人防工程计算书

'人防工程计算书工程项目：大学城U8-8-1/03项目二期子项名称：防空地下室工程专业：结构设计号：HYCQ-R12-A19设计阶段：施工图设计计算人：校核人：审定人：华优建筑设计院2016年03月171 目录〈一〉设计依据〈二〉工程概况〈三〉荷载计算〈四〉构件内力分析及配筋计算〈五〉基础计算〈六〉外墙计算〈七〉临空墙计算〈八〉门框墙计算〈九〉楼梯计算〈十〉计算总信息<一>、设计依据1、《建筑结构荷载规范》GB50009-20122、《混凝土结构设计规范》GB50010-20103、《建筑抗震设计规范》GB50011-20104、《人民防空地下室设计规范》GB50038-20055、《地下工程防水技术规范》GB50108-20086、《人民防空工程防护功能平战转换设计标准》RFJ1-987、中兵勘察设计研究院编制的《U8-8-1/03项目地质勘察报告》(一次性详勘)，《U8-8-1/03项目地质勘察报告》（补充勘察）8、平时设计院（以下简称合作方）：重庆市设计院9、计算软件:PKPM2010_V2.2,理正工具箱7.0版10、其它有关现行规范、规程<二>、工程概况本项目位于重庆市沙坪坝区大学城U8-8-1/03地块，；本项目为附建式人防地下室。位于地下1层。地上部分详合作方结施图；防护类别：甲类；结构形式：地上部分商业为框架结构，住宅为剪力墙结构，；建筑场地类别：Ⅱ类；抗震设防烈度为6度，设计基本地震加速度为0.05g，设计地震分组为第一组，设计特征周期0.35s。<三>、荷载计算（地下室）一、顶板面荷载1、顶板等效静载标准值：根据“人规”4.8.2条得等效静载防空地下室顶板：qe1=130（室外）/110kN/m2（室内，考虑上部建筑影响)；171 2、顶板平时恒载标准值、活荷载标准值：（由合作方提供）详大计算书二、外墙荷载外墙的等效静载标准值：根据“人规”第4.8.3条表4.8.3-1得qe2=50kN/m2三、临空墙的等效静载：根据“人规”第4.7.6条、第4.7.7条、第7.7.8条得临空墙室外竖井，室外楼梯出入口临空墙等效静荷载标准值：ql1=270kN/m2；临空墙考虑上部建筑的室内出入口临空墙等效静荷载标准值：ql2=210kN/m2四、隔墙的等效静载：核5级与普通地下室间隔墙等效静荷载标准值：ql3=180KN/m2；核5级与核5级间单元隔墙等效静荷载标准值：ql4=100KN/m2。五、门框墙的等效静载：临空墙室外竖井，室外楼梯出入口门框墙等效静荷载标准值：ql1=400kN/m2；临空墙考虑上部建筑的室内出入口门框墙等效静荷载标准值：ql2=380kN/m2核5级与普通地下室间门框墙等效静荷载标准值：ql3=320KN/m2；核5级与核5级间单元门框墙等效静荷载标准值：ql4=100KN/m2。<四>、构件内力分析及配筋计算计算程序---结构整体分析采用PKPMV2.2计算。材料：钢筋---HPB300、HRB335、HRB400混凝土---顶板：C40框架梁：C40人防外墙：C40人防墙：C40（一）、框架、顶板验算1）、框架验算：根据战时验算结果绘制成地下室顶梁配筋图。2）、顶板验算：根据战时验算结果绘制成人防地下室顶板配筋图。3）、有关电算文件——详见附图三<五>、基础计算除条基和地梁外，其余详见附图一、二TJ1扩展条形基础设计(KTJ-1)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑地基基础设计规范》(GB50007-2011),本文简称《地基规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1.设计资料：(1)已知条件：a.控制信息：墙数：单墙墙宽：300mm墙轴线左边宽度：150mm输入荷载类型：设计值转换系数：1.35墙竖向力：1000.00kN/m墙弯矩：30.00kN.m/mb.设计信息：基础类型：阶型一阶混凝土等级：C40受力筋级别：HRB400纵筋保护层厚度：40第一阶尺寸：总宽度：700mm高度：800mm轴线左边宽度：350mm轴线右边宽度：350mm砖脚宽度：60mm砖脚高度：120mm垫层挑出宽度：100mm垫层厚度：100mmc.地基信息：基础埋置深度：1.000m地坪高差：0.450m修正后的地基承载力特征值：2029.00kPa(2)计算内容：1.地基承载力验算。2.基础冲切承载力验算。3.基础抗剪承载力验算。4.基础抗弯承载力计算。2.反力计算：说明：弯矩以绕基础中心，瞬时针方向为正，逆时针方向为负荷载偏心在基础中心线右侧为正，反之为负171 基底面积：A=b×L=0.70×1.00=0.70m2平均埋深：H=1.000-0.450/2=0.775m(1)荷载标准值时基底全反力－用于验算地基承载力　　Fk=740.74kN　　Gk=γAH=20.00×0.70×0.775=10.85kN墙上的轴力对基底中心的偏心距e1=0.000m按《地基规范》公式5.2.2-1得：　　pk=(Fk+Gk)/A=(740.74+10.85)/0.70=1073.70kPa　　基底偏心距ek=Mk/(Fk+Gk)=22.22/(740.74+10.85)=0.030m　　ek、外墙计算地下室外墙计算(康田1-1、7-7)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》　　《人民防空地下室设计规范》(GB50038-2005),本文简称《人防规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1基本资料1.1几何信息地下室层数1地下室顶标高(m)0.000墙宽L(m)1.000外地坪标高(m)1.200层高表层层高(m)外墙厚(mm)-1层4.000300板边支撑条件表板边顶边底边侧边支承方式简支固定自由171 1.2荷载信息土压力计算方法静止土压力静止土压力系数0.500水土侧压计算水土分算地下水压是否调整ㄨ地下水埋深(m)8.000土天然容重(kN/m3)18.00土饱和容重(kN/m3)20.00上部恒载-平时(kN/m)20.00上部活载-平时(kN/m)20.00上部恒载-战时(kN/m)20.00地面活载-平时(kPa)20.00人防等效静荷载(kPa)位置等效静荷载位置等效静荷载位置等效静荷载-1层50.0001.3配筋信息砼强度等级C40配筋调整系数1.0钢筋级别HRB400竖向配筋方法纯弯压弯取大外纵筋保护层(mm)40竖向配筋方式对称内纵筋保护层(mm)20裂缝限值(mm)0.30泊松比0.20裂缝控制配筋√考虑p-δ效应ㄨ1.4计算选项信息竖向弯矩计算方法连续梁板计算类型·平时组合弹性板板计算类型·战时组合塑性板支座弯矩调幅幅度(%)0.0塑性板β1.8蒸气养护或掺早强剂√活载准永久值系数0.50水压准永久值系数0.50活载调整系数1.002计算（1）荷载计算（2）内力计算（3）配筋计算（4）裂缝验算荷载说明：永久荷载：土压力荷载，上部恒载-平时，上部恒载-战时可变荷载：地下水压力，地面活载，上部活载-平时，人防荷载平时组合：平时荷载基本组合战时组合：战时荷载基本组合准永久组合：平时荷载准永久组合(用于裂缝计算)2.1荷载计算2.1.1墙上竖向压力平时组合（kN/m）：1.200×20.000+1.400×20.000=52.000战时组合（kN/m）：1.200×20.000=24.000准永久组合（kN/m）：20.000+0.500×20.000=30.0002.1.2侧压荷载计算(1)土压力标准值(kPa)水土分算，土侧压按静止土压力计算，静止土压力系数k=0.500地下室顶面，标高0.000,总埋深1.200，全位于地下水位以上土压力起算位置，标高1.200171 -1层底，标高-4.000，总埋深5.200，全位于地下水位以上式中：p--------土压力(kN/m2)pw--------水压力(kN/m2)k--------土压力系数r--------土的天然容重(kN/m3)rsat--------土的饱和容重(kN/m3)rw--------水的重度(kN/m3)h1--------地下水位以上的土层厚度(m)h2--------地下水位以下的土层厚度(m)(2)地面上活载等效土压力（标准值，kPa）：p=kGk=0.500×20.000=10.000(3)荷载组合系数表组合人防荷载土压力水压力平时地面活载上部恒载上部活载平时组合---1.201.401.401.201.40战时组合1.001.201.40---1.20---(4)侧压力荷载组合计算(kPa)：位置标高土压力水压力地面活载等效平时组合准永久组合人防荷载战时组合-1层顶0.0010.800.0010.0026.9615.8050.0062.96-1层底-4.0046.800.0010.0070.1651.8050.00106.16(5)侧压荷载分解结果表(kPa):平时组合准永久组合战时组合地下室层号均布荷载三角荷载均布荷载三角荷载均布荷载三角荷载-126.96043.20015.80036.00062.96043.200注：表中所列三角荷载值是对应于各层底的荷载值(最大)2.2内力计算按连续梁计算竖向弯矩按连续梁模型计算，水平向弯矩仍按板块模型计算调幅前(kN.m/m)层部位平时组合准永久组合战时组合水平向-1层左边0.000.000.00跨中0.000.000.00右边0.000.000.00竖向-1层顶边0.000.000.00跨中50.4734.6290.84底边-100.00-70.00-172.00结果不进行调幅平时组合弯矩图战时组合弯矩图准永久组合弯矩图2.3配筋及配筋成果表2.3.1配筋说明:(1)配筋方法水平按纯弯配筋，竖向取压弯与纯弯配筋的大值(2)单位说明:以下各表格中单位除说明外，配筋面积单位:mm2/m，裂缝宽度单位:mm，弯矩单位kN.m/m，轴力单位kN/m，配筋率:%2.3.2平时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----6410.21左边-外侧0.00-----6000.20跨中-内侧0.00-----6410.21跨中-外侧0.00-----6000.20右边-内侧0.00-----6410.21右边-外侧0.00-----6000.20竖向顶边-内侧0.0052.06410.21顶边-外侧0.0052.06000.20跨中-内侧50.4752.06430.21跨中-外侧50.4752.06430.21底边-内侧-100.0052.013310.44底边-外侧-100.0052.013310.442.3.3战时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%171 -1层水平向左边-内侧0.00-----9000.30左边-外侧0.00-----9000.30跨中-内侧0.00-----9000.30跨中-外侧0.00-----9000.30右边-内侧0.00-----9000.30右边-外侧0.00-----9000.30竖向顶边-内侧0.0024.09000.30顶边-外侧0.0024.09000.30跨中-内侧90.8424.010290.34跨中-外侧90.8424.010290.34底边-内侧-172.0024.019690.66底边-外侧-172.0024.019690.662.3.4控制情况计算配筋表层部位计算As选筋实配As实配筋率控制组合-1层水平向左边-内侧900E14@1709060.30战时组合左边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合右边-内侧900E14@1709060.30战时组合右边-外侧900E14@1709060.30战时组合竖向顶边-内侧900E14@1709060.30战时组合顶边-外侧900E14@1709060.30战时组合跨中-内侧1029E14@14011000.37战时组合跨中-外侧1029E14@14011000.37战时组合底边-内侧1969E16@10020110.67战时组合底边-外侧1969E16@10020110.67战时组合注：表中"计算As"取平时组合与战时组合计算配筋的较大值2.4裂缝验算按实际配筋，及相应于准永久组合的弹性内力进行计算裂缝宽度限值:0.300mm层部位MqNq选筋实配As裂缝(mm)结论-1层水平向左边-内侧0.0-----E14@1709060.000满足左边-外侧0.0-----E14@1709060.000满足跨中-内侧0.0-----E14@1709060.000满足跨中-外侧0.0-----E14@1709060.000满足右边-内侧0.0-----E14@1709060.000满足右边-外侧0.0-----E14@1709060.000满足竖向顶边-内侧0.030.0E14@1709060.000满足顶边-外侧0.030.0E14@1709060.000满足跨中-内侧34.630.0E14@14011000.035满足跨中-外侧34.630.0E14@14011000.000满足底边-内侧-70.030.0E16@10020110.000满足底边-外侧-70.030.0E16@10020110.084满足最大裂缝宽度:0.084<=0.300，满足要求。2.5实际配筋表层部位选筋实配面积配筋率配筋控制-1层水平向左边-内侧E14@1709060.30战时组合左边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合右边-内侧E14@1709060.30战时组合右边-外侧E14@1709060.30战时组合竖向顶边-内侧E14@1709060.30战时组合顶边-外侧E14@1709060.30战时组合跨中-内侧E14@14011000.37战时组合跨中-外侧E14@14011000.37战时组合底边-内侧E16@10020110.67战时组合底边-外侧E16@10020110.67战时组合实际配筋简图-----------------------------------------------------------------------【理正结构设计工具箱软件7.0】计算日期:2016-03-2023:24:54-----------------------------------------------------------------------地下室外墙计算(康田6-6)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》　　《人民防空地下室设计规范》(GB50038-2005),本文简称《人防规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------171 1基本资料1.1几何信息地下室层数1地下室顶标高(m)0.000墙宽L(m)1.000外地坪标高(m)1.200层高表层层高(m)外墙厚(mm)-1层3.600300板边支撑条件表板边顶边底边侧边支承方式简支固定自由1.2荷载信息土压力计算方法静止土压力静止土压力系数0.500水土侧压计算水土分算地下水压是否调整ㄨ地下水埋深(m)8.000土天然容重(kN/m3)18.00土饱和容重(kN/m3)20.00上部恒载-平时(kN/m)20.00上部活载-平时(kN/m)20.00上部恒载-战时(kN/m)20.00地面活载-平时(kPa)20.00人防等效静荷载(kPa)位置等效静荷载位置等效静荷载位置等效静荷载-1层50.0001.3配筋信息砼强度等级C40配筋调整系数1.0钢筋级别HRB400竖向配筋方法纯弯压弯取大外纵筋保护层(mm)40竖向配筋方式对称内纵筋保护层(mm)20裂缝限值(mm)0.30泊松比0.20裂缝控制配筋√考虑p-δ效应ㄨ1.4计算选项信息竖向弯矩计算方法连续梁板计算类型·平时组合弹性板板计算类型·战时组合塑性板支座弯矩调幅幅度(%)0.0塑性板β1.8蒸气养护或掺早强剂√活载准永久值系数0.50水压准永久值系数0.50活载调整系数1.002计算（1）荷载计算（2）内力计算（3）配筋计算（4）裂缝验算荷载说明：永久荷载：土压力荷载，上部恒载-平时，上部恒载-战时可变荷载：地下水压力，地面活载，上部活载-平时，人防荷载平时组合：平时荷载基本组合战时组合：战时荷载基本组合准永久组合：平时荷载准永久组合(用于裂缝计算)2.1荷载计算2.1.1墙上竖向压力171 平时组合（kN/m）：1.200×20.000+1.400×20.000=52.000战时组合（kN/m）：1.200×20.000=24.000准永久组合（kN/m）：20.000+0.500×20.000=30.0002.1.2侧压荷载计算(1)土压力标准值(kPa)水土分算，土侧压按静止土压力计算，静止土压力系数k=0.500地下室顶面，标高0.000,总埋深1.200，全位于地下水位以上土压力起算位置，标高1.200-1层底，标高-3.600，总埋深4.800，全位于地下水位以上式中：p--------土压力(kN/m2)pw--------水压力(kN/m2)k--------土压力系数r--------土的天然容重(kN/m3)rsat--------土的饱和容重(kN/m3)rw--------水的重度(kN/m3)h1--------地下水位以上的土层厚度(m)h2--------地下水位以下的土层厚度(m)(2)地面上活载等效土压力（标准值，kPa）：p=kGk=0.500×20.000=10.000(3)荷载组合系数表组合人防荷载土压力水压力平时地面活载上部恒载上部活载平时组合---1.201.401.401.201.40战时组合1.001.201.40---1.20---(4)侧压力荷载组合计算(kPa)：位置标高土压力水压力地面活载等效平时组合准永久组合人防荷载战时组合-1层顶0.0010.800.0010.0026.9615.8050.0062.96-1层底-3.6043.200.0010.0065.8448.2050.00101.84(5)侧压荷载分解结果表(kPa):平时组合准永久组合战时组合地下室层号均布荷载三角荷载均布荷载三角荷载均布荷载三角荷载-126.96038.88015.80032.40062.96038.880注：表中所列三角荷载值是对应于各层底的荷载值(最大)2.2内力计算按连续梁计算竖向弯矩按连续梁模型计算，水平向弯矩仍按板块模型计算调幅前(kN.m/m)层部位平时组合准永久组合战时组合水平向-1层左边0.000.000.00跨中0.000.000.00右边0.000.000.00竖向-1层顶边0.000.000.00跨中39.2426.6771.95底边-77.27-53.59-135.59结果不进行调幅平时组合弯矩图战时组合弯矩图准永久组合弯矩图2.3配筋及配筋成果表2.3.1配筋说明:(1)配筋方法水平按纯弯配筋，竖向取压弯与纯弯配筋的大值(2)单位说明:以下各表格中单位除说明外，配筋面积单位:mm2/m，裂缝宽度单位:mm，弯矩单位kN.m/m，轴力单位kN/m，配筋率:%2.3.2平时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----6410.21左边-外侧0.00-----6000.20跨中-内侧0.00-----6410.21跨中-外侧0.00-----6000.20171 右边-内侧0.00-----6410.21右边-外侧0.00-----6000.20竖向顶边-内侧0.0052.06410.21顶边-外侧0.0052.06000.20跨中-内侧39.2452.06410.21跨中-外侧39.2452.06000.20底边-内侧-77.2752.010150.34底边-外侧-77.2752.010150.342.3.3战时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----9000.30左边-外侧0.00-----9000.30跨中-内侧0.00-----9000.30跨中-外侧0.00-----9000.30右边-内侧0.00-----9000.30右边-外侧0.00-----9000.30竖向顶边-内侧0.0024.09000.30顶边-外侧0.0024.09000.30跨中-内侧71.9524.09000.30跨中-外侧71.9524.09000.30底边-内侧-135.5924.015470.52底边-外侧-135.5924.015470.522.3.4控制情况计算配筋表层部位计算As选筋实配As实配筋率控制组合-1层水平向左边-内侧900E14@1709060.30战时组合左边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合右边-内侧900E14@1709060.30战时组合右边-外侧900E14@1709060.30战时组合竖向顶边-内侧900E14@1709060.30战时组合顶边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合底边-内侧1547E16@12016760.56战时组合底边-外侧1547E16@12016760.56战时组合注：表中"计算As"取平时组合与战时组合计算配筋的较大值2.4裂缝验算按实际配筋，及相应于准永久组合的弹性内力进行计算裂缝宽度限值:0.300mm层部位MqNq选筋实配As裂缝(mm)结论-1层水平向左边-内侧0.0-----E14@1709060.000满足左边-外侧0.0-----E14@1709060.000满足跨中-内侧0.0-----E14@1709060.000满足跨中-外侧0.0-----E14@1709060.000满足右边-内侧0.0-----E14@1709060.000满足右边-外侧0.0-----E14@1709060.000满足竖向顶边-内侧0.030.0E14@1709060.000满足顶边-外侧0.030.0E14@1709060.000满足跨中-内侧26.730.0E14@1709060.032满足跨中-外侧26.730.0E14@1709060.000满足底边-内侧-53.630.0E16@12016760.000满足底边-外侧-53.630.0E16@12016760.050满足最大裂缝宽度:0.050<=0.300，满足要求。2.5实际配筋表层部位选筋实配面积配筋率配筋控制-1层水平向左边-内侧E14@1709060.30战时组合左边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合右边-内侧E14@1709060.30战时组合右边-外侧E14@1709060.30战时组合竖向顶边-内侧E14@1709060.30战时组合顶边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合底边-内侧E16@12016760.56战时组合底边-外侧E16@12016760.56战时组合实际配筋简图-----------------------------------------------------------------------171 【理正结构设计工具箱软件7.0】计算日期:2016-03-2023:33:26-----------------------------------------------------------------------地下室外墙计算(康田5-5)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》　　《人民防空地下室设计规范》(GB50038-2005),本文简称《人防规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1基本资料1.1几何信息地下室层数1地下室顶标高(m)0.000墙宽L(m)1.000外地坪标高(m)1.200层高表层层高(m)外墙厚(mm)-1层4.300300板边支撑条件表板边顶边底边侧边支承方式简支固定自由1.2荷载信息土压力计算方法静止土压力静止土压力系数0.500水土侧压计算水土分算地下水压是否调整ㄨ地下水埋深(m)8.000土天然容重(kN/m3)18.00土饱和容重(kN/m3)20.00上部恒载-平时(kN/m)20.00上部活载-平时(kN/m)20.00上部恒载-战时(kN/m)20.00地面活载-平时(kPa)20.00人防等效静荷载(kPa)位置等效静荷载位置等效静荷载位置等效静荷载-1层50.0001.3配筋信息砼强度等级C40配筋调整系数1.0钢筋级别HRB400竖向配筋方法纯弯压弯取大外纵筋保护层(mm)40竖向配筋方式对称171 内纵筋保护层(mm)20裂缝限值(mm)0.30泊松比0.20裂缝控制配筋√考虑p-δ效应ㄨ1.4计算选项信息竖向弯矩计算方法连续梁板计算类型·平时组合弹性板板计算类型·战时组合塑性板支座弯矩调幅幅度(%)0.0塑性板β1.8蒸气养护或掺早强剂√活载准永久值系数0.50水压准永久值系数0.50活载调整系数1.002计算（1）荷载计算（2）内力计算（3）配筋计算（4）裂缝验算荷载说明：永久荷载：土压力荷载，上部恒载-平时，上部恒载-战时可变荷载：地下水压力，地面活载，上部活载-平时，人防荷载平时组合：平时荷载基本组合战时组合：战时荷载基本组合准永久组合：平时荷载准永久组合(用于裂缝计算)2.1荷载计算2.1.1墙上竖向压力平时组合（kN/m）：1.200×20.000+1.400×20.000=52.000战时组合（kN/m）：1.200×20.000=24.000准永久组合（kN/m）：20.000+0.500×20.000=30.0002.1.2侧压荷载计算(1)土压力标准值(kPa)水土分算，土侧压按静止土压力计算，静止土压力系数k=0.500地下室顶面，标高0.000,总埋深1.200，全位于地下水位以上土压力起算位置，标高1.200-1层底，标高-4.300，总埋深5.500，全位于地下水位以上式中：p--------土压力(kN/m2)pw--------水压力(kN/m2)k--------土压力系数r--------土的天然容重(kN/m3)rsat--------土的饱和容重(kN/m3)rw--------水的重度(kN/m3)h1--------地下水位以上的土层厚度(m)h2--------地下水位以下的土层厚度(m)(2)地面上活载等效土压力（标准值，kPa）：p=kGk=0.500×20.000=10.000(3)荷载组合系数表组合人防荷载土压力水压力平时地面活载上部恒载上部活载平时组合---1.201.401.401.201.40战时组合1.001.201.40---1.20---(4)侧压力荷载组合计算(kPa)：位置标高土压力水压力地面活载等效平时组合准永久组合人防荷载战时组合-1层顶0.0010.800.0010.0026.9615.8050.0062.96-1层底-4.3049.500.0010.0073.4054.5050.00109.40(5)侧压荷载分解结果表(kPa):平时组合准永久组合战时组合地下室层号均布荷载三角荷载均布荷载三角荷载均布荷载三角荷载-126.96046.44015.80038.70062.96046.440注：表中所列三角荷载值是对应于各层底的荷载值(最大)2.2内力计算按连续梁计算竖向弯矩按连续梁模型计算，水平向弯矩仍按板块模型计算调幅前(kN.m/m)层部位平时组合准永久组合战时组合水平向171 -1层左边0.000.000.00跨中0.000.000.00右边0.000.000.00竖向-1层顶边0.000.000.00跨中60.0941.48106.72底边-119.56-84.22-202.76结果不进行调幅平时组合弯矩图战时组合弯矩图准永久组合弯矩图2.3配筋及配筋成果表2.3.1配筋说明:(1)配筋方法水平按纯弯配筋，竖向取压弯与纯弯配筋的大值(2)单位说明:以下各表格中单位除说明外，配筋面积单位:mm2/m，裂缝宽度单位:mm，弯矩单位kN.m/m，轴力单位kN/m，配筋率:%2.3.2平时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----6410.21左边-外侧0.00-----6000.20跨中-内侧0.00-----6410.21跨中-外侧0.00-----6000.20右边-内侧0.00-----6410.21右边-外侧0.00-----6000.20竖向顶边-内侧0.0052.06410.21顶边-外侧0.0052.06000.20跨中-内侧60.0952.07770.26跨中-外侧60.0952.07770.26底边-内侧-119.5652.016030.53底边-外侧-119.5652.016030.532.3.3战时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----9000.30左边-外侧0.00-----9000.30跨中-内侧0.00-----9000.30跨中-外侧0.00-----9000.30右边-内侧0.00-----9000.30右边-外侧0.00-----9000.30竖向顶边-内侧0.0024.09000.30顶边-外侧0.0024.09000.30跨中-内侧106.7224.012130.40跨中-外侧106.7224.012130.40底边-内侧-202.7624.023250.77底边-外侧-202.7624.023250.772.3.4控制情况计算配筋表层部位计算As选筋实配As实配筋率控制组合-1层水平向左边-内侧900E14@1709060.30战时组合左边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合右边-内侧900E14@1709060.30战时组合右边-外侧900E14@1709060.30战时组合竖向顶边-内侧900E14@1709060.30战时组合顶边-外侧900E14@1709060.30战时组合跨中-内侧1213E14@12012830.43战时组合跨中-外侧1213E14@12012830.43战时组合底边-内侧2325E18@10025450.85战时组合底边-外侧2325E18@10025450.85战时组合注：表中"计算As"取平时组合与战时组合计算配筋的较大值2.4裂缝验算按实际配筋，及相应于准永久组合的弹性内力进行计算裂缝宽度限值:0.300mm层部位MqNq选筋实配As裂缝(mm)结论-1层水平向左边-内侧0.0-----E14@1709060.000满足左边-外侧0.0-----E14@1709060.000满足跨中-内侧0.0-----E14@1709060.000满足跨中-外侧0.0-----E14@1709060.000满足右边-内侧0.0-----E14@1709060.000满足171 右边-外侧0.0-----E14@1709060.000满足竖向顶边-内侧0.030.0E14@1709060.000满足顶边-外侧0.030.0E14@1709060.000满足跨中-内侧41.530.0E14@12012830.037满足跨中-外侧41.530.0E14@12012830.000满足底边-内侧-84.230.0E18@10025450.000满足底边-外侧-84.230.0E18@10025450.107满足最大裂缝宽度:0.107<=0.300，满足要求。2.5实际配筋表层部位选筋实配面积配筋率配筋控制-1层水平向左边-内侧E14@1709060.30战时组合左边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合右边-内侧E14@1709060.30战时组合右边-外侧E14@1709060.30战时组合竖向顶边-内侧E14@1709060.30战时组合顶边-外侧E14@1709060.30战时组合跨中-内侧E14@12012830.43战时组合跨中-外侧E14@12012830.43战时组合底边-内侧E18@10025450.85战时组合底边-外侧E18@10025450.85战时组合实际配筋简图-----------------------------------------------------------------------【理正结构设计工具箱软件7.0】计算日期:2016-03-2023:35:07-----------------------------------------------------------------------地下室外墙计算(康田2-2、4-4)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》　　《人民防空地下室设计规范》(GB50038-2005),本文简称《人防规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1基本资料1.1几何信息地下室层数1地下室顶标高(m)0.000墙宽L(m)1.000外地坪标高(m)1.200层高表层层高(m)外墙厚(mm)-1层4.700300板边支撑条件表板边顶边底边侧边支承方式简支固定自由1.2荷载信息土压力计算方法静止土压力静止土压力系数0.500水土侧压计算水土分算地下水压是否调整ㄨ171 地下水埋深(m)8.000土天然容重(kN/m3)18.00土饱和容重(kN/m3)20.00上部恒载-平时(kN/m)20.00上部活载-平时(kN/m)20.00上部恒载-战时(kN/m)20.00地面活载-平时(kPa)20.00人防等效静荷载(kPa)位置等效静荷载位置等效静荷载位置等效静荷载-1层50.0001.3配筋信息砼强度等级C40配筋调整系数1.0钢筋级别HRB400竖向配筋方法纯弯压弯取大外纵筋保护层(mm)40竖向配筋方式对称内纵筋保护层(mm)20裂缝限值(mm)0.30泊松比0.20裂缝控制配筋√考虑p-δ效应ㄨ1.4计算选项信息竖向弯矩计算方法连续梁板计算类型·平时组合弹性板板计算类型·战时组合塑性板支座弯矩调幅幅度(%)0.0塑性板β1.8蒸气养护或掺早强剂√活载准永久值系数0.50水压准永久值系数0.50活载调整系数1.002计算（1）荷载计算（2）内力计算（3）配筋计算（4）裂缝验算荷载说明：永久荷载：土压力荷载，上部恒载-平时，上部恒载-战时可变荷载：地下水压力，地面活载，上部活载-平时，人防荷载平时组合：平时荷载基本组合战时组合：战时荷载基本组合准永久组合：平时荷载准永久组合(用于裂缝计算)2.1荷载计算2.1.1墙上竖向压力平时组合（kN/m）：1.200×20.000+1.400×20.000=52.000战时组合（kN/m）：1.200×20.000=24.000准永久组合（kN/m）：20.000+0.500×20.000=30.0002.1.2侧压荷载计算(1)土压力标准值(kPa)水土分算，土侧压按静止土压力计算，静止土压力系数k=0.500地下室顶面，标高0.000,总埋深1.200，全位于地下水位以上土压力起算位置，标高1.200-1层底，标高-4.700，总埋深5.900，全位于地下水位以上式中：p--------土压力(kN/m2)pw--------水压力(kN/m2)k--------土压力系数r--------土的天然容重(kN/m3)rsat--------土的饱和容重(kN/m3)rw--------水的重度(kN/m3)h1--------地下水位以上的土层厚度(m)h2--------地下水位以下的土层厚度(m)(2)地面上活载等效土压力（标准值，kPa）：p=kGk=0.500×20.000=10.000(3)荷载组合系数表组合人防荷载土压力水压力平时地面活载上部恒载上部活载平时组合---1.201.401.401.201.40战时组合1.001.201.40---1.20---(4)侧压力荷载组合计算(kPa)：位置标高土压力水压力地面活载等效平时组合准永久组合人防荷载战时组合-1层顶0.0010.800.0010.0026.9615.8050.0062.96-1层底-4.7053.100.0010.0077.7258.1050.00113.72171 (5)侧压荷载分解结果表(kPa):平时组合准永久组合战时组合地下室层号均布荷载三角荷载均布荷载三角荷载均布荷载三角荷载-126.96050.76015.80042.30062.96050.760注：表中所列三角荷载值是对应于各层底的荷载值(最大)2.2内力计算按连续梁计算竖向弯矩按连续梁模型计算，水平向弯矩仍按板块模型计算调幅前(kN.m/m)层部位平时组合准永久组合战时组合水平向-1层左边0.000.000.00跨中0.000.000.00右边0.000.000.00竖向-1层顶边0.000.000.00跨中74.6051.90130.28底边-149.20-105.92-248.60结果不进行调幅平时组合弯矩图战时组合弯矩图准永久组合弯矩图2.3配筋及配筋成果表2.3.1配筋说明:(1)配筋方法水平按纯弯配筋，竖向取压弯与纯弯配筋的大值(2)单位说明:以下各表格中单位除说明外，配筋面积单位:mm2/m，裂缝宽度单位:mm，弯矩单位kN.m/m，轴力单位kN/m，配筋率:%2.3.2平时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----6410.21左边-外侧0.00-----6000.20跨中-内侧0.00-----6410.21跨中-外侧0.00-----6000.20右边-内侧0.00-----6410.21右边-外侧0.00-----6000.20竖向顶边-内侧0.0052.06410.21顶边-外侧0.0052.06000.20跨中-内侧74.6052.09780.33跨中-外侧74.6052.09780.33底边-内侧-149.2052.020140.67底边-外侧-149.2052.020140.672.3.3战时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----9000.30左边-外侧0.00-----9000.30跨中-内侧0.00-----9000.30跨中-外侧0.00-----9000.30右边-内侧0.00-----9000.30右边-外侧0.00-----9000.30竖向顶边-内侧0.0024.09000.30顶边-外侧0.0024.09000.30跨中-内侧130.2824.014860.50跨中-外侧130.2824.014860.50底边-内侧-248.6024.028550.95底边-外侧-248.6024.028550.952.3.4控制情况计算配筋表层部位计算As选筋实配As实配筋率控制组合-1层水平向左边-内侧900E14@1709060.30战时组合左边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合右边-内侧900E14@1709060.30战时组合右边-外侧900E14@1709060.30战时组合竖向顶边-内侧900E14@1709060.30战时组合顶边-外侧900E14@1709060.30战时组合跨中-内侧1486E14@10015390.51战时组合跨中-外侧1486E14@10015390.51战时组合171 底边-内侧2855E20@11028560.95战时组合底边-外侧2855E20@11028560.95战时组合注：表中"计算As"取平时组合与战时组合计算配筋的较大值2.4裂缝验算按实际配筋，及相应于准永久组合的弹性内力进行计算裂缝宽度限值:0.300mm层部位MqNq选筋实配As裂缝(mm)结论-1层水平向左边-内侧0.0-----E14@1709060.000满足左边-外侧0.0-----E14@1709060.000满足跨中-内侧0.0-----E14@1709060.000满足跨中-外侧0.0-----E14@1709060.000满足右边-内侧0.0-----E14@1709060.000满足右边-外侧0.0-----E14@1709060.000满足竖向顶边-内侧0.030.0E14@1709060.000满足顶边-外侧0.030.0E14@1709060.000满足跨中-内侧51.930.0E14@10015390.038满足跨中-外侧51.930.0E14@10015390.000满足底边-内侧-105.930.0E20@11028560.000满足底边-外侧-105.930.0E20@11028560.153满足最大裂缝宽度:0.153<=0.300，满足要求。2.5实际配筋表层部位选筋实配面积配筋率配筋控制-1层水平向左边-内侧E14@1709060.30战时组合左边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合右边-内侧E14@1709060.30战时组合右边-外侧E14@1709060.30战时组合竖向顶边-内侧E14@1709060.30战时组合顶边-外侧E14@1709060.30战时组合跨中-内侧E14@10015390.51战时组合跨中-外侧E14@10015390.51战时组合底边-内侧E20@11028560.95战时组合底边-外侧E20@11028560.95战时组合实际配筋简图-----------------------------------------------------------------------【理正结构设计工具箱软件7.0】计算日期:2016-03-2023:40:25-----------------------------------------------------------------------地下室外墙计算(康田3-3)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》　　《人民防空地下室设计规范》(GB50038-2005),本文简称《人防规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1基本资料1.1几何信息地下室层数1地下室顶标高(m)0.000墙宽L(m)1.000外地坪标高(m)1.200层高表层层高(m)外墙厚(mm)-1层5.100300板边支撑条件表板边顶边底边侧边支承方式简支固定自由171 1.2荷载信息土压力计算方法静止土压力静止土压力系数0.500水土侧压计算水土分算地下水压是否调整ㄨ地下水埋深(m)8.000土天然容重(kN/m3)18.00土饱和容重(kN/m3)20.00上部恒载-平时(kN/m)20.00上部活载-平时(kN/m)20.00上部恒载-战时(kN/m)20.00地面活载-平时(kPa)20.00人防等效静荷载(kPa)位置等效静荷载位置等效静荷载位置等效静荷载-1层50.0001.3配筋信息砼强度等级C40配筋调整系数1.0钢筋级别HRB400竖向配筋方法纯弯压弯取大外纵筋保护层(mm)40竖向配筋方式对称内纵筋保护层(mm)20裂缝限值(mm)0.30泊松比0.20裂缝控制配筋√考虑p-δ效应ㄨ1.4计算选项信息竖向弯矩计算方法连续梁板计算类型·平时组合弹性板板计算类型·战时组合塑性板支座弯矩调幅幅度(%)0.0塑性板β1.8蒸气养护或掺早强剂√活载准永久值系数0.50水压准永久值系数0.50活载调整系数1.002计算（1）荷载计算（2）内力计算（3）配筋计算（4）裂缝验算荷载说明：永久荷载：土压力荷载，上部恒载-平时，上部恒载-战时可变荷载：地下水压力，地面活载，上部活载-平时，人防荷载平时组合：平时荷载基本组合战时组合：战时荷载基本组合准永久组合：平时荷载准永久组合(用于裂缝计算)2.1荷载计算2.1.1墙上竖向压力平时组合（kN/m）：1.200×20.000+1.400×20.000=52.000战时组合（kN/m）：1.200×20.000=24.000准永久组合（kN/m）：20.000+0.500×20.000=30.0002.1.2侧压荷载计算(1)土压力标准值(kPa)水土分算，土侧压按静止土压力计算，静止土压力系数k=0.500地下室顶面，标高0.000,总埋深1.200，全位于地下水位以上土压力起算位置，标高1.200171 -1层底，标高-5.100，总埋深6.300，全位于地下水位以上式中：p--------土压力(kN/m2)pw--------水压力(kN/m2)k--------土压力系数r--------土的天然容重(kN/m3)rsat--------土的饱和容重(kN/m3)rw--------水的重度(kN/m3)h1--------地下水位以上的土层厚度(m)h2--------地下水位以下的土层厚度(m)(2)地面上活载等效土压力（标准值，kPa）：p=kGk=0.500×20.000=10.000(3)荷载组合系数表组合人防荷载土压力水压力平时地面活载上部恒载上部活载平时组合---1.201.401.401.201.40战时组合1.001.201.40---1.20---(4)侧压力荷载组合计算(kPa)：位置标高土压力水压力地面活载等效平时组合准永久组合人防荷载战时组合-1层顶0.0010.800.0010.0026.9615.8050.0062.96-1层底-5.1056.700.0010.0082.0461.7050.00118.04(5)侧压荷载分解结果表(kPa):平时组合准永久组合战时组合地下室层号均布荷载三角荷载均布荷载三角荷载均布荷载三角荷载-126.96055.08015.80045.90062.96055.080注：表中所列三角荷载值是对应于各层底的荷载值(最大)2.2内力计算按连续梁计算竖向弯矩按连续梁模型计算，水平向弯矩仍按板块模型计算调幅前(kN.m/m)层部位平时组合准永久组合战时组合水平向-1层左边0.000.000.00跨中0.000.000.00右边0.000.000.00竖向-1层顶边0.000.000.00跨中91.1663.88156.67底边-183.16-130.96-300.21结果不进行调幅平时组合弯矩图战时组合弯矩图准永久组合弯矩图2.3配筋及配筋成果表2.3.1配筋说明:(1)配筋方法水平按纯弯配筋，竖向取压弯与纯弯配筋的大值(2)单位说明:以下各表格中单位除说明外，配筋面积单位:mm2/m，裂缝宽度单位:mm，弯矩单位kN.m/m，轴力单位kN/m，配筋率:%2.3.2平时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----6410.21左边-外侧0.00-----6000.20跨中-内侧0.00-----6410.21跨中-外侧0.00-----6000.20右边-内侧0.00-----6410.21右边-外侧0.00-----6000.20竖向顶边-内侧0.0052.06410.21顶边-外侧0.0052.06000.20跨中-内侧91.1652.012080.40跨中-外侧91.1652.012080.40底边-内侧-183.1652.024860.83底边-外侧-183.1652.024860.832.3.3战时组合计算配筋表171 部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----9000.30左边-外侧0.00-----9000.30跨中-内侧0.00-----9000.30跨中-外侧0.00-----9000.30右边-内侧0.00-----9000.30右边-外侧0.00-----9000.30竖向顶边-内侧0.0024.09000.30顶边-外侧0.0024.09000.30跨中-内侧156.6724.017910.60跨中-外侧156.6724.017910.60底边-内侧-300.2124.034521.15底边-外侧-300.2124.034521.152.3.4控制情况计算配筋表层部位计算As选筋实配As实配筋率控制组合-1层水平向左边-内侧900E14@1709060.30战时组合左边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合右边-内侧900E14@1709060.30战时组合右边-外侧900E14@1709060.30战时组合竖向顶边-内侧900E14@1709060.30战时组合顶边-外侧900E14@1709060.30战时组合跨中-内侧1791E16@11018280.61战时组合跨中-外侧1791E16@11018280.61战时组合底边-内侧3452E22@11034561.15战时组合底边-外侧3452E22@11034561.15战时组合注：表中"计算As"取平时组合与战时组合计算配筋的较大值2.4裂缝验算按实际配筋，及相应于准永久组合的弹性内力进行计算裂缝宽度限值:0.300mm层部位MqNq选筋实配As裂缝(mm)结论-1层水平向左边-内侧0.0-----E14@1709060.000满足左边-外侧0.0-----E14@1709060.000满足跨中-内侧0.0-----E14@1709060.000满足跨中-外侧0.0-----E14@1709060.000满足右边-内侧0.0-----E14@1709060.000满足右边-外侧0.0-----E14@1709060.000满足竖向顶边-内侧0.030.0E14@1709060.000满足顶边-外侧0.030.0E14@1709060.000满足跨中-内侧63.930.0E16@11018280.040满足跨中-外侧63.930.0E16@11018280.000满足底边-内侧-131.030.0E22@11034560.000满足底边-外侧-131.030.0E22@11034560.174满足最大裂缝宽度:0.174<=0.300，满足要求。