安置房建设工程2#楼切开计算书

2#楼切开计算书--1.楼层侧向剪切刚度按照《抗规》6.1.14-2条，地下室顶板作为上部结构的嵌固部位时，地上一层的侧向刚度，不宜大于相关范围地下一层侧向刚度的0.5倍结构嵌固层X方向剪切刚度比（0.00）,满足规范要求。结构嵌固层Y方向剪切刚度比（0.00）,满足规范要求。Ratx，Raty(刚度比):X，Y方向本层塔剪切刚度与下一层相应塔剪切刚度的比值表8-1楼层侧向剪切刚度比层号塔号RatxRaty101,20.020.0291,20.980.984-81,21.001.0031,21.051.0121,20.190.13230.000.00111.001.00图8-1多方向刚度比简图(塔1)图8-2多方向刚度比简图(塔2)图8-3多方向刚度比简图(塔3)2.[楼层剪力/层间位移]刚度《高规》3.5.2-2条规定：对非框架结构，楼层与其相邻上层的侧向刚度比，本层与相邻上层的比值不宜小于0.9；当本层层高大于相邻上层层高的1.5倍时，该比值不宜小于1.1；对结构底部嵌固层，该比值不宜小于1.5。结构并无侧向刚度不规则的情况。《抗规》3.4.3-2条对于侧向刚度不规则的定义为：该层的侧向刚度小于相邻上一层的70%，或小于其上相邻三个楼层侧向刚度平均值的80%；结构并无侧向刚度不规则的情况。Ratx1，Raty1(刚度比1):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%的比值中之较小值(按抗规3.4.3;高规3.5.2-1)Ratx2，Raty2(刚度比2):X、Y方向本层塔侧移刚度与本层层高的乘积与上一层相应塔侧移刚度与上层层高的乘积的比值(高规3.5.2-2)表8-2楼层刚度比层号塔号Ratx1Raty1Ratx2Raty2Rat2_min101,21.001.001.001.001.009110.508.637.406.080.909210.478.567.386.040.90811.901.921.321.340.90821.901.931.321.340.9071,21.531.531.071.070.9061,21.451.491.021.040.9051,21.341.391.031.060.9041,21.381.411.071.070.9031,21.501.511.141.130.90212.052.131.481.540.90222.052.121.481.530.90231.001.001.001.001.00114.436.296.208.811.10图8-4多方向刚度比1简图(塔1)图8-5多方向刚度比2简图(塔1)图8-6多方向刚度比1简图(塔2)图8-7多方向刚度比2简图(塔2)图8-8多方向刚度比1简图(塔3)图8-9多方向刚度比2简图(塔3)3.各楼层受剪承载力《高规》3.5.3条规定:A级高度高层建筑的楼层抗侧力结构的层间受剪承载力不宜小于其相邻上一层受剪承载力的80%,不应小于其相邻上一层受剪承载力的65%;B级高度高层建筑的楼层抗侧力结构的层间受剪承载力不应小于其相邻上一层受剪承载力的75%。结构设定的限值是80.00%。并无楼层承载力突变的情况Vx(kN)、Vy(kN):楼层受剪承载力(X、Y方向)Vx/Vxp、Vy/Vyp:本层与上层楼层承载力的比值(X,Y方向)表8-3各楼层受剪承载力及承载力比值层号塔号Vx(kN)Vy(kN)Vx/VxpVy/Vyp比值判断101475.86475.861.001.00满足102475.31475.311.001.00满足915342.075662.4411.2311.90满足925291.695585.3611.1311.75满足816004.156386.841.121.13满足826034.786385.791.141.14满足716398.366828.871.071.07满足726383.386827.921.061.07满足616796.797333.111.061.07满足626798.617334.831.071.07满足517184.247839.231.061.07满足527184.117838.521.061.07满足417588.088360.121.061.07满足427586.708358.661.061.07满足318004.268812.641.051.05满足328003.628810.151.051.05满足218128.709315.251.021.06满足228118.819345.431.011.06满足23190.39129.411.001.00满足1161898.3080503.293.774.28满足图8-10多方向受剪承载力比简图(塔1)图8-11多方向受剪承载力比简图(塔2)图8-12多方向受剪承载力比简图(塔3)4.楼层薄弱层调整系数用户指定的薄弱层:在参数及多塔定义中指定的薄弱层软弱层:刚度比不满足规范要求的楼层(刚度比判断方式:抗规和高规从严判断)(软弱层判断原则:“楼层剪力/层间位移”刚度的刚度比1及刚度比2)薄弱层:受剪承载力不满足规范要求的楼层C_def:默认的薄弱层调整系数(综合以上三项判断得到)C_user:用户定义的薄弱层调整系数C_final:程序综合判断最终采用的薄弱层调整系数表8-4薄弱层调整系数层号塔号方向用户指定薄弱层软弱层薄弱层C_defC_userC_final3-101,2X,Y1.001.0021-3X,Y1.001.0011X,Y1.001.00九.