商业计算书楼书

1、/| 公司名称:|工程名称 :|工程代号 :建筑结构的总信息SATWE 中文版文件名: WMASS.OUT|设计人 :校核人 :|日期:2010/11/ 2 |/总信息 .结构材料信息:混凝土容重 (kN/m3):钢材容重 (kN/m3):水平力的夹角(Rad):室层数:竖向荷载计算信息:风荷载计算信息:力计算信息:特殊荷载计算信息:结构类别:裙房层数:转换层所在层号：墙元细分最大控制长度(m)墙元网格:是否对全楼强制采用刚性楼板假定采用的楼层刚度算法结构所在地区钢砼结构GcGs ARF=27.0078.0066.00MBASE=0按模拟施工 3 加荷计算计算X,Y 两个方向的风荷载计算X,Y

2、 两个方向的不计算框架结构力MANNEX= MCHANGE=DMAX=001.00侧向出口结点否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):地面粗糙程度:结构基本周期（秒）:体形变化分段数:WO =B 类T1 = MPART= NSTi = USi =0.401.161各段最号:31.30各段体形系数:信息 .振型组合方法(CQC 耦联;SRSS 非耦联)计算振型数:烈度:场地类别:CQCNMODE=9NAF =KD =6.003设计分组:三组特征周期TG =Rmax1 = Rmax2 =NF = NW = RMC =TC =0.650.040.00430.500.7

3、05.00多遇影响系数最大值影响系数最大值框架的抗震等级:剪力墙的抗震等级:活荷重力荷载代表值组合系数:周期折减系数:结构的阻尼比 (%):是否考虑偶然偏心:D=否是=是否考虑双向扭转效应:斜交抗侧力构件方向的附加斜交抗侧力构件方向的附加数方向角(Deg)40226890活荷载信息 .考虑活荷不利布置的层数柱、墙活荷载是否折减传到基础的活荷载是否折减从第 1 到 3 层折算折算-柱，墙，基础活荷载折减系数-计算截面以上的层数折减系数12-34-56-89-20 201.000.850.700.650.600.55调整信息 .中梁刚度增大系数：弯矩调幅系数：梁设计弯矩增大系数：连梁刚度折减系数：

4、梁扭矩折减系数：BK = BT = BM = BLZ = TB = RSF = KQ1 = KQ2 = NTL =RTL =1.750.851.000.600.401.001301.001.151011全楼力放大系数：0.2Qo 调整起始层号：0.2Qo 调整终止层号：顶塔楼内力放大起算层号：顶塔楼内力放大：九度结构及一级框架超配筋系数 CPCOEF91 =是否按抗震规范 5.2.5 调整楼层是否调整与框支柱相连的梁内力剪力墙加强区起算层号强制指定的薄弱层个数强制指定的薄弱层层号力IAUTO525 = IREGU_KZZB = LEV_JLQJQ =NWEAK =WEAKNO = 0配筋信息

5、.强度 (N/mm2):柱主筋强度 (N/mm2):墙主筋强度 (N/mm2):强度 (N/mm2): 柱箍筋强度 (N/mm2): 墙分布筋强度 (N/mm2):边缘构件箍筋强度 (N/mm2):最大间距 (mm):柱箍筋最大间距 (mm):墙水平分布筋最大间距 (mm):墙竖向筋分布最小配筋率 (%):IB = IC = IW = JB = JC = JWH =JWB =360360360210210210210SB = 100.00SC = 100.00SWH = 150.00RWV =0.30结构底部单独指定墙竖向分布筋配筋率的层数: NSW =00.60结构底部NSW 层的墙竖向分布

6、配筋率:RWV1 =设计信息 .结构重要性系数:柱计算长度计算原则:部分简化:是否考虑 P-Delt 效应：柱配筋计算原则:钢构件截面净毛面积比:梁保护层厚度 (mm):柱保护层厚度 (mm):RWO =有侧移1.00刚域否按单偏压计算RN = BCB =ACA =0.5030.0030.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数: 是荷载组合信息 .恒载分项系数: 活载分项系数: 风荷载分项系数:CDEAD= CLIVE= CWIND= CEA_H= CEA_V= CSPY = CD_L = CD_W =CEA_L =1.201.401.401.300.500.000.700.

