5#生产车间计算书(安装)

'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/m2 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:2010/3/29|///////////////////////////////////////////////////////////////////////////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(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..........................................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=1.00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........................................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)6114.43915.90828.000539.97.25114.68016.41323.500581.553.64114.35516.82619.000439.749.13114.50716.73416.000441.353.62114.26115.77613.000662.453.41114.28815.6087.000758.156.7活载产生的总质量(t):273.644恒载产生的总质量(t):3422.950结构的总质量(t):3696.594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)**********************************************************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BMIN11280.4114.7216.729.1630.6730.679.1521280.7714.7116.739.1630.7130.719.15 31282.5514.7016.719.1930.8030.819.1941282.5514.7016.719.1930.8030.819.1951282.5414.7016.719.1930.8030.819.1961282.5414.7016.719.1930.8030.819.19===========================================================================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])112905.651.14212549.561.46311751.771.01411730.030.99512247.691.30611936.511.00===========================================================================计算信息===========================================================================ProjectFileName:1cj计算日期:2010.3.29开始时间:17:28:20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:17:28:20第二步:组装刚度矩阵并分解开始时间:17:28:22Calculateblockinformation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行第三步:地震作用分析开始时间:17:28:23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:17:28:23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:17:28:24活载随机加载计算计算杆件内力结束日期:2010.3.29时间:17:28:30总用时:0:0:10===========================================================================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=14.2877(m)Ymass=15.6076(m)Gmass=871.4355(t)Eex=0.0331Eey=0.0424Ratx=1.0000Raty=1.0000Ratx1=1.6334Raty1=1.5555薄弱层地震剪力放大系数=1.00RJX=4.5097E+06(kN/m)RJY=3.0126E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=13.9223(m)Ystif=14.0562(m)Alf=8.3906(Degree)Xmass=14.2613(m)Ymass=15.7763(m)Gmass=769.2510(t)Eex=0.0239Eey=0.1171Ratx=0.6450Raty=0.6646Ratx1=1.0156Raty1=0.9932薄弱层地震剪力放大系数=1.15RJX=2.9086E+06(kN/m)RJY=2.0023E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=13.6950(m)Ystif=17.9415(m)Alf=2.7549(Degree)Xmass=14.5066(m)Ymass=16.7336(m)Gmass=548.5657(t)Eex=0.0574Eey=0.0802Ratx=1.4066Raty=1.4383Ratx1=1.7429Raty1=1.7282薄弱层地震剪力放大系数=1.00RJX=4.0913E+06(kN/m)RJY=2.8800E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=13.7321(m)Ystif=17.8431(m)Alf=3.0223(Degree)Xmass=14.3552(m)Ymass=16.8255(m)Gmass=537.9434(t)Eex=0.0439Eey=0.0678Ratx=0.8196Raty=0.8266Ratx1=2.6329Raty1=2.7370薄弱层地震剪力放大系数=1.00 RJX=3.3534E+06(kN/m)RJY=2.3806E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=13.5529(m)Ystif=15.1954(m)Alf=2.1251(Degree)Xmass=14.6803(m)Ymass=16.4125(m)Gmass=688.6650(t)Eex=0.0789Eey=0.0739Ratx=0.5426Raty=0.5219Ratx1=2.0590Raty1=2.1005薄弱层地震剪力放大系数=1.00RJX=1.8195E+06(kN/m)RJY=1.2425E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=13.3180(m)Ystif=15.3132(m)Alf=1.7505(Degree)Xmass=14.4391(m)Ymass=15.9077(m)Gmass=554.3768(t)Eex=0.0786Eey=0.0348Ratx=0.6071Raty=0.5951Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=1.1046E+06(kN/m)RJY=7.3941E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------============================================================================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174664.123926.27.300.00Y风荷载569090.77497.375.910.00X地震174664.1121993.21.4354.77Y地震569090.7121210.24.700.00============================================================================结构整体稳定验算结果============================================================================X向刚重比EJd/GH**2=75.74Y向刚重比EJd/GH**2=51.90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+051.001.00510.1811E+050.1647E+051.021.03410.1918E+050.1767E+051.061.07310.1952E+050.1812E+051.021.03210.2729E+050.2533E+051.401.40110.2733E+050.2599E+051.001.03 ======================================================================周期、地震力与振型输出文件(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10.408490.440.99(0.00+0.99)0.0120.33870.601.00(1.00+0.00)0.0030.2382104.130.01(0.00+0.01)0.9940.112586.520.99(0.00+0.99)0.0150.0947176.681.00(1.00+0.00)0.0060.0696121.380.02(0.01+0.01)0.9870.053184.410.99(0.01+0.98)0.0180.0468175.190.98(0.97+0.01)0.0290.038487.190.97(0.00+0.97)0.03100.03561.140.87(0.87+0.00)0.13110.0349151.800.13(0.10+0.03)0.87120.0286123.900.91(0.28+0.62)0.09130.028238.200.93(0.57+0.36)0.07140.0265164.720.09(0.06+0.02)0.91150.0205165.370.74(0.69+0.05)0.26地震作用最大的方向=-89.988(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)610.08-13.40-16.51510.10-11.56-12.69410.08-6.86-7.12310.06-5.43-5.52210.02-5.74-6.1911-0.01-2.70-2.91振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)611858.0215.79-544.34511619.1217.33-469.6841966.1812.83-289.5831758.769.50-247.28 21794.3210.75-304.1311366.036.64-137.49振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)613.18-3.81592.66510.53-4.31463.6641-0.84-3.40264.9731-0.60-2.78210.62211.53-4.04246.19110.95-2.17119.59振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-2.53-44.42-25.2851-0.71-9.729.53410.8919.8128.88311.7232.0038.69213.4951.2560.76112.6740.5041.90振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-691.0941.62376.8751-174.366.10213.8241309.54-20.88-79.1431516.60-29.98-201.3221834.91-45.93-307.4311641.78-37.47-134.86振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.732.13-420.10511.072.08-94.6341-1.08-0.23164.5331-1.79-1.13281.50212.81-5.06514.86114.69-6.32416.09振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)611.8718.546.8351-1.28-13.81-21.0341-1.87-18.56-14.1631-1.00-9.72-0.56210.999.1227.61113.5236.8941.45 振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61177.16-13.62-224.2851-119.329.5395.7941-186.4114.20191.4531-98.759.2340.952189.65-5.54-394.9711358.61-32.70-637.05振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.15-2.10-6.74510.223.737.05410.050.654.9031-0.07-1.820.5421-0.13-2.89-4.14110.143.94-4.86振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-61.73-4.40493.3751100.983.74-417.874130.533.64-364.2631-47.90-0.27-77.1921-100.07-2.02339.2511130.04-1.94220.23振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-1.760.98-39.13512.56-1.3021.85410.56-0.5141.8931-0.730.3329.6821-1.140.69-9.68110.66-0.14-99.05振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)613.27-3.86-33.3151-8.4611.2361.96416.84-10.69-25.44314.11-5.76-22.3821-8.8814.2350.36114.15-6.87-34.46振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t (kN)(kN)(kN-m)616.093.58-15.0151-15.30-10.1828.524111.459.50-32.48316.955.08-7.0621-13.81-12.6178.02116.076.20-65.76振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-2.312.47-145.48513.12-4.81224.63412.681.3574.6931-0.351.41-77.2521-7.400.00-227.21116.20-0.65241.11振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.100.03-0.88510.37-0.111.6441-0.810.221.36310.85-0.21-6.2821-0.360.085.91110.04-0.02-1.81各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)10.3326362.4334.7545.5251437.3864.9872.228220.9590.051051.84110.14121.03131.45141.93150.00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:静力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStatic Fx(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)611987.511987.51(36.33%)(36.33%)8943.812176.05511634.633580.51(30.29%)(30.29%)25001.732119.81411031.844478.16(26.80%)(26.80%)38303.771319.1831925.775207.01(24.04%)(24.04%)53636.231124.86211163.996054.60(21.01%)(21.01%)89006.301321.8211847.876535.35(17.68%)(17.68%)133636.64810.11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:93.13%============================================================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)61-11.251852.082280.6551-14.271596.871754.0041-10.50947.28984.3631-8.67750.37762.2021-2.62793.31855.22111.62373.39401.85振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6121.270.18-6.235118.540.20-5.384111.060.15-3.32318.690.11-2.83219.090.12-3.48114.190.08-1.57振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t (kN)(kN)(kN-m)61-13.7216.45-2557.5351-2.3118.58-2000.87413.6114.68-1143.45312.5811.99-908.8921-6.5917.45-1062.3911-4.099.37-516.09振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-41.09-719.99-409.7451-11.54-157.56154.494114.38321.04468.093127.86518.66627.162156.55830.69984.891143.23656.43679.11振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6141.60-2.51-22.695110.50-0.37-12.8741-18.631.264.7631-31.101.8012.1221-50.262.7618.5111-38.632.268.12振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)611.24-3.65720.0351-1.84-3.56162.19411.850.39-282.00313.071.94-482.4721-4.828.67-882.4411-8.0410.83-713.15振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6118.93187.5369.1051-12.95-139.72-212.7341-18.97-187.72-143.2831-10.11-98.36-5.62219.9792.27279.281135.59373.23419.29振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-15.161.1719.195110.21-0.82-8.20 4115.95-1.21-16.38318.45-0.79-3.5021-7.670.4733.7911-30.682.8054.50振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-4.75-65.82-211.44516.86116.94221.33411.4520.31153.6631-2.13-57.0317.0721-4.17-90.69-130.10114.24123.58-152.42振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)611.490.11-11.8951-2.43-0.0910.0741-0.74-0.098.78311.150.011.86212.410.05-8.1811-3.130.05-5.31振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-0.510.29-11.41510.75-0.386.37410.16-0.1512.2131-0.210.098.6521-0.330.20-2.82110.19-0.04-28.87振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-5.496.4855.925114.20-18.85-104.0141-11.4817.9442.7031-6.909.6837.562114.91-23.89-84.5511-6.9711.5457.85振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)616.573.86-16.1851-16.50-10.9730.754112.3510.24-35.02317.495.48-7.6121-14.89-13.5984.12 116.546.68-70.90振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.28-0.3017.4551-0.370.58-26.9441-0.32-0.16-8.96310.04-0.179.27210.890.0027.2511-0.740.08-28.92振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.08-0.030.7151-0.300.09-1.33410.65-0.18-1.1031-0.680.175.09210.29-0.07-4.7911-0.030.011.47各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)16313.3120.83388.5241449.2755.21614.637227.2481.62947.29100.03110.01122.90131.69140.03150.00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) 611993.641993.64(36.44%)(36.44%)8971.382176.05511614.323557.19(30.09%)(30.09%)24913.232119.81411018.944433.60(26.53%)(26.53%)38070.001319.1831921.225154.35(23.80%)(23.80%)53228.881124.86211160.666001.28(20.82%)(20.82%)88251.191321.8211865.546493.40(17.57%)(17.57%)132544.66810.11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:93.13%============================================================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轴的转角振型1-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.0061.0000.00951-0.0070.8120.00841-0.0070.6120.00631-0.0060.4830.00421-0.0010.3570.003110.0010.1490.001振型2-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-1.000-0.0090.00251-0.820-0.0090.00241-0.622-0.0080.00231-0.487-0.0060.00121-0.356-0.0050.00111-0.145-0.0030.000振型3-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.699-0.8371.000510.110-0.8910.82441-0.220-0.8940.62831-0.157-0.7280.493210.280-0.7410.364110.154-0.3520.153 振型4-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.057-1.000-0.00451-0.015-0.2060.002410.0240.5330.007310.0460.8590.009210.0650.9620.009110.0440.6730.006振型5-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.993-0.060-0.004510.236-0.008-0.00241-0.5320.0360.00131-0.8850.0510.00321-1.0000.0550.00311-0.6800.0400.001振型6-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.155-0.4570.69251-0.217-0.4190.164410.2770.058-0.380310.4580.290-0.64221-0.5030.905-0.74311-0.7421.000-0.521振型7-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.069-0.681-0.002510.0440.4780.006410.0820.8160.006310.0440.4260.00021-0.030-0.279-0.00711-0.095