抗震分析及调整1.结构周期及振型方向地震作用的最不利方向角:-2.81度表9-1结构周期及振型方向振型号周期(s)方向角(度)类型扭振成份X侧振成份Y侧振成份总侧振成份阻尼比10.767780.30Y0%3%97%100%5.00%20.7424169.99X1%96%3%99%5.00%30.733980.73Y3%3%94%97%5.00%40.7033171.80X2%96%2%98%5.00%50.6562100.08T96%1%2%4%5.00%60.6498133.47T97%2%1%3%5.00%70.28013.48X1%97%2%99%5.00%80.2786106.35Y0%2%98%100%5.00%90.259860.46T100%0%0%0%5.00%100.237481.03Y2%2%96%98%5.00%110.2335174.31X4%94%3%96%5.00%120.222483.49Y7%2%91%93%5.00%130.2120174.72X1%98%1%99%5.00%140.19972.77T88%8%4%12%5.00%150.1987178.71X37%62%1%63%5.00%160.1970178.31T97%2%1%3%5.00%170.149087.58Y26%13%61%74%5.00%180.1452117.63X43%32%26%57%5.00%190.142987.10Y32%25%43%68%5.00%200.126032.52X24%57%19%76%5.00%210.123562.74Y21%19%60%79%5.00%220.121056.29T65%9%26%35%5.00%230.115285.70Y48%15%37%52%5.00%240.111915.04X28%45%27%72%5.00%250.106716.01X44%33%22%56%5.00%260.105450.44Y34%25%41%66%5.00%270.101630.36T67%8%25%33%5.00%图9-11-8振型周期简图注:图中深灰色表示侧振成份,浅灰色表示扭振成份.2.各地震方向参与振型的有效质量系数表9-2各地震方向参与振型的有效质量系数振型号EXEY振型号EXEY12.46%80.01%278.97%2.46%30.45%0.05%40.00%0.00%50.59%0.18%60.04%0.01%70.61%0.01%80.01%0.50%90.00%0.00%100.25%10.08%118.16%0.20%120.08%0.00%130.00%0.00%140.14%0.02%151.82%0.01%160.02%0.00%170.09%0.11%180.00%0.00%190.25%0.01%201.30%0.20%210.00%0.07%220.02%0.48%230.12%0.67%240.01%0.09%250.01%0.22%260.10%0.71%270.18%0.12%根据《高规》5.1.13条,各振型的参与质量之和不应小于总质量的90%。第1地震方向EX的有效质量系数为95.68%,参与振型足够第2地震方向EY的有效质量系数为96.24%,参与振型足够3.地震作用下结构剪重比及其调整Vx,Vy(kN):地震作用下结构楼层的剪力RSW:剪重比Coef1:用户定义的剪重比调整系数Coef2:按抗规(5.2.5)条计算的剪重比调整系数Coef_RSWx,Coef_RSWy:程序综合考虑最终采用的剪重比调整系数(如果用户定义了则采用用户定义值)根据《抗规》5.2.5条规定，6度(0.05g)设防地区，水平地震影响系数最大值为0.04，X向楼层剪重比不应小于0.80%。由下表可见，X向地震剪重比符合要求。表9-3EX工况下指标层号塔号Vx(kN)RSWCoef1Coef2Coef_RSWx10142.17.62%1.001.0010242.37.69%1.001.0091324.55.12%1.001.0092325.15.13%1.001.0081520.14.39%1.001.0082520.44.39%1.001.0071,2642.63.70%1.001.0061,2722.83.16%1.001.0051797.12.81%1.001.0052796.92.81%1.001.0041883.62.61%1.001.0042883.22.61%1.001.0031974.42.47%1.001.0032974.22.47%1.001.00211084.12.41%1.001.00221085.42.41%1.001.002353.812.07%1.001.00113423.71.41%1.001.00根据《抗规》5.2.5条规定，6度(0.05g)设防地区，水平地震影响系数最大值为0.04，Y向楼层剪重比不应小于0.80%。