5#生产车间计算书修改

'一、工程概况1、抗震设防烈度：八度（0.3g）建筑物砼部分的抗震等级：框架为二级，抗震构造措施为一级；剪力墙为一级，基本风压根据《建筑结构荷载规范》GB50009-2001（2006年版）取0.75KN/m2。2、砼构件强度等级：-1~2层柱：C40梁：C40板：C30；其他采用C30；基础：C40；3、地质概况及基础选用型式：根据地质报告的情况，基础采用预应力混凝土管桩（PHC桩）基础。二、荷载计算1、墙体荷载：240厚加气混凝土砌块墙为2.4KN/m22、楼面荷载：1)恒载：120厚砼板25x0.13=3.0kN/m2找平+结合层20x0.05=1.0kN/m2面层20x0.010=0.2kN/m2板底粉刷或吊顶0.5kN/m2恒载合计4.70kN/m22)活载：1~1/1轴楼面活载取3.5KN/m2；2~10轴楼面活载取10KN/m23、屋面荷载：1）、恒载：非上人屋面120厚砼板25x0.10=3kN/m2找平层20x0.06=1.20kN/m230 保温层4x0.1=0.40kN/m2防水卷材0.10kN/m2板底粉刷或吊顶0.50kN/m2恒载合计5.2kN/m2上人屋面120厚砼板25x0.10=3kN/m2找平层20x0.06=1.20kN/m2保温层4x0.1=0.40kN/m2防水卷材0.10kN/m2面层20x0.01=0.20kN/m2板底粉刷或吊顶0.50kN/m2恒载合计5.4kN/m22）、活载非上人屋面活载取0.5KN/m2上人屋面活荷载取2.0KN/m2（23.97标高屋面）；三、计算结果：详后1~2轴计算结果///////////////////////////////////////////////////////////////////////////|公司名称:||||建筑结构的总信息||SATWE中文版||文件名:WMASS.OUT||||工程名称:设计人:||工程代号:校核人:日期:2010/5/15|///////////////////////////////////////////////////////////////////////////总信息..............................................结构材料信息:钢砼结构30 混凝土容重(kN/m3):Gc=26.00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-剪力墙结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:内部节点是否对全楼强制采用刚性楼板假定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=0.75地面粗糙程度:B类结构基本周期（秒）:T1=0.38体形变化分段数:MPART=1各段最高层号:NSTi=6各段体形系数:USi=1.30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=8.50场地类别:KD=3设计地震分组:一组特征周期TG=0.45多遇地震影响系数最大值Rmax1=0.24罕遇地震影响系数最大值Rmax2=1.20框架的抗震等级:NF=2剪力墙的抗震等级:NW=1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=5.00是否考虑偶然偏心:否是否考虑双向地震扭转效应:是斜交抗侧力构件方向的附加地震数=0活荷载信息..........................................30 考虑活荷不利布置的层数从第1到6层柱、墙活荷载是否折减不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-------------计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息........................................中梁刚度增大系数：BK=1.50梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.00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=1.000.2Qo调整起始层号：KQ1=10.2Qo调整终止层号：KQ2=6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=0配筋信息........................................梁主筋强度(N/mm2):IB=360柱主筋强度(N/mm2):IC=360墙主筋强度(N/mm2):IW=360梁箍筋强度(N/mm2):JB=360柱箍筋强度(N/mm2):JC=360墙分布筋强度(N/mm2):JWH=360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=0.30单独指定墙竖向分布筋配筋率的层数:NSW=0单独指定的墙竖向分布筋配筋率(%):RWV1=0.60设计信息........................................30 结构重要性系数:RWO=1.00柱计算长度计算原则:有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=30.00柱保护层厚度(mm):ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否荷载组合信息........................................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=0.50剪力墙底部加强区信息.................................剪力墙底部加强区层数IWF=2剪力墙底部加强区高度(m)Z_STRENGTHEN=13.00**********************************************************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)6114.43815.85428.000545.97.25114.67816.36423.500587.553.64114.35916.77619.000442.649.13114.50916.68616.000444.353.62114.26215.69713.000675.753.41114.28415.5567.000771.856.7活载产生的总质量(t):273.644恒载产生的总质量(t):3467.799结构的总质量(t):3741.443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)30 **********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数墙数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)1116(40)13(40)14(40)7.0007.0002116(40)10(40)14(40)6.00013.0003116(30)10(30)14(30)3.00016.0004116(30)10(30)14(30)3.00019.0005116(30)10(30)14(30)4.50023.5006116(30)10(30)14(30)4.50028.000**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y61265.28265.31193.883.6383.6376.351242.20507.53477.476.19159.81095.541145.91653.45437.645.81205.61712.431135.10788.57803.142.35248.02456.421246.581035.114013.576.97325.04406.111246.691281.822985.876.69401.67217.5===========================================================================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BMIN11280.4114.7216.729.1630.6730.679.1521280.7714.7116.739.1630.7130.719.1531282.5514.7016.719.1930.8030.8130 