2.5实际配筋表层部位选筋实配面积配筋率配筋控制-1层水平向左边-内侧E14@1709060.30战时组合左边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合右边-内侧E14@1709060.30战时组合右边-外侧E14@1709060.30战时组合竖向顶边-内侧E14@1709060.30战时组合顶边-外侧E14@1709060.30战时组合跨中-内侧E16@11018280.61战时组合跨中-外侧E16@11018280.61战时组合底边-内侧E22@11034561.15战时组合底边-外侧E22@11034561.15战时组合实际配筋简图-----------------------------------------------------------------------【理正结构设计工具箱软件7.0】计算日期:2016-03-2023:45:53-----------------------------------------------------------------------地下室外墙计算(康田8-8)项目名称　　　　　　构件编号　　　　　　日　　期　　　　　　设　　计　　　　　　校　　对　　　　　　审　　核　　　　　　执行规范:　　《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》　　《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》　　《人民防空地下室设计规范》(GB50038-2005),本文简称《人防规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------171 1基本资料1.1几何信息地下室层数1地下室顶标高(m)0.000墙宽L(m)1.000外地坪标高(m)1.200层高表层层高(m)外墙厚(mm)-1层5.300300板边支撑条件表板边顶边底边侧边支承方式简支固定自由1.2荷载信息土压力计算方法静止土压力静止土压力系数0.500水土侧压计算水土分算地下水压是否调整ㄨ地下水埋深(m)8.000土天然容重(kN/m3)18.00土饱和容重(kN/m3)20.00上部恒载-平时(kN/m)20.00上部活载-平时(kN/m)20.00上部恒载-战时(kN/m)20.00地面活载-平时(kPa)20.00人防等效静荷载(kPa)位置等效静荷载位置等效静荷载位置等效静荷载-1层50.0001.3配筋信息砼强度等级C40配筋调整系数1.0钢筋级别HRB400竖向配筋方法纯弯压弯取大外纵筋保护层(mm)40竖向配筋方式对称内纵筋保护层(mm)20裂缝限值(mm)0.30泊松比0.20裂缝控制配筋√考虑p-δ效应ㄨ1.4计算选项信息竖向弯矩计算方法连续梁板计算类型·平时组合弹性板板计算类型·战时组合塑性板支座弯矩调幅幅度(%)0.0塑性板β1.8蒸气养护或掺早强剂√活载准永久值系数0.50水压准永久值系数0.50活载调整系数1.002计算（1）荷载计算（2）内力计算（3）配筋计算（4）裂缝验算荷载说明：永久荷载：土压力荷载，上部恒载-平时，上部恒载-战时可变荷载：地下水压力，地面活载，上部活载-平时，人防荷载平时组合：平时荷载基本组合战时组合：战时荷载基本组合准永久组合：平时荷载准永久组合(用于裂缝计算)171 2.1荷载计算2.1.1墙上竖向压力平时组合（kN/m）：1.200×20.000+1.400×20.000=52.000战时组合（kN/m）：1.200×20.000=24.000准永久组合（kN/m）：20.000+0.500×20.000=30.0002.1.2侧压荷载计算(1)土压力标准值(kPa)水土分算，土侧压按静止土压力计算，静止土压力系数k=0.500地下室顶面，标高0.000,总埋深1.200，全位于地下水位以上土压力起算位置，标高1.200-1层底，标高-5.300，总埋深6.500，全位于地下水位以上式中：p--------土压力(kN/m2)pw--------水压力(kN/m2)k--------土压力系数r--------土的天然容重(kN/m3)rsat--------土的饱和容重(kN/m3)rw--------水的重度(kN/m3)h1--------地下水位以上的土层厚度(m)h2--------地下水位以下的土层厚度(m)(2)地面上活载等效土压力（标准值，kPa）：p=kGk=0.500×20.000=10.000(3)荷载组合系数表组合人防荷载土压力水压力平时地面活载上部恒载上部活载平时组合---1.201.401.401.201.40战时组合1.001.201.40---1.20---(4)侧压力荷载组合计算(kPa)：位置标高土压力水压力地面活载等效平时组合准永久组合人防荷载战时组合-1层顶0.0010.800.0010.0026.9615.8050.0062.96-1层底-5.3058.500.0010.0084.2063.5050.00120.20(5)侧压荷载分解结果表(kPa):平时组合准永久组合战时组合地下室层号均布荷载三角荷载均布荷载三角荷载均布荷载三角荷载-126.96057.24015.80047.70062.96057.240注：表中所列三角荷载值是对应于各层底的荷载值(最大)2.2内力计算按连续梁计算竖向弯矩按连续梁模型计算，水平向弯矩仍按板块模型计算调幅前(kN.m/m)层部位平时组合准永久组合战时组合水平向-1层左边0.000.000.00跨中0.000.000.00右边0.000.000.00竖向-1层顶边0.000.000.00跨中100.2470.49170.96底边-201.85-144.80-328.26结果不进行调幅平时组合弯矩图战时组合弯矩图准永久组合弯矩图2.3配筋及配筋成果表2.3.1配筋说明:(1)配筋方法水平按纯弯配筋，竖向取压弯与纯弯配筋的大值(2)单位说明:以下各表格中单位除说明外，配筋面积单位:mm2/m，裂缝宽度单位:mm，弯矩单位kN.m/m，轴力单位kN/m，配筋率:%2.3.2平时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层171 水平向左边-内侧0.00-----6410.21左边-外侧0.00-----6000.20跨中-内侧0.00-----6410.21跨中-外侧0.00-----6000.20右边-内侧0.00-----6410.21右边-外侧0.00-----6000.20竖向顶边-内侧0.0052.06410.21顶边-外侧0.0052.06000.20跨中-内侧100.2452.013340.44跨中-外侧100.2452.013340.44底边-内侧-201.8552.027460.92底边-外侧-201.8552.027460.922.3.3战时组合计算配筋表部位M(kN.m/m)N(kN/m)As(mm2/m)配筋率%-1层水平向左边-内侧0.00-----9000.30左边-外侧0.00-----9000.30跨中-内侧0.00-----9000.30跨中-外侧0.00-----9000.30右边-内侧0.00-----9000.30右边-外侧0.00-----9000.30竖向顶边-内侧0.0024.09000.30顶边-外侧0.0024.09000.30跨中-内侧170.9624.019570.65跨中-外侧170.9624.019570.65底边-内侧-328.2624.037771.26底边-外侧-328.2624.037771.262.3.4控制情况计算配筋表层部位计算As选筋实配As实配筋率控制组合-1层水平向左边-内侧900E14@1709060.30战时组合左边-外侧900E14@1709060.30战时组合跨中-内侧900E14@1709060.30战时组合跨中-外侧900E14@1709060.30战时组合右边-内侧900E14@1709060.30战时组合右边-外侧900E14@1709060.30战时组合竖向顶边-内侧900E14@1709060.30战时组合顶边-外侧900E14@1709060.30战时组合跨中-内侧1957E16@10020110.67战时组合跨中-外侧1957E16@10020110.67战时组合底边-内侧3777E22@10038011.27战时组合底边-外侧3777E22@10038011.27战时组合注：表中"计算As"取平时组合与战时组合计算配筋的较大值2.4裂缝验算按实际配筋，及相应于准永久组合的弹性内力进行计算裂缝宽度限值:0.300mm层部位MqNq选筋实配As裂缝(mm)结论-1层水平向左边-内侧0.0-----E14@1709060.000满足左边-外侧0.0-----E14@1709060.000满足跨中-内侧0.0-----E14@1709060.000满足跨中-外侧0.0-----E14@1709060.000满足右边-内侧0.0-----E14@1709060.000满足右边-外侧0.0-----E14@1709060.000满足竖向顶边-内侧0.030.0E14@1709060.000满足顶边-外侧0.030.0E14@1709060.000满足跨中-内侧70.530.0E16@10020110.053满足跨中-外侧70.530.0E16@10020110.000满足底边-内侧-144.830.0E22@10038010.000满足底边-外侧-144.830.0E22@10038010.176满足最大裂缝宽度:0.176<=0.300，满足要求。2.5实际配筋表层部位选筋实配面积配筋率配筋控制-1层水平向左边-内侧E14@1709060.30战时组合左边-外侧E14@1709060.30战时组合跨中-内侧E14@1709060.30战时组合跨中-外侧E14@1709060.30战时组合右边-内侧E14@1709060.30战时组合右边-外侧E14@1709060.30战时组合竖向顶边-内侧E14@1709060.30战时组合顶边-外侧E14@1709060.30战时组合跨中-内侧E16@10020110.67战时组合跨中-外侧E16@10020110.67战时组合底边-内侧E22@10038011.27战时组合底边-外侧E22@10038011.27战时组合171 实际配筋简图-----------------------------------------------------------------------【理正结构设计工具箱软件7.0】计算日期:2016-03-2122:01:32-----------------------------------------------------------------------<七>、临空墙计算-------------------------------------------------------------------计算项目:康田LKQ1-------------------------------------------------------------------[计算条件]墙长=8.10(m)墙高=5.10(m)墙厚=300(mm)墙面均布荷载:210.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=57.81Mb=145.38垂直板边弯矩(kN.m/m):下右上左-290.76-115.63-290.76-115.63[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=2405(mm^2/m)中截面：非荷载侧=1098荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=2405(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧982900982非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ1a-------------------------------------------------------------------[计算条件]171 墙长=8.10(m)墙高=4.70(m)墙厚=300(mm)墙面均布荷载:210.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=45.04Mb=134.31垂直板边弯矩(kN.m/m):下右上左-268.61-90.08-268.61-90.08[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=2196(mm^2/m)中截面：非荷载侧=1000荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=2196(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧900900900非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ1b-------------------------------------------------------------------[计算条件]墙长=5.20(m)墙高=4.60(m)墙厚=300(mm)墙面均布荷载:210.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)171 内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=60.88Mb=77.69垂直板边弯矩(kN.m/m):下右上左-155.38-121.76-155.38-121.76[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=1188(mm^2/m)中截面：非荷载侧=900荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=1188(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧10369001036非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ1c-------------------------------------------------------------------[计算条件]墙长=8.10(m)墙高=5.30(m)墙厚=300(mm)墙面均布荷载:210.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=65.31Mb=152.49垂直板边弯矩(kN.m/m):下右上左-304.97-130.61-304.97-130.61[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=2344(mm^2/m)中截面：非荷载侧=1162荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=2344(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧10139001013非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ2-------------------------------------------------------------------[计算条件]171 墙长=3.00(m)墙高=5.30(m)墙厚=300(mm)墙面均布荷载:180.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=46.55Mb=14.71垂直板边弯矩(kN.m/m):下右上左-29.42-93.09-29.42-93.09[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=900(mm^2/m)中截面：非荷载侧=900荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=900(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧900900900非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ2a-------------------------------------------------------------------[计算条件]墙长=11.00(m)墙高=5.30(m)墙厚=300(mm)墙面均布荷载:180.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=0.00Mb=210.68垂直板边弯矩(kN.m/m):下右上左-421.35-0.00-421.35-0.00[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=3251(mm^2/m)中截面：非荷载侧=1680荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=3251(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧900900900171 非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ2b-------------------------------------------------------------------[计算条件]墙长=5.00(m)墙高=4.60(m)墙厚=300(mm)墙面均布荷载:180.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=52.69Mb=61.85垂直板边弯矩(kN.m/m):下右上左-123.71-105.38-123.71-105.38[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=906(mm^2/m)中截面：非荷载侧=900荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=906(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧900900900非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ2c-------------------------------------------------------------------[计算条件]墙长=11.00(m)墙高=4.60(m)墙厚=300(mm)墙面均布荷载:180.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=0.00Mb=158.70垂直板边弯矩(kN.m/m):下右上左-317.40-0.00-317.40-0.00[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=2267(mm^2/m)171 中截面：非荷载侧=1217荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=2267(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧900900900非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ2d-------------------------------------------------------------------[计算条件]墙长=6.00(m)墙高=5.30(m)墙厚=300(mm)墙面均布荷载:180.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=69.25Mb=88.65垂直板边弯矩(kN.m/m):下右上左-177.31-138.50-177.31-138.50[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=1383(mm^2/m)中截面：非荷载侧=900荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=1383(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧11839001183非荷载侧900900900-------------------------------------------------------------------计算项目:康田LKQ1d-------------------------------------------------------------------[计算条件]墙长=2.30(m)墙高=4.30(m)墙厚=300(mm)墙面均布荷载:210.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定171 [内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=33.12Mb=9.44垂直板边弯矩(kN.m/m):下右上左-18.87-66.24-18.87-66.24[配筋结果]轴压比:N/(A*fc)=0.0291竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=600荷载侧=900(mm^2/m)中截面：非荷载侧=900荷载侧=600(mm^2/m)下截面：非荷载侧=600荷载侧=900(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧900900900非荷载侧900900900-------------------------------------------------------------------计算项目:康田DYGQ1-------------------------------------------------------------------[计算条件]墙长=8.10(m)墙高=5.10(m)墙厚=250(mm)墙面均布荷载:100.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=27.53Mb=69.23垂直板边弯矩(kN.m/m):下右上左-138.46-55.06-138.46-55.06[配筋结果]轴压比:N/(A*fc)=0.0349竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=500荷载侧=1339(mm^2/m)171 中截面：非荷载侧=750荷载侧=500(mm^2/m)下截面：非荷载侧=500荷载侧=1339(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧750750750非荷载侧750750750-------------------------------------------------------------------计算项目:康田DYGQ1a-------------------------------------------------------------------[计算条件]墙长=8.10(m)墙高=4.00(m)墙厚=250(mm)墙面均布荷载:100.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=0.00Mb=66.67垂直板边弯矩(kN.m/m):下右上左-133.33-0.00-133.33-0.00[配筋结果]轴压比:N/(A*fc)=0.0349竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=500荷载侧=1282(mm^2/m)中截面：非荷载侧=750荷载侧=500(mm^2/m)下截面：非荷载侧=500荷载侧=1282(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧750750750非荷载侧750750750-------------------------------------------------------------------计算项目:康田DYGQ1b-------------------------------------------------------------------[计算条件]墙长=8.10(m)墙高=4.70(m)墙厚=250(mm)墙面均布荷载:100.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定171 [内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=21.45Mb=63.95垂直板边弯矩(kN.m/m):下右上左-127.91-42.90-127.91-42.90[配筋结果]轴压比:N/(A*fc)=0.0349竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=500荷载侧=1223(mm^2/m)中截面：非荷载侧=750荷载侧=500(mm^2/m)下截面：非荷载侧=500荷载侧=1223(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧750750750非荷载侧750750750-------------------------------------------------------------------计算项目:康田DYGQ1c-------------------------------------------------------------------[计算条件]墙长=8.10(m)墙高=4.60(m)墙厚=250(mm)墙面均布荷载:100.00(kN/m^2)竖向均布荷载:200.00(kN/m)砼强度等级:C40纵筋级别:HRB400配筋计算as(mm):20(mm)跨中弯矩计算放大系数:1.00支座弯矩计算放大系数:1.00****下边右边上边左边支承条件:固定固定固定固定[内力结果](已乘计算放大系数)内力按塑性理论计算(适用于大偏心受压):跨中弯矩(kN.m/m):Ma=19.90Mb=61.94垂直板边弯矩(kN.m/m):下右上左-123.88-39.79-123.88-39.79[配筋结果]轴压比:N/(A*fc)=0.0349竖直方向配筋(mm^2/m):[注意:配筋小于0表示超筋,荷载作用面为外侧]上截面：非荷载侧=500荷载侧=1178(mm^2/m)171 中截面：非荷载侧=750荷载侧=500(mm^2/m)下截面：非荷载侧=500荷载侧=1178(mm^2/m)水平方向配筋(mm^2/m):[注意:配筋小于0表示超筋]　　　　左中右荷载侧750750750非荷载侧750750750<八>、门框墙计算门框墙配筋采用查标准图集《钢筋混凝土门框墙07FG04》相关内容<九>、门框墙计算人防楼梯配筋采用查标准图集《防空地下室结构设计》（2007合订本）FG01~05<十>、计算总信息///////////////////////////////////////////////////////////////////////////|公司名称:||||建筑结构的总信息||SATWE2010_V2.2中文版||(2014年9月23日9时52分)||文件名:WMASS.OUT||||工程名称:设计人:计算日期:2016/03/21||工程代号:校核人:计算时间:12:31:44|///////////////////////////////////////////////////////////////////////////总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=27.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Degree):ARF=0.00地下室层数:MBASE=1竖向荷载计算信息:按模拟施工3加荷计算风荷载计算信息: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“规定水平力”计算方法:楼层剪力差方法(规范方法)结构类别:剪力墙结构裙房层数:MANNEX=0转换层所在层号:MCHANGE=0嵌固端所在层号:MQIANGU=2墙元细分最大控制长度(m):DMAX=1.00弹性板细分最大控制长度(m):DMAX_S=1.00弹性板与梁变形是否协调:是墙元网格:侧向出口结点是否对全楼强制采用刚性楼板假定:否地下室是否强制采用刚性楼板假定:否墙梁跨中节点作为刚性楼板的从节点:是计算墙倾覆力矩时只考虑腹板和有效翼缘:否结构所在地区:全国风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.40风荷载作用下舒适度验算风压(kN/m2):WOC=0.20地面粗糙程度:B类结构X向基本周期（秒）:Tx=0.65结构Y向基本周期（秒）:Ty=0.65171 是否考虑顺风向风振:是风荷载作用下结构的阻尼比(%):WDAMP=5.00风荷载作用下舒适度验算阻尼比(%):WDAMPC=2.00是否计算横风向风振:否是否计算扭转风振:否承载力设计时风荷载效应放大系数:WENL=1.00结构底层底部距离自然地面高度(米):DBOT=0.00体形变化分段数:MPART=1各段最高层号:NSTI=20各段体形系数(X):USIX=1.30各段体形系数(Y):USIY=1.30设缝多塔背风面体型系数:USB=0.50地震信息............................................结构规则性信息:不规则振型组合方法(CQC耦联;SRSS非耦联):CQC计算振型数:NMODE=30地震烈度:NAF=6.00场地类别:KD=II设计地震分组:一组特征周期:TG=0.35地震影响系数最大值:Rmax1=0.04用于12层以下规则砼框架结构薄弱层验算的地震影响系数最大值:Rmax2=0.28框架的抗震等级:NF=4剪力墙的抗震等级:NW=4钢框架的抗震等级:NS=4抗震构造措施的抗震等级:NGZDJ=不改变按抗规(6.1.3-3)降低嵌固端以下抗震构造措施的抗震等级:否重力荷载代表值的活载组合值系数:RMC=0.50周期折减系数:TC=1.00结构的阻尼比(%):DAMP=5.00中震(或大震)设计:MID=不考虑是否考虑偶然偏心:是X向相对偶然偏心:ECCEN_X=0.05Y向相对偶然偏心:ECCEN_Y=0.05是否考虑双向地震扭转效应:是是否考虑最不利方向水平地震作用:否按主振型确定地震内力符号:否斜交抗侧力构件方向的附加地震数:NADDDIR=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:折减传到基础的活荷载是否折减:折减考虑结构使用年限的活荷载调整系数:FACLD=1.00柱，墙，基础活荷载折减系数:计算截面以上的层数折减系数11.002---30.854---50.706---80.659---200.60>200.55梁楼面活荷载折减设置:不折减调整信息........................................171 楼板作为翼缘对梁刚度的影响方式:梁刚度放大系数按2010规范取值托墙梁刚度放大系数:BK_TQL=1.00梁端负弯矩调幅系数:BT=0.85梁活荷载内力放大系数:BM=1.00连梁刚度折减系数:BLZ=0.60梁扭矩折减系数:TB=0.40全楼地震力放大系数:RSF=1.000.2Vo调整方式:alpha*Vo和beta*Vmax两者取小0.2Vo调整中Vo的系数:alpha=0.200.2Vo调整中Vmax的系数:beta=1.500.2Vo调整分段数:VSEG=00.2Vo调整上限:KQ_L=2.00是否调整与框支柱相连的梁内力:IREGU_KZZB=0框支柱调整上限:KZZ_L=5.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是柱实配钢筋超配系数:CPCOEF91=1.15墙实配钢筋超配系数:CPCOEF91_W=1.15是否按抗震规范5.2.5调整楼层地震力:IAUTO525=1弱轴方向的动位移比例因子:XI1=0.00强轴方向的动位移比例因子:XI2=0.00薄弱层判断方式:按高规和抗规从严判断判断薄弱层所采用的楼层刚度算法:地震剪力比地震层间位移算强制指定的薄弱层个数:NWEAK=0薄弱层地震内力放大系数:WEAKCOEF=1.25强制指定的加强层个数:NSTREN=0配筋信息........................................梁主筋强度(N/mm2):IB=360梁箍筋强度(N/mm2):JB=270柱主筋强度(N/mm2):IC=360柱箍筋强度(N/mm2):JC=270墙主筋强度(N/mm2):IW=360墙水平分布筋强度(N/mm2):FYH=210墙竖向分布筋强度(N/mm2):FYW=300边缘构件箍筋强度(N/mm2):JWB=270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墙竖向分布筋配筋率(%):RWV=0.30墙最小水平分布筋配筋率(%):RWHMIN=0.00梁抗剪配筋采用交叉斜筋时，箍筋与对角斜筋的配筋强度比:RGX=1.00设计信息........................................结构重要性系数:RWO=1.00钢柱计算长度计算原则(X向/Y向):有侧移/有侧移梁端在梁柱重叠部分简化:不作为刚域柱端在梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应:否柱配筋计算原则:按单偏压计算柱双偏压配筋时是否进行迭代优化:否按高规或高钢规进行构件设计:是钢构件截面净毛面积比:RN=0.85梁按压弯计算的最小轴压比:UcMinB=0.15梁保护层厚度(mm):BCB=20.00柱保护层厚度(mm):ACA=20.00剪力墙构造边缘构件的设计执行高规7.2.16-4:是171 框架梁端配筋考虑受压钢筋:是结构中的框架部分轴压比限值按纯框架结构的规定采用:否当边缘构件轴压比小于抗规6.4.5条规定的限值时一律设置构造边缘构件:是是否按混凝土规范B.0.4考虑柱二阶效应:否次梁设计是否执行高规5.2.3-4条:是柱剪跨比计算原则:简化方式支撑按柱设计临界角度(Deg):ABr2Col=20.00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温度荷载分项系数:CTEMP=1.40吊车荷载分项系数:CCRAN=1.40特殊风荷载分项系数:CSPW=1.40活荷载的组合值系数:CD_L=0.70风荷载的组合值系数:CD_W=0.60重力荷载代表值效应的活荷组合值系数:CEA_L=0.50重力荷载代表值效应的吊车荷载组合值系数:CEA_C=0.50吊车荷载组合值系数:CD_C=0.70温度作用的组合值系数:仅考虑恒载、活载参与组合:CD_TDL=0.60考虑风荷载参与组合:CD_TW=0.00考虑地震作用参与组合:CD_TE=0.00砼构件温度效应折减系数:CC_T=0.30地下信息..........................................土的水平抗力系数的比例系数(MN/m4):MI=3.00扣除地面以下几层的回填土约束:MMSOIL=0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=0.001层人防设计等级:Mars=5级(核)人防地下室层数:Mair=1地下室顶板竖向等效荷载(kN/m2):QE1=见PM定义地下室外围墙的人防水平人防等效(kN/m2):QE2=见PM定义剪力墙底部加强区的层和塔信息.......................层号塔号1121222324252627283132171 333435363738用户指定薄弱层的层和塔信息.........................层号塔号用户指定加强层的层和塔信息.........................层号塔号约束边缘构件与过渡层的层和塔信息...................层号塔号类别11约束边缘构件层21约束边缘构件层22约束边缘构件层23约束边缘构件层24约束边缘构件层25约束边缘构件层26约束边缘构件层27约束边缘构件层28约束边缘构件层31约束边缘构件层32约束边缘构件层33约束边缘构件层34约束边缘构件层35约束边缘构件层36约束边缘构件层37约束边缘构件层38约束边缘构件层41约束边缘构件层42约束边缘构件层43约束边缘构件层44约束边缘构件层45约束边缘构件层46约束边缘构件层**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量附加质量质量比(m)(m)(t)(t)2010.32061.81764.500136.44.30.00.0920.146-3.69264.500205.24.30.00.141910.53961.16359.5001428.972.30.01.2320.538-3.26159.5001428.072.30.01.221810.52661.17856.6001143.780.30.00.9220.526-3.26856.6001147.480.30.00.93171 1710.52861.15053.7001239.883.50.01.0220.522-3.26153.7001241.483.50.01.021610.52861.20450.8001213.681.60.01.0320.527-3.30350.8001213.681.60.01.031510.52761.19147.9001177.182.90.01.0020.527-3.29047.9001177.182.90.01.001410.52761.19145.0001177.182.90.01.0020.527-3.29045.0001177.182.90.01.001310.52761.19142.1001177.182.90.01.0020.527-3.29042.1001177.182.90.01.001210.52761.19139.2001177.182.90.01.0020.527-3.29039.2001177.182.90.01.001110.52761.19136.3001177.182.90.01.0020.527-3.29036.3001177.182.90.01.001010.52761.19133.4001177.182.90.01.0020.527-3.29033.4001177.182.90.01.00910.52761.19130.5001177.182.90.01.0020.527-3.29030.5001177.182.90.01.00810.52761.19127.6001177.182.90.01.0020.527-3.29027.6001177.182.90.01.00710.52761.19124.7001177.182.90.01.0020.527-3.29024.7001177.182.90.01.00610.52761.19121.8001177.182.90.01.0020.527-3.29021.8001177.182.90.01.00510.53761.17518.9001174.082.90.00.5020.537-3.28618.9001175.282.90.00.5441-1.41063.81016.0002406.6120.90.03.40(>1.5不满足高规3.5.6条)2-4.319-3.39816.0002215.2118.10.02.58(>1.5不满足高规3.5.6条)3-56.39652.04818.375216.54.00.00.32171 4-48.063-8.95418.450628.012.30.00.705-49.811-50.31618.450537.010.40.00.606-0.131-52.02118.700253.624.10.00.37313.41358.34213.100709.134.40.00.2723.567-3.25813.100859.246.00.00.333-50.75143.19313.500652.136.80.00.444-48.450-7.60313.500781.5131.00.00.575-51.472-51.38313.500797.0117.30.00.636-2.865-44.79013.500675.866.40.00.437-7.85429.11415.600465.441.20.00.638-26.82475.18715.575209.84.00.00.3621-2.27961.73910.2002503.5207.40.00.062-5.978-3.53710.2002547.0212.50.00.063-50.23043.6009.6001427.8148.50.00.034-50.142-6.0379.6001401.8207.60.00.035-50.266-53.5329.6001263.8191.30.00.036-3.829-43.8139.6001507.6202.80.00.037-9.27128.1299.600712.294.60.00.028-27.14771.1749.600541.353.80.00.0111-11.4456.9494.50043909.75132.80.01.00活载产生的总质量(t):9686.961恒载产生的总质量(t):103509.930附加总质量(t):0.000结构的总质量(t):113196.891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(标准层号)塔号梁元数柱元数墙元数层高累计高度(混凝土/主筋/箍筋)(混凝土/主筋/箍筋)(混凝土/主筋/水平筋/竖向筋)(m)(m)171 1(1)12970(40/360/270)303(50/360/270)795(40/360/210/300)4.5004.5002(2)1438(30/360/270)29(40/360/270)135(40/360/210/300)5.70010.2002373(30/360/270)30(40/360/270)129(40/360/210/300)5.70010.2003151(30/360/270)31(40/360/270)0(30/360/210/300)5.1009.6004145(30/360/270)29(40/360/270)0(30/360/210/300)5.1009.6005108(30/360/270)29(40/360/270)0(30/360/210/300)5.1009.6006145(30/360/270)35(40/360/270)0(30/360/210/300)5.1009.600788(30/360/270)14(40/360/270)0(30/360/210/300)5.1009.600847(30/360/270)15(40/360/270)0(30/360/210/300)5.1009.6003(3)1142(30/360/270)24(40/360/270)119(40/360/210/300)2.90013.1002181(30/360/270)23(40/360/270)120(40/360/210/300)2.90013.1003220(30/360/270)21(40/360/270)0(30/360/210/300)3.90013.500493(30/360/270)25(40/360/270)0(30/360/210/300)3.90013.500575(30/360/270)24(40/360/270)0(30/360/210/300)3.90013.500674(30/360/270)14(40/360/270)0(30/360/210/300)3.90013.500766(30/360/270)11(40/360/270)0(30/360/210/300)6.00015.6008108(30/360/270)9(40/360/270)0(30/360/210/300)5.97515.5754(4)1479(30/360/270)24(30/360/270)131(30/360/210/300)2.90016.0002440(30/360/270)23(30/360/270)127(30/360/210/300)2.90016.0003125(30/360/270)6(30/360/270)0(30/360/210/300)4.87518.375476(30/360/270)24(30/360/270)0(30/360/210/300)4.95018.450571(30/360/270)18(30/360/270)0(30/360/210/300)4.95018.450649(30/360/270)6(30/360/270)0(30/360/210/300)5.20018.7005(5)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90018.9002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90018.9006(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90021.8002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90021.8007(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90024.7002316(30/360/270)10(30/360/270)120(30/360/210/300)171 2.90024.7008(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90027.6002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90027.6009(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90030.5002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90030.50010(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90033.4002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90033.40011(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90036.3002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90036.30012(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90039.2002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90039.20013(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90042.1002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90042.10014(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90045.0002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90045.00015(6)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90047.9002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90047.90016(7)1318(30/360/270)10(30/360/270)120(30/360/210/300)2.90050.8002318(30/360/270)10(30/360/270)120(30/360/210/300)2.90050.80017(8)1316(30/360/270)10(30/360/270)120(30/360/210/300)2.90053.7002316(30/360/270)10(30/360/270)120(30/360/210/300)2.90053.70018(9)1308(30/360/270)10(30/360/270)120(30/360/210/300)2.90056.6002308(30/360/270)10(30/360/270)120(30/360/210/300)2.90056.60019(10)1310(30/360/270)10(30/360/270)122(30/360/210/300)2.90059.5002310(30/360/270)10(30/360/270)122(30/360/210/300)2.90059.50020(12)113(30/360/270)0(30/360/270)18(30/360/210/300)5.00064.500232(30/360/270)0(30/360/270)23(30/360/210/300)5.00064.500**********************************************************风荷载信息**********************************************************171 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Y20155.1455.1275.736.8736.9184.3255.1455.1275.736.8736.9184.3191146.34201.5859.999.42136.3579.62146.34201.5859.999.42136.3579.6181142.45343.91857.396.75233.01255.42142.45343.91857.396.75233.01255.4171138.58482.53256.694.09327.12204.02138.58482.53256.694.09327.12204.0161134.71617.25046.591.44418.63417.92134.71617.25046.591.44418.63417.9151130.83748.07215.888.78507.34889.22130.83748.07215.888.78507.34889.2141126.92875.09753.286.10593.46610.12126.92875.09753.286.10593.46610.1131122.98997.912647.283.40676.88572.92122.98997.912647.283.40676.88572.9121118.971116.915886.380.65757.510769.72118.971116.915886.380.65757.510769.7111114.891231.819458.577.86835.313192.22114.891231.819458.577.86835.313192.2101110.711342.523351.875.00910.415832.22110.711342.523351.875.00910.415832.291106.401448.927553.772.06982.418681.22106.401448.927553.772.06982.418681.281101.941550.932051.269.011051.421730.32101.941550.932051.269.011051.421730.37197.281648.136830.865.831117.324970.4297.281648.136830.865.831117.324970.46192.371740.541878.362.491179.728391.7292.371740.541878.362.491179.728391.75187.141827.747178.558.921238.731983.8287.141827.747178.558.921238.731983.84181.381909.052714.785.611324.335824.2281.481909.152715.068.111306.835773.5356.7256.7276.541.2341.2201.04143.74143.7711.5100.91100.9499.55131.21131.2649.5102.61102.6507.9669.4469.4361.158.5258.5304.33175.141984.258468.878.681403.039892.8275.241984.458469.662.691369.539744.9395.89152.6871.772.99114.2646.5499.93243.71661.871.94172.91173.6595.50226.71533.776.28178.91205.66102.66172.11032.348.56107.1721.97112.35112.4674.194.3094.3565.8846.8146.8279.764.9364.9388.021135.552119.770551.2155.311558.348774.92135.722120.170554.2138.491508.048340.33112.87265.52225.789.73204.01686.74125.62369.33545.384.62257.52486.85112.42339.13263.389.89268.82576.46124.24296.42543.7119.79226.91879.0781.21193.61661.378.26172.61445.9879.58126.4924.263.63128.61043.611336.306166.3183017.3216.634541.1128668.4171 ===========================================================================各楼层偶然偏心信息===========================================================================层号塔号X向偏心Y向偏心110.050.05210.050.0520.050.0530.050.0540.050.0550.050.0560.050.0570.050.0580.050.05310.050.0520.050.0530.050.0540.050.0550.050.0560.050.0570.050.0580.050.05410.050.0520.050.0530.050.0540.050.0550.050.0560.050.05510.050.0520.050.05610.050.0520.050.05710.050.0520.050.05810.050.0520.050.05910.050.0520.050.051010.050.0520.050.051110.050.0520.050.051210.050.0520.050.051310.050.0520.050.051410.050.0520.050.051510.050.0520.050.051610.050.0520.050.051710.050.0520.050.051810.050.0520.050.05171 