计算书一零三

西安市计算书工程名称:设计人:工程代号:校核人:日期:2013/10/14|总信息结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Degree)ARF=0.00地下室层数:MBASE=0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:计算水平和反应谱方法竖向地震“规定水平力”计算方法:楼层剪力差方法(规范方法)结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0嵌固端所在层号：MQIANGU=1墙元细分最大控制长度(m)DMAX=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是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采用的楼层刚度算法层间剪力比层间位移算法结构所在地区全国风荷载信息修正后的基本风压(kN/m2):WO=0.35风荷载作用下舒适度验算风压(kN/m2):WOC=1.35地面粗糙程度:C类结构X向基本周期（秒）:Tx=0.42结构Y向基本周期（秒）:Ty=0.42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体形变化分段数:MPART=1各段最高层号:NSTi=9各段体形系数:USi=1.30地震信息振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=15地震烈度:NAF=8.00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=0.16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=0.90框架的抗震等级:NF=1剪力墙的抗震等级:NW=2钢框架的抗震等级:NS=2抗震构造措施的抗震等级:NGZDJ=不改变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=0.65结构的阻尼比(%):DAMP=5.00中震(或大震)设计:MID=不屈服竖向地震力计算方法:振型分解反应谱法竖向振型求解方式:水平振型与竖向振型独立求解竖向地震参与振型数:NVMODE=0竖向地震作用系数底线值:RVMIN=0.10是否考虑偶然偏心:是是否考虑双向地震扭转效应:是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=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算传到基础的活荷载是否折减折算考虑结构使用年限的活荷载调整系数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调整信息.梁刚度放大系数是否按2010规范取值：是托墙梁刚度增大系数：BK_TQL=1.00梁端弯矩调幅系数：BT=0.85梁活荷载内力增大系数：BM=1.10连梁刚度折减系数：BLZ=0.50梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Vo调整分段数：VSEG=00.2Vo调整上限：KQ_L=2.00框支柱调整上限：KZZ_L=5.00顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00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:是实配钢筋超配系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=0是否调整与框支柱相连的梁内力IREGU_KZZB=0薄弱层判断方式：按高规和抗规从严判断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配筋信息梁箍筋强度(N/mm2):JB=300柱箍筋强度(N/mm2):JC=300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=210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=150.00墙竖向分布筋配筋率(%):RWV=0.30结构底部单独指定墙竖向分布筋配筋率的层数:NSW=0结构底部NSW层的墙竖向分布配筋率:RWV1=0.50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设计信息结构构重要性系系数:RWO=1.000柱计计算长度计计算原则:无侧移梁端端在梁柱重重叠部分简简化:不作为刚刚域柱端端在梁柱重重叠部分简简化:不作为刚刚域是否否考虑P-DDelt效应：否柱配配筋计算原原则:按单偏压压计算按高高规或高钢钢规进行构构件设计:是钢构构件截面净净毛面积比比:RN==00.85梁保保护层厚度度(mmm):BBCB==155.00柱保保护层厚度度(mmm):AACA==155.00剪力力墙构造边边缘构件的的设计执行行高规7.2..16-44:是框架架梁端配筋筋考虑受压压钢筋:是结构构中的框架架部分轴压压比限值按按纯框架结结构的规定定采用:否当边边缘构件轴轴压比小于于抗规6.4..5条规定的的限值时一一律设置构构造边缘构构件:是是否否按混凝土土规范B.0..4考虑柱二二阶效应:否荷载组合信信息恒载载分项系数数:CDDEAD==11.20活载载分项系数数:CLLIVE==11.40风荷荷载分项系系数:CWINND=1.440水平平地震力分分项系数:CEA__H=1.330竖向向地震力分分项系数:CEA__V=0.550温度度荷载分项项系数:CTEEMP==11.40吊车车荷载分项项系数:CCRRAN==11.40特殊殊风荷载分分项系数:CSPWW=1.440活荷荷载的组合合值系数:CD_LL=0.770风荷荷载的组合合值系数:CD_WW=0.660重力力荷载代表表值效应的的活荷组合合值系数:CEA__L=0..50重力力荷载代表表值效应的的吊车荷载载组合值系系数:CEAA_C==00.50吊车车荷载组合合值系数:CD_CC=0.770温度度作用的组组合值系数数:仅考虑恒恒载、活载载参与组合合:CD_TTDL==00.60考虑风荷荷载参与组组合:CCD_TWW=0.000考虑地震震作用参与与组合:CD__TE==00.00砼构构件温度效效应折减系系数:CC_TT=0.330剪力墙底部加强强区的层和和塔信息.层号号塔号1121用户户指定薄弱弱层的层和和塔信息...............................层号号塔号用户户指定加强强层的层和和塔信息...............................层号号塔号约束束边缘构件件与过渡层层的层和塔塔信息.......................