-1.000-0.009振型8-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.6700.0510.007510.425-0.034-0.003410.843-0.064-0.008310.445-0.042-0.00221-0.2830.0170.01011-1.0000.0910.014振型9------------------------------------------------------- FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.043-0.598-0.015510.0591.0000.016410.0160.2210.01531-0.023-0.6180.00221-0.032-0.687-0.008110.0280.828-0.008振型10-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.644-0.0460.039510.9910.037-0.035410.3810.045-0.04131-0.595-0.003-0.00921-0.870-0.0180.024111.000-0.0150.013振型11-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.7300.408-0.125511.000-0.5100.073410.277-0.2530.18831-0.3640.1610.13121-0.3960.239-0.027110.202-0.044-0.240振型12-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.2560.3020.020510.622-0.826-0.03941-0.6401.0000.02131-0.3830.5370.019210.579-0.928-0.02611-0.2400.3970.016振型13-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.4230.249-0.00851-1.000-0.6650.016410.9520.789-0.024310.5750.420-0.00521-0.800-0.7300.036110.3110.317-0.027振型14-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.3740.400-0.181 510.476-0.7330.294410.5200.2610.13031-0.0680.272-0.13321-1.0000.000-0.248110.741-0.0780.228振型15-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.0940.031-0.007510.349-0.1050.01341-0.9570.2590.015311.000-0.248-0.06621-0.2950.0700.039110.031-0.011-0.011==========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11.0001.00021.0001.00031.0001.00041.0001.00051.0001.00061.0001.000///////////////////////////////////////////////////////////////////////////|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:2010/3/29|///////////////////////////////////////////////////////////////////////////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_AX6125110.229.891.034500.2531.881.801.041/2391.9.3%0.83512128.408.091.044500.2122.031.971.031/2218.1.8%0.91411756.406.141.043000.1731.381.341.031/2179.4.7%0.90311365.044.821.053000.1361.351.281.061/2214.18.1%0.8321953.713.541.056000.952.192.091.051/2738.40.2%0.6611561.521.451.047000.561.521.451.041/4611.99.6%0.46X方向最大值层间位移角:1/2179.===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_AX6125110.4210.061.034500.2531.931.841.051/2337.9.2%0.83512128.558.231.044500.2122.072.011.031/2173.1.7%0.91411756.516.251.043000.1731.401.361.031/2138.4.6%0.90311365.134.901.053000.1361.381.301.061/2173.18.0%0.8321953.773.601.056000.952.232.121.051/2692.39.9%0.6611561.541.481.047000.561.541.481.041/4542.98.9%0.46X方向最大值层间位移角:1/2138.===工况3===Y方向地震力作用下的楼层最大位移 FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY6123414.9514.331.044500.2532.822.701.051/1593.6.2%0.835120612.1511.651.044500.1953.012.861.051/1497.2.4%0.88411679.188.801.043000.1751.961.871.051/1530.3.9%0.85311287.246.951.043000.1281.881.791.051/1598.16.2%0.8021785.395.171.046000.783.163.011.051/1900.38.2%0.6711502.252.161.047000.502.252.161.041/3116.99.6%0.47Y方向最大值层间位移角:1/1497.===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_AY6123414.9514.331.044500.2532.832.701.051/1593.6.2%0.835120612.1511.651.044500.1953.012.861.051/1497.2.4%0.88411679.188.811.043000.1751.961.871.051/1530.3.9%0.85311287.246.951.043000.1281.881.791.051/1598.16.2%0.8021785.395.181.046000.783.163.011.051/1900.38.1%0.6711502.252.161.047000.502.252.161.041/3116.99.6%0.47Y方向最大值层间位移角:1/1497.===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_AX612511.681.611.044500.2530.290.281.051/9999.9.4%0.83 512121.391.331.054500.2120.320.301.041/9999.2.5%0.91411751.081.031.053000.1730.210.211.031/9999.3.1%0.91311360.860.821.053000.1360.220.201.071/9999.13.4%0.8421950.650.621.056000.970.370.351.051/9999.34.0%0.7111560.280.271.067000.560.280.271.061/9999.99.4%0.51X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_AY612340.760.741.034500.2530.140.131.041/9999.6.5%0.83512060.630.611.034500.1950.150.141.041/9999.1.5%0.89411670.480.471.033000.1750.100.091.041/9999.2.2%0.86311170.390.371.033000.1280.090.091.041/9999.11.8%0.8221780.290.281.036000.780.170.161.041/9999.32.4%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)61249-2.5251210-3.0641171-2.9531132-2.872193-3.001154-3.00===工况8===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)61246-0.87 51210-0.9841171-0.8131132-0.872193-0.791154-0.882~10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:2010/3/19|///////////////////////////////////////////////////////////////////////////总信息..............................................