9.1941282.5514.7016.719.1930.8030.819.1951282.5414.7016.719.1930.8030.819.1961282.5414.7016.719.1930.8030.819.19===========================================================================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])112954.471.14212596.611.47311762.181.01411740.430.99512269.061.30611957.871.00===========================================================================计算信息===========================================================================ProjectFileName:1cj计算日期:2010.5.15开始时间:14:14:38可用内存:392.00MB第一步:计算每层刚度中心、自由度等信息开始时间:14:14:38第二步:组装刚度矩阵并分解开始时间:14:14:40Calculateblockinformation刚度块总数:1自由度总数:789大约需要2.7MB硬盘空间刚度组装：从1行到789行30 第三步:地震作用分析开始时间:14:14:41方法1(侧刚模型)起始列=1终止列=18第四步:计算位移开始时间:14:14:41形成地震荷载向量形成风荷载向量形成垂直荷载向量CalculateDisplacementLDLT回代：从1列到39列写出位移文件第五步:计算杆件内力开始时间:14:14:42活载随机加载计算计算杆件内力结束日期:2010.5.15时间:14:14:47总用时:0:0:9===========================================================================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RJX，RJY，RJZ:结构总体坐标系中塔的侧移刚度和扭转刚度===========================================================================FloorNo.1TowerNo.1Xstif=13.8083(m)Ystif=14.8995(m)Alf=2.6658(Degree)Xmass=14.2837(m)Ymass=15.5557(m)Gmass=885.1245(t)30 Eex=0.0328Eey=0.0393Ratx=1.0000Raty=1.0000Ratx1=1.6474Raty1=1.5556薄弱层地震剪力放大系数=1.00RJX=4.4083E+06(kN/m)RJY=2.9522E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=13.9223(m)Ystif=14.0562(m)Alf=8.3906(Degree)Xmass=14.2617(m)Ymass=15.6967(m)Gmass=782.4620(t)Eex=0.0240Eey=0.1117Ratx=0.6416Raty=0.6628Ratx1=1.0210Raty1=0.9883薄弱层地震剪力放大系数=1.15RJX=2.8282E+06(kN/m)RJY=1.9568E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=13.6950(m)Ystif=17.9415(m)Alf=2.7549(Degree)Xmass=14.5093(m)Ymass=16.6858(m)Gmass=551.5043(t)Eex=0.0576Eey=0.0833Ratx=1.3991Raty=1.4456Ratx1=1.7396Raty1=1.7335薄弱层地震剪力放大系数=1.00RJX=3.9570E+06(kN/m)RJY=2.8287E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=13.7321(m)Ystif=17.8431(m)Alf=3.0223(Degree)Xmass=14.3587(m)Ymass=16.7757(m)Gmass=540.8821(t)Eex=0.0442Eey=0.0711Ratx=0.8212Raty=0.8241Ratx1=2.6302Raty1=2.7547薄弱层地震剪力放大系数=1.00RJX=3.2495E+06(kN/m)RJY=2.3311E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=13.5529(m)Ystif=15.1954(m)Alf=2.1251(Degree)Xmass=14.6776(m)Ymass=16.3644(m)Gmass=694.7010(t)Eex=0.0787Eey=0.0710Ratx=0.5432Raty=0.5186Ratx1=2.0573Raty1=2.0906薄弱层地震剪力放大系数=1.00RJX=1.7650E+06(kN/m)RJY=1.2089E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=13.3180(m)Ystif=15.3132(m)Alf=1.7505(Degree)Xmass=14.4384(m)Ymass=15.8540(m)Gmass=560.4129(t)Eex=0.0786Eey=0.0317Ratx=0.6076Raty=0.5979Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=1.0724E+06(kN/m)RJY=7.2281E+05(kN/m)RJZ=0.0000E+00(kN/m)30 ---------------------------------------------------------------------------============================================================================抗倾覆验算结果============================================================================抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载176783.223926.27.390.00Y风荷载575995.27497.376.830.00X地震176783.2122469.71.4453.92Y地震575995.2122100.54.720.00============================================================================结构整体稳定验算结果============================================================================X向刚重比EJd/GH**2=72.64Y向刚重比EJd/GH**2=50.15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----------------------------------------------------------------------610.1779E+050.1606E+051.001.00510.1812E+050.1648E+051.021.03410.1916E+050.1759E+051.061.07310.1958E+050.1811E+051.021.03210.2725E+050.2531E+051.391.40110.2742E+050.2606E+051.011.03======================================================================周期、地震力与振型输出文件30 (侧刚分析方法)======================================================================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10.415195.350.99(0.01+0.98)0.0120.34485.281.00(0.99+0.01)0.0030.241580.790.01(0.00+0.01)0.9940.114188.420.99(0.00+0.99)0.0150.0964178.461.00(1.00+0.00)0.0060.0706117.320.01(0.00+0.01)0.9970.053985.110.99(0.01+0.98)0.0180.0478175.910.98(0.97+0.01)0.0290.039188.480.97(0.00+0.97)0.03100.03661.010.92(0.92+0.00)0.08110.0357140.100.07(0.04+0.03)0.93120.0298147.470.84(0.60+0.24)0.16130.029060.520.98(0.24+0.74)0.02140.0270160.060.09(0.07+0.02)0.91150.0228166.860.75(0.71+0.04)0.25地震作用最大的方向=-85.421(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)6116.19-170.56-167.155113.98-146.57-129.50418.21-86.47-72.71316.31-68.48-56.97215.99-73.46-65.78112.37-34.47-31.6330 