层号号塔号类别11约束边缘缘构件层21约束边缘缘构件层31约束边缘缘构件层************************************************************************各层的质质量、质心心坐标信息息************************************************************************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))(tt)91199.0288122.3922333.000083..544.20.00.10081199.562288.0100299.4000816..8622.40.01.07771199.488888.0200255.5000762..5622.90.01.01161199.547777.9900211.9000751..3622.90.01.00051199.547777.9900188.3000751..3622.90.01.00041199.547777.9900144.7000751..3622.90.01.00031199.547777.9900111.1000751..3622.90.01.00021199.547777.990077.5000751..3622.90.01.01111199.605577.841133.9000744..9644.10.01.000活载载产生的总总质量(t)):5088.0199恒载载产生的总总质量(t)):61644.4555附加加总质量(t)):0.0000结构构的总质量量(t)):66722.4744恒载载产生的总总质量包括括结构自重重和外加恒恒载结构构的总质量量包括恒载载产生的质质量和活载载产生的质质量和附加加质量活载载产生的总总质量和结结构的总质质量是活载载折减后的的结果(1tt=11000kkg)************************************************************************各层构件件数量、构构件材料和和层高************************************************************************层号(标准层号)塔号梁元数柱元数墙元数层高累计高度度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(mm)(m)1(1)1599(30//3600)228(300/3660)0(330/3300)3.990033.90002(2)1633(30//3600)226(300/3660)0(330/3300)3.660077.50003(2)1633(30//3600)226(300/3660)0(330/3300)3.6600111.10004(2)1633(30//3600)226(300/3660)0(330/3300)3.6600144.70005(2)1633(30//3600)226(300/3660)0(330/3300)3.6600188.30006(2)1633(30//3600)226(300/3660)0(330/3300)3.6600211.90007(3)1711(30//3600)226(300/3660)0(330/3300)3.6600255.50008(4)11266(30//3600)229(300/3660)0(330/3300)3.9900299.40009(5)1200(30//3600)8(300/3660)0(330/3300)3.6600333.0000***********************************************************************风荷载信信息************************************************************************层号塔号风荷载XX剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y9119..1919..269..1664.455664.42332.08143..5962..8313..91003.7331668.28887.97136..6799..4671..9887.0992555.318006.96133..27132..711149..6779.1333334.430110.75129..82162..511734..8771.0224005.444770.24126..39188..922414..9662.9334668.361556.33124..49213..433183..2558.6005226.980553.32122..52235..944032..5554.1115881.1101445.11125..61261..555052..5553.2666334.3126118.9======================================================================================各楼层偶偶然偏心信信息======================================================================================层号塔号X向偏心Y向偏心11100.050..0521100.050..0531100.050..0541100.050..0551100.050..0561100.050..0571100.050..0581100.050..0591100.050..05======================================================================================各楼层等等效尺寸(单位:m,mm**2))======================================================================================层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAXX最小宽BMINN111639..60119.5007..67338.43316..5938..4316..59211620..10119.5007..95339.00015..9039..0015..90311620..10119.5007..95339.00015..9039..0015..90411620..10119.5007..95339.00015..9039..0015..90511620..10119.5007..95339.00015..9039..0015..90611620..10119.5007..95339.00015..9039..0015..90711620..10119.5007..95339.00015..9039..0015..90811620..10119.5007..95339.00015..9039..0015..9091153..82119.50012..45334.0006..9034..006..90======================================================================================各楼层的的单位面积积质量分布布(单位:kg//m**22)======================================================================================层号塔号单位面积积质量g[ii]质量比maxx(g[ii]/g[[i-1]],g[ii]/g[[i+1]])11112664.8441.00021113113.0551.04431113113.0551.00041113113.0551.00051113113.0551.00061113113.0551.00071113331.0991