E+06(kN/m) RJY = 3.3324E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 19 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9655 Raty = 0.9676
Ratx1= 1.3379 Raty1= 1.3313 薄弱层地震剪力放大系数= 1.00
RJX = 3.5928E+06(kN/m) RJY = 3.2246E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 20 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9660 Raty = 0.9687
Ratx1= 1.3360 Raty1= 1.3312 薄弱层地震剪力放大系数= 1.00
RJX = 3.4705E+06(kN/m) RJY = 3.1238E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 21 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9665 Raty = 0.9690
Ratx1= 1.3340 Raty1= 1.3312 薄弱层地震剪力放大系数= 1.00
RJX = 3.3544E+06(kN/m) RJY = 3.0269E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 22 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9674 Raty = 0.9687
Ratx1= 1.3324 Raty1= 1.3303 薄弱层地震剪力放大系数= 1.00
RJX = 3.2451E+06(kN/m) RJY = 2.9322E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 23 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9681 Raty = 0.9688
Ratx1= 1.3313 Raty1= 1.3291 薄弱层地震剪力放大系数= 1.00
RJX = 3.1417E+06(kN/m) RJY = 2.8406E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 24 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9685 Raty = 0.9694
Ratx1= 1.3310 Raty1= 1.3303 薄弱层地震剪力放大系数= 1.00
RJX = 3.0429E+06(kN/m) RJY = 2.7537E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 25 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9690 Raty = 0.9700
Ratx1= 1.3339 Raty1= 1.3367 薄弱层地震剪力放大系数= 1.00
RJX = 2.9485E+06(kN/m) RJY = 2.6713E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 26 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9693 Raty = 0.9693
Ratx1= 1.3448 Raty1= 1.3503 薄弱层地震剪力放大系数= 1.00
RJX = 2.8579E+06(kN/m) RJY = 2.5892E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 27 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9680 Raty = 0.9662
Ratx1= 1.3690 Raty1= 1.3739 薄弱层地震剪力放大系数= 1.00
RJX = 2.7665E+06(kN/m) RJY = 2.5018E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 28 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9630 Raty = 0.9605
Ratx1= 1.4136 Raty1= 1.4156 薄弱层地震剪力放大系数= 1.00
RJX = 2.6643E+06(kN/m) RJY = 2.4030E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 29 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9528 Raty = 0.9514
Ratx1= 1.4939 Raty1= 1.4943 薄弱层地震剪力放大系数= 1.00
RJX = 2.5385E+06(kN/m) RJY = 2.2861E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 30 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9357 Raty = 0.9357
Ratx1= 1.5753 Raty1= 1.5750 薄弱层地震剪力放大系数= 1.00
RJX = 2.3753E+06(kN/m) RJY = 2.1392E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 31 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.9069 Raty = 0.9070
Ratx1= 1.6696 Raty1= 1.6721 薄弱层地震剪力放大系数= 1.00
RJX = 2.1540E+06(kN/m) RJY = 1.9402E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 32 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.8556 Raty = 0.8544
Ratx1= 1.8817 Raty1= 1.8870 薄弱层地震剪力放大系数= 1.00
RJX = 1.8430E+06(kN/m) RJY = 1.6576E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 33 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.7592 Raty = 0.7570
Ratx1= 2.2090 Raty1= 2.2190 薄弱层地震剪力放大系数= 1.00
RJX = 1.3992E+06(kN/m) RJY = 1.2549E+06(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
Floor No. 34 Tower No. 1
Xstif= 17.9489(m) Ystif= 0.1989(m) Alf = 13.9399(Degree)
Xmass= 15.9461(m) Ymass= 0.2496(m) Gmass= 2308.1704(t)
Eex = 0.0953 Eey = 0.0027
Ratx = 0.5659 Raty = 0.5633
Ratx1= 1.2500 Raty1= 1.2500 薄弱层地震剪力放大系数= 1.00
RJX = 7.9176E+05(kN/m) RJY = 7.0690E+05(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------

============================================================================
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 33243120.0 386136.8 86.09 0.00
Y风荷载 29407582.0 436717.9 67.34 0.00
X 地震 33243120.0 418821.4 79.37 0.00
Y 地震 29407582.0 371033.3 79.26 0.00

============================================================================
结构整体稳定验算结果
============================================================================
X向刚重比 EJd/GH**2= 3.80
Y向刚重比 EJd/GH**2= 3.41
该结构刚重比EJd/GH**2大于1.4,能够通过高规(5.4.4)的整体稳定验算
该结构刚重比EJd/GH**2大于2.7,可以不考虑重力二阶效应

**********************************************************************
* 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

----------------------------------------------------------------------
层号塔号 X向承载力 Y向承载力 Ratio_Bu:X,Y
----------------------------------------------------------------------
34 1 0.4187E+05 0.5028E+05 1.00 1.00
33 1 0.4279E+05 0.5155E+05 1.02 1.03
32 1 0.4362E+05 0.5261E+05 1.02 1.02
31 1 0.4451E+05 0.5374E+05 1.02 1.02
30 1 0.4543E+05 0.5492E+05 1.02 1.02
29 1 0.4645E+05 0.5604E+05 1.02 1.02
28 1 0.4730E+05 0.5719E+05 1.02 1.02
27 1 0.4799E+05 0.5803E+05 1.01 1.01
26 1 0.4878E+05 0.5884E+05 1.02 1.01
25 1 0.4945E+05 0.5959E+05 1.01 1.01
24 1 0.4995E+05 0.6023E+05 1.01 1.01
23 1 0.5022E+05 0.6058E+05 1.01 1.01
22 1 0.5031E+05 0.6069E+05 1.00 1.00
21 1 0.5037E+05 0.6072E+05 1.00 1.00
20 1 0.5036E+05 0.6064E+05 1.00 1.00
19 1 0.5045E+05 0.6073E+05 1.00 1.00
18 1 0.5047E+05 0.6070E+05 1.00 1.00
17 1 0.5053E+05 0.6078E+05 1.00 1.00
16 1 0.5053E+05 0.6076E+05 1.00 1.00
15 1 0.5067E+05 0.6074E+05 1.00 1.00
14 1 0.5068E+05 0.6070E+05 1.00 1.00
13 1 0.5067E+05 0.6069E+05 1.00 1.00
12 1 0.5074E+05 0.6088E+05 1.00 1.00
11 1 0.5067E+05 0.6062E+05 1.00 1.00
10 1 0.5051E+05 0.6057E+05 1.00 1.00
9 1 0.7646E+05 0.9427E+05 1.51 1.56
8 1 0.7646E+05 0.9480E+05 1.00 1.01
7 1 0.7662E+05 0.9470E+05 1.00 1.00
6 1 0.7653E+05 0.9404E+05 1.00 0.99
5 1 0.7653E+05 0.9389E+05 1.00 1.00
4 1 0.7509E+05 0.9206E+05 0.98 0.98
3 1 0.7806E+05 0.9278E+05 1.04 1.01
2 1 0.1243E+06 0.1356E+06 1.59 1.46
1 1 0.1257E+06 0.1372E+06 1.01 1.01