振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)611867.39164.04406.34511618.15148.02248.7141959.3993.23113.0131752.7975.5756.2321799.3781.8533.3111366.9343.2918.65振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.561.07-211.49510.361.25-164.88410.650.99-93.74310.520.79-74.5221-0.221.23-88.1511-0.160.64-42.81振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.42-14.18-7.6151-0.20-3.122.44410.046.308.24310.1710.1711.11210.5316.5317.62110.4313.1312.33振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-710.0517.71251.9951-177.19-1.34236.4941317.65-14.043.4431527.36-16.18-60.6621867.34-22.22-80.6211667.93-16.935.5930 振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.031.35-316.70511.111.43-71.4441-1.04-0.15123.4431-1.64-0.73210.32211.61-3.50391.42112.78-4.35318.04振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)611.4415.756.3151-0.91-11.66-17.3941-1.41-15.71-11.8931-0.78-8.38-1.09210.657.4322.24112.6031.6534.70振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61180.61-11.45-261.4551-121.078.4599.1841-190.1912.24225.0631-100.267.6059.842189.61-5.08-375.7311367.05-28.61-701.67振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.000.080.25510.00-0.14-0.27410.00-0.02-0.17310.000.07-0.01210.000.110.15110.00-0.140.1630 振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-67.21-2.45360.3051109.321.75-367.414130.942.56-204.1831-50.60-0.1755.8421-100.04-2.39307.0111128.230.69-164.28振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)613.99-3.26144.6451-5.434.29-83.9741-0.841.67-150.55310.75-1.01-100.58210.56-2.1441.30112.510.17333.98振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)617.11-3.38-62.6351-18.6210.24117.574115.87-10.43-60.53317.78-5.02-31.9721-18.9913.54105.07119.15-6.60-76.66振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)612.533.28-3.2851-6.42-9.365.82415.008.87-13.00312.514.571.9521-5.50-11.5627.11112.465.61-23.8330 振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-3.322.59-158.87515.16-4.97245.03412.031.2585.5531-0.891.28-85.2421-7.800.51-256.22117.17-1.02270.11振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.240.081.57511.18-0.35-7.3241-3.400.8720.23314.54-1.01-28.0421-2.490.5119.78110.50-0.11-5.19各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)153.0526364.0330.5940.5651493.0462.7971.588225.7590.001050.65111.54122.30130.58142.35150.08各层X方向的作用力(CQC)Floor:层号30 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:静力法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)612006.012006.01(36.26%)(36.26%)9027.062202.72511637.163600.08(30.14%)(30.14%)25171.462142.55411030.364489.84(26.63%)(26.63%)38503.661328.7231928.205212.81(23.87%)(23.87%)53842.271132.91211191.116070.44(20.84%)(20.84%)89251.891347.8511872.126560.88(17.54%)(17.54%)133989.47824.72抗震规范(5.2.5)条要求的X向楼层最小剪重比=4.80%X方向的有效质量系数:93.02%============================================================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)30 61-177.041864.801827.5351-152.831602.531415.9041-89.74945.41794.9231-68.97748.73622.9321-65.55803.20719.1911-25.88376.82345.87振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61177.8215.6238.6951154.0914.0923.684191.368.8810.763171.687.205.352176.127.793.171134.944.121.78振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-5.6110.76-2130.08513.6012.59-1660.69416.5210.02-944.13315.267.99-750.6021-2.2012.44-887.8211-1.596.48-431.20振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-21.49-732.11-392.7551-10.13-161.20125.94411.97325.46425.25318.91524.88573.512127.54853.46909.751122.04677.75636.78振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)30 