7、600.50水平竖向力分项系数:力分项系数:特殊荷载分项系数:活荷载的组合系数:风荷载的组合系数:活荷载的重力荷载代表值系数:剪力墙底部加强区信息.剪力墙底部加强区起算层号剪力墙底部加强区终止层号,LEV_JLQJQ= 1IWF= 2*各层的质量、质心坐标信息*层号塔号质心 X质心 Y (m)31.50075.79329.79678.37729.88377.989质心 Z (m)14.50014.50011.80011.8006.7006.700恒载质量(t) 594.3532.01076.41004.61439.41327.0活载质量(t) 10.08.983.379.6106.096.3附

8、加质量3121212-1.991-1.497-2.553-2.219-2.683-2.1370.00.00.00.00.00.021活载产生的总质量 (t):恒载产生的总质量 (t):附加总质量 (t):结构的总质量 (t):恒载产生的总质量包括结构自重和外加恒载384.1455973.7080.0006357.853结构的总质量包括恒载产生的质量和活载产生的质量和附加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*层号塔号数(混凝土)柱元数(混凝土)墙元数(混凝土)层高(m)累计高度(m)1121212410(30)386(30

9、)418(30)389(30)273(30)242(30)41(30)35(30)41(30)35(30)23(30)18(30)0(30)0(30)0(30)0(30)0(30)0(30)6.7006.7005.1005.1002.7002.7006.7006.70011.80011.80014.50014.50023*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Y312113.73101.95113.7102.0307.1275.338.6836.1338.736.1104.497.621212212.90201.13234.30221.36326.6303.156

10、0.9524.41972.91821.05731.15334.8102.8599.22112.75108.78141.5135.3254.3244.1826.2787.82529.82423.51=各楼层等效尺寸(m,m*2)=形心 X形心 Y等效宽 B等效高 H最大宽 BMAX层号BMIN 1塔号面积最小宽121212831.05783.51831.05783.51400.10357.5626.3170.6526.3170.6528.4068.3014.6134.0114.6134.0114.7632.0148.0240.1848.0240.1843.8434.8320.4929.0020.

11、4929.0014.7722.6449.4246.6049.4246.6045.3940.5816.8416.8216.8416.828.948.8823=各楼层的面积质量分布(:kg/m*2)=面积质量 gi 1859.471816.591395.391383.841510.501513.00质量比 max(gi/gi-1,gi/gi+1) 1.331.300.920.921.081.08层号1塔号12121223=计算信息=计算日期开始时间: 2010.11. 2:20:42:57: 294.00MB可用内存第一步: 数据预处理第二步: 计算每层刚度中心、度、质量等信息第三步: 组装刚度矩

12、阵并分解FALEBeginning End度优化排序Time Time:20:43: 2.4820:43: 3.280.80:Total Time (s)FALE 总刚阵组装Beginning EndTotal Time (s)Time Time:20:43: 3.2920:43: 3.980.69:VSS 总刚阵LDLT 分解BeginningEndTimeTime:20:43: 3.9820:43: 4. 00.02:Total Time (s):VSS 模态分析Beginning EndTotal Time (s)Time Time:20:43: 4. 120:43: 4. 30.02:

13、形成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BeginningEndTimeTime:20:43: 7. 120:43: 7. 40.03:Total Time (s):模拟施工荷载 3加载第3 层FALEBeginning End度优化排序Time Time:20:43: 7.1420:43: 7.790.65:Total Time (s)FALE 总刚阵组装Beginning EndTotal Time (s)Time Time:20:43: 7.7920:43: 8.390.60:VSS 总刚阵LDLT 分解Beginning EndTotal Time (s)