.01181114117.8331.07791116330.7991.155======================================================================================计算信息======================================================================================计计算日期:20133.10..14开开始时间:222:23::28可可用内存:10488.00MMB第一步:数据据预处理第二步:计算算每层刚度度中心、自自由度、质质量等信息息第三步:地震震作用分析析第四步:风及及竖向荷载载分析第五步:计算算杆件内力力结结束日期:20133.10..14时时间:222:23::52总总用时:0:0:244=======================================================================================各层刚心心、偏心率率、相邻层层侧移刚度度比等计算算信息FloorrNo::层号TowerrNo::塔号Xstiff，Ystiif:刚心的X，Y坐标值Alf::层刚性主主轴的方向向Xmasss，Ymasss:质心的X，Y坐标值Gmasss::总质量Eex，EEey:X，Y方向的偏偏心率Ratx，Ratyy:X，Y方向本层层塔侧移刚刚度与下一一层相应塔塔侧移刚度度的比值(剪切刚度)Ratx11，Ratyy1:XX，Y方向本层层塔侧移刚刚度与上一一层相应塔塔侧移刚度度70%的比值或上三层层平均侧移移刚度80%的比值中中之较小者者RJX1，RJY1，RJZ11:结构总体体坐标系中中塔的侧移移刚度和扭扭转刚度(剪切刚度)RJX3，RJY3，RJZ33:结构总体体坐标系中中塔的侧移移刚度和扭扭转刚度(地震剪力力与地震层层间位移的的比)=======================================================================================FloorrNo..11TowwerNNo.1Xstiff=19..43388(m)Ystiif=77.88662(m))Alff=445.00000(DDegreee)Xmasss=19..60555(m)Ymasss=77.84110(m))Gmaass(活荷折减)=8733.08332(8088.98998)(tt)Eex=0..01200Eey=00.00332Ratx=1..00000Ratyy=11.00000Ratx11=1..74966Ratyy1=11.89552薄弱层地震剪力力放大系数数=1..00RJX1=4..87299E+066(kN//m)RJY11=44.87229E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..68055E+066(kN//m)RJY33=11.51337E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..22TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折减)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..05711Ratyy=11.05771Ratx11=1..33700Ratyy1=11.39660薄弱层地震剪力力放大系数数=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..25044E+066(kN//m)RJY33=11.06224E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..33TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折减)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..28177Ratyy1=11.33557薄弱层地震剪力力放大系数数=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..18477E+066(kN//m)RJY33=99.83994E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..44TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折减)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..28266Ratyy1=11.33554薄弱层地震剪力力放大系数数=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..16688E+066(kN//m)RJY33=99.48885E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..55TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折减)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..40999Ratyy1=11.46229薄弱层地震剪力力放大系数数=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..15588E+066(kN//m)RJY33=99.21003E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..66TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折减)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..46955Ratyy1=11.49883薄弱层地震剪力力放大系数数=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..14377E+066(kN//m)RJY33=88.92447E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..77TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..48844(m)Ymasss=88.02000(m))Gmaass(活荷折减)=8888.28558(8255.40773)(tt)Eex=0..00377Eey=00.00333Ratx=1..00000Ratyy=11.00000Ratx11=1..94055Ratyy1=11.96880薄弱层地震剪力力放大系数数=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..11188E+066(kN//m)RJY33=88.50991E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..88TowwerNNo.1Xstiff=19..31633(m)Ystiif=77.87885(m))Alff=445.00000(DDegreee)Xmasss=19..56200(m)Ymasss=88.01004(m))Gmaass(活荷折减)=9411.64554(8799.19993)(tt)Eex=0..01533Eey=00.00882Ratx=0..81844Ratyy=00.81884Ratx11=15..84366Ratyy1=155.45990薄弱层地震剪力力放大系数数=1..00RJX1=4..21577E+066(kN//m)RJY11=44.21557E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=8..18544E+055(kN//m)RJY33=66.17667E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..99TowwerNNo.1Xstiff=19..50000(m)Ystiif=122.45000(m))Alff=445.00000(DDegreee)Xmasss=19..02822(m)Ymasss=122.39118(m))Gmaass(活荷折减)=911.99994(877.77116)(tt)Eex=0..04499Eey=00.00555Ratx=0..12155Ratyy=00.12115Ratx11=1..00000Ratyy1=11.00000薄弱层地震剪力力放大系数数=1..00RJX1=5..12000E+055(kN//m)RJY11=55.12000E+005(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=7..38055E+044(kN//m)RJY33=55.70779E+004(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------X方向最小刚度比比:11.00000(第9层第1塔)Y方向最小刚度比比:11.00000(第9层第1塔)======================================================================================结构整体抗倾覆覆验算结果果======================================================================================抗倾覆力力矩Mr倾覆力矩Mov比值Mr/MMov零应力区(%)X风荷载133235668.657544.02230.0030.000Y风荷载66299884.31139544.845.1140.000X地震128844511.11255964..2110.20000.00Y地震61113655.41144851..25.32200.00======================================================================================结构舒适性验算算结果(仅当满足足规范适用用条件时结结果有效)======================================================================================按高钢规计算XX向顺风向向顶点最大大加速度(m/s22)=0.0097按高钢规计算XX向横风向向顶点最大大加速度(m/s22)=0.0039按荷载规范计算算X向顺风向向顶点最大大加速度(m/s22)=0.1107按荷载规范计算算X向横风向向顶点最大大加速度(m/s22)=0.0036按高钢规计算YY向顺风向向顶点最大大加速度(m/s22)=0.2216按高钢规计算YY向横风向向顶点最大大加速度(m/s22)=0.0039按荷载规范计算算Y向顺风向向顶点最大大加速度(m/s22)=0.2248按荷载规范计算算Y向横风向向顶点最大大加速度(m/s22)=0.1105======================================================================================结构整体稳定验验算结果======================================================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10..168EE+070..151EE+0733.90881198.74..3166.99420..125EE+070..106EE+0733.60774465.58..1149.33730..118EE+070..984EE+0633.60666688.63..9553.11240..117EE+070..949EE+0633.60559911.75..1261.00950..116EE+070..921EE+0633.60451135.92..1973.44660..114EE+070..892EE+0633.60343358.119..8493.55170..111EE+070..851EE+0633.60235581.169..741129.99080..819EE+060..618EE+0633.90126670.251..951190.11290..738EE+050..571EE+0533.6011121.237..041183.332该结构刚重比DDi*Hii/Gi大于10,能够通过过高规(5.44.4)的整体稳稳定验算该结构刚重比DDi*Hii/Gi大于20,可以不考考虑重力二二阶效应*****************************************************************************************楼层抗剪剪承载力、及及承载力比比值*****************************************************************************************RRatioo_Bu::表示本层层与上一层层的承载力力之比----------------------------------------------------------------------------------------层号号塔号X向承载力Y向承载力RRatioo_Bu::X,Y----------------------------------------------------------------------------------------9110.44880EE+030.66211EE+031..001.0008110.88709EE+040.88278EE+0417..8513.3337110.11278EE+050.11232EE+051..471.4496110.11451EE+050.11401EE+051..141.1145110.11610EE+050.11554EE+051..111.1114110.11756EE+050.11695EE+051..091.0093110.11888EE+050.11823EE+051..081.0082110.22010EE+050.11941EE+051..061.0061110.11924EE+050.11864EE+050..960.996X方方向最小楼楼层抗剪承承载力之比比:0.966层号:11塔号:11Y方方向最小楼楼层抗剪承承载力之比比:0.966层号:11塔号:11======================================