6125.21-0.63-8.95516.290.05-8.4041-11.280.50-0.1231-18.720.572.1521-30.790.792.8611-23.710.60-0.20振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.07-2.87675.9051-2.38-3.04152.47412.220.32-263.45313.501.55-448.8621-3.457.46-835.3611-5.939.29-678.77振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6117.36190.3276.2251-11.04-140.83-210.1541-17.08-189.77-143.6731-9.42-101.25-13.23217.8189.71268.651131.45382.35419.20振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-13.480.8519.51519.03-0.63-7.404114.19-0.91-16.79317.48-0.57-4.4621-6.690.3828.0311-27.392.1352.35振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)30 61-3.25-66.66-213.08514.11118.16228.59411.2119.90148.1231-0.48-55.9810.3321-2.82-91.29-132.07111.17122.33-136.21振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.010.00-0.0551-0.020.000.05410.000.000.03310.010.00-0.01210.010.00-0.0411-0.020.000.02振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-0.750.61-27.23511.02-0.8115.81410.16-0.3128.3431-0.140.1918.9421-0.110.40-7.7711-0.47-0.03-62.88振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-5.122.4345.135113.42-7.38-84.7341-11.447.5243.6231-5.603.6223.042113.68-9.76-75.7211-6.594.7655.25振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)30 616.107.91-7.9151-15.50-22.6014.054112.0621.43-31.39316.0711.034.7121-13.28-27.9265.46115.9513.54-57.55振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.50-0.3924.1151-0.780.75-37.1941-0.31-0.19-12.98310.13-0.1912.94211.18-0.0838.8811-1.090.15-40.99振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.06-0.02-0.3751-0.280.081.74410.81-0.21-4.8131-1.080.246.67210.59-0.12-4.7011-0.120.031.23各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)16341.50257.71360.2841488.2451.88612.717230.5481.26946.46100.00110.05121.1930 133.39140.05150.00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:静力法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)612012.912012.91(36.39%)(36.39%)9058.112202.72511623.273584.75(30.02%)(30.02%)25123.362142.55411020.554459.27(26.45%)(26.45%)38354.921328.7231924.595178.80(23.71%)(23.71%)53581.501132.91211184.276039.13(20.73%)(20.73%)88797.501347.8511887.306541.10(17.48%)(17.48%)133376.88824.72抗震规范(5.2.5)条要求的Y向楼层最小剪重比=4.80%Y方向的有效质量系数:93.02%============================================================耦联时的振型Floor:层号Tower:塔号X-Disp:耦联振型在X方向的位移分量Y-DISP:耦联振型在Y方向的位移分量Angle-Z:耦联振型绕Z轴的转角30 振型1-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.0951.0000.00851-0.0770.8110.00641-0.0580.6100.00531-0.0440.4820.00421-0.0290.3570.00311-0.0100.1480.001振型2-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-1.000-0.088-0.00251-0.818-0.075-0.00141-0.619-0.060-0.00131-0.484-0.0490.00021-0.355-0.0360.00011-0.144-0.0170.000振型3-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.3430.659-1.000510.2080.727-0.824410.4800.738-0.628310.3860.586-0.49321-0.1110.631-0.36411-0.0710.291-0.153振型4-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.0291.0000.004510.0130.208-0.00141-0.003-0.535-0.00631-0.015-0.860-0.00821-0.031-0.966-0.00811-0.022-0.680-0.00530 振型5-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.9880.0250.00351-0.233-0.0020.003410.532-0.0240.000310.880-0.027-0.001211.000-0.026-0.001110.683-0.0170.000振型6-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.0110.421-0.760510.3290.421-0.18141-0.392-0.0560.42031-0.616-0.2720.706210.418-0.9050.819110.638-1.0000.577振型7-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.062-0.678-0.002510.0370.4730.006410.0730.8140.006310.0400.4330.00121-0.023-0.265-0.00611-0.082-1.000-0.009振型8-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.6700.0420.007510.424-0.030-0.003410.850-0.055-0.009310.446-0.034-0.00221-0.2750.0160.00911-1.0000.0780.01530 