14、EndTotal Time (s)Time Time:Time:20:43: 8.4020:43: 8.420.0220:43: 8.430.03:加载第2 层FALEBeginning End度优化排序Time Time:20:43: 8.5420:43: 9. 00.46:Total Time (s)FALE 总刚阵组装Beginning EndTotal Time (s)Time Time:20:43: 9. 120:43: 9.460.45:VSS 总刚阵LDLT 分解Beginning EndTotal Time (s) EndTotal Time (s)Time Time:Time

15、:20:43: 9.4620:43: 9.480.0220:43: 9.500.04:加载第1 层FALEBeginning EndTotal Time (s)度优化排序Time Time:20:43: 9.6020:43: 9.820.22:FALE 总刚阵组装Beginning EndTotal Time (s)Time Time:20:43: 9.8220:43:10. 40.22:VSS 总刚阵LDLT 分解Beginning EndTotal Time (s) EndTotal Time (s)Time Time:Time:20:43:10. 420:43:10. 60.0220:4

16、3:10.340.30:第六步: 计算杆件内力开始时间活载随机加载计算计算杆件内力结束日期时间总用时:20:43:11: 2010.11. 2:20:43:320: 0:35=各层刚心、偏心率、相邻层侧移刚度比等计算信息Floor No Tower No Xstif，Ystif :Alf: 层号: 塔号刚心的 X，Y 坐标值: 层刚性主轴的方向Xmass，Ymass : 质心的 X，Y 坐标值GmassEex，Eey Ratx，Raty: 总质量: X，Y 方向的偏心率: 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

17、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. Xstif= Xmass= Eex = Ratx =Ratx1=1Tower No.1-1.9951(m)-2.6828(m) 0.03771.00000.9311Ystif= Ymass= Eey = Raty =Raty1=28.6396(m)29.8828(m)0.09521.0000Alf =9.3193(Degree)Gmass(活荷折减)= 1651.2728(1545.3188)(t)0.9311 薄弱层剪力放大系数= 1.15R

18、JX = 1.2456E+05(kN/m) RJY = 2.5333E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=1Tower No.2-1.7136(m)-2.1373(m) 0.02361.00000.9331Ystif= Ymass= Eey = Raty =Raty1=78.7944(m)Alf =-8.7778(Degree)77.9886(m)0.06471.00000.9590 薄弱层Gmass(活荷折减)= 1519.6351(1423.3107)(t)剪力放大系数= 1.1

19、5RJX = 1.1112E+05(kN/m)RJY = 2.3639E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=2Tower No.1-2.0016(m)-2.5530(m) 0.03031.53430.5847Ystif= Ymass= Eey = Raty =Raty1=28.6405(m)Alf =9.3193(Degree)29.7961(m)0.08841.53440.5982 薄弱层Gmass(活荷折减)= 1242.9163(1159.6425)(t)剪力放大系数= 1.1

20、5RJX = 1.9112E+05(kN/m) RJY = 3.8870E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=2Tower No.2-1.7200(m)-2.2190(m) 0.02791.53090.6018Ystif= Ymass= Eey = Raty =Raty1=78.7939(m)78.3772(m)0.03341.4896Alf =-8.7781(Degree)Gmass(活荷折减)= 1163.8969(1084.2507)(t)0.6444 薄弱层剪力放大系数= 1

21、.15RJX = 1.7012E+05(kN/m) RJY = 3.5213E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=3Tower No.1-1.6281(m)-1.9915(m) 0.02332.44341.0000Ystif= Ymass= Eey = Raty =Raty1=31.2913(m)Alf =7.5224(Degree)31.4997(m)0.01802.38821.0000 薄弱层Gmass(活荷折减)=614.3522(604.3470)(t)剪力放大系数= 1.0

