第四章 电算四

第4章电算4.1PMCAD部分：模型的建立地震信息设计地震分组为一组，设防烈度为7度（0.10g），场地类别为二类，框架的抗震等级为三级。风荷载信息修正后的风压基本值0.3KN/m2,地面粗糙度类别为B类，体型系数为1.3次梁的输入和板厚的修改荷载的输入4.2SATWE计算部分:总信息..............................................1结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架结构2风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.30地面粗糙程度:C类结构基本周期（秒）:T1=0.39体形变化分段数:MPART=1各段最高层号:NSTi=6各段体形系数:USi=1.303地震信息............................................振型组合方法:CQC计算振型数:NMODE=15地震烈度:NAF=7.00场地土类别:KD=2设计地震分区:一组框架的抗震等级:NF=3剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=1.00结构的阻尼比(%):DAMP=5.004活荷载信息..........................................考虑活荷不利布置的层数从第1到6层柱、墙活荷载是否折减折算传到基础的活荷载是否折减折算------------柱，墙，基础活荷载折减系数-------------计算截面以上的层号---------------折减系数11.002---30.854---50.706---80.659---200.60>200.555调整信息........................................中梁刚度增大系数：BK=1.00梁端弯矩调幅系数：BT=0.85梁跨中弯矩增大系数：BM=1.20连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=06配筋信息........................................梁主筋强度(N/mm2):IB=300柱主筋强度(N/mm2):IC=300墙主筋强度(N/mm2):IW=210梁箍筋强度(N/mm2):JB=210柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=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=200.00墙竖向筋分布最小配筋率(%):RWV=0.307设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:无侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=35.00柱保护层厚度(mm):ACA=35.008荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.504.2.2各层的质量、质心坐标信息层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)6125.22415.10818.000751.077.35125.18315.10815.000764.880.14125.18315.10812.000764.880.13125.18315.1089.000764.880.12125.18315.1086.000764.880.11125.18315.1083.000764.880.1活载产生的总质量(t):477.947恒载产生的总质量(t):4575.043结构的总质量(t):5052.990恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)4.2.3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Ratx11，Ratyy1:X，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RJX，RRJY，RJZ::结构总体体坐标系中中塔的侧移移刚度和扭扭转刚度========================================================================================FloorNNo.1TTowerrNo..11Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=1..00000Ratyy=11.00000Ratx11=2..03811Ratyy1=22.33669薄弱层地地震剪力放放大系数=1..00RJX=1..24577E+066(kN//m)RJY=99.69229E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..22TowwerNNo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=0..63133Ratyy=00.56449Ratx11=1..28400Ratyy1=11.32880薄弱层地地震剪力放放大系数=1..00RJX=7..86388E+055(kN//m)RJY=55.47554E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorNo.3ToweerNoo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=0..94933Ratyy=00.91226Ratx11=1..20066Ratyy1=11.18887薄弱层地地震剪力放放大系数=1..00RJX=7..46499E+055(kN//m)RJY=44.99667E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..44TowwerNNo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)YYmasss=15..10822(m)Gmaass=9225.05590(tt)Eex=0..00088EEey=0..03366Ratx=1..01688Ratyy=11.01770Ratx11=1..20933Ratyy1=11.19226薄弱层地地震剪力放放大系数=1..00RJX=7..59077E+055(kN//m)RJY=55.08117E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorNo.5ToweerNoo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=1..04211Ratyy=11.05993Ratx11=1..26544Ratyy1=11.27000薄弱层地地震剪力放放大系数=1..00RJX=7..91055E+055(kN//m)RJY=55.38331E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorNo.6ToweerNoo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..22422(m)Ymasss=155.10882(m))Gmaass=9005.64431(tt)Eex=0..00333Eey=00.03336Ratx=0..98788Ratyy=00.98442Ratx11=1..25000Ratyy1=11.25000薄弱层地地震剪力放放大系数=1..00RJX=7..81422E+055(kN//m)RJY=55.29882E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))------------------------------------------------------------------------------------------------------------------------------------------------------4.2.４周期、地地震力与振振型(侧刚分析析方法)1考虑扭转耦联时时的振动周周期(秒)、X,Y方向的平平动系数、扭扭转系数振型号周期转角平动系数数(X++Y)扭扭转系数1100.9966289.8891.000(0.000+1.000)0.0002200.97556157..240.001(0.000+0.000)0.9993300.824450.0111.000(11.00++0.000)0.0004400.3099289.7731.000(0.000+1.000)0.0005500.30661144..390.001(0.011+0.000)0.9996600.263300.0110.999(00.99++0.000)0.0117700.1666535.3390.002(0.011+0.001)0.9988800.1655490.5510.999(0.000+0.999)0.0019900.146680.0220.999(00.99++0.000)0.01110000.108817.4330.033(00.02++0.000)0.97711100.1055790.2231.000(0.000+1.000)0.00012200.098820.0550.988(00.98++0.000)0.02213300.079912.9330.055(00.05++0.000)0.95514400.0766490.2291.000(0.000+1.000)0.00015500.073360.1440.955(00.95++0.000)0.055地震作用最大的的方向=899.9911(度)2仅考虑X向向地震作用用时的地震震力Floor::层号Tower::塔号Fx:X向地震作作用下结构构的地震反反应力Vx:XX向地震作作用下结构构的楼层剪剪力Mx:XX向地震作作用下结构构的弯矩StatticFFx:静力法X向的地震震力Qox:XX向的基底底剪力Mox:XX向的地震震倾覆弯矩矩Qox//Ge:XX向剪重比比FloorrTowwerFxxVVx(剪重比)MxSttaticcFx(kkN)((kN)(kN--m)((kN)6615066.795006.799(6..12%))15520.3366044.095514111.898558.088(5..13%))40043.4454211.784413855.3111116.331(44.43%%)72257.4413377.423313899.3013325.115(33.94%%)100995..032533.072213677.7914498.003(33.56%%)155163..551688.711112711.7116602.003(33.17%%)199641..9084..36抗震规范(5..2.5))条要求的X向楼层最最小剪重比比=1.660%X方向的有效质量量系数:99..70%3仅考虑Y向向地震时的的地震力FloorTTowerrFyVVy(剪重比)MySttaticcFy(kkN)(kN)(kN-mm)(kkN)6614744.404774.400(5..73%))11423..215223.1445513699.137660.200(4..54%))33636..913551.2224413566.139554.977(3..79%))66333..002880.9773313777.7311118.005(33.32%%)3389.550210..732213655.1012268.991(33.02%%)1127922.411440.4991112722.0813367.227(22.71%%)1164966.84700.24抗震规范(5..2.5))条要求的Y向楼层最最小剪重比比=1.660%Y方向的有效质量量系数:99..62%4.2.4位移输输出文件1.X方向地地震力作用用下的楼层层最大位移移FloorTTowerrJmmaxMax--(X)Ave--(X)Raatio--(X)hJmaaxDMax--DxAve--DxRRatioo-DxMMax-DDx/h61760088.3088.171..0233000..7600..660..651.0021/45544.5116157..647..521.00230000.6151..101..081.0021/27720.4114706..536..441.00130000.4701..491..471.0021/20007.31325555.0444.971..0133000..3251..801..781.0021/16664.21180033.2333.191..0133000..1801..931..901.0011/15552.111351..301..291.00130000.351..301..291.0011/23305.X方向最大值层间间位移角:1/155522Y方向地震力作用用下的楼层层最大位移移FloorToweerJmaaxMaax-(YY)Avve-(YY)Rattio-((Y)hJmaaxDMaax-DyyAvve-DyyRattio-DDyMaxx-Dy//h618995110.188110.15511.0030000.89950.9000.90011.001//33388.5175509.2889.26611.0030000.75501.4221.41111.001//21188.4160057.8777.84411.0030000.60051.8881.88811.001//15922.3146605.9885.97711.0030000.46602.2442.24411.001//13377.2131153.7443.73311.0030000.31152.3222.32211.001//12911.1117701.4111.4111.00030000.17701.4111.41111.001//21211.Y方向最大值层间间位移角:1/11291..3.X方向风风荷载作用用下的楼层层最大位移移FloorToweerJmaax