1910.050.0520.050.052010.050.0520.050.05===========================================================================各楼层等效尺寸(单位:m,m**2)===========================================================================层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAX最小宽BMIN1112485.51-16.165.8890.64139.53139.5790.58211287.40-2.0162.6935.7338.9641.6032.6321367.21-6.46-3.5436.3637.4537.4936.333884.81-50.3142.7125.7335.2235.6725.114973.02-50.37-5.6325.1339.4339.4325.135888.63-50.30-53.3125.8335.1135.5725.2061210.17-4.07-43.2732.8039.2739.7432.237541.77-9.9628.5721.2525.9226.1321.008307.72-27.3371.8718.8220.6723.9614.4031308.785.2357.2613.1726.5026.5213.122400.925.17-3.3812.4234.8934.8912.403470.21-50.1141.8724.2439.4043.0316.964554.12-48.40-7.4323.4639.9942.7817.865553.06-51.49-50.9725.3038.4640.2122.416432.47-2.76-44.5216.7139.7840.2915.437410.63-8.1429.0419.8822.8222.8319.868159.25-26.8975.2514.8810.7014.8810.70411115.13-0.7863.6432.4039.4740.1931.5021092.10-3.98-3.5129.1937.6437.6529.183160.90-56.5052.2010.8014.9014.9010.804484.30-47.85-8.4823.9940.3843.9416.595410.75-49.92-50.7825.0737.9942.5316.226236.88-0.05-52.1514.1016.8016.8014.1051729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.1461729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.1471729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.1481729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.1491729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14101729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14111729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14121729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14131729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14141729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14151729.490.5561.2321.1436.4136.4121.142729.490.55-3.3321.1436.4136.4121.14161785.130.5561.2722.5335.1335.1322.532785.130.55-3.3722.5335.1335.1322.53171729.490.5561.2321.1436.4136.4121.14171 2729.490.55-3.3321.1436.4136.4121.14181708.190.5561.2120.6936.3436.3420.692708.190.55-3.3120.6936.3436.3420.69191792.820.5561.2222.6835.7635.7622.682792.820.55-3.3222.6835.7635.7622.6820140.95-0.1761.805.257.807.805.25240.95-0.17-3.905.257.807.805.25===========================================================================各楼层的单位面积质量分布(单位:kg/m**2)===========================================================================层号塔号单位面积质量g[i]质量比max(g[i]/g[i-1],g[i]/g[i+1])113927.951.87212105.720.8722018.300.8931781.531.2241654.101.0051637.510.9961413.280.8271489.251.2181933.681.44312407.671.1422257.771.1231464.951.0741646.681.2551653.231.2461716.101.4671233.770.8381342.430.69412266.591.3222136.541.2431370.770.9441322.150.8051332.690.8161172.630.68511723.061.0021724.691.00611727.241.0021727.231.00711727.241.0021727.231.00811727.241.0021727.231.00911727.241.0021727.231.001011727.241.0021727.231.001111727.241.0021727.231.001211727.241.0021727.231.001311727.241.0021727.231.001411727.241.0021727.231.001511727.241.0521727.231.05171 1611649.720.9621649.710.961711813.991.1021816.231.101811728.390.9521733.560.951911893.501.1021892.381.092013434.981.8125115.302.70===========================================================================计算信息===========================================================================工程文件名:CK计算日期:2016.3.21开始时间:12:31:44机器内存:2986.0MB可用内存:1474.0MB结构总出口自由度为:163995结构总自由度为　　:215478第一步:数据预处理第二步:计算每层刚度中心、自由度、质量等信息第三步:地震作用分析第四步:风及竖向荷载分析模拟施工次序第五步:计算杆件内力结束日期:2016.3.21结束时间:12:44:20总用时:0:12:36===========================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo:层号TowerNo: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Ratx2，Raty2:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度90%、110%或者150%比值110%指当本层层高大于相邻上层层高1.5倍时，150%指嵌固层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)171 ===========================================================================FloorNo.1TowerNo.1Xstif=-10.7289(m)Ystif=13.0523(m)Alf=-7.9970(Degree)Xmass=-11.4447(m)Ymass=6.9492(m)Gmass(活荷折减)=54175.2500(49042.4844)(t)Eex=0.0136Eey=0.1131Ratx=1.0000Raty=1.0000Ratx1=28.7358Raty1=35.9991Ratx2=20.9283Raty2=26.8901薄弱层地震剪力放大系数=1.00RJX1=6.8965E+08(kN/m)RJY1=6.4262E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9040E+08(kN/m)RJY3=1.8037E+08(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=8.5679E+08(kN)RJY3*H=8.1168E+08(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=2.2595(m)Ystif=59.8891(m)Alf=-0.0144(Degree)Xmass=-2.2790(m)Ymass=61.7388(m)Gmass(活荷折减)=2918.2754(2710.8999)(t)Eex=0.4198Eey=0.1058Ratx=0.0868Raty=0.0524Ratx1=1.0473Raty1=0.9720Ratx2=1.3100Raty2=1.2157薄弱层地震剪力放大系数=1.25RJX1=5.9844E+07(kN/m)RJY1=3.3687E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.1575E+06(kN/m)RJY3=2.0378E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.7998E+07(kN)RJY3*H=1.1615E+07(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.2Xstif=1.9954(m)Ystif=-2.8996(m)Alf=-0.0215(Degree)Xmass=-5.9777(m)Ymass=-3.5372(m)Gmass(活荷折减)=2971.8823(2759.4307)(t)Eex=0.7097Eey=0.0355Ratx=0.0882Raty=0.0510Ratx1=1.0834Raty1=1.0448Ratx2=1.3551Raty2=1.3068薄弱层地震剪力放大系数=1.00RJX1=6.0859E+07(kN/m)RJY1=3.2761E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.1091E+06(kN/m)RJY3=2.1174E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.7722E+07(kN)RJY3*H=1.2069E+07(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.3Xstif=-50.0545(m)Ystif=43.3035(m)Alf=-0.0002(Degree)Xmass=-50.2298(m)Ymass=43.6001(m)Gmass(活荷折减)=1724.8605(1576.3140)(t)Eex=0.0117Eey=0.0199Ratx=0.0007Raty=0.0008Ratx1=3.1623Raty1=2.5737Ratx2=3.2163Raty2=2.6177薄弱层地震剪力放大系数=1.00RJX1=4.8516E+05(kN/m)RJY1=4.9324E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.2030E+05(kN/m)RJY3=3.1451E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.6335E+06(kN)RJY3*H=1.6040E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.4Xstif=-49.9562(m)Ystif=-6.6466(m)Alf=45.0000(Degree)Xmass=-50.1418(m)Ymass=-6.0374(m)Gmass(活荷折减)=1817.1030(1609.4734)(t)Eex=0.0117Eey=0.0385Ratx=0.0013Raty=0.0014Ratx1=1.5915Raty1=1.6221Ratx2=1.6187Raty2=1.6499薄弱层地震剪力放大系数=1.00RJX1=9.2082E+05(kN/m)RJY1=9.2082E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=5.2130E+05(kN/m)RJY3=5.3863E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.6586E+06(kN)RJY3*H=2.7470E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.5Xstif=-49.4808(m)Ystif=-52.4348(m)Alf=45.0000(Degree)171 Xmass=-50.2658(m)Ymass=-53.5324(m)Gmass(活荷折减)=1646.4924(1455.1427)(t)Eex=0.0534Eey=0.0747Ratx=0.0013Raty=0.0014Ratx1=1.5762Raty1=1.4248Ratx2=1.6031Raty2=1.4492薄弱层地震剪力放大系数=1.00RJX1=9.0438E+05(kN/m)RJY1=9.0438E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.6522E+05(kN/m)RJY3=4.4996E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.3726E+06(kN)RJY3*H=2.2948E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.6Xstif=-4.4055(m)Ystif=-42.2374(m)Alf=0.0000(Degree)Xmass=-3.8295(m)Ymass=-43.8133(m)Gmass(活荷折减)=1913.0660(1710.3102)(t)Eex=0.0334Eey=0.0910Ratx=0.0007Raty=0.0008Ratx1=2.8190Raty1=2.1091Ratx2=2.8672Raty2=2.1451薄弱层地震剪力放大系数=1.00RJX1=4.9809E+05(kN/m)RJY1=4.9368E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.1992E+05(kN/m)RJY3=3.5323E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.6316E+06(kN)RJY3*H=1.8015E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.7Xstif=-11.9983(m)Ystif=27.4220(m)Alf=45.0000(Degree)Xmass=-9.2706(m)Ymass=28.1294(m)Gmass(活荷折减)=901.4702(806.8270)(t)Eex=0.2250Eey=0.0583Ratx=0.0003Raty=0.0003Ratx1=3.5340Raty1=3.3076Ratx2=2.3364Raty2=2.1867薄弱层地震剪力放大系数=1.00RJX1=2.0534E+05(kN/m)RJY1=2.0534E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2409E+05(kN/m)RJY3=1.2771E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=6.3287E+05(kN)RJY3*H=6.5131E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.2TowerNo.8Xstif=-26.9123(m)Ystif=71.0514(m)Alf=0.0000(Degree)Xmass=-27.1468(m)Ymass=71.1735(m)Gmass(活荷折减)=648.8098(595.0420)(t)Eex=0.0221Eey=0.0110Ratx=0.0003Raty=0.0003Ratx1=2.0014Raty1=1.9003Ratx2=1.3287Raty2=1.2615薄弱层地震剪力放大系数=1.00RJX1=2.3895E+05(kN/m)RJY1=2.1631E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6446E+05(kN/m)RJY3=1.4824E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=8.3877E+05(kN)RJY3*H=7.5604E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=-0.8933(m)Ystif=61.2600(m)Alf=0.0093(Degree)Xmass=3.4132(m)Ymass=58.3421(m)Gmass(活荷折减)=777.8308(743.4406)(t)Eex=0.3614Eey=0.1692Ratx=2.3397Raty=2.3666Ratx1=1.8732Raty1=1.7721Ratx2=1.4569Raty2=1.3783薄弱层地震剪力放大系数=1.00RJX1=1.4001E+08(kN/m)RJY1=7.9724E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.3070E+06(kN/m)RJY3=2.9950E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.2490E+07(kN)RJY3*H=8.6855E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.2Xstif=-2.3896(m)Ystif=-2.1756(m)Alf=-0.0111(Degree)Xmass=3.5674(m)Ymass=-3.2584(m)Gmass(活荷折减)=951.1500(905.1961)(t)Eex=0.5166Eey=0.0629Ratx=2.1589Raty=2.1942171 Ratx1=1.8597Raty1=1.7048Ratx2=1.4464Raty2=1.3260薄弱层地震剪力放大系数=1.00RJX1=1.3139E+08(kN/m)RJY1=7.1885E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.0996E+06(kN/m)RJY3=2.8952E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.1889E+07(kN)RJY3*H=8.3960E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.3Xstif=-50.9183(m)Ystif=43.5093(m)Alf=45.0000(Degree)Xmass=-50.7508(m)Ymass=43.1929(m)Gmass(活荷折减)=725.6206(688.8428)(t)Eex=0.0111Eey=0.0209Ratx=0.8361Raty=0.8224Ratx1=5.2332Raty1=6.3978Ratx2=3.2562Raty2=3.9808薄弱层地震剪力放大系数=1.00RJX1=4.0563E+05(kN/m)RJY1=4.0563E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4470E+05(kN/m)RJY3=1.7457E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=5.6432E+05(kN)RJY3*H=6.8084E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.4Xstif=-48.0967(m)Ystif=-7.8514(m)Alf=0.0000(Degree)Xmass=-48.4502(m)Ymass=-7.6035(m)Gmass(活荷折减)=1043.4578(912.4552)(t)Eex=0.0230Eey=0.0163Ratx=1.5756Raty=1.6073Ratx1=3.0636Raty1=3.3169Ratx2=1.8774Raty2=2.0326薄弱层地震剪力放大系数=1.00RJX1=1.4509E+06(kN/m)RJY1=1.4801E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.6794E+05(kN/m)RJY3=4.7435E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.8250E+06(kN)RJY3*H=1.8500E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.5Xstif=-51.3571(m)Ystif=-50.3344(m)Alf=0.0000(Degree)Xmass=-51.4721(m)Ymass=-51.3826(m)Gmass(活荷折减)=1031.6639(914.3270)(t)Eex=0.0077Eey=0.0700Ratx=1.6620Raty=1.6568Ratx1=3.6420Raty1=3.6149Ratx2=2.2318Raty2=2.2152薄弱层地震剪力放大系数=1.00RJX1=1.5031E+06(kN/m)RJY1=1.4984E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.2165E+05(kN/m)RJY3=4.5115E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.6444E+06(kN)RJY3*H=1.7595E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.6Xstif=-4.3786(m)Ystif=-41.3009(m)Alf=45.0000(Degree)Xmass=-2.8653(m)Ymass=-44.7900(m)Gmass(活荷折减)=808.5334(742.1646)(t)Eex=0.1085Eey=0.2501Ratx=0.9219Raty=0.9301Ratx1=6.2371Raty1=7.8271Ratx2=3.6383Raty2=4.5658薄弱层地震剪力放大系数=1.00RJX1=4.5918E+05(kN/m)RJY1=4.5918E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6212E+05(kN/m)RJY3=2.3926E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=6.3228E+05(kN)RJY3*H=9.3311E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.7Xstif=-9.5142(m)Ystif=28.2102(m)Alf=45.0000(Degree)Xmass=-7.8541(m)Ymass=29.1136(m)Gmass(活荷折减)=547.8639(506.6283)(t)Eex=0.1547Eey=0.0842Ratx=0.4767Raty=0.4767Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=9.7891E+04(kN/m)RJY1=9.7891E+04(kN/m)RJZ1=0.0000E+00(kN/m)171 RJX3=5.0162E+04(kN/m)RJY3=5.5157E+04(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.0097E+05(kN)RJY3*H=3.3094E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.3TowerNo.8Xstif=-26.3587(m)Ystif=77.3154(m)Alf=45.0000(Degree)Xmass=-26.8238(m)Ymass=75.1874(m)Gmass(活荷折减)=217.7655(213.7842)(t)Eex=0.0601Eey=0.2750Ratx=1.0618Raty=1.1730Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=2.5373E+05(kN/m)RJY1=2.5373E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.1739E+05(kN/m)RJY3=1.1145E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=7.0141E+05(kN)RJY3*H=6.6589E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=-0.8925(m)Ystif=61.3227(m)Alf=0.0000(Degree)Xmass=-1.4096(m)Ymass=63.8096(m)Gmass(活荷折减)=2648.4844(2527.5461)(t)Eex=0.0446Eey=0.1496Ratx=0.7513Raty=0.7509Ratx1=1.8210Raty1=1.6372Ratx2=1.4164Raty2=1.3267薄弱层地震剪力放大系数=1.00RJX1=1.0520E+08(kN/m)RJY1=5.9864E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.2847E+06(kN/m)RJY3=2.4144E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=9.5255E+06(kN)RJY3*H=7.0019E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.4TowerNo.2Xstif=-2.2078(m)Ystif=-2.5890(m)Alf=0.0000(Degree)Xmass=-4.3190(m)Ymass=-3.3978(m)Gmass(活荷折减)=2451.4229(2333.3074)(t)Eex=0.1870Eey=0.0501Ratx=0.7681Raty=0.7782Ratx1=1.7681Raty1=1.6455Ratx2=1.3752Raty2=1.3321薄弱层地震剪力放大系数=1.00RJX1=1.0092E+08(kN/m)RJY1=5.5940E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.1492E+06(kN/m)RJY3=2.4261E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=9.1327E+06(kN)RJY3*H=7.0356E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.4TowerNo.3Xstif=-53.7959(m)Ystif=50.5507(m)Alf=45.0000(Degree)Xmass=-56.3955(m)Ymass=52.0477(m)Gmass(活荷折减)=224.5994(220.5513)(t)Eex=0.3971Eey=0.2287Ratx=0.1765Raty=0.1765Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=7.1580E+04(kN/m)RJY1=7.1580E+04(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.9500E+04(kN/m)RJY3=3.8981E+04(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.9256E+05(kN)RJY3*H=1.9003E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.4TowerNo.4Xstif=-47.6087(m)Ystif=-8.7749(m)Alf=0.0011(Degree)Xmass=-48.0625(m)Ymass=-8.9540(m)Gmass(活荷折减)=652.6158(640.3182)(t)Eex=0.0285Eey=0.0113Ratx=0.4001Raty=0.3936Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=5.8049E+05(kN/m)RJY1=5.8262E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.1820E+05(kN/m)RJY3=2.0430E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.0801E+06(kN)RJY3*H=1.0113E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------171 FloorNo.4TowerNo.5Xstif=-49.4246(m)Ystif=-48.0782(m)Alf=0.0000(Degree)Xmass=-49.8109(m)Ymass=-50.3163(m)Gmass(活荷折减)=557.7607(547.4002)(t)Eex=0.0287Eey=0.1679Ratx=0.3518Raty=0.3588Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=5.2873E+05(kN/m)RJY1=5.3763E+05(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6539E+05(kN/m)RJY3=1.7829E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=8.1868E+05(kN)RJY3*H=8.8255E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.4TowerNo.6Xstif=-0.2760(m)Ystif=-51.8500(m)Alf=45.0000(Degree)Xmass=-0.1307(m)Ymass=-52.0208(m)Gmass(活荷折减)=301.9191(277.7729)(t)Eex=0.0170Eey=0.0200Ratx=0.1742Raty=0.1742Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=8.0010E+04(kN/m)RJY1=8.0010E+04(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.7134E+04(kN/m)RJY3=4.3669E+04(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.9309E+05(kN)RJY3*H=2.2708E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=1.0029(m)Ystif=59.9046(m)Alf=0.0614(Degree)Xmass=0.5372(m)Ymass=61.1746(m)Gmass(活荷折减)=1339.8993(1256.9531)(t)Eex=0.0408Eey=0.0727Ratx=0.7227Raty=0.7262Ratx1=1.6468Raty1=1.4829Ratx2=1.3023Raty2=1.2372薄弱层地震剪力放大系数=1.00RJX1=7.6031E+07(kN/m)RJY1=4.3473E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.5767E+06(kN/m)RJY3=2.0221E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=7.4726E+06(kN)RJY3*H=5.8641E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.5TowerNo.2Xstif=0.9982(m)Ystif=-2.0071(m)Alf=0.0243(Degree)Xmass=0.5373(m)Ymass=-3.2863(m)Gmass(活荷折减)=1341.0913(1258.1470)(t)Eex=0.0403Eey=0.0731Ratx=0.7556Raty=0.7852Ratx1=1.6275Raty1=1.4855Ratx2=1.2916Raty2=1.2390薄弱层地震剪力放大系数=1.00RJX1=7.6258E+07(kN/m)RJY1=4.3924E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.5445E+06(kN/m)RJY3=2.0236E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=7.3791E+06(kN)RJY3*H=5.8686E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0122Raty=1.0202Ratx1=1.5706Raty1=1.4064Ratx2=1.2620Raty2=1.1925薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.1985E+06(kN/m)RJY3=1.8160E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=6.3757E+06(kN)RJY3*H=5.2663E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.6TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9438(1259.9995)(t)171 Eex=0.0404Eey=0.0708Ratx=1.0092Raty=1.0097Ratx1=1.5600Raty1=1.4075Ratx2=1.2567Raty2=1.1928薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.1890E+06(kN/m)RJY3=1.8148E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=6.3480E+06(kN)RJY3*H=5.2630E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.5181Raty1=1.3639Ratx2=1.2407Raty2=1.1710薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9356E+06(kN/m)RJY3=1.6921E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=5.6133E+06(kN)RJY3*H=4.9070E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.7TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9441(1259.9998)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.5108Raty1=1.3653Ratx2=1.2367Raty2=1.1716薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4350E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9353E+06(kN/m)RJY3=1.6905E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=5.6124E+06(kN)RJY3*H=4.9025E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.8TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.4642Raty1=1.3318Ratx2=1.2191Raty2=1.1552薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7335E+06(kN/m)RJY3=1.6056E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=5.0271E+06(kN)RJY3*H=4.6561E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.8TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9438(1259.9995)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.4603Raty1=1.3330Ratx2=1.2166Raty2=1.1557薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7387E+06(kN/m)RJY3=1.6033E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=5.0423E+06(kN)RJY3*H=4.6495E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.9TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.4101Raty1=1.3067171 Ratx2=1.1958Raty2=1.1423薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.5800E+06(kN/m)RJY3=1.5444E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.5819E+06(kN)RJY3*H=4.4786E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.9TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9438(1259.9995)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.4093Raty1=1.3078Ratx2=1.1947Raty2=1.1429薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.5880E+06(kN/m)RJY3=1.5415E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.6052E+06(kN)RJY3*H=4.4702E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.10TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.3631Raty1=1.2894Ratx2=1.1720Raty2=1.1321薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4680E+06(kN/m)RJY3=1.5022E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.2573E+06(kN)RJY3*H=4.3563E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.10TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9438(1259.9995)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.3646Raty1=1.2901Ratx2=1.1722Raty2=1.1326薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4769E+06(kN/m)RJY3=1.4986E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.2830E+06(kN)RJY3*H=4.3461E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.11TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.3335Raty1=1.2822Ratx2=1.1525Raty2=1.1255薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3918E+06(kN/m)RJY3=1.4743E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.0362E+06(kN)RJY3*H=4.2756E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.11TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9438(1259.9995)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.3361Raty1=1.2824Ratx2=1.1536Raty2=1.1258薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4000E+06(kN/m)RJY3=1.4703E+06(kN/m)RJZ3=0.0000E+00(kN/m)171 RJX3*H=4.0600E+06(kN)RJY3*H=4.2638E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.12TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.3299Raty1=1.2883Ratx2=1.1423Raty2=1.1237薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3418E+06(kN/m)RJY3=1.4555E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.8913E+06(kN)RJY3*H=4.2209E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.12TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9441(1259.9998)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.3322Raty1=1.2878Ratx2=1.1436Raty2=1.1237薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4350E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3485E+06(kN/m)RJY3=1.4511E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.9106E+06(kN)RJY3*H=4.2083E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.13TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9535(1260.0073)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.3585Raty1=1.3119Ratx2=1.1447Raty2=1.1282薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3052E+06(kN/m)RJY3=1.4391E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.7850E+06(kN)RJY3*H=4.1735E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.13TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9436(1259.9994)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.3594Raty1=1.3107Ratx2=1.1457Raty2=1.1279薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3101E+06(kN/m)RJY3=1.4348E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.7994E+06(kN)RJY3*H=4.1610E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.14TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.4317Raty1=1.3677Ratx2=1.1618Raty2=1.1410薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2669E+06(kN/m)RJY3=1.4173E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.6740E+06(kN)RJY3*H=4.1103E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.14TowerNo.2171 Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9441(1259.9998)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.4295Raty1=1.3651Ratx2=1.1619Raty2=1.1404薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4350E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2706E+06(kN/m)RJY3=1.4135E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.6848E+06(kN)RJY3*H=4.0990E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.15TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5270(m)Ymass=61.1910(m)Gmass(活荷折减)=1342.9537(1260.0076)(t)Eex=0.0404Eey=0.0709Ratx=1.0000Raty=1.0000Ratx1=1.5397Raty1=1.4906Ratx2=1.1976Raty2=1.1653薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2116E+06(kN/m)RJY3=1.3802E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.5137E+06(kN)RJY3*H=4.0026E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.15TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5269(m)Ymass=-3.2904(m)Gmass(活荷折减)=1342.9441(1259.9998)(t)Eex=0.0404Eey=0.0708Ratx=1.0000Raty=1.0000Ratx1=1.5383Raty1=1.4847Ratx2=1.1964Raty2=1.1641薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4350E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2151E+06(kN/m)RJY3=1.3772E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.5237E+06(kN)RJY3*H=3.9939E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.16TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5275(m)Ymass=61.2040(m)Gmass(活荷折减)=1376.8899(1295.2446)(t)Eex=0.0404Eey=0.0717Ratx=1.0000Raty=1.0000Ratx1=1.6344Raty1=1.5802Ratx2=1.2712Raty2=1.2290薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.1242E+06(kN/m)RJY3=1.3161E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.2601E+06(kN)RJY3*H=3.8166E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.16TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5275(m)Ymass=-3.3033(m)Gmass(活荷折减)=1376.8810(1295.2374)(t)Eex=0.0404Eey=0.0716Ratx=1.0000Raty=1.0000Ratx1=1.6285Raty1=1.5765Ratx2=1.2666Raty2=1.2261薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.1284E+06(kN/m)RJY3=1.3145E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=3.2723E+06(kN)RJY3*H=3.8122E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.17TowerNo.1Xstif=0.9893(m)Ystif=59.9515(m)Alf=0.0000(Degree)Xmass=0.5280(m)Ymass=61.1501(m)Gmass(活荷折减)=1406.7671(1323.2885)(t)Eex=0.0403Eey=0.0686171 Ratx=1.0000Raty=1.0000Ratx1=1.8255Raty1=1.7589Ratx2=1.4198Raty2=1.3680薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=9.8262E+05(kN/m)RJY3=1.1898E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.8496E+06(kN)RJY3*H=3.4504E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.17TowerNo.2Xstif=0.9893(m)Ystif=-2.0528(m)Alf=0.0000(Degree)Xmass=0.5218(m)Ymass=-3.2606(m)Gmass(活荷折减)=1408.4025(1324.9257)(t)Eex=0.0409Eey=0.0691Ratx=1.0000Raty=1.0000Ratx1=1.8119Raty1=1.7496Ratx2=1.4093Raty2=1.3608薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4350E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=9.8986E+05(kN/m)RJY3=1.1912E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.8706E+06(kN)RJY3*H=3.4545E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.18TowerNo.1Xstif=0.9894(m)Ystif=59.9455(m)Alf=0.0000(Degree)Xmass=0.5263(m)Ymass=61.1779(m)Gmass(活荷折减)=1304.3115(1224.0280)(t)Eex=0.0404Eey=0.0706Ratx=1.0000Raty=1.0000Ratx1=2.2079Raty1=2.1067Ratx2=1.7172Raty2=1.6386薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=7.6898E+05(kN/m)RJY3=9.6638E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.2300E+06(kN)RJY3*H=2.8025E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.18TowerNo.2Xstif=0.9894(m)Ystif=-2.0469(m)Alf=0.0000(Degree)Xmass=0.5263(m)Ymass=-3.2682(m)Gmass(活荷折减)=1307.9675(1227.6897)(t)Eex=0.0404Eey=0.0699Ratx=1.0000Raty=1.0000Ratx1=2.1666Raty1=2.0756Ratx2=1.6851Raty2=1.6144薄弱层地震剪力放大系数=1.00RJX1=7.6957E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=7.8042E+05(kN/m)RJY3=9.7266E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.2632E+06(kN)RJY3*H=2.8207E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.19TowerNo.1Xstif=0.9790(m)Ystif=60.4053(m)Alf=0.0000(Degree)Xmass=0.5388(m)Ymass=61.1635(m)Gmass(活荷折减)=1573.4761(1501.1964)(t)Eex=0.0388Eey=0.0441Ratx=0.9957Raty=1.0000Ratx1=22.4861Raty1=24.5773Ratx2=10.1437Raty2=11.0871薄弱层地震剪力放大系数=1.00RJX1=7.6626E+07(kN/m)RJY1=4.4351E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.9756E+05(kN/m)RJY3=6.5530E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.4429E+06(kN)RJY3*H=1.9004E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.19TowerNo.2Xstif=0.8254(m)Ystif=-2.5057(m)Alf=0.0000(Degree)Xmass=0.5384(m)Ymass=-3.2608(m)Gmass(活荷折减)=1572.5861(1500.3091)(t)Eex=0.0256Eey=0.0479Ratx=0.9957Raty=1.0000Ratx1=15.9628Raty1=17.4053Ratx2=7.2010Raty2=7.8517薄弱层地震剪力放大系数=1.00171 RJX1=7.6626E+07(kN/m)RJY1=4.4350E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=5.1459E+05(kN/m)RJY3=6.6945E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.4923E+06(kN)RJY3*H=1.9414E+06(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.20TowerNo.1Xstif=-0.6700(m)Ystif=61.7664(m)Alf=0.0000(Degree)Xmass=0.3199(m)Ymass=61.8170(m)Gmass(活荷折减)=144.9619(140.6624)(t)Eex=0.2387Eey=0.0087Ratx=0.0464Raty=0.1380Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=3.5520E+06(kN/m)RJY1=6.1200E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.1610E+04(kN/m)RJY3=3.8090E+04(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.5805E+05(kN)RJY3*H=1.9045E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------FloorNo.20TowerNo.2Xstif=0.2318(m)Ystif=-3.9043(m)Alf=0.0000(Degree)Xmass=0.1463(m)Ymass=-3.6923(m)Gmass(活荷折减)=213.7381(209.4714)(t)Eex=0.0215Eey=0.0368Ratx=0.0464Raty=0.1380Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=3.5520E+06(kN/m)RJY1=6.1200E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.6053E+04(kN/m)RJY3=5.4947E+04(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=2.3026E+05(kN)RJY3*H=2.7473E+05(kN)RJZ3*H=0.0000E+00(kN)---------------------------------------------------------------------------X方向最小刚度比:1.0000(第3层第7塔)Y方向最小刚度比:0.9720(第2层第1塔)============================================================================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59296804.0274401.6216.100.00Y风荷载92457360.0202078.1457.530.00X地震57334228.0225953.8253.740.00Y地震89397248.0229242.7389.970.00============================================================================结构舒适性验算结果(仅当满足规范适用条件时结果有效)============================================================================按高钢规计算X向顺风向顶点最大加速度(m/s2)=0.020按高钢规计算X向横风向顶点最大加速度(m/s2)=0.000按荷载规范计算X向顺风向顶点最大加速度(m/s2)=0.008按荷载规范计算X向横风向顶点最大加速度(m/s2)=0.003按高钢规计算Y向顺风向顶点最大加速度(m/s2)=0.015按高钢规计算Y向横风向顶点最大加速度(m/s2)=0.000按荷载规范计算Y向顺风向顶点最大加速度(m/s2)=0.006按荷载规范计算Y向横风向顶点最大加速度(m/s2)=0.001============================================================================结构整体稳定验算结果============================================================================X向刚重比EJd/GH**2=3.39171 Y向刚重比EJd/GH**2=3.30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----------------------------------------------------------------------2010.1156E+040.2078E+041.001.002020.1171E+040.2087E+041.001.001910.1592E+050.8983E+0413.774.321920.1592E+050.9100E+0413.604.361810.1659E+050.9208E+041.041.031820.1651E+050.9092E+041.041.001710.1736E+050.9635E+041.051.051720.1746E+050.9446E+041.061.041610.1797E+050.1016E+051.041.051620.1805E+050.9663E+041.031.021510.1851E+050.1031E+051.031.011520.1863E+050.9955E+041.031.031410.1911E+050.1045E+051.031.011420.1921E+050.1030E+051.031.031310.1960E+050.1064E+051.031.021320.1978E+050.1063E+051.031.031210.2002E+050.1097E+051.021.031220.2026E+050.1095E+051.021.031110.2026E+050.1120E+051.011.021120.2057E+050.1117E+051.021.021010.2057E+050.1138E+051.021.021020.2082E+050.1136E+051.011.02910.2081E+050.1156E+051.011.02920.2099E+050.1155E+051.011.02810.2096E+050.1176E+051.011.02820.2109E+050.1176E+051.001.02710.2107E+050.1197E+051.011.02720.2123E+050.1199E+051.011.02610.2111E+050.1212E+051.001.01620.2138E+050.1220E+051.011.02510.2089E+050.1217E+050.991.00520.2076E+050.1210E+050.970.99410.2900E+050.1775E+051.391.46420.2808E+050.1626E+051.351.34430.4648E+030.4648E+031.001.00440.2405E+040.2419E+041.001.00450.2329E+040.2142E+041.001.00460.7970E+030.6587E+031.001.00310.3526E+050.2028E+051.221.14320.3380E+050.1932E+051.201.19330.2101E+040.2132E+044.524.59340.5228E+040.5001E+042.172.07350.4960E+040.5321E+042.132.48360.2325E+040.2437E+042.923.70370.8316E+030.1155E+041.001.00171 380.5303E+030.4666E+031.001.00210.3307E+050.1943E+050.940.96220.3365E+050.1922E+051.001.00230.3859E+040.4166E+041.841.95240.6121E+040.6362E+041.171.27250.5916E+040.6069E+041.191.14260.4071E+040.4213E+041.751.73270.1853E+040.1900E+042.231.65280.1614E+040.1573E+043.043.37110.3740E+060.3570E+064.155.67X方向最小楼层抗剪承载力之比:0.94层号:2塔号:1Y方向最小楼层抗剪承载力之比:0.96层号:2塔号:1///////////////////////////////////////////////////////////////////////////|公司名称:||||周期、地震力与振型输出文件||(总刚分析方法)||SATWE2010_V2.2中文版||(2014年9月23日9时52分)||文件名:WZQ.OUT||||工程名称:设计人:计算日期:2016/03/21||工程代号:校核人:计算时间:12:35:50|///////////////////////////////////////////////////////////////////////////考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数12.053794.811.00(0.01+0.99)0.0022.045990.581.00(0.00+1.00)0.0032.01735.140.99(0.99+0.01)0.0142.00730.560.98(0.98+0.00)0.0251.8006149.150.01(0.01+0.00)0.9961.79390.990.02(0.02+0.00)0.9870.8387138.360.76(0.42+0.34)0.2480.787515.850.88(0.82+0.06)0.1290.782940.680.95(0.54+0.41)0.05100.741061.170.80(0.19+0.61)0.20110.7208107.260.97(0.09+0.88)0.03120.6990152.590.95(0.75+0.20)0.05130.6756127.530.61(0.24+0.37)0.39140.642290.201.00(0.00+1.00)0.00150.640790.231.00(0.00+1.00)0.00160.6385108.420.29(0.03+0.26)0.71170.627640.700.98(0.56+0.43)0.02180.6187104.240.95(0.06+0.89)0.05190.602719.910.84(0.74+0.10)0.16200.5902136.390.40(0.20+0.19)0.60210.566455.740.44(0.13+0.31)0.56220.563638.230.13(0.07+0.05)0.87230.55361.230.92(0.91+0.00)0.08240.5511178.790.81(0.81+0.00)0.19250.5487168.070.22(0.21+0.01)0.78260.52877.260.20(0.20+0.00)0.80270.5255166.720.10(0.08+0.02)0.90280.5138142.700.41(0.26+0.16)0.59171 290.491211.690.94(0.89+0.05)0.06300.4608176.220.62(0.61+0.00)0.38地震作用最大的方向=89.026(度)============================================================仅考虑X向地震作用时的地震力Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.02-0.300.0020.23-2.45-0.091910.17-3.010.3721.56-16.65-10.041810.13-2.380.2821.21-13.20-8.111710.14-2.480.2821.24-13.74-8.811610.12-2.330.2421.13-12.88-8.011510.11-2.160.2021.03-11.93-7.481410.11-2.040.1720.95-11.26-7.121310.10-1.910.1420.87-10.52-6.751210.09-1.770.1020.79-9.73-6.351110.08-1.610.0720.70-8.87-5.931010.07-1.450.0420.62-7.97-5.48910.06-1.280.0020.53-7.03-5.02810.05-1.11-0.0320.45-6.07-4.53710.05-0.93-0.0520.36-5.09-4.01610.04-0.76-0.0720.28-4.12-3.47510.03-0.59-0.0820.21-3.18-2.89410.05-0.87-0.2020.26-4.19-4.9330.000.000.0040.000.00-0.0150.000.00-0.0160.000.000.00310.01-0.180.00171 20.07-1.15-0.9130.000.00-0.0140.00-0.01-0.0250.00-0.01-0.0160.000.00-0.0270.000.000.0080.000.000.00210.02-0.41-0.0320.12-2.06-2.5530.00-0.01-0.0240.00-0.01-0.0350.00-0.01-0.0160.00-0.01-0.0170.00-0.010.0180.00-0.010.00110.02-0.32-2.83振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.000.320.0020.01-0.080.00191-0.023.24-0.0620.09-0.58-0.38181-0.012.56-0.0420.07-0.46-0.31171-0.022.67-0.0320.07-0.48-0.33161-0.012.51-0.0120.06-0.45-0.30151-0.012.320.0120.06-0.41-0.28141-0.012.190.0320.05-0.39-0.27131-0.012.050.0520.05-0.36-0.25121-0.011.890.0720.04-0.34-0.24111-0.011.730.0920.04-0.31-0.22101-0.011.550.1020.03-0.27-0.2091-0.011.370.1220.03-0.24-0.1881-0.011.180.1320.03-0.21-0.1671-0.010.990.1420.02-0.17-0.1461-0.010.810.1420.02-0.14-0.1251-0.010.620.1320.01-0.11-0.1041-0.010.910.3020.02-0.14-0.1730.000.000.0040.000.000.0050.000.000.00171 60.000.000.00310.000.180.0120.00-0.04-0.0330.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.000.0080.000.000.00210.000.420.0620.01-0.07-0.0930.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.000.0080.000.000.00110.000.040.41振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2013.53-0.180.45233.332.85-1.7419134.95-1.7168.612220.2218.98-210.6618127.06-1.3554.472171.0915.06-167.3317127.64-1.4058.412174.4415.66-178.1016125.39-1.3152.252160.0814.65-158.1715123.03-1.2147.742145.1813.54-143.4514121.29-1.1444.382134.1912.75-132.0413119.49-1.0640.822122.8111.88-119.8312117.64-0.9737.062111.1210.94-106.8511115.75-0.8833.14299.209.93-93.2210113.84-0.7829.10287.178.88-79.139111.94-0.6824.98275.167.78-64.838110.07-0.5720.86263.336.67-50.67718.25-0.4716.82251.845.55-37.09616.52-0.3712.96240.924.45-24.67514.91-0.289.38230.743.40-14.13416.84-0.5517.19240.294.92-14.7830.030.000.00171 40.100.00-0.0150.070.00-0.3760.030.01-0.01311.41-0.041.80210.161.18-2.5230.100.000.1040.140.00-0.0350.110.01-0.5960.090.02-0.2370.11-0.04-0.1280.020.000.01213.17-0.277.21218.852.59-7.9930.200.000.1240.230.00-0.0350.160.01-0.8160.190.04-0.4070.12-0.04-0.3180.060.000.05114.690.3514.91振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)20116.080.082.002-3.84-0.140.17191159.051.21303.122-25.37-0.9020.81181123.080.95240.532-19.70-0.7216.51171125.711.02257.852-20.08-0.7517.54161115.420.97230.512-18.42-0.7015.54151104.640.92210.482-16.69-0.6414.0514196.680.89195.542-15.42-0.6112.8813188.430.85179.672-14.10-0.5611.6212179.950.81162.952-12.75-0.5210.2911171.300.76145.492-11.37-0.478.8810162.580.71127.472-9.97-0.427.439153.880.65109.142-8.58-0.375.958145.300.5990.802-7.21-0.324.497137.000.5172.842-5.89-0.263.106129.110.4355.712-4.62-0.211.845121.770.3539.872-3.45-0.160.794130.04-0.1371.64171 2-4.47-0.230.1930.030.01-0.0140.030.02-0.1150.000.020.0260.000.00-0.02316.080.227.172-1.11-0.07-0.1030.080.03-0.0440.040.03-0.155-0.010.040.0260.00-0.01-0.1070.060.01-0.1080.020.010.002113.29-0.2227.252-1.99-0.13-0.5930.170.06-0.1840.070.05-0.285-0.010.050.0360.00-0.01-0.3770.070.01-0.1080.070.01-0.01112.150.10-99.21振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.000.000.0120.26-0.191.751910.020.001.5721.16-0.74204.391810.010.001.2420.91-0.58162.661710.010.001.3320.92-0.58173.721610.010.001.1920.89-0.52155.121510.010.001.0920.80-0.46141.571410.010.001.0120.74-0.41131.541310.010.000.9320.69-0.36121.041210.010.000.8420.63-0.30110.131110.010.000.7620.58-0.2498.901010.000.000.6720.53-0.1987.46910.000.000.5820.48-0.1375.94810.000.000.5020.43-0.0864.50710.000.000.4120.38-0.0353.29610.000.000.3320.330.0242.52510.000.000.25171 20.280.0532.3441-0.010.000.4920.43-1.1451.0430.000.000.0040.000.000.0050.000.000.0060.000.000.00310.000.000.0620.110.2210.5330.000.000.0040.000.000.0050.000.00-0.0160.000.00-0.0270.000.010.0280.000.000.0021-0.010.000.2420.23-0.7731.0030.000.000.0140.000.000.0150.000.00-0.0160.000.000.0070.000.010.0480.000.000.0011-0.02-0.012.54振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.640.08-2.6320.010.000.031914.720.18-395.3320.04-0.012.941813.670.14-313.4220.03-0.012.341713.690.12-335.7920.03-0.012.501613.480.09-300.1720.03-0.012.231513.130.05-274.0220.03-0.012.031412.890.02-254.6720.03-0.011.891312.65-0.01-234.4120.02-0.011.741212.40-0.04-213.3820.020.001.581112.16-0.06-191.7420.020.001.421011.92-0.09-169.7020.020.001.25911.68-0.12-147.5320.010.001.09811.45-0.13-125.5020.010.000.92711.23-0.15-103.9320.010.000.76611.02-0.15-83.21171 20.010.000.60510.81-0.15-63.4720.010.000.46412.700.82-125.3020.01-0.020.7230.000.000.0040.000.000.0050.000.000.0160.000.000.0031-0.04-0.35-14.9620.000.000.1530.000.000.0040.000.000.0050.000.000.0260.000.000.0070.000.000.0080.000.000.00210.790.65-61.3320.00-0.010.4130.000.00-0.0140.000.00-0.0150.000.000.0260.000.000.0070.000.00-0.0180.000.000.00110.02-0.01-8.82振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.010.010.002-0.010.010.00191-0.050.05-0.082-0.050.040.43181-0.040.03-0.062-0.040.030.34171-0.030.03-0.062-0.030.020.35161-0.030.02-0.042-0.030.020.30151-0.020.02-0.032-0.020.010.26141-0.010.01-0.022-0.010.000.231310.000.00-0.012-0.01-0.010.191210.01-0.010.0020.00-0.010.151110.01-0.010.0120.01-0.020.111010.02-0.020.0220.01-0.030.08910.02-0.020.0320.02-0.030.04810.03-0.030.0320.02-0.030.01710.03-0.030.03171 20.02-0.04-0.01610.03-0.030.0320.02-0.04-0.03510.04-0.030.0320.02-0.04-0.04410.07-0.070.0720.04-0.07-0.1030.02-0.010.0140.02-0.01-0.0450.01-0.01-0.0560.01-0.03-0.02310.02-0.020.0120.02-0.03-0.0430.04-0.02-0.0640.02-0.01-0.0550.01-0.02-0.0660.01-0.04-0.06751.50-45.67-382.4880.010.000.00210.06-0.060.0220.04-0.06-0.1630.06-0.02-0.0940.03-0.02-0.1050.01-0.02-0.0760.02-0.07-0.12731.53-29.23-279.3680.02-0.010.00110.51-0.57-11.07振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.00-0.010.002-0.03-0.010.001910.00-0.09-0.312-0.16-0.08-0.391810.00-0.06-0.222-0.11-0.05-0.291710.00-0.05-0.212-0.10-0.05-0.281610.00-0.04-0.162-0.07-0.03-0.231510.00-0.03-0.112-0.04-0.02-0.171410.00-0.01-0.072-0.02-0.01-0.131310.000.00-0.0320.000.00-0.081210.000.010.0120.030.02-0.031110.000.030.0520.050.030.021010.000.040.0920.070.040.07910.000.050.1320.080.050.11810.000.060.16171 20.100.050.15710.000.060.1820.100.060.19610.000.070.2020.110.060.22510.000.060.2120.110.060.2441-0.010.120.5720.190.090.5430.00-0.040.1040.11-0.020.2950.15-0.02-0.36688.3824.71126.55310.000.030.1020.070.040.1630.03-0.050.4040.12-0.020.3150.18-0.01-0.57694.1626.86634.6471.291.103.9480.000.000.0121-0.010.100.5920.190.070.7830.04-0.070.6140.16-0.030.4250.21-0.02-0.626100.2927.12869.4370.840.732.738-0.010.000.05114.470.69263.72振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.01-0.010.002-0.01-0.010.00191-0.08-0.07-0.162-0.07-0.080.12181-0.05-0.05-0.122-0.04-0.060.07171-0.05-0.05-0.122-0.04-0.050.05161-0.04-0.03-0.102-0.03-0.030.02151-0.02-0.02-0.082-0.02-0.02-0.01141-0.01-0.01-0.062-0.01-0.01-0.041310.000.00-0.0520.000.01-0.071210.010.01-0.0320.010.02-0.091110.020.03-0.0220.020.03-0.111010.030.040.0020.030.04-0.13910.040.040.01171 20.040.05-0.15810.040.050.0220.040.06-0.15710.050.050.0320.050.06-0.16610.050.060.0320.050.07-0.16510.050.060.0320.050.06-0.15410.100.100.0720.090.12-0.2930.070.07-0.1540.040.040.0550.020.04-0.116-0.67-0.13-0.94310.030.030.0120.030.04-0.0830.090.09-0.6040.050.040.0550.030.06-0.196-0.70-0.12-4.78769.6359.77214.1080.010.010.00210.090.090.0620.080.10-0.2830.130.13-0.7440.060.060.0550.030.07-0.246-0.73-0.09-6.62744.7839.32145.6280.020.020.00110.790.84-9.12振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.01-0.010.0020.00-0.010.00191-0.09-0.060.042-0.02-0.060.23181-0.06-0.040.032-0.01-0.040.16171-0.05-0.030.032-0.01-0.040.15161-0.04-0.020.022-0.01-0.030.11151-0.02-0.010.0220.00-0.010.07141-0.01-0.010.0120.000.000.031310.010.000.0120.000.010.001210.020.010.0020.000.02-0.041110.030.02-0.0120.010.02-0.071010.040.03-0.02171 20.010.03-0.10910.050.03-0.0220.010.04-0.12810.060.04-0.0320.010.04-0.14710.060.04-0.0420.010.04-0.15610.060.04-0.0520.010.04-0.16510.060.04-0.0520.010.04-0.16410.120.08-0.1620.020.08-0.34317.6128.24-77.1940.010.05-0.045-0.030.07-0.166-0.020.140.13310.030.02-0.0320.010.02-0.10313.0131.07-303.2740.010.05-0.045-0.040.09-0.226-0.030.180.267-0.10-0.07-0.4180.010.010.00210.100.06-0.1520.020.07-0.40316.4537.95-372.2940.010.07-0.085-0.050.10-0.286-0.040.210.267-0.06-0.03-0.2980.030.02-0.02110.362.29-117.60振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.000.020.0020.000.020.00191-0.010.15-0.122-0.020.130.06181-0.010.10-0.082-0.010.090.05171-0.010.09-0.072-0.010.070.061610.000.06-0.052-0.010.050.051510.000.04-0.0320.000.030.051410.000.01-0.0120.000.010.051310.00-0.020.0120.00-0.020.051210.00-0.040.0320.01-0.040.041110.00-0.060.05171 20.01-0.060.041010.01-0.080.0620.01-0.070.04910.01-0.100.0820.01-0.090.04810.01-0.110.0820.02-0.090.04710.01-0.110.0920.02-0.100.04610.01-0.110.0920.02-0.100.04510.01-0.110.0820.02-0.090.04410.01-0.200.2020.03-0.150.0830.160.05-0.2240.02-0.060.0050.04-0.090.24610.06-32.02-29.60310.00-0.050.0320.01-0.050.0230.160.02-1.4540.02-0.07-0.0150.05-0.110.33611.68-37.63-39.4370.020.040.7680.00-0.010.00210.01-0.140.1620.03-0.120.0530.190.01-1.6740.03-0.09-0.0350.06-0.130.41612.77-41.58-52.1470.020.010.4980.00-0.030.00110.43-1.2314.40振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.040.030.002-0.040.040.00191-0.290.22-0.402-0.240.240.35181-0.200.15-0.272-0.160.160.25171-0.160.13-0.232-0.130.140.22161-0.110.09-0.142-0.090.090.16151-0.060.05-0.072-0.050.050.10141-0.010.010.002-0.010.010.051310.04-0.030.0620.03-0.040.001210.08-0.070.12171 20.07-0.08-0.051110.12-0.100.1720.10-0.11-0.091010.15-0.130.2120.13-0.14-0.12910.18-0.150.2320.15-0.16-0.15810.20-0.160.2420.16-0.18-0.17710.21-0.170.2420.17-0.18-0.17610.21-0.170.2220.17-0.18-0.17510.20-0.150.1920.17-0.16-0.16410.38-0.270.4220.29-0.26-0.33374.88-38.6784.9640.19-0.030.0850.16-0.060.306-0.150.340.22310.10-0.060.0620.10-0.09-0.09387.67-45.70-160.7840.21-0.030.0450.19-0.080.266-0.130.37-0.117-0.13-0.041.1880.04-0.010.00210.32-0.190.3220.25-0.19-0.39394.19-51.80-117.5240.26-0.04-0.1150.20-0.080.326-0.100.38-0.377-0.04-0.050.7380.08-0.02-0.02113.02-2.2410.32振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.010.040.002-0.020.06-0.011910.100.33-0.452-0.100.35-0.541810.060.22-0.312-0.070.23-0.371710.050.19-0.282-0.060.20-0.331610.030.13-0.192-0.040.13-0.221510.020.06-0.112-0.020.06-0.121410.000.00-0.0320.000.00-0.03131-0.01-0.060.05171 20.02-0.070.07121-0.03-0.110.1220.03-0.120.15111-0.04-0.160.1920.05-0.180.23101-0.05-0.200.2520.06-0.220.3091-0.06-0.230.3020.07-0.250.3681-0.07-0.250.3320.07-0.260.4171-0.07-0.250.3620.08-0.260.4361-0.07-0.240.3720.08-0.250.4451-0.07-0.220.3620.07-0.230.4441-0.14-0.380.9220.13-0.380.893-0.010.13-0.5140.12-0.130.46542.04-50.08742.096-0.110.160.0931-0.03-0.080.1520.04-0.110.253-0.070.08-1.4140.12-0.140.47549.93-70.07913.866-0.080.16-0.2670.04-0.021.508-0.02-0.020.0121-0.10-0.250.7620.11-0.270.993-0.080.04-1.6540.14-0.170.55562.55-71.64988.976-0.040.14-0.2770.03-0.050.978-0.04-0.050.07119.75-10.471165.87振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.00-0.240.0120.00-0.300.011910.01-1.980.8620.01-1.610.551810.00-1.330.5520.00-1.080.351710.00-1.090.4320.00-0.880.251610.00-0.700.2220.00-0.550.101510.00-0.310.0320.00-0.23-0.031410.000.08-0.14171 20.000.09-0.151310.000.45-0.3120.000.39-0.271210.000.79-0.4620.000.67-0.36111-0.011.08-0.5820.000.90-0.44101-0.011.30-0.6720.001.08-0.5091-0.011.44-0.7220.001.19-0.5381-0.011.51-0.7420.001.23-0.53710.001.48-0.722-0.011.21-0.51610.001.37-0.672-0.011.12-0.47510.001.19-0.5920.000.97-0.40410.011.94-1.342-0.011.46-0.7330.00-0.010.0440.000.040.0050.060.040.3260.00-0.01-0.04310.000.41-0.2120.000.40-0.2030.010.000.1140.000.040.0050.060.040.3060.00-0.01-0.077-0.030.08-1.7080.000.000.00210.001.01-0.9620.000.82-0.7230.010.010.1440.000.05-0.0150.070.050.2660.010.00-0.107-0.030.07-1.0380.000.010.00110.020.262.29振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.00-0.040.0020.000.070.001910.00-0.300.1320.000.37-0.131810.00-0.200.0920.000.24-0.081710.00-0.170.0720.000.20-0.061610.00-0.110.0320.000.12-0.021510.00-0.050.01171 20.000.050.011410.000.01-0.0220.00-0.020.031310.000.07-0.0520.00-0.090.061210.000.12-0.0720.00-0.150.081110.000.17-0.0920.00-0.210.101010.000.20-0.1020.00-0.250.12910.000.22-0.1120.00-0.270.12810.000.23-0.1120.00-0.280.12710.000.23-0.1120.00-0.270.12610.000.21-0.1020.00-0.250.11510.000.18-0.0920.00-0.220.09410.000.29-0.2120.00-0.330.1730.000.000.0040.000.000.0050.000.00-0.0160.000.000.00310.000.06-0.0320.00-0.090.0530.000.000.0040.000.000.0050.000.00-0.0160.000.000.0070.000.000.0980.000.000.00210.000.15-0.1520.00-0.180.1730.000.000.0040.000.000.0050.000.00-0.0160.000.000.0070.000.000.0580.000.000.00110.00-0.01-0.03振型16的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.00-0.090.0020.00-0.180.001910.00-0.700.292-0.01-0.980.341810.00-0.470.192-0.01-0.660.211710.00-0.390.152-0.01-0.530.161610.00-0.250.08171 20.00-0.330.071510.00-0.110.0120.00-0.130.001410.000.03-0.0520.000.06-0.081310.000.16-0.1020.000.24-0.141210.000.28-0.1520.000.41-0.201110.000.39-0.1920.010.55-0.251010.000.46-0.2220.010.66-0.28910.000.51-0.2420.010.73-0.29810.000.53-0.2420.010.75-0.29710.000.52-0.2420.010.73-0.28610.000.48-0.2220.010.68-0.25510.000.42-0.1920.010.58-0.21410.010.67-0.4320.010.87-0.373-0.010.01-0.0440.03-0.060.165-0.01-0.01-0.466-0.010.010.02310.000.14-0.0720.000.24-0.113-0.010.00-0.0740.03-0.060.165-0.010.00-0.5460.000.010.0175.07-14.39260.1680.000.000.00210.010.34-0.3020.010.47-0.383-0.010.00-0.0940.03-0.060.195-0.01-0.01-0.5360.000.000.0174.27-11.42156.8880.00-0.010.00110.10-0.181.95振型17的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.040.29-0.022-0.140.51-0.02191-0.312.33-1.922-0.702.70-1.45181-0.201.56-1.262-0.451.80-0.96171-0.161.27-1.02171 