22、0RJX = 4.6697E+05(kN/m) RJY = 9.2829E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=3Tower No.2-1.0085(m)-1.4971(m) 0.03322.37371.0000Ystif= Ymass= Eey = Raty =Raty1=75.2401(m)Alf =-7.4999(Degree)75.7934(m)0.05322.21701.0000 薄弱层Gmass(活荷折减)=549.9240(540.9828)(t)剪力放大系数= 1.00

23、RJX = 4.0382E+05(kN/m) RJY = 7.8068E+05(kN/m) RJZ = 0.0000E+00(kN/m)=结构整体抗倾覆验算结果=抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)X 风荷载 Y 风荷载 XY776954.93192998.2776954.93192998.210492.04817.918901.622509.874.05662.7441.11141.850.000.000.000.00=结构整体稳定验算结果=层号X 向刚度Y 向刚度X 刚重比24.84Y 刚重比51.61层高上部重量10.236E+060.490E+066.706357

24、9.230.361E+060.871E+060.741E+060.171E+075.102.7033892.11453.54.36205.28111.48402.87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*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,Y3322111212120.4180E+040.3824E+040.4435E+040.4114E+040.4510E+040.4169E+040.34

25、15E+040.2978E+040.3476E+040.3128E+040.3891E+040.3556E+041.001.001.061.081.021.011.001.001.021.051.121.14/|公司名称:| 工程名称:| 工程代号:SATWE 位移输出文件文件 名称: WDISP.OUT|设计人:校核人:|日期:2010/11/ 2 |/所有位移的为毫米Floor Tower JmaxJmaxD: 层号: 塔号: 最大位移对应的节点号: 最大层间位移对应的节点号Max-(Z) : 节点的最大竖向位移h: 层高Max-(X)，Max-(Y)Ave-(X)，Ave-(Y) Max

26、-Dx ，Max-Dy Ave-Dx ，Ave-DyRatio-(X),Ratio-(Y): X,Y 方向的节点最大位移: X,Y 方向的层平均位移: X,Y 方向的最大层间位移: X,Y 方向的平均层间位移最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy : 最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h : X,Y 方向的最大层间位移角DxR/Dx,DyR/Dy: X,Y 方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY : 本层位移角与上层位移角的 1.3 倍及上三层平均位移角的 1.2 倍的比值的大者X-Disp，Y-Disp，Z-

27、Disp:节点 X,Y,Z 方向的位移= 工况 1 = X 方向作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ratio-(X)hRatio-DxAve-DxMax-Dx/hDxR/DxRatio_AX311637163716461646108010801093109341141142442415.750.6314.420.5615.134.4413.874.0410.7210.729.859.8512.520.5012.720.5111.783.4211.963.488.388.388.498.491.261.261.131.101.28

28、1.301.161.161.281.281.161.162700.1/4252.2700.1/4816.5100.1/1150.5100.1/1261.6700.1/ 625.6700.1/ 680.99.9%1.00299.9%1.002183.9%2.78286.2%2.781196.8%2.44299.9%2.43X 方向最大值层间位移角:1/ 625.= 工况 2 = X 双向作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ratio-(X)hRatio-DxAve-DxMax-Dx/hDxR/DxRatio_AX3116371637

29、1646164610801080109316.060.6514.710.5715.424.5214.1413.090.5313.120.5312.483.6112.481.231.231.121.091.241.251.132700.1/4157.2700.1/4700.5100.1/1129.5100.99.9%1.00299.9%1.002182.0%2.78210934114114244244.1210.9210.9210.0410.043.638.898.898.878.871.141.231.231.131.131/1237.6700.1/ 613.6700.1/ 667.84.7%

30、2.781194.1%2.44298.1%2.44X 方向最大值层间位移角:1/ 613.= 工况 3 = Y 方向作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ratio-(Y)hRatio-DyAve-DyMax-Dy/hDyR/DyRatio_AY31164116411646164610861086109313964174174244247.340.307.380.327.292.077.302.255.225.225.205.207.010.297.060.316.831.976.842.024.874.874.694.691.05