振型9-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.0290.5980.01551-0.035-1.000-0.01741-0.013-0.215-0.014310.0050.602-0.001210.0210.6780.00811-0.008-0.8060.007振型10-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.651-0.0240.027511.0000.016-0.029410.3610.030-0.02231-0.588-0.0020.00621-0.803-0.0190.020110.9130.005-0.009振型11-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.777-0.6360.21651-1.0000.789-0.13341-0.1970.392-0.319310.176-0.237-0.211210.091-0.3460.054110.3600.0250.378振型12-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.372-0.177-0.02551-0.9200.5060.050411.000-0.657-0.034310.488-0.315-0.01821-0.8230.5870.037110.352-0.254-0.02330 振型13-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.2360.307-0.00251-0.567-0.8270.004410.5631.000-0.013310.2820.5130.00221-0.426-0.8970.017110.1690.385-0.013振型14-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.5140.401-0.189510.754-0.7260.307410.3780.2330.14431-0.1640.238-0.14221-1.0000.065-0.265110.814-0.1160.243振型15-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.044-0.014-0.00251-0.2040.0610.011410.752-0.192-0.04031-1.0000.2230.055210.379-0.077-0.02411-0.0680.0150.006==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号X向调整系数Y向调整系数11.0001.00021.0001.00031.0001.00041.0001.00051.0001.00061.0001.00030 ///////////////////////////////////////////////////////////////////////////|公司名称:||||SATWE位移输出文件||文件名称:WDISP.OUT||||工程名称:设计人:||工程代号:校核人:日期:2010/5/15|///////////////////////////////////////////////////////////////////////////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方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX6123410.4110.191.024500.2341.961.871.051/2297.9.1%0.83511948.478.311.024500.30 1942.102.031.031/2146.1.6%0.91411556.396.311.013000.1551.431.381.031/2102.4.7%0.90311174.984.941.013000.1161.341.321.021/2234.18.5%0.8321783.673.641.016000.782.152.151.001/2792.40.6%0.6611391.521.501.017000.391.521.501.011/4598.99.0%0.46X方向最大值层间位移角:1/2102.===工况2===X双向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX6123410.4610.361.014500.2341.971.901.031/2287.8.9%0.83511948.518.461.014500.1942.112.071.021/2136.1.5%0.91411756.456.411.013000.1551.431.401.021/2091.4.7%0.89311365.085.031.013000.1361.361.341.011/2211.18.5%0.8221953.743.691.016000.952.212.181.011/2709.40.5%0.6611581.531.511.017000.581.531.511.011/4566.99.5%0.46X方向最大值层间位移角:1/2091.===工况3===Y方向地震力作用下的楼层最大位移30 FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY6123415.2714.761.034500.2532.892.791.041/1558.6.5%0.835120612.4011.981.034500.1953.082.971.041/1459.3.2%0.89411679.359.041.033000.1751.991.921.041/1505.4.3%0.84311287.387.141.033000.1281.901.831.041/1577.15.7%0.8021785.515.321.036000.783.223.101.041/1861.38.3%0.6711502.302.221.037000.502.302.221.031/3049.99.7%0.47Y方向最大值层间位移角:1/1459.===工况4===Y双向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY6123415.3214.811.034500.2532.902.801.041/1553.6.5%0.835120612.4512.031.034500.1953.092.971.041/1454.3.2%0.89411679.399.071.033000.1752.001.921.041/1500.4.3%0.84311287.417.161.033000.1281.911.841.041/1571.15.7%0.8021785.535.341.036000.783.243.111.041/1854.30 38.3%0.6711502.312.231.037000.502.312.231.031/3037.99.7%0.47Y方向最大值层间位移角:1/1454.===工况5===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_AX612511.701.661.024500.2530.300.291.031/9999.9.2%0.83512121.411.371.034500.2120.320.321.021/9999.2.3%0.91411751.091.061.033000.1750.220.221.011/9999.3.1%0.90311360.880.841.043000.1360.220.211.041/9999.13.9%0.8421950.660.631.046000.950.370.361.041/9999.34.4%0.7111560.290.271.057000.560.290.271.051/9999.99.5%0.50X方向最大值层间位移角:1/9999.===工况6===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_AY612340.780.751.034500.2530.140.131.031/9999.6.8%0.83511950.640.621.034500.1950.150.141.031/9999.2.2%0.8930 411670.490.481.033000.1750.100.091.031/9999.2.6%0.85311280.390.381.033000.1280.090.091.031/9999.11.3%0.8221780.300.291.036000.780.170.161.031/9999.32.5%0.7211500.130.131.037000.500.130.131.031/9999.99.7%0.52Y方向最大值层间位移角:1/9999.===工况7===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)61249-2.0251210-2.6341171-2.5331129-2.592190-2.631154-2.58===工况8===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)61246-0.8651210-0.8741168-0.8031132-0.762193-0.701154-0.77结构计算书其他部分无修改*END*30'