2-0.361.44-0.78161-0.100.79-0.572-0.220.89-0.43151-0.040.32-0.182-0.080.33-0.111410.02-0.150.1920.04-0.210.191310.07-0.590.5420.16-0.720.491210.12-0.990.8520.27-1.180.751110.16-1.321.1020.36-1.570.991010.19-1.571.3020.44-1.851.18910.21-1.731.4220.49-2.021.31810.23-1.781.4820.52-2.071.40710.23-1.721.4620.53-2.001.42610.22-1.571.3720.51-1.811.39510.20-1.331.2220.47-1.531.30410.32-2.112.8420.77-2.272.533-0.140.000.3741.48-1.038.415113.7995.40215.606-0.12-0.12-1.29310.10-0.410.4420.24-0.580.6630.020.123.1141.45-1.018.365123.43108.9259.1760.05-0.03-3.317-0.05-0.282.8580.030.030.01210.25-0.962.2220.59-1.122.5630.110.183.5741.46-1.159.345117.51110.02-35.3460.240.11-4.7670.03-0.161.7780.060.080.021113.1113.04266.92振型18的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.01-0.050.002-0.02-0.080.001910.08-0.40-0.182-0.12-0.44-0.281810.05-0.27-0.14171 2-0.08-0.29-0.211710.04-0.22-0.142-0.06-0.23-0.201610.03-0.13-0.112-0.04-0.14-0.161510.01-0.05-0.092-0.01-0.05-0.121410.000.03-0.0620.010.04-0.08131-0.020.11-0.0320.030.13-0.03121-0.030.180.0020.050.200.01111-0.040.230.0320.060.260.06101-0.050.280.0620.080.310.1091-0.060.300.0920.090.330.1581-0.060.310.1220.090.340.1971-0.060.300.1420.090.320.2261-0.060.270.1620.090.290.2451-0.050.220.1720.080.240.2541-0.100.340.4620.130.330.5330.000.04-0.35413.09-47.52145.235-0.21-0.34-3.926-0.050.060.0331-0.020.070.0720.040.090.143-0.05-0.04-1.20411.64-45.94146.715-0.22-0.35-4.106-0.020.04-0.187-0.030.12-1.588-0.01-0.020.0121-0.070.130.3720.100.130.523-0.05-0.09-1.34410.11-49.76177.985-0.25-0.35-3.6060.020.01-0.217-0.020.07-0.918-0.03-0.050.06110.54-3.99180.46振型19的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.140.08-0.012-0.340.13-0.02191-1.050.60-1.54171 2-1.750.68-1.44181-0.680.40-0.992-1.130.45-1.05171-0.530.31-0.782-0.870.35-0.97161-0.320.19-0.422-0.510.20-0.68151-0.110.06-0.112-0.160.06-0.401410.08-0.060.1720.16-0.08-0.121310.26-0.180.4220.47-0.210.171210.43-0.280.6420.74-0.330.471110.56-0.360.8120.97-0.420.751010.67-0.420.9321.15-0.481.02910.74-0.450.9821.27-0.521.26810.78-0.450.9821.32-0.521.46710.78-0.430.9221.32-0.481.61610.74-0.370.8221.25-0.421.69510.67-0.300.6821.13-0.341.69411.14-0.451.4921.79-0.533.403-0.290.070.714177.2066.081107.2450.08-2.06-29.586-0.17-0.03-2.50310.28-0.070.2220.55-0.090.8230.140.317.094169.9161.471071.4650.10-1.92-32.6360.140.10-5.707-0.19-0.06-0.5380.080.030.00210.79-0.131.3621.28-0.202.9330.380.397.954159.9253.471102.075-0.17-1.89-28.5360.470.25-8.437-0.010.00-0.2580.180.06-0.08118.261.8584.70振型20的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.02-0.02-0.01171 2-0.16-0.04-0.021910.17-0.19-1.582-0.80-0.20-2.041810.11-0.12-1.092-0.51-0.13-1.441710.08-0.10-0.962-0.39-0.10-1.291610.05-0.06-0.632-0.23-0.06-0.871510.02-0.02-0.332-0.06-0.01-0.49141-0.010.02-0.0520.090.03-0.12131-0.040.060.2320.230.070.26121-0.070.090.4920.350.100.61111-0.090.110.7320.460.130.95101-0.110.130.9320.540.151.2491-0.120.141.0820.590.161.4981-0.130.141.1920.610.151.6771-0.130.131.2520.600.141.7861-0.120.111.2420.570.121.8151-0.110.091.1720.510.101.7541-0.220.102.8620.790.043.453-0.010.08-1.054-1.230.07-11.52540.89-42.55-891.866-0.120.08-0.8931-0.030.030.4120.240.040.853-0.13-0.17-3.104-1.120.08-11.16542.50-35.18-1030.1060.040.09-2.237-0.040.09-1.108-0.03-0.040.0321-0.120.002.0620.54-0.053.023-0.12-0.31-3.294-0.940.16-11.91528.32-33.70-901.7660.220.07-2.977-0.010.04-0.568-0.05-0.090.17110.47-2.15-30.46振型21的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t171 (kN)(kN)(kN-m)201-0.170.020.032-0.130.030.00191-1.290.183.542-0.640.170.08181-0.820.112.472-0.410.110.02171-0.630.092.182-0.310.08-0.01161-0.350.051.442-0.170.04-0.04151-0.090.010.752-0.030.01-0.051410.16-0.030.0820.09-0.03-0.061310.39-0.06-0.5820.21-0.06-0.051210.59-0.09-1.2120.31-0.09-0.041110.76-0.11-1.7820.39-0.11-0.011010.88-0.13-2.2720.45-0.120.02910.95-0.13-2.6620.48-0.130.05810.98-0.13-2.9320.49-0.120.09710.95-0.12-3.0720.47-0.110.13610.88-0.10-3.0620.44-0.090.17510.77-0.07-2.8820.38-0.060.18411.35-0.03-6.8820.56-0.080.363-5.411.95186.004-0.13-0.28-2.3750.06-0.24-2.4360.080.00-6.06310.26-0.03-0.9520.16-0.010.05333.3149.37795.814-0.11-0.25-2.2650.06-0.23-2.5460.350.25-8.297-0.04-0.050.3080.070.04-0.03210.730.06-4.2020.340.020.04338.6164.95884.864-0.07-0.20-2.3650.03-0.19-1.9160.460.46-12.0270.01-0.010.1480.140.09-0.23111.591.84-77.74振型22的地震力171 -------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-0.030.010.002-0.210.01-0.03191-0.220.10-0.092-1.030.03-3.18181-0.140.06-0.052-0.650.02-2.21171-0.100.05-0.022-0.490.02-1.93161-0.060.030.012-0.270.01-1.26151-0.010.000.032-0.050.00-0.641410.03-0.020.0420.15-0.01-0.041310.07-0.040.0520.33-0.010.561210.10-0.050.0620.49-0.021.111110.13-0.060.0620.62-0.021.611010.15-0.070.0520.72-0.032.04910.16-0.070.0420.77-0.032.37810.16-0.070.0320.79-0.022.59710.16-0.060.0120.76-0.022.69610.14-0.05-0.0120.70-0.022.65510.13-0.04-0.0320.60-0.012.46410.21-0.04-0.0920.90-0.124.6630.05-0.02-2.414-0.12-0.08-3.375-0.170.011.3864.663.03-376.18310.040.00-0.0120.250.021.083-0.41-0.63-9.744-0.08-0.07-3.215-0.16-0.011.73621.1816.52-502.577-0.02-0.020.0480.010.010.00210.120.010.0220.52-0.073.543-0.46-0.82-10.784-0.03-0.03-3.465-0.11-0.011.52628.1026.32-716.3670.000.000.0580.010.030.00110.510.83-5.12171 振型23的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-8.230.122.222-57.99-0.98-10.14191-61.041.45273.982-285.98-7.99-964.95181-38.670.98187.412-180.39-5.24-666.28171-29.160.81161.522-134.12-4.10-576.34161-15.920.52102.132-70.75-2.37-367.80151-3.170.2347.632-10.28-0.61-175.811418.68-0.06-4.82245.781.079.9613119.60-0.34-55.79297.162.64191.7012129.11-0.59-103.222141.654.00362.0711136.81-0.80-145.142177.335.07514.0010142.38-0.95-179.792202.695.79641.099145.58-1.03-205.682216.746.10737.788146.34-1.05-221.662219.136.00799.557144.71-0.99-226.892210.175.53822.826140.88-0.87-220.942190.864.74804.895135.08-0.70-202.492162.573.78741.474161.803.03-471.452238.35-28.651384.573-0.900.43-17.7345.47-4.23-354.595-3.490.8532.696-1.45-0.2642.973110.65-1.46-63.22264.607.12314.953-1.53-3.70-36.0348.16-2.99-338.845-3.340.4639.316-1.93-1.6943.857-0.780.08-2.9480.760.03-0.202129.622.96-276.442127.10-23.69990.593-0.26-5.26-39.02412.590.71-381.285-2.180.3432.636-1.11-2.7060.9870.100.06-1.73171 81.510.06-1.861135.461.0053.20振型24的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-22.570.327.8727.860.111.82191-166.324.25970.86238.631.08173.21181-105.312.88660.64224.350.71118.78171-79.312.44565.27218.070.57101.80161-43.151.62353.0729.490.3463.99151-8.300.76159.1121.300.1129.3614124.10-0.08-26.852-6.30-0.12-3.9613153.92-0.90-206.572-13.25-0.33-36.3212179.89-1.64-372.702-19.27-0.52-66.39111100.89-2.27-518.282-24.09-0.67-92.91101116.00-2.74-637.152-27.50-0.77-114.7691124.64-3.02-724.202-29.37-0.82-130.9981126.57-3.10-775.652-29.65-0.82-140.8771121.94-2.97-789.002-28.39-0.77-143.8561111.31-2.66-763.262-25.73-0.67-139.635195.26-2.22-694.862-21.85-0.55-127.6841170.9110.43-1607.872-31.915.00-237.233-0.43-0.11-11.8944.19-2.71-159.8750.56-0.83-9.0660.140.07-0.413127.60-5.01-214.842-8.55-1.22-54.243-1.55-2.91-35.0645.26-2.01-152.7150.54-0.74-9.8260.040.04-0.137-0.340.000.3080.770.18-0.392178.469.79-943.872-16.554.06-172.503-0.93-3.70-40.3047.01-0.18-173.2550.33-0.58-7.24171 6-0.13-0.02-2.4670.08-0.01-0.4181.490.38-2.781111.29-0.04-781.43振型25的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.53-0.02-0.2320.730.010.161913.88-0.17-28.3023.570.0815.331812.46-0.11-19.1922.250.0510.511711.85-0.09-16.3321.670.049.001611.00-0.06-10.1120.870.035.651510.19-0.02-4.4320.110.012.58141-0.570.010.992-0.60-0.01-0.38131-1.270.056.222-1.24-0.02-3.25121-1.880.0811.022-1.80-0.04-5.93111-2.370.1015.212-2.24-0.05-8.28101-2.720.1218.592-2.55-0.06-10.2291-2.920.1221.032-2.72-0.06-11.6581-2.960.1322.422-2.74-0.06-12.5271-2.850.1222.702-2.62-0.06-12.7761-2.600.1021.852-2.37-0.05-12.3851-2.220.0819.792-2.00-0.04-11.2941-4.06-0.2845.552-2.910.45-20.903-0.050.04-0.21429.78-11.41-992.795-0.140.051.236-0.050.020.6731-0.610.146.062-0.77-0.11-4.7430.050.000.92436.13-7.80-946.075-0.130.041.486-0.02-0.020.477-0.030.02-0.1980.02-0.010.0021-1.78-0.2926.652-1.470.34-14.8230.11-0.041.10171 446.332.77-1072.205-0.080.031.2060.03-0.060.6570.000.00-0.0980.04-0.03-0.03111.432.23-116.09振型26的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)201-6.65-0.46-10.512-0.110.061.24191-53.86-5.53-1282.912-0.820.61117.46181-33.07-3.69-849.202-0.470.4078.30171-23.86-3.04-697.222-0.290.3264.34161-11.36-1.91-402.922-0.080.1937.401510.13-0.74-138.2620.090.0613.1414110.670.40110.9220.24-0.07-9.7613120.071.50344.6420.37-0.19-31.3212127.922.48552.7020.46-0.30-50.5811133.843.28725.7820.51-0.38-66.7010137.583.86856.1620.52-0.44-78.959138.984.16938.2720.49-0.46-86.808138.074.19969.1720.43-0.46-89.977135.003.94948.7120.34-0.42-88.396130.153.44879.7120.23-0.36-82.305124.072.80764.4120.13-0.28-71.984115.84-10.351683.6620.042.76-128.313-0.370.18-4.554-0.82-0.0311.065-0.17-0.100.726-0.090.021.413111.275.11215.2620.06-0.62-28.9030.28-0.742.174-0.83-0.0510.345-0.15-0.101.0860.00-0.040.327-0.150.00-0.1580.460.07-0.272113.35-9.69929.66171 20.162.25-91.0030.88-1.113.364-0.82-0.1411.835-0.09-0.081.0260.13-0.09-0.3970.050.00-0.2180.860.14-1.88115.540.60-58.14振型27的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.430.020.422-3.570.437.871913.330.2351.712-19.094.04745.771812.050.1534.112-11.552.65495.581711.480.1227.852-8.032.09405.251610.710.0815.922-3.461.22233.181510.000.035.2120.660.3478.52141-0.66-0.02-4.8624.41-0.52-67.23131-1.25-0.06-14.2627.69-1.32-203.95121-1.74-0.10-22.59210.37-2.01-325.61111-2.11-0.14-29.47212.32-2.55-426.73101-2.35-0.16-34.59213.44-2.91-502.7591-2.44-0.17-37.73213.70-3.06-550.4381-2.39-0.17-38.79213.13-2.99-568.0471-2.21-0.16-37.77211.80-2.73-555.5061-1.91-0.14-34.8229.87-2.29-514.4951-1.53-0.11-30.0527.57-1.77-447.2641-1.480.40-65.6829.3717.08-792.293-0.130.07-1.624-0.26-0.013.035-0.08-0.030.386-0.030.010.2631-0.59-0.20-8.3422.54-3.74-177.6230.14-0.251.484-0.25-0.022.835-0.07-0.030.5260.00-0.020.087-0.050.000.09171 80.140.03-0.0821-0.800.38-35.8524.2014.02-556.4030.35-0.382.154-0.24-0.043.275-0.04-0.020.4660.05-0.02-0.1670.00-0.01-0.2380.250.06-0.53112.100.16-30.51振型28的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.10-0.010.0520.12-0.01-0.061910.73-0.035.9120.59-0.09-5.731810.45-0.023.8620.36-0.05-3.761710.32-0.013.0920.25-0.04-3.021610.150.001.7020.11-0.02-1.67151-0.010.000.452-0.020.00-0.46141-0.150.01-0.712-0.140.020.67131-0.280.02-1.782-0.240.041.71121-0.390.02-2.712-0.330.052.62111-0.470.03-3.462-0.390.063.36101-0.530.03-4.002-0.430.073.8991-0.540.02-4.292-0.440.064.1981-0.530.02-4.342-0.430.064.2571-0.480.01-4.152-0.390.054.0861-0.410.00-3.752-0.330.033.7051-0.320.00-3.152-0.260.023.1441-0.380.04-6.692-0.32-0.125.433-14.1017.64-249.304-0.180.031.825-0.080.030.676-0.050.030.3331-0.10-0.03-0.822-0.070.021.20346.17-29.64640.044-0.170.021.675-0.070.020.76171 60.03-0.01-0.297-0.040.02-0.1380.13-0.01-0.0721-0.120.00-3.452-0.08-0.143.72372.81-54.48883.064-0.15-0.011.895-0.030.010.5460.11-0.06-0.5870.020.00-0.0980.23-0.02-0.53112.43-3.97136.56振型29的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.150.000.0320.080.00-0.051911.090.033.6720.390.00-4.931810.670.022.3320.240.00-3.211710.470.011.7820.160.00-2.521610.200.010.8820.060.00-1.32151-0.040.000.082-0.020.00-0.25141-0.27-0.01-0.642-0.110.000.74131-0.46-0.01-1.292-0.180.001.66121-0.62-0.02-1.822-0.230.002.44111-0.74-0.02-2.222-0.270.003.05101-0.81-0.02-2.472-0.290.003.4791-0.82-0.02-2.562-0.290.003.6781-0.78-0.02-2.492-0.280.003.6671-0.69-0.02-2.272-0.240.003.4361-0.57-0.01-1.952-0.190.013.0251-0.42-0.01-1.542-0.140.012.4541-0.480.02-3.072-0.15-0.083.973-0.07-0.150.394-0.13-0.131.2950.04-0.12-0.7260.03-0.020.2431-0.070.00-0.382-0.020.020.783-0.28-0.03-5.34171 4-0.12-0.091.1250.03-0.10-0.646-0.010.000.067-0.07-0.020.12874.0815.30-62.07210.030.04-1.6520.02-0.041.913-0.160.14-7.934-0.09-0.051.1950.01-0.05-0.246-0.060.04-0.7370.050.00-0.108126.0530.70-398.49115.441.02-352.49振型30的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)2010.020.000.0120.12-0.010.011910.140.031.7220.57-0.020.741810.080.021.1020.34-0.010.511710.050.010.8420.220.000.431610.020.000.4120.080.000.24151-0.010.000.022-0.060.010.07141-0.04-0.01-0.342-0.180.01-0.11131-0.07-0.02-0.662-0.280.02-0.28121-0.09-0.02-0.922-0.360.02-0.44111-0.10-0.02-1.122-0.420.02-0.58101-0.10-0.02-1.242-0.440.02-0.6991-0.10-0.02-1.282-0.430.01-0.7681-0.09-0.02-1.232-0.390.01-0.7971-0.08-0.01-1.112-0.330.00-0.7761-0.060.00-0.922-0.250.00-0.7051-0.030.00-0.682-0.15-0.01-0.5741-0.010.03-1.162-0.110.00-0.843-0.030.040.754-0.290.080.725-0.270.071.436-55.795.81376.24310.000.01-0.08171 20.02-0.01-0.083-0.080.04-1.754-0.210.040.665-0.160.041.88690.57-5.67-959.177-0.050.00-0.2280.45-1.97-0.13210.040.030.0820.20-0.030.403-0.040.00-2.454-0.08-0.011.1450.020.001.376204.74-9.58-1600.0970.040.000.0180.74-3.62-2.07116.30-0.24246.84各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)114.0820.5232079.3341077.11510.87641.36784.018290.979114.221047.591135.8712262.9213164.32140.14150.00169.5517377.381834.6819529.7720111.742178.412258.94231696.7024652.152577.6926215.162763.8128101.6529199.1130243.58X向地震作用参与振型的有效质量系数-------------------------------------------------------振型号有效质量系数(%)10.2420.01335.14418.19171 50.1860.6970.7182.2890.91100.36110.26121.87131.02140.00150.00160.06172.32180.22193.26200.69210.45220.35239.58243.69250.44261.15270.34280.53291.00301.15各层X方向的作用力(CQC)Floor:层号Tower:塔号Fx:X向地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力Mx:X向地震作用下结构的弯矩StaticFx:底部剪力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStaticFx(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)20140.9040.90(2.91%)(2.90%)204.48374.61260.6560.65(2.90%)303.26557.86191331.81372.43(2.27%)(2.27%)1283.47165.592327.68387.89(2.27%)1426.71165.49181226.82598.33(2.09%)(2.08%)3017.26128.442224.84611.63(2.08%)3198.57128.82171199.76794.25(1.90%)(1.89%)5316.16131.742198.03805.45(1.89%)5529.06131.90161157.42940.60(1.72%)(1.71%)8032.24121.982156.71950.39(1.71%)8272.10121.98151129.581042.90(1.55%)(1.54%)11030.09111.892130.191052.33(1.54%)11295.11111.89171 141126.321112.27(1.39%)(1.39%)14200.17105.112127.721122.40(1.39%)14491.41105.11131141.041159.00(1.25%)(1.25%)17454.5498.342142.321170.79(1.25%)17775.8198.34121163.791195.69(1.14%)(1.14%)20732.5991.572164.431209.77(1.14%)21090.1091.57111185.991235.39(1.05%)(1.05%)24004.7284.792185.881251.90(1.06%)24406.2984.79101202.591288.64(0.99%)(0.99%)27272.7678.022201.801307.17(1.00%)27726.8278.0291210.861360.63(0.95%)(0.96%)30566.3571.242209.571380.31(0.96%)31080.7871.2481209.601449.95(0.93%)(0.94%)33934.9464.472207.991469.84(0.94%)34515.9564.4771198.651549.86(0.92%)(0.92%)37436.4357.702196.901569.17(0.93%)38087.8057.7061178.751650.91(0.91%)(0.92%)41124.4150.922177.031669.17(0.92%)41847.1850.9251151.011743.32(0.90%)(0.90%)45036.9844.042149.551760.45(0.91%)45829.7444.0841245.651905.22(0.87%)(0.97%)49221.8774.972217.461903.51(0.88%)50079.3069.21388.4088.40(4.01%)430.957.514212.54212.54(3.32%)1052.0621.905173.24173.24(3.16%)857.5518.726107.28107.28(3.86%)557.879.633147.981938.93(0.86%)(1.03%)53672.3818.05259.121944.29(0.86%)54583.6921.983126.19199.44(2.19%)1180.1917.244211.00423.44(2.73%)2703.3322.845189.98363.21(2.48%)2274.0422.886142.66202.28(1.98%)1258.5918.577113.15113.15(2.23%)678.9114.65875.6175.61(3.54%)451.776.1721119.552024.22(0.80%)(0.99%)63141.7951.262116.262026.45(0.80%)64130.76171 52.183155.14346.06(1.39%)2900.8428.054211.91634.80(2.01%)5939.7628.645183.69546.38(1.87%)5059.8525.906241.96403.96(1.48%)3087.5030.44771.77184.90(1.41%)1621.8814.368128.92204.53(2.53%)1494.8710.591182.125073.48(0.45%)(0.45%)147712.19409.13抗震规范(5.2.5)条要求的X向楼层最小剪重比=0.80%X方向的有效质量系数:87.08%============================================================仅考虑Y向地震时的地震力Floor:层号Tower:塔号F-y-x:Y方向的耦联地震力在X方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量F-y-t:Y方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.223.79-0.032-2.9831.271.10191-2.1738.46-4.672-19.96212.83128.38181-1.6930.41-3.562-15.51168.80103.69171-1.7331.74-3.632-15.82175.71112.59161-1.5929.81-3.062-14.50164.72102.45151-1.4527.63-2.592-13.16152.5595.58141-1.3526.10-2.192-12.17143.9891.09131-1.2424.41-1.762-11.14134.5786.30121-1.1422.58-1.332-10.08124.3681.21111-1.0220.63-0.892-9.00113.4575.82101-0.9118.56-0.462-7.90101.9370.1391-0.8016.40-0.042-6.8089.9264.1581-0.6914.180.33171 2-5.7077.5957.8771-0.5811.940.662-4.6365.1151.3061-0.479.710.902-3.6152.7444.3851-0.377.531.022-2.6640.7136.9541-0.6011.132.512-3.3853.5463.023-0.010.020.0040.000.050.1650.010.050.0660.000.030.0131-0.112.260.062-0.8514.7011.643-0.020.060.1340.000.060.2150.010.080.106-0.010.050.2770.000.03-0.038-0.010.020.0021-0.295.300.332-1.5126.3032.543-0.040.120.2740.000.110.4150.020.120.1660.010.160.157-0.010.07-0.078-0.020.060.0111-0.224.0936.12振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.0814.82-0.0120.61-3.93-0.15191-0.87150.27-2.9824.07-26.76-17.67181-0.69118.81-1.7723.16-21.22-14.25171-0.71123.95-1.1823.23-22.08-15.45161-0.67116.39-0.3022.96-20.69-14.02151-0.63107.830.5422.69-19.16-13.05141-0.60101.811.4022.48-18.07-12.40131-0.5695.192.2822.28-16.88-11.71121-0.5388.003.1522.06-15.59-10.97111-0.5080.314.0121.84-14.21-10.19101-0.4772.184.8021.62-12.75-9.3791-0.4363.705.51171 21.39-11.24-8.5181-0.4054.996.0721.17-9.68-7.6271-0.3646.186.4420.96-8.10-6.6961-0.3337.436.5220.75-6.54-5.7351-0.2928.906.1720.56-5.02-4.7141-0.6342.3413.8220.73-6.55-7.9430.000.010.0040.010.020.0650.010.020.0160.000.020.0031-0.078.510.6420.19-1.78-1.4630.000.020.0640.010.030.0950.010.040.0160.010.05-0.037-0.010.030.0780.000.010.0021-0.2319.552.7320.34-3.10-3.9630.000.050.1240.010.050.1750.020.050.0360.020.10-0.0470.000.050.0780.000.030.01110.201.9919.00振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.27-0.010.0322.510.22-0.131912.64-0.135.17216.611.43-15.891812.04-0.104.11212.901.14-12.621712.08-0.114.40213.151.18-13.431611.91-0.103.94212.071.10-11.931511.74-0.093.60210.951.02-10.821411.61-0.093.35210.120.96-9.961311.47-0.083.0829.260.90-9.041211.33-0.072.8028.380.82-8.061111.19-0.072.5027.480.75-7.031011.04-0.062.19171 26.570.67-5.97910.90-0.051.8825.670.59-4.89810.76-0.041.5724.780.50-3.82710.62-0.041.2723.910.42-2.80610.49-0.030.9823.090.34-1.86510.37-0.020.7122.320.26-1.07410.52-0.041.3023.040.37-1.1130.000.000.0040.010.000.0050.010.00-0.0360.000.000.00310.110.000.1420.770.09-0.1930.010.000.0140.010.000.0050.010.00-0.0460.010.00-0.0270.010.00-0.0180.000.000.00210.24-0.020.5421.420.20-0.6030.020.000.0140.020.000.0050.010.00-0.0660.010.00-0.0370.010.00-0.0280.000.000.00110.350.031.12振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.060.000.012-0.010.000.001910.560.001.072-0.090.000.071810.440.000.852-0.070.000.061710.440.000.912-0.070.000.061610.410.000.812-0.070.000.051510.370.000.742-0.060.000.051410.340.000.692-0.050.000.051310.310.000.642-0.050.000.041210.280.000.582-0.050.000.041110.250.000.51171 2-0.040.000.031010.220.000.452-0.040.000.03910.190.000.392-0.030.000.02810.160.000.322-0.030.000.02710.130.000.262-0.020.000.01610.100.000.202-0.020.000.01510.080.000.142-0.010.000.00410.110.000.252-0.020.000.0030.000.000.0040.000.000.0050.000.000.0060.000.000.00310.020.000.0320.000.000.0030.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.000.0080.000.000.00210.050.000.102-0.010.000.0030.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.000.0080.000.000.00110.010.00-0.35振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.000.00-0.012-0.150.11-1.03191-0.010.00-0.932-0.690.44-120.87181-0.010.00-0.732-0.540.34-96.19171-0.010.00-0.792-0.540.35-102.73161-0.010.00-0.702-0.520.31-91.73151-0.010.00-0.642-0.470.27-83.72141-0.010.00-0.602-0.440.24-77.79131-0.010.00-0.552-0.410.21-71.581210.000.00-0.50171 2-0.380.18-65.121110.000.00-0.452-0.340.14-58.481010.000.00-0.402-0.310.11-51.72910.000.00-0.342-0.280.08-44.91810.000.00-0.292-0.260.04-38.14710.000.00-0.242-0.230.02-31.52610.000.00-0.192-0.20-0.01-25.15510.000.00-0.152-0.16-0.03-19.12410.010.00-0.292-0.260.67-30.1830.000.000.0040.000.000.0050.000.000.0060.000.000.00310.000.00-0.032-0.06-0.13-6.2330.000.000.0040.000.000.0050.000.000.0060.000.000.0170.000.00-0.0180.000.000.00210.000.00-0.142-0.140.45-18.3330.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.00-0.0380.000.000.00110.010.01-1.50振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.010.00-0.0520.000.000.001910.090.00-7.8020.000.000.061810.070.00-6.1820.000.000.051710.070.00-6.6320.000.000.051610.070.00-5.9220.000.000.041510.060.00-5.4120.000.000.041410.060.00-5.0220.000.000.041310.050.00-4.63171 20.000.000.031210.050.00-4.2120.000.000.031110.040.00-3.7820.000.000.031010.040.00-3.3520.000.000.02910.030.00-2.9120.000.000.02810.030.00-2.4820.000.000.02710.020.00-2.0520.000.000.01610.020.00-1.6420.000.000.01510.020.00-1.2520.000.000.01410.050.02-2.4720.000.000.0130.000.000.0040.000.000.0050.000.000.0060.000.000.00310.00-0.01-0.3020.000.000.0030.