31、1.051.051.041.071.051.071.111.071.071.111.112700.1/8974.2700.1/8389.5100.1/2464.5100.1/2271.6700.1/1284.6700.1/1288.99.9%1.00299.9%1.002186.5%2.75281.0%2.621197.9%2.45299.9%2.35Y 方向最大值层间位移角:1/1284.= 工况 4 = Y 双向作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ratio-(Y)hRatio-DyAve-DyMax-Dy/hDyR/DyRa

32、tio_AY31164116411646164610861086109313964174174247.810.327.710.337.902.257.692.275.655.655.487.310.307.290.327.212.087.072.085.145.144.871.071.071.061.051.101.081.091.091.101.101.132700.1/8416.2700.1/8092.5100.1/2263.5100.1/2250.6700.1/1186.6700.99.9%1.00299.9%1.002185.0%2.76281.0%2.631196.3%2.45242

33、45.484.871.131/1223.99.9%2.35Y 方向最大值层间位移角:1/1186.= 工况 5 = X 方向风荷载作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ratio-(X)hRatio-DxAve-DxMax-Dx/hDxR/DxRatio_AX31163716371844184410801080140910934114117307306.850.266.730.256.591.886.481.834.714.714.704.706.410.246.690.256.121.716.451.804.414.414.644

34、.641.071.091.001.011.081.101.011.011.071.071.011.012700.1/9999.2700.1/9999.5100.1/2712.5100.1/2791.6700.1/1423.6700.1/1424.99.9%1.00299.9%1.002196.6%2.86296.2%2.901199.8%2.59299.9%2.58X 方向最大值层间位移角:1/1423.= 工况 6 = Y 方向风荷载作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ratio-(Y)hRatio-DyAve-DyMax-Dy

35、/hDyR/DyRatio_AY311420142018361836763763138913961001007167161.600.051.640.061.630.451.670.521.181.181.191.191.470.051.520.051.440.391.490.411.051.051.071.071.091.101.081.091.141.151.121.251.131.131.111.112700.1/9999.2700.1/9999.5100.1/9999.5100.1/9827.6700.1/5661.6700.1/5612.99.9%1.00299.9%1.002199.

36、9%3.29296.0%3.141199.0%2.74299.2%2.63Y 方向最大值层间位移角:1/5612.= 工况 7 = 竖向恒载作用下的楼层最大位移Floor3Tower 121212Jmax 162218308231350167681Max-(Z)-2.85-2.93-3.64-3.33-4.90-4.0821= 工况 8 = 竖向活载作用下的楼层最大位移Floor3Tower 121212Jmax 158517018231350167681Max-(Z)-0.34-0.34-0.65-0.65-0.88-0.8421=周期、力与振型输出文件(VSS 求解器)=考虑扭转耦联时的振

37、动周期(秒)、X,Y 方向的平动系数、扭转系数振型号123456789周 期1.15671.14450.93220.92000.78840.78780.33720.33480.2779转 角8.03171.99126.3565.7079.0499.628.14171.87125.53平动系数 (X+Y) 0.99 ( 0.97+0.02 )0.96 ( 0.94+0.02 )0.09 ( 0.03+0.06 )0.06 ( 0.01+0.05 )0.95 ( 0.03+0.92 )0.96 ( 0.03+0.93 )0.99 ( 0.97+0.02 )0.96 ( 0.94+0.02 )0.0

38、8 ( 0.03+0.05 )扭转系数0.010.040.910.940.050.040.010.040.92作用最大的方向 =-0.962 (度)=仅考虑 X 向 Floor : 层号 Tower : 塔号: X 方向的耦联: X 方向的耦联F-x-t : X 方向的耦联作用时的力力在 X 方向的分量力在 Y 方向的分量力的扭矩1 的振型力FloorTowerF-x-x(kN) 0.00202.210.00381.790.00356.88F-x-y(kN) 0.0028.900.0053.530.0050.32F-x-t (kN-m)0.00233.970.00622.010.00567.9