结构材料信息:钢砼结构混凝土容重(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=1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..........................................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=5顶塔楼内力放大起算层号：NTL=6顶塔楼内力放大：RTL=1.50九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........................................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地下信息..........................................回填土对地下室约束相对刚度比:Esol=3.00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=-0.30地下水位标高(m):Hwat=-20.00室外地面附加荷载(kN/m2):Qgrd=0.00人防设计等级:Mars=6人防地下室层数:Mair=1地下室顶板竖向等效荷载(kN/m2)QE1=60.00地下室外围墙的人防水平人防等效(kN/m2)QE2=60.00正负零以下解除回填土约束的层数MMSOIL=0剪力墙底部加强区信息.................................剪力墙底部加强区层数IWF=3剪力墙底部加强区高度(m)Z_STRENGTHEN=17.00**********************************************************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)6135.33014.85432.300302.84.65126.65917.25829.0003442.3214.94124.84417.54523.0003284.6938.03124.99917.60917.0003458.0935.82125.18517.61111.0003633.9933.71141.95518.3805.0002352.1887.7活载产生的总质量(t):3914.737恒载产生的总质量(t):16473.711结构的总质量(t):20388.449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)**********************************************************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)118(40)42(40)72(40)5.0005.0002158(40)42(40)72(40)6.00011.0003158(40)42(40)73(40)6.00017.0004158(30)42(30)72(30)6.00023.0005158(30)42(30)73(30)6.00029.0006148(30)8(30)14(30)3.30032.300**********************************************************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Y61191.92191.9633.3365.36365.41205.751326.03518.03741.0708.031073.47646.041284.01802.08552.8618.651692.017798.331237.771039.714791.2520.252212.331072.021206.981246.722271.4456.072668.447082.2110.001246.728505.00.002668.460424.0===========================================================================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BMIN11366.3448.2618.8046.5331.3548.7027.85211942.9223.8716.9068.4929.1968.4929.18311947.0023.8616.8968.5229.2368.5229.23411951.7223.8616.8968.5529.2968.5629.28511951.8923.8516.9068.5629.2968.5629.2961122.2939.8212.6273.0036.7681.298.51===========================================================================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])118843.623.76212350.911.04312256.731.04412163.521.15511873.670.87 612513.501.34===========================================================================计算信息===========================================================================ProjectFileName:1cj计算日期:2010.3.19开始时间:15:0:54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:15:0:54第二步:组装刚度矩阵并分解开始时间:15:0:59Calculateblockinformation刚度块总数:1自由度总数:3549大约需要13.6MB硬盘空间刚度组装：从1行到3549行第三步:地震作用分析开始时间:15:1:7方法1(侧刚模型)起始列=1终止列=21第四步:计算位移开始时间:15:1:8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40列写出位移文件第五步:计算杆件内力开始时间:15:1:11活载随机加载计算计算杆件内力结束日期:2010.3.19时间:15:1:34总用时:0:0:40===========================================================================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=29.3006(m)Ystif=18.6517(m)Alf=0.0036(Degree)Xmass=41.9555(m)Ymass=18.3798(m)Gmass=4127.5098(t)Eex=0.4231Eey=0.0085Ratx=1.0000Raty=1.0000Ratx1=30.8463Raty1=26.2417薄弱层地震剪力放大系数=1.00RJX=4.5199E+08(kN/m)RJY=5.1779E+08(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=25.1452(m)Ystif=20.9642(m)Alf=-0.0018(Degree)Xmass=25.1849(m)Ymass=17.6114(m)Gmass=5501.3784(t)Eex=0.0012Eey=0.1040Ratx=0.0463Raty=0.0544Ratx1=2.1520Raty1=2.1284薄弱层地震剪力放大系数=1.00RJX=2.0933E+07(kN/m)RJY=2.8188E+07(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=26.2642(m)Ystif=21.0515(m)Alf=0.0063(Degree)Xmass=24.9986(m)Ymass=17.6092(m)Gmass=5329.6