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.000.0080.000.000.00210.020.01-1.2120.000.000.0130.000.000.0040.000.000.0050.000.000.0060.000.000.0070.000.000.0080.000.000.00110.000.00-0.17振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.010.000.0020.01-0.010.001910.05-0.040.0720.05-0.04-0.391810.03-0.030.0520.03-0.03-0.311710.03-0.030.0520.03-0.02-0.321610.02-0.020.0420.02-0.02-0.281510.02-0.010.0320.02-0.01-0.241410.01-0.010.02171 20.010.00-0.211310.000.000.0120.010.01-0.171210.000.000.0020.000.01-0.14111-0.010.01-0.0120.000.02-0.10101-0.020.02-0.022-0.010.02-0.0791-0.020.02-0.022-0.010.03-0.0481-0.030.03-0.032-0.020.03-0.0171-0.030.03-0.032-0.020.030.0161-0.030.03-0.032-0.020.030.0351-0.030.03-0.032-0.020.030.0441-0.060.06-0.062-0.040.060.093-0.020.010.004-0.020.010.045-0.010.010.046-0.010.030.0231-0.020.02-0.012-0.010.020.033-0.040.010.064-0.020.010.055-0.010.020.066-0.010.040.067-46.7141.43346.948-0.010.000.0021-0.060.05-0.022-0.040.060.153-0.060.020.084-0.030.020.095-0.010.020.076-0.020.060.117-28.6026.51253.408-0.010.010.0011-0.460.5210.04振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.000.000.002-0.010.000.001910.00-0.02-0.092-0.05-0.02-0.111810.00-0.02-0.062-0.03-0.01-0.081710.00-0.02-0.062-0.03-0.01-0.081610.00-0.01-0.042-0.02-0.01-0.061510.00-0.01-0.03171 2-0.01-0.01-0.051410.000.00-0.022-0.010.00-0.041310.000.00-0.0120.000.00-0.021210.000.000.0020.010.00-0.011110.000.010.0220.010.010.011010.000.010.0320.020.010.02910.000.010.0420.020.010.03810.000.020.0420.030.010.04710.000.020.0520.030.020.05610.000.020.0620.030.020.06510.000.020.0620.030.020.07410.000.030.1620.050.020.1530.00-0.010.0340.03-0.010.0850.040.00-0.10624.776.9335.47310.000.010.0320.020.010.0530.01-0.010.1140.03-0.010.0950.050.00-0.16626.397.53177.9070.360.311.1180.000.000.00210.000.030.1620.050.020.2230.01-0.020.1740.05-0.010.1250.060.00-0.18628.117.60243.7170.240.210.7780.000.000.01111.250.1973.92振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.01-0.010.002-0.01-0.010.00191-0.07-0.06-0.142-0.06-0.070.10181-0.05-0.05-0.112-0.04-0.050.06171-0.04-0.04-0.112-0.03-0.040.04161-0.03-0.03-0.09171 2-0.02-0.030.01151-0.02-0.02-0.072-0.01-0.02-0.01141-0.01-0.01-0.0620.00-0.01-0.041310.000.00-0.0420.000.01-0.061210.010.01-0.0320.010.02-0.081110.020.02-0.0120.020.03-0.101010.030.030.0020.030.04-0.12910.030.040.0120.030.05-0.13810.040.040.0220.040.05-0.14710.040.050.0220.040.06-0.14610.050.050.0220.040.06-0.14510.050.050.0220.040.06-0.13410.090.090.0620.080.10-0.2630.060.06-0.1340.040.030.0450.020.04-0.106-0.59-0.12-0.83310.020.020.0120.030.03-0.0730.080.08-0.5340.040.040.0450.030.05-0.176-0.62-0.11-4.22761.5452.82189.2280.010.010.00210.080.080.0620.070.09-0.2430.110.12-0.6640.060.050.0450.030.06-0.216-0.65-0.08-5.85739.5834.75128.7080.020.020.00110.700.74-8.06振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.02-0.010.002-0.01-0.020.00191-0.18-0.120.082-0.04-0.120.49181-0.13-0.080.062-0.03-0.090.35171-0.11-0.070.06171 2-0.02-0.080.32161-0.08-0.050.052-0.02-0.050.23151-0.04-0.030.042-0.01-0.030.15141-0.02-0.010.0320.00-0.010.071310.010.010.0120.000.01-0.011210.040.030.0020.010.03-0.081110.060.05-0.0220.010.05-0.151010.090.06-0.0320.020.07-0.21910.100.07-0.0520.020.08-0.26810.120.08-0.0720.030.09-0.30710.130.09-0.0820.030.09-0.33610.130.09-0.1020.030.09-0.34510.130.09-0.1120.030.09-0.34410.250.16-0.3320.050.17-0.71337.3659.91-163.7440.020.11-0.085-0.060.15-0.346-0.050.300.28310.070.04-0.0620.020.05-0.21327.6165.90-643.3440.020.12-0.095-0.080.19-0.476-0.070.370.547-0.21-0.14-0.8780.030.02-0.01210.220.12-0.3220.040.15-0.84334.9080.51-789.7440.030.15-0.165-0.100.22-0.606-0.090.440.567-0.12-0.07-0.6180.060.05-0.04110.774.86-249.46振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.00-0.060.0020.01-0.070.001910.04-0.480.3820.07-0.40-0.201810.02-0.330.26171 20.04-0.28-0.171710.02-0.290.2320.04-0.24-0.181610.01-0.200.1520.02-0.16-0.171510.01-0.120.0820.01-0.09-0.161410.00-0.030.0220.00-0.02-0.151310.000.05-0.052-0.010.05-0.15121-0.010.13-0.112-0.020.12-0.14111-0.010.20-0.162-0.030.18-0.13101-0.020.26-0.202-0.040.23-0.1291-0.020.31-0.242-0.050.27-0.1281-0.020.35-0.262-0.050.30-0.1171-0.030.36-0.282-0.060.31-0.1161-0.030.36-0.272-0.060.31-0.1251-0.030.34-0.262-0.060.29-0.1241-0.040.62-0.632-0.100.49-0.253-0.51-0.160.694-0.060.210.005-0.120.28-0.776-32.02101.9194.2031-0.010.15-0.102-0.030.16-0.063-0.50-0.084.624-0.070.220.025-0.150.36-1.066-37.16119.73125.487-0.07-0.13-2.4180.000.040.0021-0.040.46-0.502-0.090.39-0.153-0.59-0.045.324-0.090.280.085-0.180.41-1.316-40.65132.30165.927-0.06-0.02-1.568-0.010.09-0.0111-1.363.91-45.84振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.02-0.010.0020.02-0.020.001910.16-0.120.21171 20.13-0.13-0.191810.10-0.080.1420.08-0.09-0.131710.09-0.070.1220.07-0.07-0.121610.06-0.050.0720.05-0.05-0.081510.03-0.030.0420.02-0.03-0.051410.010.000.0020.000.00-0.03131-0.020.02-0.032-0.020.020.00121-0.040.04-0.062-0.040.040.02111-0.060.05-0.092-0.050.060.05101-0.080.07-0.112-0.070.080.0691-0.100.08-0.122-0.080.090.0881-0.110.09-0.132-0.090.090.0971-0.110.09-0.132-0.090.100.0961-0.110.09-0.122-0.090.090.0951-0.110.08-0.102-0.090.090.0941-0.200.15-0.222-0.150.140.173-39.8120.56-45.174-0.100.02-0.045-0.080.03-0.1660.08-0.18-0.1231-0.050.03-0.032-0.050.050.053-46.6224.3085.494-0.110.02-0.025-0.100.04-0.1460.07-0.200.0670.070.02-0.638-0.020.000.0021-0.170.10-0.172-0.130.100.213-50.0827.5462.494-0.140.020.065-0.110.04-0.1760.05-0.200.2070.020.03-0.398-0.040.010.0111-1.611.19-5.49振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.02-0.050.00171 20.02-0.080.01191-0.12-0.410.5620.13-0.430.67181-0.08-0.280.3920.09-0.290.46171-0.07-0.240.3520.07-0.240.41161-0.04-0.160.2420.05-0.160.27151-0.02-0.080.1320.02-0.080.151410.000.000.0320.000.000.031310.020.07-0.062-0.020.08-0.081210.040.14-0.152-0.040.15-0.191110.050.20-0.242-0.060.22-0.291010.060.25-0.312-0.070.27-0.38910.080.29-0.372-0.080.31-0.45810.080.31-0.422-0.090.33-0.51710.090.31-0.452-0.100.33-0.54610.090.30-0.462-0.100.32-0.56510.080.27-0.452-0.090.29-0.54410.170.48-1.142-0.160.48-1.1230.02-0.170.634-0.150.16-0.585-52.4862.53-926.5160.14-0.20-0.11310.040.10-0.192-0.050.13-0.3130.09-0.101.764-0.150.17-0.595-62.3487.49-1140.9760.11-0.210.337-0.050.03-1.8780.020.03-0.01210.130.31-0.952-0.140.34-1.2430.10-0.052.064-0.180.21-0.685-78.1089.44-1234.7560.05-0.180.347-0.040.06-1.2180.040.07-0.0811-12.1813.08-1455.61振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t171 (kN)(kN)(kN-m)2010.07-28.600.8020.19-35.120.731910.95-232.95101.0320.70-189.3965.201810.55-156.5664.9820.50-126.8840.631710.37-128.7250.8420.44-103.1129.561610.13-82.7326.1920.32-64.9912.33151-0.07-35.993.9920.20-26.59-3.17141-0.259.21-16.9820.0710.44-17.80131-0.4052.87-36.502-0.0546.03-31.23121-0.5292.73-53.742-0.1778.36-42.85111-0.60126.67-67.932-0.29105.70-52.12101-0.65152.88-78.442-0.40126.61-58.6591-0.66169.98-84.852-0.48140.00-62.1681-0.63177.14-86.962-0.55145.23-62.5871-0.56174.17-84.832-0.59142.21-60.0361-0.46161.57-78.782-0.60131.40-54.8251-0.35140.23-69.102-0.58113.70-47.35411.38228.64-157.242-0.99171.51-85.4530.42-0.824.5840.355.26-0.0456.704.8037.5660.17-1.63-4.6231-0.5248.15-25.132-0.2547.33-23.6030.920.0312.7140.425.24-0.1757.455.2534.7660.37-1.26-8.177-4.029.95-200.418-0.050.380.02210.14119.28-112.832-0.5296.68-85.0730.860.6416.0140.495.84-1.0257.665.5730.5160.62-0.31-11.867-3.378.53-121.038-0.110.860.24112.2230.84269.48振型15的地震力171 -------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.002.38-0.0720.03-4.350.09191-0.0419.39-8.5020.12-23.428.24181-0.0213.03-5.4720.09-15.685.14171-0.0110.70-4.2820.07-12.733.751610.006.86-2.2120.05-8.001.581510.012.96-0.3420.03-3.24-0.371410.02-0.811.4320.011.35-2.211310.03-4.453.072-0.025.75-3.901210.03-7.774.522-0.049.75-5.371110.03-10.595.712-0.0613.12-6.541010.03-12.766.602-0.0715.70-7.37910.03-14.177.142-0.0917.34-7.81810.03-14.757.322-0.1017.96-7.87710.02-14.487.142-0.1017.56-7.56610.01-13.416.632-0.1016.20-6.91510.00-11.615.822-0.1013.98-5.9841-0.16-18.8813.262-0.1721.03-10.8230.01-0.010.0740.010.080.0250.120.090.5460.000.000.02310.03-3.952.112-0.045.77-2.9830.010.000.2040.010.080.0250.130.100.466-0.01-0.010.147-0.110.29-5.4880.000.010.0021-0.05-9.739.552-0.1011.71-10.8630.010.010.2540.010.090.0050.130.100.3860.000.000.137-0.090.24-3.3280.000.010.00110.050.321.89171 振型16的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.000.170.0020.000.36-0.011910.011.40-0.5820.031.96-0.671810.000.94-0.3720.021.31-0.431710.000.77-0.2920.021.06-0.321610.000.49-0.1520.010.67-0.151510.000.21-0.0320.000.270.011410.00-0.060.0920.00-0.120.151310.00-0.330.212-0.01-0.490.281210.00-0.570.302-0.01-0.820.401110.00-0.770.382-0.01-1.100.491010.00-0.930.442-0.02-1.320.55910.00-1.030.482-0.02-1.450.5881-0.01-1.070.492-0.02-1.500.5871-0.01-1.040.472-0.02-1.460.5561-0.01-0.960.442-0.02-1.350.5051-0.01-0.830.382-0.02-1.160.4241-0.02-1.350.862-0.03-1.730.7530.01-0.020.084-0.060.12-0.3350.010.020.9260.01-0.03-0.04310.00-0.280.142-0.01-0.470.2130.020.000.144-0.060.11-0.3350.020.011.0860.01-0.02-0.027-10.1228.72-519.0580.000.010.0021-0.01-0.680.602-0.02-0.940.7630.010.010.184-0.060.13-0.3850.030.011.0660.00-0.01-0.027-8.5122.78-313.00171 80.000.01-0.0111-0.200.36-3.89振型17的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.030.23-0.012-0.110.41-0.01191-0.251.88-1.542-0.562.17-1.16181-0.161.25-1.012-0.371.44-0.77171-0.131.02-0.822-0.291.16-0.62161-0.080.64-0.462-0.180.71-0.35151-0.030.25-0.142-0.070.26-0.091410.01-0.120.1520.03-0.170.151310.06-0.470.4320.13-0.580.391210.09-0.790.6820.22-0.950.611110.13-1.060.8920.29-1.260.791010.15-1.261.0420.35-1.490.94910.17-1.391.1420.39-1.621.06810.18-1.431.1920.42-1.661.12710.18-1.381.1720.42-1.611.14610.18-1.261.1020.41-1.461.12510.16-1.070.9820.38-1.231.04410.26-1.692.2820.62-1.822.033-0.110.000.3041.19-0.836.76591.4276.64173.216-0.09-0.10-1.04310.08-0.330.3520.20-0.460.5330.020.102.5041.17-0.816.71599.1687.5047.5460.04-0.02-2.667-0.04-0.232.2980.020.030.01210.20-0.771.7820.48-0.902.0630.090.152.8741.18-0.927.50594.4188.39-28.39171 60.190.09-3.8270.02-0.131.4280.050.060.021110.5410.47214.44振型18的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.040.210.0120.100.350.01191-0.331.690.7620.511.851.15181-0.221.120.5820.331.230.87171-0.170.910.5820.260.980.85161-0.110.560.4620.160.590.66151-0.040.210.3620.060.200.491410.02-0.130.252-0.04-0.170.321310.08-0.450.142-0.12-0.520.141210.13-0.740.022-0.20-0.84-0.051110.17-0.98-0.112-0.27-1.10-0.241010.21-1.15-0.242-0.32-1.29-0.43910.23-1.26-0.372-0.36-1.39-0.61810.25-1.28-0.482-0.38-1.42-0.77710.25-1.23-0.592-0.38-1.35-0.91610.24-1.11-0.672-0.37-1.21-1.01510.22-0.92-0.712-0.34-1.01-1.05410.41-1.40-1.912-0.55-1.36-2.233-0.02-0.181.474-54.63198.27-606.0050.881.4416.3660.19-0.25-0.13310.09-0.28-0.282-0.17-0.37-0.5730.200.165.004-48.56191.68-612.2150.941.4517.1260.08-0.180.7670.12-0.506.5980.050.09-0.04210.28-0.55-1.532-0.42-0.55-2.1630.220.375.60171 4-42.17207.62-742.6851.021.4715.016-0.10-0.050.8770.10-0.303.8180.100.20-0.2411-2.2616.66-753.02振型19的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.040.020.002-0.110.04-0.01191-0.340.20-0.502-0.570.22-0.47181-0.220.13-0.322-0.370.15-0.34171-0.170.10-0.252-0.290.11-0.32161-0.100.06-0.142-0.170.07-0.22151-0.040.02-0.042-0.050.02-0.131410.03-0.020.0620.05-0.03-0.041310.09-0.060.1420.15-0.070.061210.14-0.090.2120.24-0.110.151110.18-0.120.2620.32-0.140.251010.22-0.140.3020.37-0.160.33910.24-0.150.3220.41-0.170.41810.25-0.150.3220.43-0.170.48710.25-0.140.3020.43-0.160.53610.24-0.120.2720.41-0.140.55510.22-0.100.2220.37-0.110.55410.37-0.150.4920.58-0.171.113-0.100.020.23457.8821.59361.6750.03-0.67-9.666-0.05-0.01-0.82310.09-0.020.0720.18-0.030.2730.050.102.32455.5020.08349.9950.03-0.63-10.6660.050.03-1.867-0.06-0.02-0.1780.030.010.00210.26-0.040.44171 20.42-0.070.9630.120.132.60452.2417.47359.995-0.06-0.62-9.3260.150.08-2.7570.000.00-0.0880.060.02-0.03112.700.6127.67振型20的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.020.020.0120.160.040.02191-0.170.191.5920.800.202.05181-0.110.121.0920.520.131.45171-0.080.100.9620.400.101.29161-0.050.060.6320.230.060.88151-0.020.020.3320.060.010.491410.01-0.020.052-0.09-0.030.121310.04-0.06-0.232-0.23-0.07-0.261210.07-0.09-0.492-0.35-0.10-0.621110.09-0.12-0.732-0.46-0.13-0.951010.11-0.13-0.932-0.54-0.15-1.25910.12-0.14-1.092-0.59-0.16-1.49810.13-0.14-1.202-0.61-0.15-1.67710.13-0.13-1.252-0.61-0.14-1.79610.12-0.11-1.252-0.57-0.12-1.82510.11-0.09-1.182-0.51-0.10-1.76410.22-0.10-2.872-0.80-0.04-3.4730.01-0.081.0641.24-0.0711.565-41.0542.71895.2760.12-0.080.89310.03-0.03-0.422-0.24-0.04-0.8530.130.173.1141.12-0.0811.215-42.6635.311034.036-0.04-0.092.2470.04-0.091.11171 80.030.04-0.03210.120.00-2.072-0.540.05-3.0330.120.313.3040.95-0.1611.955-28.4333.83905.206-0.22-0.072.9870.01-0.040.5680.050.09-0.1711-0.472.1630.58振型21的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.260.030.042-0.190.050.00191-1.920.265.262-0.950.250.11181-1.220.173.662-0.600.160.03171-0.930.133.232-0.450.12-0.02161-0.520.072.132-0.250.06-0.06151-0.130.021.112-0.050.01-0.071410.24-0.040.1220.14-0.05-0.081310.58-0.09-0.8620.31-0.09-0.071210.88-0.13-1.7920.46-0.14-0.051111.12-0.17-2.6420.58-0.17-0.021011.31-0.19-3.3720.66-0.190.03911.42-0.20-3.9520.71-0.190.08811.45-0.19-4.3620.73-0.180.14711.42-0.17-4.5620.70-0.160.20611.31-0.14-4.5520.65-0.130.25511.14-0.10-4.2820.56-0.090.27412.00-0.04-10.2220.84-0.110.543-8.032.89276.264-0.19-0.42-3.5250.09-0.36-3.6060.130.00-8.99310.39-0.04-1.4120.24-0.010.08349.4873.341182.034-0.16-0.36-3.3550.09-0.34-3.77171 60.520.37-12.317-0.05-0.080.4480.100.07-0.05211.080.09-6.2420.500.030.06357.3596.471314.304-0.10-0.29-3.5050.05-0.29-2.8460.690.69-17.8570.01-0.020.2180.200.14-0.34112.362.73-115.47振型22的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.020.010.002-0.160.01-0.03191-0.160.07-0.072-0.780.03-2.40181-0.100.05-0.032-0.490.02-1.67171-0.080.04-0.022-0.370.01-1.46161-0.040.020.002-0.200.01-0.95151-0.010.000.022-0.040.00-0.481410.02-0.010.0320.110.00-0.031310.05-0.030.0420.25-0.010.421210.08-0.040.0520.37-0.010.841110.10-0.050.0520.47-0.021.221010.11-0.050.0420.54-0.021.54910.12-0.060.0320.58-0.021.79810.12-0.050.0220.60-0.021.95710.12-0.050.0120.58-0.022.03610.11-0.04-0.0120.53-0.012.00510.09-0.03-0.0220.46-0.011.86410.16-0.03-0.0720.68-0.093.5230.04-0.02-1.814-0.09-0.06-2.545-0.130.011.0463.522.29-283.86310.030.00-0.0120.190.020.823-0.31-0.47-7.35171 4-0.06-0.05-2.435-0.12-0.011.31615.9812.47-379.247-0.01-0.020.0380.000.010.00210.090.010.0220.40-0.052.673-0.34-0.62-8.134-0.02-0.02-2.615-0.08-0.011.15621.2119.86-540.5670.000.000.0480.010.020.00110.390.63-3.86振型23的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.180.00-0.0521.280.020.221911.34-0.03-6.0426.300.1821.261810.85-0.02-4.1323.970.1214.681710.64-0.02-3.5622.950.0912.701610.35-0.01-2.2521.560.058.101510.070.00-1.0520.230.013.87141-0.190.000.112-1.01-0.02-0.22131-0.430.011.232-2.14-0.06-4.22121-0.640.012.272-3.12-0.09-7.98111-0.810.023.202-3.91-0.11-11.32101-0.930.023.962-4.46-0.13-14.1291-1.000.024.532-4.77-0.13-16.2581-1.020.024.882-4.83-0.13-17.6171-0.980.025.002-4.63-0.12-18.1361-0.900.024.872-4.20-0.10-17.7351-0.770.024.462-3.58-0.08-16.3341-1.36-0.0710.392-5.250.63-30.5030.02-0.010.394-0.120.097.8150.08-0.02-0.7260.030.01-0.9531-0.230.031.39171 2-1.42-0.16-6.9430.030.080.794-0.180.077.4650.07-0.01-0.8760.040.04-0.9770.020.000.068-0.020.000.0021-0.65-0.076.092-2.800.52-21.8230.010.120.864-0.28-0.028.4050.05-0.01-0.7260.020.06-1.3470.000.000.048-0.030.000.0411-0.78-0.02-1.17振型24的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.090.00-0.032-0.030.00-0.011910.67-0.02-3.902-0.160.00-0.701810.42-0.01-2.662-0.100.00-0.481710.32-0.01-2.272-0.070.00-0.411610.17-0.01-1.422-0.040.00-0.261510.030.00-0.642-0.010.00-0.12141-0.100.000.1120.030.000.02131-0.220.000.8320.050.000.15121-0.320.011.5020.080.000.27111-0.410.012.0820.100.000.37101-0.470.012.5620.110.000.4691-0.500.012.9120.120.000.5381-0.510.013.1220.120.000.5771-0.490.013.1720.110.000.5861-0.450.013.0720.100.000.5651-0.380.012.7920.090.000.5141-0.69-0.046.4620.13-0.020.9530.000.000.054-0.020.010.6450.000.000.04171 60.000.000.0031-0.110.020.8620.030.000.2230.010.010.144-0.020.010.6150.000.000.0460.000.000.0070.000.000.0080.000.000.0021-0.32-0.043.7920.07-0.020.6930.000.010.164-0.030.000.7050.000.000.0360.000.000.0170.000.000.008-0.010.000.0111-0.050.003.14振型25的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.090.000.042-0.130.00-0.03191-0.690.035.002-0.63-0.01-2.71181-0.430.023.392-0.40-0.01-1.86171-0.330.022.892-0.29-0.01-1.59161-0.180.011.792-0.150.00-1.00151-0.030.000.782-0.020.00-0.461410.100.00-0.1820.110.000.071310.22-0.01-1.1020.220.000.581210.33-0.01-1.9520.320.011.051110.42-0.02-2.6920.400.011.461010.48-0.02-3.2920.450.011.81910.52-0.02-3.7220.480.012.06810.52-0.02-3.9620.480.012.21710.50-0.02-4.0120.460.012.26610.46-0.02-3.8620.420.012.19510.39-0.01-3.5020.350.012.00410.720.05-8.0520.51-0.083.6930.01-0.010.04171 4-5.262.02175.4950.02-0.01-0.2260.010.00-0.12310.11-0.03-1.0720.140.020.843-0.010.00-0.164-6.391.38167.2350.02-0.01-0.2660.000.00-0.0870.000.000.0380.000.000.00210.320.05-4.7120.26-0.062.623-0.020.01-0.204-8.19-0.49189.5350.010.00-0.216-0.010.01-0.1170.000.000.028-0.010.010.0111-0.25-0.3920.52振型26的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.030.00-0.0520.000.000.01191-0.23-0.02-5.5920.000.000.51181-0.14-0.02-3.7020.000.000.34171-0.10-0.01-3.0420.000.000.28161-0.05-0.01-1.7520.000.000.161510.000.00-0.6020.000.000.061410.050.000.4820.000.00-0.041310.090.011.5020.000.00-0.141210.120.012.4120.000.00-0.221110.150.013.1620.000.00-0.291010.160.023.7320.000.00-0.34910.170.024.0920.000.00-0.38810.170.024.2220.000.00-0.39710.150.024.1320.000.00-0.38610.130.013.8320.000.00-0.36510.100.013.3320.000.00-0.31410.07-0.057.33171 20.000.01-0.5630.000.00-0.0240.000.000.0550.000.000.0060.000.000.01310.050.020.9420.000.00-0.1330.000.000.0140.000.000.0550.000.000.0060.000.000.0070.000.000.0080.000.000.00210.06-0.044.0520.000.01-0.4030.000.000.0140.000.000.0550.000.000.0060.000.000.0070.000.000.0080.000.00-0.01110.020.00-0.25振型27的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.100.000.102-0.860.101.911910.810.0512.522-4.620.98180.531810.500.048.262-2.800.64119.971710.360.036.742-1.940.5098.101610.170.023.852-0.840.3056.451510.000.011.2620.160.0819.01141-0.160.00-1.1821.07-0.13-16.27131-0.30-0.02-3.4521.86-0.32-49.37121-0.42-0.03-5.4722.51-0.49-78.82111-0.51-0.03-7.1322.98-0.62-103.30101-0.57-0.04-8.3723.25-0.70-121.7191-0.59-0.04-9.1323.32-0.74-133.2581-0.58-0.04-9.3923.18-0.72-137.5171-0.53-0.04-9.1422.86-0.66-134.4761-0.46-0.03-8.4322.39-0.56-124.5551-0.37-0.03-7.27171 21.83-0.43-108.2741-0.360.10-15.9022.274.14-191.803-0.030.02-0.394-0.060.000.735-0.02-0.010.096-0.010.000.0631-0.14-0.05-2.0220.62-0.91-43.0030.03-0.060.364-0.060.000.685-0.02-0.010.1360.000.000.027-0.010.000.0280.030.01-0.0221-0.190.09-8.6821.023.40-134.6930.09-0.090.524-0.06-0.010.795-0.01-0.010.1160.01-0.01-0.0470.000.00-0.0680.060.01-0.13110.510.04-7.39振型28的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)201-0.070.00-0.032-0.080.010.04191-0.500.02-4.092-0.410.063.96181-0.310.01-2.672-0.250.042.60171-0.220.01-2.142-0.180.032.09161-0.110.00-1.172-0.080.011.151510.010.00-0.3120.010.000.321410.11-0.010.4920.09-0.01-0.461310.20-0.011.2320.17-0.03-1.181210.27-0.021.8820.23-0.04-1.811110.33-0.022.4020.27-0.04-2.321010.36-0.022.7620.30-0.05-2.69910.38-0.022.9720.31-0.04-2.90810.37-0.013.0020.30-0.04-2.94710.33-0.012.8720.27-0.03-2.82610.290.002.59171 20.23-0.02-2.56510.220.002.1820.18-0.01-2.17410.26-0.034.6320.220.09-3.7639.75-12.20172.3840.12-0.02-1.2650.05-0.02-0.4660.03-0.02-0.23310.070.020.5720.05-0.01-0.833-31.9220.50-442.5540.12-0.01-1.1550.04-0.01-0.536-0.020.010.2070.03-0.010.098-0.090.010.05210.080.002.3820.060.09-2.573-50.3437.67-610.5840.100.00-1.3150.02-0.01-0.376-0.080.040.407-0.010.000.068-0.160.010.3611-1.682.75-94.42振型29的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.030.000.0120.020.00-0.011910.250.010.8520.090.00-1.151810.150.000.5420.050.00-0.751710.110.000.4120.040.00-0.591610.050.000.2020.010.00-0.31151-0.010.000.022-0.010.00-0.06141-0.060.00-0.152-0.020.000.17131-0.110.00-0.302-0.040.000.38121-0.150.00-0.422-0.050.000.57111-0.17-0.01-0.522-0.060.000.71101-0.19-0.01-0.572-0.070.000.8191-0.19-0.01-0.592-0.070.000.8581-0.180.00-0.582-0.060.000.8571-0.160.00-0.53171 2-0.060.000.8061-0.130.00-0.452-0.050.000.7051-0.100.00-0.362-0.030.000.5741-0.110.01-0.712-0.03-0.020.923-0.02-0.040.094-0.03-0.030.3050.01-0.03-0.1760.01-0.010.0631-0.020.00-0.092-0.010.000.183-0.06-0.01-1.244-0.03-0.020.2650.01-0.02-0.1560.000.000.017-0.020.000.03817.223.56-14.43210.010.01-0.3820.00-0.010.443-0.040.03-1.844-0.02-0.010.2850.00-0.01-0.066-0.010.01-0.1770.010.00-0.02829.307.14-92.62111.260.24-81.93振型30的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)2010.000.000.002-0.010.000.00191-0.010.00-0.112-0.040.00-0.05181-0.010.00-0.072-0.020.00-0.031710.000.00-0.052-0.010.00-0.031610.000.00-0.0320.000.00-0.021510.000.000.0020.000.000.001410.000.000.0220.010.000.011310.000.000.0420.020.000.021210.010.000.0620.020.000.031110.010.000.0720.030.000.041010.010.000.0820.030.000.04910.010.000.0820.030.000.05810.010.000.08171 20.020.000.05710.000.000.0720.020.000.05610.000.000.0620.020.000.04510.000.000.0420.010.000.04410.000.000.0720.010.000.0530.000.00-0.0540.020.00-0.0450.020.00-0.0963.43-0.36-23.14310.000.000.0120.000.000.0130.000.000.1140.010.00-0.0450.010.00-0.126-5.570.3558.9870.000.000.018-0.030.120.01210.000.00-0.012-0.010.00-0.0230.000.000.1540.000.00-0.0750.000.00-0.086-12.590.5998.3970.000.000.008-0.050.220.1311-0.390.01-15.18各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)12302.5121130.40311.8240.0153.8060.02769.13822.86989.2110214.1711363.261274.3313256.14141876.261519.151638.0217243.5818603.781956.5220112.5921172.982233.56230.82240.01171 252.43260.00273.742848.602910.76300.92Y向地震作用参与振型的有效质量系数-------------------------------------------------------振型号有效质量系数(%)139.07219.1730.2040.0050.0660.0070.5880.1890.71101.57112.65120.52131.621412.21150.12160.25171.47183.71190.35200.68211.01220.19230.01240.00250.02260.00270.02280.24290.05300.00各层Y方向的作用力(CQC)Floor:层号Tower:塔号Fy:Y向地震作用下结构的地震反应力Vy:Y向地震作用下结构的楼层剪力My:Y向地震作用下结构的弯矩StaticFy:底部剪力法Y向的地震力------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)20131.6231.62(2.25%)(2.25%)158.09376.47247.1947.19(2.25%)235.93560.64191280.85312.30(1.90%)(1.90%)1063.14164.44171 2278.77325.69(1.90%)1179.53164.34181204.39516.17(1.80%)(1.80%)2559.23127.542202.97528.02(1.80%)2709.66127.93171193.34707.40(1.69%)(1.69%)4608.05130.822191.18716.83(1.68%)4785.24130.98161163.58865.22(1.58%)(1.57%)7110.19121.142161.40871.93(1.57%)7305.83121.13151139.02990.81(1.47%)(1.46%)9967.66111.112137.49995.01(1.46%)10173.81111.11141128.101091.07(1.36%)(1.36%)13098.95104.392127.511093.12(1.35%)13308.35104.39131128.741170.93(1.26%)(1.26%)16432.4697.662129.091171.38(1.25%)16639.0697.66121138.581237.08(1.18%)(1.17%)19911.3590.932139.461236.62(1.17%)20110.7190.93111152.281297.01(1.10%)(1.10%)23496.9484.202153.211296.33(1.09%)23686.4784.20101164.811357.56(1.04%)(1.04%)27169.9677.482165.441357.23(1.03%)27348.9277.4891172.671423.36(1.00%)(0.99%)30929.2470.752172.801423.71(0.99%)31098.4970.7581173.801495.75(0.96%)(0.96%)34787.6464.022173.351496.78(0.96%)34949.2364.0271167.251572.65(0.93%)(0.93%)38765.9857.302166.221574.11(0.93%)38922.4957.3061153.011649.40(0.91%)(0.91%)42885.7650.572151.501650.91(0.91%)43039.7450.5751131.601720.06(0.89%)(0.89%)47162.5443.742129.901721.28(0.89%)47315.9343.7841213.331844.33(0.84%)(0.94%)51637.0174.452195.621834.25(0.84%)51782.1968.73376.1176.11(3.45%)371.047.464223.29223.29(3.49%)1105.2821.755161.75161.75(2.95%)800.6718.596105.36105.36(3.79%)547.879.563144.881872.13(0.83%)(0.99%)56284.8717.93253.501867.48(0.82%)56421.9321.83171 3129.31190.32(2.09%)1081.4117.124215.03438.32(2.82%)2814.7222.685188.06349.47(2.39%)2163.0322.726125.88231.04(2.27%)1448.5618.457100.57100.57(1.99%)603.4014.5583.813.81(0.18%)22.786.1321111.191942.35(0.77%)(0.93%)65913.4550.912110.231936.34(0.76%)66024.6451.823169.07353.40(1.42%)2844.7927.864228.15666.46(2.11%)6213.6228.455189.94539.25(1.85%)4912.4525.726141.08371.79(1.36%)3343.6330.23769.04169.48(1.29%)1467.5614.2687.6911.50(0.14%)81.4110.521176.654939.14(0.44%)(0.44%)151049.47406.29抗震规范(5.2.5)条要求的Y向楼层最小剪重比=0.80%Y方向的有效质量系数:86.68%==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号塔号X向调整系数Y向调整系数111.0001.000211.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整31.0001.00041.0001.00051.0001.00061.0001.00071.0001.00081.0005.628:本层地震剪力不满足抗震规范(5.2.5),已作调整311.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整31.0001.00041.0001.00051.0001.00061.0001.00071.0001.000171 81.0005.628:本层地震剪力不满足抗震规范(5.2.5),已作调整411.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整31.0001.00041.0001.00051.0001.00061.0001.000511.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整611.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整711.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整811.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整911.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1011.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1111.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1211.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1311.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1411.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1511.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1611.