39、1312121221振型2 的力FloorTowerF-x-x(kN) 221.350.00398.220.00377.560.00F-x-y(kN)-32.270.00-56.150.00-52.710.00F-x-t (kN-m)-598.270.00-1365.220.00-1294.190.00312121221振型3 的力FloorTowerF-x-x(kN) 4.300.0017.370.0016.610.00F-x-y(kN)-10.530.00-22.500.00-21.740.00F-x-t (kN-m) 590.980.001343.320.001297.860.00312

40、1212214 的振型力FloorTowerF-x-x(kN) 0.00-1.040.004.510.003.54F-x-y(kN) 0.003.570.008.660.007.68F-x-t (kN-m)0.00-209.700.00-548.990.00-519.453121212215 的振型力FloorTowerF-x-x(kN) 8.360.0017.700.0016.970.00F-x-y(kN) 49.510.0090.380.0085.650.00F-x-t (kN-m) 139.730.00317.760.00317.600.00312121221振型6 的力FloorTow

41、erF-x-x(kN) 0.005.270.0012.900.0011.71F-x-y(kN) 0.00-38.960.00-73.910.00-68.64F-x-t (kN-m)0.00-89.220.00-234.060.00-232.37312121221振型7 的力FloorTowerF-x-x(kN) 0.00-36.720.00-43.150.00114.57F-x-y(kN) 0.00-5.330.00-6.160.0016.39F-x-t (kN-m)0.00-26.010.00-49.640.00211.803121212218 的振型力FloorTowerF-x-x(kN)

42、-39.640.00-44.610.00120.780.00F-x-y(kN) 5.800.006.180.00-17.240.00F-x-t (kN-m) 89.990.00123.910.00-413.050.003121212219 的振型力FloorTowerF-x-x(kN)-0.700.00-1.600.003.180.00F-x-y(kN) 1.300.001.740.00-4.480.00F-x-t (kN-m)-85.940.00-116.180.00285.040.00312121221各振型作用下 X 方向的基底剪力剪力(kN) 940.88997.1338.277.02

43、43.0329.8834.6936.530.88振型号123456789各层 X 方向的作用力(CQC)Floor Tower Fx Vx MxS ic Fx: 层号: 塔号: X 向: X 向: X 向作用下结构的反应力作用下结构的楼层剪力作用下结构的弯矩静力法 X 向的力FloorTowerFx(kN)Vx (分塔剪重比) (整层剪重比)(kN)Mx(kN-m)S ic Fx(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)3121212226.26205.55405.87385.78402.22376.85226.26( 3.74%)205.55( 3.80%)631.76( 3

44、.58%)591.00( 3.64%)1010.12( 3.05%)945.22( 3.10%)( 3.77%)610.90554.983832.373568.5710561.529864.90433.04387.64508.32475.28384.62354.252( 3.61%)1( 3.08%)X 方向的有效质量系数:99.90%=仅考虑 Y 向Floor : 层号Tower : 塔号时的力: Y 方向的耦联: Y 方向的耦联F-y-t : Y 方向的耦联力在 X 方向的分量力在 Y 方向的分量力的扭矩振型1 的力FloorTowerF-y-x(kN) 0.0028.530.0053.8

45、70.0050.36F-y-y(kN) 0.004.080.007.550.007.10F-y-t (kN-m)0.0033.010.0087.770.0080型2 的力FloorTowerF-y-x(kN)-31.330.00-56.360.00-53.440.00F-y-y(kN) 4.570.007.950.007.460.00F-y-t (kN-m) 84.680.00193.230.00183.170.003121212213 的振型力FloorTowerF-y-x(kN)-6.150.00-24.860.00-23.770.00F-y-y(kN) 15.070.0032.190.0031.120.00F-y-t (kN-m)-845.770.00-1922.460.00-1857.410.003121212214 的振型力FloorTow