由下表可见，Y向地震剪重比符合要求。表9-4EY工况下指标层号塔号Vy(kN)RSWCoef1Coef2Coef_RSWy10161.711.16%1.001.0010261.311.13%1.001.0091295.74.66%1.001.0092296.94.69%1.001.0081448.93.79%1.001.0082454.03.83%1.001.0071543.73.13%1.001.0072552.93.19%1.001.0061628.12.75%1.001.0062639.52.80%1.001.0051717.42.53%1.001.0052729.42.57%1.001.0041797.82.35%1.001.0042811.02.39%1.001.0031873.22.22%1.001.0032888.82.26%1.001.00211036.22.30%1.001.00221055.02.34%1.001.002320.44.57%1.001.00113365.71.38%1.001.00图9-2地震各工况楼层剪力简图(塔1)图9-3地震各工况楼层剪力简图(塔2)图9-4地震各工况楼层剪力简图(塔3)图9-5地震各工况剪重比简图(塔1)图9-6地震各工况剪重比简图(塔2)图9-7地震各工况剪重比简图(塔3)图9-8地震各工况最终采用的剪重比调整系数简图(塔1)图9-9地震各工况最终采用的剪重比调整系数简图(塔2)图9-10地震各工况最终采用的剪重比调整系数简图(塔3)4.偶然偏心信息Ecx，Ecy:X、Y向偶然偏心表9-5偶然偏心层号塔号EcxEcy3-101,20.050.0521-30.050.05110.050.05十.结构体系指标及二道防线调整1.竖向构件倾覆力矩及百分比(抗规方式)根据《高规》8.1.3-3条规定：抗震设计的框架-剪力墙结构，应根据在规定的水平力作用下结构底层框架部分承受的地震倾覆力矩与结构总地震倾覆力矩的比值，确定相应的设计方法，结构框架部分承受的地震倾覆力矩大于结构总地震倾覆力矩的50％但不大于80％时，按框架-剪力墙结构进行设计，其最大适用高度可比框架结构适当增加，框架部分的抗震等级和轴压比限值宜按框架结构的规定采用。表10-1X向静震工况下的倾覆力矩及百分比(单位kN.m)层号塔号框架柱短肢墙普通墙斜撑总弯矩101126.4(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)126.4102127.0(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)127.091578.1(53.9%)298.0(27.8%)195.6(18.3%)0.0(0.0%)1071.892579.1(53.9%)298.8(27.8%)196.2(18.3%)0.0(0.0%)1074.0811133.2(43.8%)724.5(28.0%)729.4(28.2%)0.0(0.0%)2587.1821134.4(43.8%)725.8(28.0%)729.9(28.2%)0.0(0.0%)2590.1711791.5(40.1%)1250.2(28.0%)1420.6(31.8%)0.0(0.0%)4462.3721792.7(40.1%)1252.0(28.0%)1420.6(31.8%)0.0(0.0%)4465.2612526.6(38.4%)1838.3(28.0%)2207.7(33.6%)0.0(0.0%)6572.6622527.6(38.4%)1840.4(28.0%)2207.5(33.6%)0.0(0.0%)6575.5513324.4(37.3%)2481.7(27.9%)3095.9(34.8%)0.0(0.0%)8902.0523325.0(37.3%)2484.0(27.9%)3095.3(34.8%)0.0(0.0%)8904.3414176.1(36.4%)3191.3(27.8%)4120.2(35.9%)0.0(0.0%)11487.6424176.2(36.4%)3193.8(27.8%)4118.6(35.8%)0.0(0.0%)11488.6315020.5(35.0%)3979.2(27.7%)5351.6(37.3%)0.0(0.0%)14351.3325020.1(35.0%)3981.8(27.7%)5349.8(37.3%)0.0(0.0%)14351.7215981.5(33.8%)4902.4(27.7%)6795.4(38.4%)0.0(0.0%)17679.3225978.7(33.8%)4909.5(27.8%)6797.8(38.4%)0.0(0.0%)17686.023258.2(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)258.21115131.2(32.4%)15353.6(32.9%)16179.9(34.7%)0.0(0.0%)46664.7根据《高规》8.1.3-3条规定：抗震设计的框架-剪力墙结构，应根据在规定的水平力作用下结构底层框架部分承受的地震倾覆力矩与结构总地震倾覆力矩的比值，确定相应的设计方法，结构框架部分承受的地震倾覆力矩大于结构总地震倾覆力矩的50％但不大于80％时，按框架-剪力墙结构进行设计，其最大适用高度可比框架结构适当增加，框架部分的抗震等级和轴压比限值宜按框架结构的规定采用。