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整171 1711.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1811.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整1911.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整2011.0011.043:本层地震剪力不满足抗震规范(5.2.5),已作调整21.0031.050:本层地震剪力不满足抗震规范(5.2.5),已作调整**本文件结果是在地震外力CQC下的统计结果，内力CQC统计结果见WV02Q.OUT///////////////////////////////////////////////////////////////////////////|公司名称:||||SATWE位移输出文件||SATWE2010_V2.2中文版||(2014年9月23日9时52分)||文件名:WDISP.OUT||||工程名称:设计人:计算日期:2016/03/21||工程代号:校核人:计算时间:12:39:06|///////////////////////////////////////////////////////////////////////////所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD: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):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):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-Disp:节点X,Y,Z方向的位移===工况1===X方向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX171 2013772214.9614.585000.377221.311.301/3818.0.2%1.0023771715.0714.875000.377101.321.321/3778.1.3%1.001913710215.3813.592900.371020.830.751/3514.3.9%0.7723709814.7313.702900.370980.800.761/3615.4.0%0.761813560814.5912.882900.356080.860.781/3377.3.9%0.8723560213.9712.992900.356020.830.791/3476.3.8%0.861713412413.7812.142900.341240.890.811/3253.3.5%0.8923411813.1812.252900.341180.870.821/3351.3.5%0.881613263612.9411.392900.326360.930.841/3133.2.9%0.9023263012.3711.492900.326300.900.851/3232.2.8%0.901513114812.0610.612900.311480.960.871/3032.2.0%0.8923114211.5310.712900.311420.930.871/3133.2.0%0.891412966011.169.812900.296600.980.881/2954.1.1%0.8822965410.669.902900.296540.950.891/3057.1.2%0.881312817210.238.992900.281721.000.891/2898.0.3%0.862281669.769.082900.281660.970.901/3005.0.4%0.86121266849.278.162900.266841.010.901/2864.0.4%0.852266788.848.252900.266780.970.901/2975.0.3%0.85111251968.307.322900.251961.020.891/2851.1.1%0.842251907.917.402900.251900.980.901/2966.1.0%0.84101237087.316.472900.237081.010.891/2861.1.9%0.822237026.976.552900.237020.970.891/2982.1.8%0.8291222206.325.632900.222201.000.871/2900.2.8%0.812222146.025.702900.222140.960.871/3027.2.7%0.8181207325.344.802900.207320.970.851/2978.4.2%0.802207265.084.862900.207260.930.851/3113.4.1%0.8071192444.383.982900.192440.930.811/3115.6.1%0.782192384.164.032900.192380.890.821/3261.5.9%0.7861177563.453.192900.177560.870.761/3345.9.8%0.75171 2177503.283.232900.177500.830.771/3510.9.2%0.7551162682.592.452900.162680.770.691/3760.14.0%0.712158782.502.472900.162660.730.701/3975.12.6%0.7241144391.821.762900.144440.680.591/4296.22.0%0.662139661.841.792900.140150.650.611/4492.21.4%0.673151025.535.184875.149542.582.251/1889.22.9%0.834150063.693.184950.150271.200.991/4120.17.6%0.835149754.133.364950.149761.631.101/3044.4.2%0.836150586.145.585200.150773.102.951/1679.41.5%0.8331124021.211.162900.125090.520.451/5600.27.3%0.602120661.251.172900.121620.530.481/5487.30.0%0.603128883.052.493900.128882.221.391/1759.39.6%0.644128292.542.213900.128541.140.931/3419.2.8%0.985127722.512.233900.127721.180.871/3292.4.2%0.876127593.262.623900.127591.791.341/2185.21.0%0.487130884.453.896000.130882.632.331/2285.21.6%0.838120372.412.165975.120210.660.651/9041.99.9%0.8321114670.770.705700.108100.720.621/7873.98.1%0.562110070.790.725700.111100.710.651/7983.96.0%0.543102031.291.165100.102041.281.141/3993.92.2%0.464100831.451.305100.100851.441.271/3535.93.6%0.93599321.681.465100.99331.291.241/3941.92.1%0.89699541.601.395100.99561.441.341/3543.92.0%0.607102781.821.565100.102801.821.551/2804.94.0%0.658103501.781.175100.103521.571.121/3242.99.9%1.891151120.440.224500.51120.440.221/9999.11.9%0.04X方向最大层间位移角:1/1679.(第4层第6塔)===工况2===X双向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)h171 JmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX2013772214.9614.585000.377221.311.301/3818.0.2%1.0023771715.0814.875000.377101.321.321/3777.1.3%1.001913710215.3813.592900.371020.830.751/3513.3.9%0.7723709814.7513.732900.370980.800.761/3610.4.0%0.761813560814.5912.882900.356080.860.781/3376.3.9%0.8723560213.9913.012900.356020.840.791/3471.3.8%0.861713412413.7812.142900.341240.890.811/3252.3.5%0.8923411813.2112.272900.341180.870.821/3346.3.5%0.881613263612.9411.392900.326360.930.841/3133.2.9%0.9023263012.3911.512900.326300.900.851/3227.2.8%0.901513114812.0610.612900.311480.960.871/3032.2.0%0.8923114211.5510.732900.311420.930.871/3128.2.0%0.891412966011.169.812900.296600.980.881/2953.1.1%0.8822965410.689.932900.296540.950.891/3053.1.2%0.881312817210.238.992900.281721.000.891/2897.0.3%0.862281669.789.102900.281660.970.901/3000.0.4%0.86121266849.278.162900.266841.010.901/2863.0.4%0.852266788.868.272900.266780.980.901/2970.0.3%0.85111251968.307.322900.251961.020.901/2851.1.1%0.842251907.937.422900.251900.980.901/2962.1.0%0.84101237087.316.472900.237081.010.891/2861.1.9%0.822237026.986.572900.237020.970.891/2978.1.8%0.8291222206.325.632900.222201.000.871/2900.2.8%0.812222146.045.722900.222140.960.881/3023.2.7%0.8181207325.344.802900.207320.970.851/2978.4.2%0.802207265.104.882900.207260.930.851/3108.4.1%0.8071192444.383.982900.192440.930.811/3114.6.1%0.782192384.184.052900.192380.890.821/3255.5.9%0.7861177563.453.192900.171 177560.870.761/3345.9.8%0.752177503.293.242900.177500.830.771/3502.9.2%0.7651162682.592.452900.162680.770.691/3759.14.0%0.712158782.512.482900.162620.730.701/3962.12.4%0.7241144391.821.762900.144440.680.591/4294.22.0%0.662139661.861.802900.140150.650.611/4478.21.3%0.673151026.175.714875.149543.052.621/1597.26.0%0.834150063.713.204950.150271.211.001/4084.17.3%0.835149654.473.584950.149761.751.171/2821.3.9%0.836150586.315.825200.150773.253.081/1600.41.3%0.8331124021.211.162900.125090.520.451/5600.27.3%0.602120661.251.182900.120530.530.481/5458.29.8%0.603128883.302.703900.128882.501.551/1559.41.0%0.624128292.562.243900.128541.150.941/3392.2.9%0.985127372.772.403900.127721.270.941/3066.6.1%0.876127593.342.673900.127591.841.381/2118.21.7%0.487130885.074.436000.130883.012.671/1992.22.5%0.838120372.452.205975.120210.670.661/8878.99.9%0.8321114670.780.705700.108100.720.621/7869.97.9%0.562110070.790.725700.111100.710.651/7981.95.7%0.543102031.531.305100.102041.521.281/3364.89.9%0.454100831.461.315100.100851.461.281/3497.93.6%0.93599321.991.645100.99331.531.391/3330.90.0%0.90699541.631.425100.99561.471.371/3476.92.2%0.597102782.061.785100.102782.061.771/2479.92.1%0.648103501.821.195100.103521.601.141/3183.99.9%1.891150900.500.254500.50900.500.251/9061.10.8%0.04X方向最大层间位移角:1/1559.(第3层第3塔)===工况3===X+偶然偏心地震作用下的楼层最大位移171 FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX2013772215.4514.565000.377221.351.291/3711.0.8%1.0023767815.2114.915000.376781.371.321/3662.2.1%1.001913710217.7113.632900.371020.940.751/3073.3.7%0.7823672015.0313.702900.367200.830.761/3490.4.2%0.751813560816.8112.922900.356080.980.791/2948.3.9%0.8723522214.2512.992900.352220.870.791/3341.3.8%0.861713412415.8912.182900.341241.020.821/2836.3.4%0.8923373413.4512.252900.337340.900.821/3208.3.6%0.881613263614.9211.422900.326361.060.841/2729.2.9%0.8923224612.6311.502900.322460.940.851/3096.2.8%0.901513114813.9310.642900.311481.100.871/2638.2.0%0.8923075811.7810.712900.307580.960.871/3016.2.0%0.891412966012.899.842900.296601.130.891/2569.1.2%0.8822927010.919.912900.292700.980.891/2969.1.1%0.881312817211.839.012900.281721.150.901/2520.0.4%0.8622778210.039.092900.277820.980.901/2951.0.4%0.861212668410.738.182900.266841.160.901/2489.0.3%0.852262949.138.252900.262940.980.901/2958.0.4%0.85111251969.627.342900.251961.170.901/2478.1.1%0.842248068.247.412900.248060.970.901/2986.1.0%0.84101237088.486.492900.237081.170.891/2486.1.8%0.822233187.346.562900.233180.960.891/3032.1.8%0.8291222207.355.642900.222201.150.871/2518.2.8%0.812218306.445.722900.218300.940.871/3095.2.7%0.8181207326.224.802900.207321.120.851/2582.4.3%0.802203425.554.882900.203420.910.851/3176.4.0%0.8071192445.113.982900.192441.080.811/2695.6.2%0.782188544.684.052900.188540.880.821/3285.5.8%0.78171 61177564.043.192900.177561.000.771/2887.9.9%0.752173663.823.252900.173660.840.771/3432.8.9%0.7651162683.042.442900.162680.900.691/3229.16.0%0.712158782.992.502900.158780.790.701/3648.11.4%0.7241144392.151.762900.144440.790.591/3656.19.1%0.642139662.211.812900.139780.760.621/3807.21.7%0.683151026.045.244875.149282.492.251/1954.20.8%0.834150064.113.154950.150091.270.981/3887.16.1%0.835149654.493.544950.149651.771.151/2803.3.3%0.836150586.645.645200.150583.162.961/1646.41.8%0.8331124021.431.182900.123960.600.461/4819.29.5%0.622120661.491.192900.120530.630.481/4596.29.1%0.603128883.342.563900.128882.521.471/1547.41.0%0.664128272.842.223900.128271.230.921/3174.5.1%0.975127312.742.303900.127370.960.881/4060.9.6%0.866127593.552.713900.127591.981.401/1974.19.8%0.487130883.993.796000.130882.352.281/2557.22.1%0.838120372.262.115975.120210.690.651/8640.99.9%0.8321112060.890.755700.108100.850.671/6725.89.4%0.542110070.940.735700.105540.830.661/6836.95.2%0.543102031.411.195100.102041.401.181/3650.89.0%0.444100831.611.335100.100851.611.291/3175.91.6%0.94599321.911.535100.99331.471.281/3468.91.1%0.93699541.721.425100.99561.551.371/3298.90.2%0.607102781.651.535100.102801.641.531/3101.94.8%0.658103501.671.205100.103521.481.151/3450.99.9%1.881150900.480.244500.50900.480.241/9347.11.1%0.04X方向最大层间位移角:1/1547.(第3层第3塔)===工况4===X-偶然偏心地震作用下的楼层最大位移171 FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX2013774614.7114.595000.377461.321.301/3785.1.3%1.0023771715.5514.825000.377171.361.321/3680.0.5%1.001913746514.0613.562900.374650.800.751/3634.4.2%0.7623709817.0813.712900.370980.920.761/3146.3.7%0.771813598213.3212.852900.359820.830.781/3476.3.9%0.8623560216.2112.992900.356020.960.791/3019.3.8%0.861713450212.5512.122900.345020.870.811/3335.3.5%0.8923411815.3112.252900.341181.000.821/2906.3.5%0.881613301411.7711.362900.330140.900.841/3220.2.8%0.9023263014.3811.492900.326301.040.851/2799.2.9%0.891513152610.9610.582900.315260.920.871/3141.1.9%0.8923114213.4110.712900.311421.070.871/2710.2.0%0.891413003810.149.792900.300380.940.881/3098.1.1%0.8822965412.419.902900.296541.100.891/2642.1.2%0.88131285509.308.972900.285500.940.891/3089.0.3%0.8622816611.389.082900.281661.120.901/2595.0.4%0.86121270628.478.142900.270620.930.901/3108.0.4%0.8522667810.328.242900.266781.130.901/2568.0.3%0.85111255747.637.312900.255740.920.891/3152.1.1%0.832251909.247.392900.251901.130.901/2559.1.0%0.84101240866.796.472900.240860.900.881/3216.1.9%0.822237028.156.542900.237021.130.891/2571.1.8%0.8291225985.965.632900.225980.880.871/3299.2.8%0.812222147.055.692900.222141.110.881/2607.2.8%0.8181211105.134.802900.211100.850.841/3403.4.2%0.802207265.964.842900.207261.080.851/2677.4.1%0.8071196224.333.992900.196220.820.811/3539.6.0%0.782192384.904.022900.171 192381.040.821/2799.6.1%0.7861181343.543.202900.181340.780.761/3720.9.6%0.752177503.873.222900.177500.970.771/3004.9.5%0.7551166462.782.462900.166460.720.691/4025.11.9%0.712162622.912.462900.162620.860.701/3382.13.7%0.7141149132.071.782900.149100.680.601/4280.24.6%0.672144322.061.772900.144220.760.611/3836.21.0%0.663151155.495.144875.149542.782.251/1756.25.0%0.834150283.803.134950.150311.290.981/3837.19.4%0.835149764.693.594950.149761.981.171/2499.4.6%0.836150585.645.445200.150773.312.911/1571.41.8%0.8331127101.421.182900.126550.510.461/5688.24.2%0.582123911.371.172900.123930.580.481/5040.30.5%0.613128882.752.363900.128881.921.291/2035.38.8%0.624128532.512.133900.128531.330.911/2932.0.8%0.995127732.712.323900.127731.450.931/2687.1.0%0.886127592.982.413900.127591.601.231/2443.23.2%0.487130884.913.936000.130882.912.351/2062.21.4%0.838120372.552.225975.120370.650.641/9228.99.9%0.8321114670.930.745700.114300.760.651/7489.95.2%0.582112010.860.715700.107920.750.641/7566.95.1%0.533103291.291.155100.103291.291.141/3958.92.9%0.484101751.401.285100.101761.381.261/3685.94.9%0.91599321.471.365100.100551.421.171/3580.96.0%0.84699541.481.345100.100911.411.301/3623.95.1%0.597102782.001.585100.102802.001.581/2556.93.4%0.658103501.901.145100.103521.671.091/3057.99.9%1.891151130.400.214500.51130.400.211/9999.12.7%0.04X方向最大层间位移角:1/1571.(第4层第6塔)171 ===工况5===Y方向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY2013772614.7714.775000.377260.870.871/5767.1.0%1.0023768114.9814.905000.376810.900.901/5534.2.3%1.001913720414.0213.992900.372040.510.501/5699.12.1%0.7623682414.4814.122900.368170.510.511/5656.11.6%0.751813572313.5613.542900.357230.570.561/5092.11.3%0.9323533714.0213.672900.353300.570.571/5071.10.8%0.921713424113.0613.052900.342410.630.621/4582.10.6%1.0023385113.5113.162900.338440.630.631/4579.10.2%0.981613275312.5112.502900.327530.700.691/4152.9.2%1.0223236312.9512.612900.323630.700.701/4159.8.9%1.021513127211.9011.902900.312650.760.751/3809.7.2%1.0023087512.3311.992900.308750.760.761/3811.7.0%1.001412978411.2411.232900.297770.810.801/3559.5.7%0.9822938711.6411.322900.293870.820.811/3552.5.6%0.971312829610.5310.512900.282890.860.851/3374.4.5%0.9522789910.9010.592900.278990.860.861/3356.4.4%0.95121268089.779.742900.268010.900.891/3236.3.5%0.9222641110.119.812900.264110.900.891/3207.3.5%0.92111253208.958.932900.253130.930.921/3133.2.7%0.902249239.278.982900.249230.940.931/3091.2.7%0.90101238328.108.062900.238250.950.941/3055.2.0%0.892234358.388.112900.234350.970.951/3003.2.0%0.8991223447.207.172900.223370.970.961/3001.1.1%0.872219477.457.202900.219470.990.971/2938.1.1%0.8781208566.276.242900.208490.970.971/2975.0.2%0.862204596.496.262900.204591.000.981/2900.0.3%0.8671193685.335.292900.193610.970.971/2988.2.3%0.84171 2189715.515.312900.189711.000.981/2900.2.3%0.8461178804.374.332900.178800.950.951/3056.6.3%0.822174834.524.342900.174830.980.961/2957.6.5%0.8251163923.433.402900.163920.890.891/3242.10.2%0.772159953.553.402900.159950.930.891/3132.11.1%0.7741148202.562.522900.145660.840.801/3438.18.1%0.712140992.632.482900.143020.860.791/3371.14.7%0.703151155.544.594875.151152.501.921/1952.30.7%0.834150313.653.394950.150311.331.101/3720.7.2%0.835150023.473.144950.149881.240.911/4008.8.3%0.836150605.485.095200.150782.592.411/2005.46.6%0.8331126731.771.712900.126080.720.651/4038.22.6%0.632121481.791.682900.121620.770.661/3747.28.6%0.663128882.532.193900.128881.331.041/2937.22.2%0.584128292.492.313900.128291.110.941/3525.2.4%0.895127872.642.233900.128141.080.781/3613.18.3%0.906127622.902.103900.127621.760.991/2220.16.2%0.447130473.683.246000.130472.081.851/2880.14.2%0.838129931.090.675975.120360.220.211/9999.99.9%0.8321113971.151.085700.113251.100.971/5168.98.5%0.602110681.101.025700.106191.040.931/5469.99.2%0.553102171.411.255100.102391.211.181/4212.92.3%0.614100831.491.375100.100851.371.251/3714.96.8%0.885100161.801.485100.100181.411.261/3626.92.3%1.03699741.241.095100.100021.231.071/4133.95.6%0.647101841.601.365100.102331.601.351/3188.95.9%0.718103491.230.705100.103491.220.641/4197.63.8%2.211151110.530.274500.51110.530.271/8470.10.1%0.03Y方向最大层间位移角:1/1952.(第4层第3塔)171 ===工况6===Y双向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY2013772614.7814.775000.377260.870.871/5763.0.5%1.0023768114.9814.905000.376810.900.901/5532.2.1%1.001913720414.1314.062900.372040.520.501/5608.12.0%0.7723682414.5214.162900.368170.520.511/5621.11.5%0.751813572313.6713.612900.357230.580.561/5020.11.2%0.9323533714.0613.702900.353350.580.571/5042.10.8%0.921713424113.1613.112900.342410.640.621/4524.10.5%1.0023385113.5413.192900.338440.640.631/4556.10.2%0.991613275312.6012.552900.327530.710.691/4103.9.1%1.0223236312.9812.642900.323630.700.701/4138.8.9%1.021513127211.9811.942900.312650.770.751/3768.7.2%1.0023087512.3512.022900.308750.760.761/3793.7.0%1.001412978411.3211.282900.297770.820.811/3523.5.7%0.9822938711.6711.342900.293870.820.811/3537.5.5%0.971312829610.6010.562900.282890.870.851/3341.4.4%0.9522789910.9310.612900.278990.870.861/3343.4.4%0.95121268089.839.782900.268010.900.891/3206.3.5%0.9222641110.139.832900.264110.910.901/3195.3.5%0.92111253209.018.962900.253130.930.921/3105.2.7%0.902249239.289.002900.249230.940.931/3081.2.7%0.90101238328.148.102900.238250.960.951/3029.2.0%0.892234358.398.132900.234350.970.951/2994.2.0%0.8991223447.247.202900.223370.970.971/2977.1.1%0.872219477.467.222900.219470.990.971/2930.1.1%0.8781208566.316.272900.208490.980.981/2953.0.3%0.862204596.506.282900.204591.000.981/2893.0.3%0.8671193685.365.322900.171 193610.980.971/2968.2.3%0.842189715.525.322900.189711.000.981/2894.2.3%0.8461178804.404.362900.178800.950.951/3037.6.3%0.822174834.534.352900.174830.980.961/2951.6.5%0.8251163923.453.412900.163920.900.891/3222.10.1%0.772159953.563.402900.159950.930.901/3126.11.1%0.7741148202.602.552900.149100.850.811/3421.18.0%0.712140992.632.492900.143020.860.801/3366.14.6%0.703151155.794.774875.151152.802.111/1743.33.3%0.834150313.673.464950.150311.341.131/3707.7.1%0.835150023.673.304950.149881.300.961/3817.8.8%0.836150605.755.315200.150782.762.551/1883.47.1%0.8331126731.781.722900.126080.720.651/4037.22.4%0.632121481.801.682900.121620.770.661/3746.28.4%0.663128882.612.273900.128881.401.101/2790.22.2%0.564128292.502.323900.128291.110.941/3509.2.5%0.895127872.872.383900.128141.140.831/3426.18.4%0.916127623.032.193900.127621.851.051/2110.13.9%0.447130473.993.486000.130472.261.991/2654.14.2%0.838129933.792.125975.120360.770.721/7740.99.9%0.8321113981.171.095700.108101.120.981/5094.98.0%0.602110681.101.025700.106191.050.931/5454.99.3%0.563102171.501.335100.102061.291.261/3955.91.8%0.614100831.541.425100.100851.381.291/3703.95.2%0.885100161.961.605100.100521.491.361/3415.90.6%1.03699741.411.245100.100021.411.211/3627.90.8%0.667101841.741.465100.102331.731.461/2943.95.8%0.718103494.482.455100.103494.472.421/1141.62.2%2.331151110.570.294500.51110.570.291/7842.9.6%0.03171 Y方向最大层间位移角:1/1141.(第2层第8塔)===工况7===Y+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY2013772514.9314.695000.377250.880.861/5711.0.8%1.0023768115.1614.835000.376810.910.891/5468.2.1%1.001913721115.1013.982900.372110.540.501/5371.12.1%0.7623682415.6514.132900.368240.560.511/5133.11.6%0.751813573014.6213.542900.357280.600.561/4801.11.3%0.9323533715.1313.682900.353350.630.571/4603.10.9%0.921713424814.0813.052900.342480.670.621/4338.10.6%1.0023385114.5713.172900.338510.690.631/4185.10.2%0.991613276013.4812.502900.327600.740.681/3933.9.2%1.0223236313.9512.622900.323630.760.701/3807.8.9%1.021513127212.8211.902900.312720.800.751/3608.7.2%1.0123087513.2612.012900.308750.830.761/3499.7.1%1.001412978412.1011.242900.297840.860.801/3367.5.7%0.9822938712.5211.332900.293870.890.811/3270.5.6%0.971312829611.3210.522900.282960.910.851/3187.4.5%0.9522789911.7110.602900.278990.940.861/3097.4.4%0.951212680810.499.752900.268080.950.891/3051.3.5%0.9222641110.859.832900.264110.980.891/2965.3.5%0.92111253209.618.932900.253200.980.921/2948.2.7%0.902249239.939.002900.249231.010.931/2864.2.7%0.90101238328.688.072900.238321.010.941/2871.2.0%0.892234358.978.132900.234351.040.951/2787.2.0%0.8991223447.717.172900.223441.030.961/2816.1.1%0.882219477.977.222900.219471.060.971/2732.1.1%0.8881208566.726.252900.208561.040.971/2787.0.2%0.862204596.946.292900.204591.070.981/2703.0.2%0.86171 71193685.705.302900.193681.040.971/2793.2.2%0.842189715.895.332900.189711.070.981/2707.2.2%0.8461178804.674.342900.178801.020.951/2854.6.2%0.822174834.834.362900.174831.050.961/2764.6.3%0.8251163923.673.402900.163920.960.891/3030.10.7%0.772159953.793.412900.159950.990.901/2928.12.3%0.7741148202.842.532900.149100.930.801/3122.16.4%0.712140992.812.462900.140990.890.791/3253.12.2%0.693151155.304.524875.151152.401.911/2032.29.8%0.834150314.053.504950.150311.551.141/3193.8.4%0.835150023.813.214950.149881.360.941/3645.7.2%0.836150605.765.145200.150782.742.421/1901.46.8%0.8331126741.921.722900.124950.750.651/3858.25.0%0.642121481.921.672900.121480.790.661/3686.32.3%0.673128882.412.083900.128961.321.001/2962.23.9%0.594128292.512.293900.128301.170.941/3343.0.9%0.915128142.462.213900.128141.190.781/3264.17.2%0.906127623.052.143900.127621.861.011/2101.15.9%0.447130473.883.246000.130472.191.841/2737.14.7%0.838129931.050.675975.120360.240.211/9999.99.9%0.8321113981.271.135700.108651.091.021/5233.93.3%0.582106191.131.015700.106191.110.921/5128.98.0%0.533102171.331.225100.102061.221.161/4184.93.5%0.604100831.391.365100.100851.351.241/3771.97.3%0.885100161.671.465100.100181.371.251/3731.92.4%1.01699741.321.095100.100021.311.061/3883.95.8%0.647101841.691.375100.102331.681.361/3029.96.2%0.718103491.190.685100.103491.170.611/4344.64.9%2.171151110.490.254500.51110.490.251/9112.10.7%0.03171 Y方向最大层间位移角:1/1901.(第4层第6塔)===工况8===Y-偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY2013772615.1014.845000.377260.890.871/5601.1.2%1.0023768315.1414.975000.376830.930.911/5404.2.5%1.001913720415.1713.992900.372040.570.501/5129.12.0%0.7623681714.9114.122900.368170.570.511/5093.11.5%0.751813572314.6613.542900.357230.630.561/4609.11.3%0.9323533014.4013.662900.353300.630.571/4591.10.8%0.921713424114.1013.052900.342410.700.621/4169.10.6%1.0023384413.8513.152900.338440.700.631/4165.10.2%0.981613275313.4912.502900.327530.760.691/3792.9.2%1.0223235613.2412.592900.323560.760.701/3800.8.9%1.021513126512.8111.902900.312650.830.751/3491.7.2%1.0023086812.5711.982900.308680.830.761/3506.7.0%1.001412977712.0811.232900.297770.890.801/3270.5.7%0.9822938011.8311.302900.293800.880.811/3292.5.6%0.971312828911.2810.512900.282890.930.851/3107.4.5%0.9522789211.0510.572900.278920.930.861/3133.4.4%0.951212680110.449.742900.268010.970.891/2985.3.5%0.9222640410.219.792900.264040.960.901/3015.3.4%0.92111253139.548.922900.253131.000.921/2896.2.7%0.902249169.338.962900.249160.990.931/2928.2.7%0.90101238258.608.062900.238251.020.941/2830.2.0%0.892234288.408.092900.234281.010.951/2863.2.0%0.8991223377.637.162900.223371.040.961/2786.1.1%0.872219407.447.182900.219401.030.971/2820.1.0%0.8781208496.636.232900.208491.050.971/2768.0.3%0.862204526.456.242900.171 204521.030.981/2804.0.3%0.8671193615.615.282900.193611.040.971/2787.2.3%0.842189645.445.292900.189641.030.981/2826.2.4%0.8461178734.584.332900.178731.010.951/2866.6.5%0.822174764.434.322900.174761.000.951/2912.6.7%0.8151163853.583.392900.163850.940.891/3085.9.6%0.772159883.453.382900.159880.920.891/3155.9.9%0.7641148282.722.502900.147300.890.791/3270.19.9%0.712140152.562.502900.143020.900.801/3222.17.0%0.713151155.794.664875.151152.601.941/1877.31.5%0.834150283.703.304950.150341.401.081/3541.6.0%0.835149993.413.074950.150021.110.881/4447.9.5%0.836150605.205.045200.150782.452.411/2120.46.4%0.8331127091.901.722900.125260.710.651/4059.20.0%0.622123861.751.692900.121620.770.661/3771.25.1%0.643128882.652.253900.128881.391.061/2805.21.1%0.584128272.522.273900.128291.060.921/3680.3.9%0.885127872.902.303900.128130.980.791/3960.18.9%0.916127622.762.053900.127621.660.971/2354.16.5%0.457130473.493.166000.130471.981.811/3037.14.0%0.838129931.130.685975.120360.210.211/9999.99.9%0.8321108101.241.115700.108101.230.991/4643.97.9%0.612110131.141.045700.111101.040.951/5465.99.8%0.583102171.491.275100.102391.251.201/4074.91.6%0.614100831.591.385100.100851.391.251/3660.96.3%0.895100161.941.505100.100521.481.271/3436.92.5%1.04699741.161.105100.100021.161.071/4415.95.3%0.647101841.521.355100.102331.521.341/3363.95.6%0.728103491.270.725100.103491.260.661/4060.62.8%2.271151110.570.294500.171 51110.570.291/7909.9.6%0.03Y方向最大层间位移角:1/1877.