================================================周期、地地震力与振振型输出文文件(VSSS求解器)======================================================================================考虑扭扭转耦联时时的振动周周期(秒)、X,Y方向的平平动系数、扭扭转系数振型号号周期转角平动系数(X++Y)扭转系数数1100.97559899.9711.00(0..00+11.00)00.002200.8877600.1500.94(0..94+00.00)00.063300.876651777.9100.07(0..07+00.00)00.934400.32002899.8111.00(0..00+11.00)00.005500.296631799.8000.95(0..95+00.00)00.056600.2877044.3800.06(0..06+00.00)00.947700.22776933.9100.87(0..00+00.87)00.138800.21550488.1100.23(0..10+00.13)00.779900.207731766.0400.88(0..88+00.00)00.1210000.17111899.4111.00(0..00+11.00)00.0011100.163301799.0700.97(0..97+00.00)00.0312200.1555888.7200.03(0..03+00.00)00.9713300.11885899.4111.00(0..00+11.00)00.0014400.114441799.3511.00(1..00+00.00)00.0015500.10661500.2100.00(0..00+00.00)11.00地震作用用最大的方方向=899.9166(度)===========================================================================仅考虑虑X向地震作作用时的地地震力Flooor:层号Toweer:塔号F-x--x:X方向的耦耦联地震力力在X方向的分分量F-x--y:X方向的耦耦联地震力力在Y方向的分分量F-x--t:X方向的耦耦联地震力力的扭矩振型1的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.000.00700.0088100.000.66000.0977100.000.55300.0866100.000.44700.0755100.000.44100.0644100.000.33300.0533100.000.22400.0422100.000.11500.0311100.000.00600.01振型2的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)9911244.541.663-2455.8588110744.892.224--35544.597719466.163.007--33122.626618522.651.662--30066.915517455.141.333--26177.624416122.961.002--21455.923314600.800.669--16088.422212955.040.336--10277.261111266.71-0.004-4377.24振型3的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)991-11.86-1.7732544.01881799.02-2.66536233.12771699.76-3.77833899.48661633.67-2.22730866.65551555.65-1.88926877.47441455.66-1.44621977.91331344.11-1.00016377.41221211.55-0.55510322.5011199.47-0.0044311.35振型4的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.00-0.44400.21881-00.01-1.889-00.2477100.00-0.880-00.2066100.000.116-00.1555100.001.006-00.0944100.011.665-00.0233100.011.77700.0422100.001.44000.0711100.000.66600.05振型5的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)991-1222.36-1.7742022.05881-5344.573.33614500.98771-2366.122.1196655.27661311.101.007-1800.385512822.18-0.770-9488.404414522.02-2.221--14499.643314922.87-2.994--15511.662213944.51-2.663--12300.731111922.04-1.557-5911.94振型6的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.993.550-2922.92881-355.82-3.007--16544.68771-188.38-2.006-8800.66661-11.42-1.443155.63551155.90-0.1118922.25441288.261.11714977.24331311.841.99216533.14221255.681.88713200.43111133.011.2236311.56振型7的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.57-8.550333.93881-00.363.666-288.41771-00.486.771-311.24661-00.365.550-200.01551-00.051.668-00.2144100.27-2.997199.6233100.47-6.112300.7722100.45-6.220288.4911100.25-3.331144.60振型8的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)991122.9014.2293811.33881-55.24-2.559-1688.10771-100.25--11.005-2522.16661-88.60--11.006-1999.70551-22.81-5.112-500.2044144.373.6661244.2133199.3210.3392377.8122199.5611.3372355.6211155.336.3321244.73振型9的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)9911033.72-7.110-3266.07881-288.940.0093166.58771-799.665.1105566.27661-733.496.0004877.60551-300.793.4461733.25441288.06-1.112-2277.91331711.86-5.001-5099.79221777.42-5.990-5288.9211143