表10-2Y向静震工况下的倾覆力矩及百分比(单位kN.m)层号塔号框架柱短肢墙普通墙斜撑总弯矩101185.1(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)185.1102183.9(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)183.991604.1(62.8%)46.5(4.8%)311.3(32.4%)0.0(0.0%)961.892606.4(63.0%)46.9(4.9%)309.9(32.2%)0.0(0.0%)963.3811167.8(54.0%)156.5(7.2%)836.5(38.7%)0.0(0.0%)2160.7821176.3(54.1%)158.5(7.3%)840.5(38.6%)0.0(0.0%)2175.3711821.6(50.3%)270.5(7.5%)1526.9(42.2%)0.0(0.0%)3619.0721839.8(50.3%)274.7(7.5%)1544.0(42.2%)0.0(0.0%)3658.5612566.3(48.4%)402.4(7.6%)2337.4(44.1%)0.0(0.0%)5306.1622596.5(48.3%)409.3(7.6%)2370.7(44.1%)0.0(0.0%)5376.5513396.8(46.9%)547.7(7.6%)3294.1(45.5%)0.0(0.0%)7238.6523440.1(46.9%)557.3(7.6%)3343.8(45.5%)0.0(0.0%)7341.2414294.7(45.7%)703.6(7.5%)4398.1(46.8%)0.0(0.0%)9396.4424352.3(45.6%)716.2(7.5%)4465.8(46.8%)0.0(0.0%)9534.3315189.1(44.0%)878.5(7.5%)5722.3(48.5%)0.0(0.0%)11789.9325263.5(44.0%)894.3(7.5%)5812.6(48.6%)0.0(0.0%)11970.5216154.9(41.1%)1100.3(7.3%)7715.7(51.5%)0.0(0.0%)14970.8226238.7(41.0%)1121.0(7.4%)7848.6(51.6%)0.0(0.0%)15208.32397.8(100.0%)0.0(0.0%)0.0(0.0%)0.0(0.0%)97.81114960.0(37.8%)4029.7(10.2%)20546.8(52.0%)0.0(0.0%)39536.6图10-1X向静震下倾覆力矩简图(塔1)图10-2Y向静震下倾覆力矩简图(塔1)图10-3X向静震下倾覆力矩简图(塔2)图10-4Y向静震下倾覆力矩简图(塔2)图10-5X向静震下倾覆力矩简图(塔3)图10-6Y向静震下倾覆力矩简图(塔3)2.竖向构件地震剪力及百分比表10-3X向地震工况下的剪力及百分比(单位kN)层号塔号框架柱墙及支撑总剪力10142.1(100.0%)0.0(0.0%)42.110242.3(100.0%)0.0(0.0%)42.391148.2(45.7%)182.7(56.3%)324.592147.9(45.5%)183.8(56.5%)325.181184.3(35.4%)338.2(65.0%)520.182184.0(35.3%)338.9(65.1%)520.471219.0(34.1%)425.0(66.1%)642.672218.6(34.0%)425.6(66.2%)642.661244.7(33.9%)478.8(66.2%)722.862244.3(33.8%)479.3(66.3%)722.851266.0(33.4%)531.4(66.7%)797.152265.6(33.3%)531.6(66.7%)796.941284.6(32.2%)599.3(67.8%)883.642284.0(32.2%)599.5(67.9%)883.231282.1(29.0%)692.6(71.1%)974.432281.5(28.9%)693.2(71.2%)974.221311.6(28.7%)772.9(71.3%)1084.122310.5(28.6%)775.5(71.4%)1085.42353.8(100.0%)0.0(0.0%)53.811880.2(25.7%)2558.1(74.7%)3423.7表10-4Y向地震工况下的剪力及百分比(单位kN)层号塔号框架柱墙及支撑总剪力10161.7(100.0%)0.0(0.0%)61.710261.3(100.0%)0.0(0.0%)61.391147.0(49.7%)163.1(55.2%)295.792148.7(50.1%)162.6(54.8%)296.981192.2(42.8%)260.5(58