(第4层第3塔)===工况9===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX2013772215.2415.131.015000.377461.241.231.001/4044.4.4%1.0023771715.1915.151.005000.376781.221.201.011/4103.3.1%1.001913710214.4713.911.042900.371020.690.681.021/4179.3.5%0.7423709814.2013.951.022900.369170.680.681.001/4271.3.6%0.751813560813.7813.221.042900.356080.720.711.021/4027.3.7%0.8423560213.5213.271.022900.356020.710.701.011/4111.3.9%0.851713412413.0612.521.042900.341290.750.731.021/3871.4.1%0.8723411812.8212.571.022900.341180.730.731.011/3947.4.2%0.881613263612.3111.781.042900.326360.780.761.031/3702.4.0%0.9023263012.0811.841.022900.326300.770.761.011/3770.4.1%0.901513114811.5311.021.052900.311480.820.791.031/3540.3.7%0.9023114211.3211.091.022900.311420.810.791.021/3601.3.8%0.901412966010.7110.231.052900.296650.850.821.041/3393.3.2%0.9022965410.5110.301.022900.296540.840.821.031/3449.3.3%0.90131281729.859.401.052900.281720.890.851.051/3268.2.5%0.892281669.679.481.022900.281660.870.851.031/3320.2.6%0.89121266848.978.561.052900.266840.920.871.051/3169.1.7%0.882266788.808.631.022900.266830.900.871.041/3218.1.8%0.88111251968.057.691.052900.251960.940.881.061/3097.0.7%0.872251907.897.761.022900.251900.920.881.041/3145.0.8%0.87101237087.116.801.052900.237080.950.891.061/3059.0.4%0.862237026.976.881.012900.237070.930.891.051/3106.0.3%0.8691222206.175.911.042900.222200.950.891.071/3058.1.9%0.842222146.045.991.012900.222140.930.891.051/3107.1.7%0.8481207325.225.031.042900.207320.930.871.071/3106.3.7%0.82171 2207265.115.101.002900.207260.920.871.051/3158.3.4%0.8271192444.284.161.032900.192490.900.841.071/3221.6.0%0.792188544.284.231.012900.192430.880.841.051/3279.5.6%0.8061177563.383.321.022900.177610.840.791.071/3438.9.8%0.762173663.483.391.032900.177550.830.801.041/3508.8.9%0.7651162682.542.531.002900.162720.750.711.061/3857.14.4%0.712158782.712.591.052900.162660.730.731.011/3963.12.5%0.7241149131.851.821.022900.144440.660.611.081/4407.22.9%0.662139661.991.871.072900.140150.690.631.091/4190.21.3%0.673151153.813.381.134875.149541.861.361.371/2620.24.3%0.834150282.301.801.284950.150270.850.591.431/5856.9.3%0.835149652.632.141.234950.149651.120.761.491/4411.6.6%0.836150584.624.141.115200.150581.941.871.041/2687.43.9%0.8331127101.281.201.062900.125090.540.471.151/5355.27.0%0.592120661.351.231.102900.120580.570.501.141/5109.29.8%0.613128881.881.541.223900.128881.060.751.421/3689.29.0%0.634128271.491.201.253900.128520.740.501.471/5272.0.5%0.915127721.561.351.153900.127720.710.531.341/5489.3.1%0.776127592.681.801.493900.127591.480.841.761/2628.13.2%0.477130884.153.741.116000.130882.362.191.081/2543.18.6%0.838120211.281.221.055975.120210.450.401.141/9999.99.9%0.8321114670.830.741.115700.113250.760.661.161/7470.97.9%0.562110070.850.751.135700.111100.750.681.111/7565.96.8%0.543103290.920.811.145100.103290.900.781.151/5694.96.7%0.574100830.820.691.195100.100850.800.661.211/6340.96.2%0.88599320.990.831.195100.99950.800.701.141/6382.95.6%0.83699541.250.931.355100.99561.120.881.281/4540.96.7%0.667102781.801.551.165100.102781.771.531.161/2880.96.9%0.688103060.840.831.015100.103060.810.781.041/6298.95.9%1.91171 1151120.280.141.004500.51120.280.141.001/9999.18.9%0.04X方向最大层间位移角:1/2543.(第3层第7塔)X方向最大位移与层平均位移的比值:1.49(第3层第6塔)X方向最大层间位移与平均层间位移的比值:1.76(第3层第6塔)===工况10===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY201377269.649.641.005000.377260.490.481.011/9999.6.0%1.002376819.579.561.005000.376830.490.481.011/9999.5.7%1.00191372119.169.161.002900.373720.270.261.021/9999.10.7%0.722368249.139.081.012900.369920.270.261.021/9999.10.7%0.73181357308.908.891.002900.357230.300.291.021/9769.11.1%0.892353378.878.821.012900.353300.300.291.011/9784.11.1%0.90171342488.618.601.002900.343960.330.321.021/8805.11.8%0.972338518.588.521.012900.339990.330.321.011/8816.11.8%0.97161327608.298.281.002900.327530.370.361.011/7888.11.5%1.032323638.268.201.012900.323560.370.361.011/7896.11.5%1.03151312727.947.911.002900.312650.410.401.011/7081.10.3%1.032308757.907.841.012900.308680.410.401.011/7088.10.3%1.03141297847.547.511.002900.299320.450.451.011/6427.9.1%1.022293877.507.431.012900.295350.450.451.011/6434.9.1%1.02131282967.107.061.002900.284440.490.491.011/5897.7.9%1.002278997.066.981.012900.278920.490.491.011/5905.7.9%1.00121268086.616.581.012900.269560.530.531.011/5472.6.7%0.982264116.576.501.012900.265590.530.531.011/5481.6.7%0.98111253206.096.051.012900.253130.560.561.011/5134.5.5%0.962249236.055.971.012900.249160.560.561.011/5144.5.5%0.96101238325.545.491.012900.238250.600.591.011/4873.4.2%0.942234355.495.411.022900.234280.590.591.001/4886.4.2%0.9491223444.954.901.012900.223370.620.621.011/4683.2.8%0.922219474.914.821.022900.171 219400.620.621.001/4700.2.7%0.9281208564.344.281.012900.208490.640.631.001/4565.1.1%0.902204594.294.201.022900.204590.630.631.001/4583.0.9%0.8971193683.713.651.022900.195230.640.641.001/4530.1.3%0.872189713.663.571.022900.191260.640.641.001/4526.1.5%0.8761178803.073.011.022900.178800.630.631.001/4568.5.4%0.842174833.022.931.032900.174830.630.631.011/4571.6.0%0.8351163922.432.381.022900.163920.610.601.011/4785.9.0%0.782159952.382.311.032900.159950.600.591.021/4806.10.3%0.7841148201.851.781.042900.149100.580.551.071/4963.15.6%0.732140991.781.701.052900.143020.580.531.101/4990.13.4%0.713151152.832.441.164875.151151.110.931.191/4380.26.1%0.834150311.601.351.184950.150310.650.461.411/7610.0.0%0.835149651.761.591.114950.149650.680.511.331/7233.4.2%0.836150602.832.701.055200.150781.311.281.021/3970.52.2%0.8331126731.291.231.052900.126080.510.451.121/5722.20.6%0.652121481.231.161.062900.121620.530.451.191/5475.26.3%0.673128881.421.221.173900.128880.680.541.271/5718.15.1%0.624128271.060.921.153900.128290.470.381.251/8254.0.5%0.835127871.101.051.053900.128140.510.381.321/7722.12.8%0.806127621.521.151.323900.127620.840.471.771/4644.5.1%0.407130792.872.791.036000.130791.641.541.071/3647.5.8%0.838129931.401.291.085975.129930.550.511.081/9999.76.8%0.8321113980.860.801.075700.113250.790.721.101/7192.96.3%0.612111320.770.721.075700.107320.730.651.121/7851.99.4%0.573102170.770.661.165100.102550.690.621.121/7342.97.9%0.664100830.590.541.105100.101760.530.481.101/9627.94.7%0.845100160.770.671.155100.100180.670.571.181/7601.96.6%0.92699740.710.661.085100.100760.690.631.101/7370.96.8%0.817101841.251.231.025100.171 101971.241.221.021/4127.98.7%0.788103490.890.811.115100.103490.880.791.111/5796.93.7%1.481151110.230.121.004500.51110.230.121.001/9999.16.5%0.03Y方向最大层间位移角:1/3647.(第3层第7塔)Y方向最大位移与层平均位移的比值:1.32(第3层第6塔)Y方向最大层间位移与平均层间位移的比值:1.77(第3层第6塔)===工况11===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)20137745-8.34237696-8.6119137160-10.72236773-11.0318135676-10.30235283-10.5517134176-11.30234071-11.6916132704-10.08232583-10.4515131200-9.95231095-10.3714129728-9.68229607-10.1213128240-9.42228119-9.8612126752-9.11226631-9.5511125264-8.76225143-9.2010123776-8.37223655-8.809122288-7.93222167-8.368120800-7.46220679-7.877119312-6.93219191-7.336117824-6.38217703-6.755116336-5.76216215-6.114114475-11.37214356-5.73314927-7.78415030-5.79514968-14.98615074-10.683112617-4.81212347-5.30312897-12.99412840-6.11512807-6.11612784-14.40713056-551.93171 812026-6.052111004-10.30210694-8.10310300-7.47410163-27.80510042-5.40610011-14.38710226-64.18810331-6.20118099-25.95===工况12===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)20137526-1.09237683-1.0519137423-1.56236773-1.6318135957-1.54235259-1.6717134477-1.52233771-1.6516132989-1.50232283-1.6315131501-1.47230795-1.6014130013-1.44229307-1.5713128525-1.39227819-1.5212127037-1.33226331-1.4711125549-1.27224843-1.4110124061-1.20223355-1.339122573-1.12221867-1.268121085-1.03220379-1.177119597-0.93218891-1.076117824-0.84217403-0.975116336-0.77215915-0.864114851-1.29214356-0.87314928-1.08415030-1.43514978-1.48615074-3.133112464-0.74212291-0.62312897-2.23412840-2.76512807-2.88612784-3.03171 713061-137.09812027-0.522111439-3.19211006-1.20310238-1.60410163-8.98510042-2.50610011-2.70710221-7.08810344-2.07116636-4.24===工况13===人防荷载作用下的楼层最大位移FloorTowerJmaxMax-(Z)20137721-0.22237677-0.0919136225-1.37236125-0.6518134737-1.38234641-0.6517133249-1.39233153-0.6616131761-1.40231665-0.6715130273-1.42230177-0.6714128785-1.44228689-0.6913127303-1.46227201-0.7012125815-1.49225713-0.7211124338-1.52224225-0.7310122850-1.57222737-0.769121362-1.62221249-0.788119874-1.68219761-0.827118386-1.75218273-0.856116898-1.82216785-0.905115408-1.92215297-0.964114638-4.34213978-2.66314958-2.05415021-2.04514983-4.47615076-1.763112544-4.39212065-2.67312914-3.96412861-4.21512791-4.49171 612821-2.57713050-2.24812021-3.472111314-4.43211014-2.67310329-3.99410142-3.6859995-4.83610072-3.78710191-2.47810335-5.88115657-18.80===工况14===X方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-Dx2013772217.1317.001.015000.377271.481.471.0023771717.3617.291.005000.376781.511.501.011913710216.1915.531.042900.371050.880.841.0423709816.2115.791.032900.371010.880.851.031813560815.3214.691.042900.356080.910.871.0423560215.3314.941.032900.356070.910.891.031713412414.4113.811.042900.341240.940.911.0423411814.4214.051.032900.341180.940.921.031613263613.4712.911.042900.326360.970.931.0423263013.4713.141.032900.326300.970.941.031513114812.5011.971.042900.311531.000.961.0423114212.5012.191.032900.311471.000.971.031412966011.5011.021.042900.296601.020.971.0522965411.5011.221.022900.296541.020.981.041312817210.4910.051.042900.281721.030.981.0522816610.4810.241.022900.281661.030.991.04121266849.469.071.042900.266891.040.981.062266789.459.251.022900.266831.040.991.04111251968.428.091.042900.251961.030.981.062251908.418.261.022900.251901.040.991.05101237087.397.111.042900.171 237081.030.961.062237027.387.271.022900.237021.030.981.0591222206.366.151.032900.222201.010.951.072222146.356.291.012900.222141.010.961.0581207325.365.201.032900.207320.980.921.072207265.345.331.002900.207260.980.931.0571192444.384.291.022900.192440.930.881.062188544.444.401.012900.192380.930.891.0461177563.443.411.012900.177560.870.821.062173663.583.511.022900.177500.860.841.0351166462.612.591.012900.162720.770.741.042158782.772.671.042900.162660.760.761.0041149131.911.861.032900.144440.670.631.072139662.021.911.052900.140150.710.661.083151155.234.971.054875.149542.672.111.274150283.252.921.114950.150271.040.901.155149763.683.181.164950.149731.361.021.336150585.955.631.065200.150582.832.741.0331127101.311.221.072900.125090.550.481.152120661.361.251.092900.120580.580.511.133128882.822.131.323900.128881.761.101.614128542.232.011.113900.128541.000.831.215127722.342.131.103900.127721.020.831.236127593.132.191.433900.127591.570.991.597130884.083.681.116000.130892.382.191.098120372.112.061.035975.120210.710.651.1021114670.840.751.125700.113250.770.661.162110070.850.761.125700.111100.770.691.123103291.211.041.165100.103291.191.011.184100831.271.191.075100.171 100871.251.151.09599321.471.311.125100.99951.271.111.14699541.611.241.305100.99561.451.191.237102781.701.491.145100.102781.681.471.148103501.541.261.235100.103491.401.191.181151120.420.211.004500.51120.420.211.00X方向最大位移与层平均位移的比值:1.43(第3层第6塔)X方向最大层间位移与平均层间位移的比值:1.61(第3层第3塔)===工况15===X+偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-Dx2013772217.7016.981.045000.377221.521.471.0323767817.8517.341.035000.376781.561.511.041913710218.9015.561.212900.371021.010.841.2023672018.0715.801.142900.367200.960.851.131813560817.8914.711.222900.356081.050.881.2023522217.1114.941.152900.352221.000.891.131713412416.8413.841.222900.341291.090.911.2023373416.1114.061.152900.337451.040.921.131613263615.7512.931.222900.326361.120.931.2023224615.0713.141.152900.322461.070.951.131513114814.6311.991.222900.311481.160.961.2123075814.0012.201.152900.307691.100.971.131412966013.4711.041.222900.296601.180.971.2122927012.9111.231.152900.292811.110.981.131312817212.2910.061.222900.281721.200.981.2222778211.8010.251.152900.277821.120.991.131212668411.099.081.222900.266841.200.981.2222629410.689.261.152900.263051.110.991.12111251969.898.101.222900.251961.200.981.232248069.578.261.162900.171 248061.110.991.12101237088.697.121.222900.237081.190.971.232233188.467.281.162900.233181.090.981.1291222207.496.151.222900.222201.170.951.242218307.376.301.172900.218301.070.961.1281207326.325.211.212900.207321.140.921.242203426.305.351.182900.203421.050.931.1271192445.184.291.212900.192491.090.881.242188545.254.421.192900.188541.010.891.1361177564.083.411.202900.177561.020.821.232173664.243.521.202900.173770.960.841.1451162683.072.581.192900.162690.910.741.232158783.282.691.222900.158780.890.761.1741144392.161.851.172900.144440.800.631.272139662.391.931.242900.139780.830.661.263151025.415.001.084875.149542.472.111.174150063.582.811.274950.150341.200.871.385149654.073.211.274950.149651.551.031.516150586.505.721.145200.150583.082.751.1231124021.451.231.172900.123970.600.491.242120661.611.271.272900.120530.680.521.323128883.082.351.313900.128882.031.251.634128272.501.971.263900.128271.050.811.305127372.522.091.213900.127370.870.791.116127593.432.241.533900.127591.751.011.737130463.683.641.016000.130472.262.171.048120212.052.011.025975.120210.740.651.1421112060.890.791.145700.108100.860.691.232110071.010.781.305700.105600.890.701.273103291.081.041.045100.171 103291.051.011.054100831.451.171.235100.100851.431.131.26599321.721.361.275100.99331.341.141.17699541.751.251.405100.99561.591.191.337102781.521.471.035100.102781.491.451.038103501.431.291.115100.103491.351.231.101151120.460.241.004500.51120.460.241.00X方向最大位移与层平均位移的比值:1.53(第3层第6塔)X方向最大层间位移与平均层间位移的比值:1.73(第3层第6塔)===工况16===X-偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-Dx2013774617.4617.011.035000.377461.521.481.0323771717.9017.241.045000.377171.541.501.031913746517.5315.511.132900.374650.940.841.1223709818.9015.791.202900.370981.010.851.191813598216.5814.671.132900.359820.980.871.1223560217.8814.931.202900.356021.050.891.191713450215.6013.791.132900.345021.020.901.1223411816.8314.051.202900.341231.090.921.191613301414.5912.891.132900.330141.050.931.1323263015.7413.131.202900.326301.130.941.191513152613.5411.951.132900.315371.070.961.1223114214.6112.181.202900.311421.160.971.201413003812.4611.001.132900.300491.090.971.1222965413.4511.221.202900.296541.180.981.201312855011.3810.031.132900.285501.090.981.1222816612.2710.231.202900.281661.200.991.211212706210.289.051.142900.270731.090.981.1122667811.079.241.202900.266781.210.991.21111255749.208.081.142900.171 255741.080.971.112251909.878.251.202900.251901.210.991.22101240868.127.101.142900.240861.060.961.112237028.667.261.192900.237021.200.981.2291225987.056.141.152900.225981.040.941.102222147.466.281.192900.222141.180.961.2281211106.015.201.162900.211101.010.911.112207266.295.321.182900.207261.140.931.2271196225.004.291.172900.196330.970.871.112192385.154.381.172900.192431.090.901.2261181344.033.421.182900.181340.920.821.122177504.063.491.162900.177501.010.841.2151166463.122.601.202900.166460.840.741.142162623.052.651.152900.162620.900.761.1941149132.281.871.222900.149230.760.631.212144322.151.901.132900.144220.790.651.213151155.664.961.144875.149542.882.111.374150283.432.971.154950.150311.110.921.215149764.173.371.244950.149761.661.091.536150775.665.531.025200.150782.912.731.0631127101.561.241.262900.126570.560.481.162123911.441.251.152900.123940.600.511.173128882.561.901.353900.128881.490.951.574128532.322.051.133900.128531.170.861.365127732.512.101.193900.127731.260.841.506127592.832.141.323900.127921.510.971.567130884.573.721.236000.130892.682.211.218120372.252.111.075975.120210.680.641.0521114671.010.771.315700.114300.820.671.222112010.900.761.195700.171 107920.780.681.153103291.351.041.295100.103291.321.011.314101751.311.201.095100.101761.281.161.115100541.311.261.045100.100571.291.091.19699541.471.231.195100.99561.321.181.127102781.891.521.255100.102781.871.491.258103501.651.231.355100.103491.461.161.251151130.380.191.004500.51130.380.191.00X方向最大位移与层平均位移的比值:1.35(第2层第8塔)X方向最大层间位移与平均层间位移的比值:1.57(第3层第3塔)===工况17===Y方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy2013772616.2616.251.005000.377250.920.921.0023768116.4316.421.005000.376810.960.961.001913720415.3815.331.002900.373720.530.531.0223682415.5115.471.002900.369920.550.541.011813572314.8514.801.002900.357230.600.591.0123533714.9814.921.002900.353300.610.601.011713424114.2514.211.002900.343960.660.651.0123385114.3914.321.002900.339990.670.661.011613275313.5913.561.002900.327530.730.721.0123236313.7313.661.012900.323560.740.731.011513126512.8612.841.002900.314200.790.781.0123087513.0112.931.012900.308680.800.791.011412977712.0712.061.002900.297770.850.841.0122938712.2212.131.012900.295350.860.851.011312828911.2211.221.002900.282890.890.891.0122789911.3811.281.012900.278920.900.891.011212680810.3410.341.002900.268010.930.921.0122641110.4910.391.012900.171 264040.940.931.01111253209.439.411.002900.253130.960.961.012249239.579.461.012900.249160.970.971.01101238328.488.461.002900.238250.990.981.012234358.618.491.012900.235830.990.991.0091223447.517.471.002900.223371.011.001.012219477.627.501.022900.219401.011.011.0081208566.516.481.012900.208491.011.011.002204596.616.491.022900.204591.021.021.0071193685.515.471.012900.193611.011.001.002189715.605.471.022900.189711.021.011.0061178804.514.461.012900.178800.980.981.002174834.584.461.032900.174830.990.991.0151163923.533.481.012900.163920.920.911.012159953.593.481.032900.159950.940.921.0241148202.632.571.022900.145660.860.821.052140992.652.541.042900.143020.890.811.093151154.904.331.134875.151151.951.701.154150313.543.391.044950.150401.271.101.165150023.082.911.064950.149881.060.851.246150605.114.901.045200.150782.402.331.0331126731.811.751.042900.126080.730.661.112121481.811.711.062900.121620.790.671.173128882.422.031.193900.129141.150.901.274128292.422.281.063900.128291.050.921.145127872.322.121.093900.128140.940.751.266127622.712.061.323900.127621.560.961.627130473.292.841.166000.130471.831.601.158129930.600.591.025975.129930.190.181.0621113981.181.111.065700.171 113251.120.991.132110681.121.041.085700.111101.050.951.113102171.341.141.175100.102551.201.071.134100831.411.361.035100.101761.351.241.095100161.581.331.195100.100181.361.141.19699741.221.081.125100.100021.201.041.157101841.461.171.245100.101971.441.151.258103490.410.411.015100.103490.390.391.011151110.460.231.004500.51110.460.231.00Y方向最大位移与层平均位移的比值:1.32(第3层第6塔)Y方向最大层间位移与平均层间位移的比值:1.62(第3层第6塔)===工况18===Y+偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy2013772516.4316.171.025000.377250.930.911.0223768116.6316.351.025000.376810.970.951.021913721116.5315.331.082900.372110.580.531.1023682416.7815.481.082900.368240.590.541.101813573015.9514.801.082900.357280.640.591.1023533716.1914.941.082900.353350.660.601.101713424815.3114.211.082900.342480.710.651.0923385115.5314.331.082900.338510.720.661.091613276014.6013.561.082900.327600.780.721.0923236314.8113.671.082900.323630.790.731.091513127213.8212.851.082900.312720.850.781.0823087514.0212.941.082900.310300.860.791.081412978412.9812.061.082900.299390.900.841.0822938713.1612.151.082900.293870.920.851.081312829612.0811.231.082900.282960.950.881.0822789912.2411.301.082900.278990.960.891.081212680811.1210.341.082900.171 269630.990.921.0822641111.2810.411.082900.264111.000.931.081112532010.139.421.082900.253201.030.961.0722492310.279.481.082900.249231.040.961.08101238329.108.461.082900.238321.050.981.072234359.248.511.092900.234351.060.991.0891223448.057.481.082900.223441.071.001.072219478.177.521.092900.219471.081.011.0881208566.986.481.082900.208561.081.011.072204597.096.511.092900.204591.091.021.0871193685.905.471.082900.195231.081.001.072189715.995.501.092900.191261.091.011.0861178804.824.471.082900.178801.050.981.072174834.904.481.092900.174831.070.991.0851163923.773.491.082900.165470.990.921.082159953.843.501.102900.159951.000.921.0941148202.922.591.132900.149100.950.821.162140992.832.511.132900.140990.900.811.123151154.624.251.094875.151151.841.681.094150313.923.401.154950.150311.451.101.325150023.422.941.164950.149881.170.861.366150605.384.951.095200.150782.542.341.0931126741.971.751.122900.126440.770.671.162121481.931.701.142900.122960.790.671.183128892.342.051.143900.128891.200.921.294128302.482.241.113900.128301.110.911.225128142.252.061.093900.128141.050.741.426127622.852.101.363900.127621.650.981.697130473.502.841.236000.130471.951.581.238130080.620.581.065975.171 130080.190.181.0721113981.301.151.135700.109761.111.031.082106191.141.031.105700.107321.120.941.193102171.251.131.105100.102391.161.071.094101331.391.351.035100.101331.371.231.115100161.441.321.095100.100181.321.131.17699741.301.081.215100.100021.281.041.237101841.551.151.355100.101841.531.131.358103060.430.401.075100.103470.410.381.081151110.420.221.004500.51110.420.221.00Y方向最大位移与层平均位移的比值:1.36(第3层第6塔)Y方向最大层间位移与平均层间位移的比值:1.69(第3层第6塔)===工况19===Y-偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy2013772616.6216.331.025000.377260.950.931.0223768316.7616.491.025000.376830.990.971.021913720416.6415.331.092900.372040.600.531.1323681716.6715.461.082900.368170.610.541.131813572316.0514.801.082900.357250.660.591.1223533016.0514.911.082900.353300.680.601.121713424115.3914.211.082900.342410.730.651.1223384415.3814.311.072900.339990.740.671.111613275314.6613.561.082900.327530.800.721.1123235614.6413.641.072900.323560.810.731.111513126513.8612.841.082900.314200.870.781.1123086813.8312.911.072900.310230.880.791.101412977712.9912.061.082900.297770.920.841.1022938012.9512.121.072900.293800.930.851.101312828912.0711.221.082900.282890.970.891.1022789212.0211.271.072900.171 278920.980.901.101212680111.1010.331.072900.268011.010.931.0922640411.0410.371.062900.265591.020.931.091112531310.089.411.072900.253131.040.961.0922491610.029.441.062900.249161.050.971.09101238259.048.451.072900.238251.070.981.092234288.978.471.062900.234281.070.991.0891223377.977.471.072900.223371.081.001.082219407.897.481.062900.219401.091.011.0881208496.896.471.072900.208491.091.011.082204526.806.471.052900.204521.091.021.0871193615.805.461.062900.195161.081.001.082189645.715.451.052900.191191.081.011.0761178734.724.451.062900.178731.050.981.072174764.634.441.042900.174761.050.981.0651163853.673.481.062900.163850.970.911.062159883.583.461.042900.159880.960.921.0541148282.772.551.082900.147300.910.811.122140152.652.561.042900.143020.930.821.133151155.174.411.174875.151152.061.721.204150283.603.331.084950.150511.391.081.295149993.273.001.094950.149880.940.871.086150584.874.851.005200.150582.412.331.0331127091.941.761.102900.125410.730.661.102123861.811.741.042900.121620.780.681.153128882.552.011.273900.128881.210.881.374128272.432.281.073900.128291.010.921.105127872.592.191.193900.128130.910.761.206127622.582.021.273900.127621.460.941.557130473.082.851.086000.171 130471.711.611.078129930.640.591.095975.129930.210.181.1521108101.261.121.125700.108101.241.011.232110131.181.071.105700.111101.060.971.093102171.421.141.255100.102391.251.071.164100831.511.371.105100.100851.371.241.105100161.731.351.285100.100181.401.151.22699741.141.091.045100.100021.121.051.067101841.371.191.155100.101971.351.171.158103490.450.411.095100.103490.430.391.091151110.500.251.004500.51110.500.251.00Y方向最大位移与层平均位移的比值:1.28(第2层第5塔)Y方向最大层间位移与平均层间位移的比值:1.55(第3层第6塔)171'