.0%)448.982194.9(42.9%)262.8(57.9%)454.071225.2(41.4%)320.3(58.9%)543.772229.1(41.4%)325.7(58.9%)552.961257.4(41.0%)371.8(59.2%)628.162262.1(41.0%)378.5(59.2%)639.551287.6(40.1%)431.0(60.1%)717.452292.7(40.1%)437.9(60.0%)729.441310.4(38.9%)488.6(61.2%)797.842315.9(38.9%)496.3(61.2%)811.031307.9(35.3%)565.9(64.8%)873.232314.1(35.3%)575.5(64.7%)888.821327.2(31.6%)709.6(68.5%)1036.222329.9(31.3%)725.7(68.8%)1055.02320.4(100.0%)0.0(0.0%)20.411523.6(15.6%)2842.6(84.5%)3365.7图10-7X向地震下剪力简图(塔1)图10-8Y向地震下剪力简图(塔1)图10-9X向地震下剪力简图(塔2)图10-10Y向地震下剪力简图(塔2)图10-11X向地震下剪力简图(塔3)图10-12Y向地震下剪力简图(塔3)3.单塔多塔通用的框架0.2Vo(0.25Vo)调整系数根据《高规》8.1.4条规定：框架‐剪力墙结构各层框架所承担的地震剪力不应小于结构底部总剪力20%和框架部分地震剪力最大值的1.5倍二者较小值。结构各楼层的调整情况具体如下表所示：0.2Vo调整中Vo的系数:alpha=0.200.2Vo调整中Vmax的系数:beta=1.500.2Vo调整方式:alpha*Vo和beta*Vmax两者取小0.2Vo调整上限:KQ_L=2.000.2Vo调整分段数:VSEG=1第1段位置:1-10层符号说明:Vc_p：调整前的本层框架剪力Vc_f：调整后的本层框架剪力Coef1：用户定义的0.2Vo调整系数Coef2：本层柱的0.2Vo调整系数计算值C02v_c：本层柱的0.2Vo调整系数最终采用值(如果用户定义采用用户定义值)C02v_w：本层墙的剪力调整系数表10-5X向地震工况下的各层塔的框架剪力(kN)层号塔号Vc_palpha*Vobeta*VmaxVc_f10142.1684.71320.284.2510242.3684.71320.284.7091148.2684.71320.2296.4092147.9684.71320.2295.7781184.3684.71320.2368.5882184.0684.71320.2367.9171219.0684.71320.2437.9872218.6684.71320.2437.2561244.7684.71320.2489.4462244.3684.71320.2488.6251266.0684.71320.2532.0052265.6684.71320.2531.2041284.6684.71320.2569.1242284.0684.71320.2567.9531282.1684.71320.2564.2732281.5684.71320.2562.9621311.6684.71320.2623.3022310.5684.71320.2620.942353.8684.71320.2107.5811880.2684.71320.2880.16表10-6X向地震工况下的各层塔的框架剪力调整系数层号塔号Coef1Coef2C02v_cC02v_w3-101,22.002.001.0021-32.002.001.00111.001.001.00表10-7Y向地震工况下的各层塔的框架剪力(kN)层号塔号Vc_palpha*Vobeta*VmaxVc_f10161.7673.1785.3123.4210261.3673.1785.3122.6291147.0673.1785.3294.0492148.7673.1785.3297.3381192.2673.1785.3384.4282194.9673.1785.3389.7971225.2673.1785.3450.3372229.1673.1785.3458.1461257.4673.1785.3514.7462262.1673.1785.3524.1451287.6673.1785.3575.2352292.7673.1785.3585.4441310.4673.1785.3620.8242315.9673.1785.3631.7531307.9673.1785.3615.8332314.1673.1785.3628.2521327.2673.1785.3654.4022329.9673.1785.3659.722320.4673.1785.340.7411523.6673.1785.3785.34表10-8Y向地震工况下的各层塔的框架剪力调整系数层号塔号Coef1Coef2C02v_cC02v_w3-101,22.002.001.0021-32.002.001.00111.501.501.00图10-13最终采用0.2V0调整系数简图(塔1)图10-14最终采用0.2V0调整系数简图(塔2)图10-15最终采用0.2V0调整系数简图(塔3)十一.变形验算1.普通结构楼层位移指标统计根据《高规》3.7.3条规定：对于高度不大于150m的框剪结构，按弹性方法计算的风荷载或多遇地震标准值作用下的楼层层间最大水平位移与层高之比△u／h不宜大于1/800，对于高度不小于250m的高层建筑，其楼层层间最大位移与层高之比△u／h不宜大于1/500，结构设定的限值为1/800，结构所有工况下最大层间位移角均满足规范要求。《抗规》3.4.3-1条对于扭转不规则的定义为：在规定的水平力作用下，楼层的最大弹性水平位移(或层间位移)，大于该楼层两端弹性水平位移(或层间位移)平均值的1.2倍。根据《高规》3.4.5条规定：结构在考虑偶然偏心影响的规定水平地震力作用下，楼层竖向构件最大的水平位移和层间位移，A级高度高层建筑不宜大于该楼层平均值的1.2倍，不应大于该楼层平均值的1.5倍；B级高度高层建筑、超过A级高度的混合结构及复杂高层建筑不宜大于该楼层平均值的1.2倍，不应大于该楼层平均值的1.4倍。结构设定的判断扭转不规则的位移比为1.20，位移比的限值为1.50，结构不属于扭转不规则。所有工况下位移比、层间位移比均满足规范要求。表中位移的单位为(mm)表11-1X向正偏心静震(规定水平力)工况的位移层号塔号位移比层间位移比101,21.051.147-91,21.141.155,61,21.131.1541,21.121.1531,21.111.1421,21.081.11231.061.07111.001.00本工况下全楼最大位移比=1.14（发生在9层1塔）本工况下全楼最大层间位移比=1.15（发生在5层1塔）表11-2X向负偏心静震(规定水平力)工况的位移层号塔号位移比层间位移比101,21.061.29911.111.09921.111.10811.111.10821.111.116,71,21.111.11511.111.11521.111.1241,21.111.12311.111.12321.111.13211.101.13221.101.14231.071.08111.001.00本工况下全楼最大位移比=1.11（发生在5层2塔）本工况下全楼最大层间位移比=1.29（发生在10层2塔）表11-3Y向正偏心静震(规定水平力)工况的位移层号塔号位移比层间位移比101,21.041.1491,21.091.0781,21.091.0871,21.091.09611.101.09621.091.09511.101.10521.091.09411.101.10421.091.1031,21.091.10211.081.10221.081.09231.011.03111.001.00本工况下全楼最大位移比=1.10（发生在5层1塔）本工况下全楼最大层间位移比=1.14（发生在10层1塔）表11-4Y向负偏心静震(规定水平力)工况的位移层号塔号位移比层间位移比101,21.021.0891,21.131.1381,21.131.14711.131.14721.131.1561,21.131.1551,21.121.15411.111.15421.121.1531,21.101.1421,21.071.12231.021.01111.001.00本工况下全楼最大位移比=1.13（发生在8层2塔）本工况下全楼最大层间位移比=1.15（发生在5层2塔）表11-5X向地震工况的位移层号塔号最大位移最大层间位移角1015.091/56941025.101/5681915.231/6627925.231/6636814.821/5465824.821/5471714.341/4707724.331/4710613.751/4248623.751/4255513.091/3971523.091/3979412.371/3849422.371/3855311.611/4014321.601/4021210.871/5496220.871/5505232.331/2012110.441/9999本工况下全楼最大楼层位移=5.23（发生在9层1塔）本工况下全楼最大层间位移角=1/2012（发生在2层3塔）表11-6Y向地震工况的位移层号塔号最大位移最大层间位移角1015.361/43341025.511/4382915.141/6338925.301/6198814.721/5576824.871/5442714.241/4916724.381/4786613.681/4440623.801/4316513.041/4117523.141/4001412.331/3982422.411/3869311.601/4149321.661/4025210.891/5419220.931/5229230.921/5249110.391/9999本工况下全楼最大楼层位移=5.51（发生在10层2塔）本工况下全楼最大层间位移角=1/3869（发生在4层2塔）表11-7X向风荷载工况的位移层号塔号最大位移最大层间位移角1012.321/76801022.331/768191,21.981/999981,21.831/999971,21.