836(t)Eex=0.0388Eey=0.1063Ratx=0.6638Raty=0.6712Ratx1=1.9939Raty1=1.9398薄弱层地震剪力放大系数=1.00RJX=1.3896E+07(kN/m)RJY=1.8919E+07(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=24.8286(m)Ystif=21.0189(m)Alf=0.2582(Degree)Xmass=24.8435(m)Ymass=17.5447(m)Gmass=5160.6074(t)Eex=0.0004Eey=0.1068Ratx=0.7165Raty=0.7364Ratx1=2.2097Raty1=2.1893薄弱层地震剪力放大系数=1.00RJX=9.9560E+06(kN/m)RJY=1.3933E+07(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=26.6019(m)Ystif=20.8640(m)Alf=0.0039(Degree)Xmass=26.6593(m)Ymass=17.2584(m)Gmass=3872.0784(t)Eex=0.0017Eey=0.1112Ratx=0.6465Raty=0.6525Ratx1=12.3595Raty1=12.7061薄弱层地震剪力放大系数=1.00RJX=6.4365E+06(kN/m)RJY=9.0914E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=27.7338(m)Ystif=20.6006(m)Alf=0.0000(Degree)Xmass=35.3296(m)Ymass=14.8539(m)Gmass=311.9268(t)Eex=0.2598Eey=0.2082Ratx=0.1011Raty=0.0984Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=6.5097E+05(kN/m)RJY=8.9440E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------============================================================================ 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6944814.528923.7240.110.00Y风荷载3114335.361906.050.310.00X地震6944814.5647581.210.720.00Y地震3114335.3646064.14.820.00============================================================================结构整体稳定验算结果============================================================================X向刚重比EJd/GH**2=76.81Y向刚重比EJd/GH**2=101.03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----------------------------------------------------------------------610.1018E+050.1120E+051.001.00510.7562E+050.7457E+057.436.66410.7941E+050.7863E+051.051.05310.1063E+060.1101E+061.341.40210.1141E+060.1166E+061.071.06110.1296E+060.1331E+061.141.14======================================================================周期、地震力与振型输出文件(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10.316718.840.93(0.83+0.10)0.0720.2656111.380.97(0.13+0.84)0.0330.165956.530.24(0.08+0.17)0.7640.1439175.420.96(0.95+0.01)0.0450.101187.610.91(0.02+0.89)0.0960.089013.800.92(0.85+0.08)0.0870.086598.690.97(0.04+0.92)0.0380.081813.210.07(0.05+0.02)0.9390.074993.130.95(0.04+0.91)0.05100.0696174.700.97(0.95+0.02)0.03110.0633127.970.01(0.00+0.01)0.99120.052537.370.19(0.12+0.07)0.81 130.05060.430.89(0.89+0.00)0.11140.044593.780.97(0.01+0.96)0.03150.039410.280.94(0.91+0.03)0.06地震作用最大的方向=12.556(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)611073.44450.88275.52519477.643313.1271956.78417946.392501.8955050.16314995.881523.9133617.57212288.15677.5214807.141173.9623.50162.83振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61169.46-449.14-56.28511466.14-3807.92-18576.81411279.84-3196.48-13498.3131832.49-2039.77-7586.0021407.16-954.61-2840.801116.14-36.33192.31振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-43.96-66.59-286.9451514.15469.89-55576.1841503.67754.12-45639.4831352.40625.32-29889.6421196.57349.63-15103.821112.6613.59-785.35振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-471.7522.58-260.8951172.05-31.205146.0641338.87-69.775218.7031292.63-56.563837.9421166.46-33.102038.27 115.81-1.3385.28振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-6.14-124.14-42.7351-38.242.701854.17417.7891.712515.603140.51128.142377.382129.3380.481293.22110.724.0225.50振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-139.96126.281582.5251-3082.04-717.09-23652.96411010.42196.09-2917.58313989.09812.0014523.48213248.51575.8011580.8911140.3029.5733.41振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-10.53151.1017.5551-139.24172.411642.384130.87-166.953346.5831173.96-366.243250.1321149.54-268.292317.32116.09-12.88201.06振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)6120.178.10-1339.3551-112.3435.97-428.39412.36-21.11-392.9731132.95-43.13175.1921119.44-32.11281.16115.41-1.5815.60振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-26.13-107.6279.2751-51.81535.45459.924139.78-21.60-2295.073185.53-572.43-4130.632184.18-471.84-2122.25115.22-24.4876.02振型10的地震力 -------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61181.06-13.46-55.5951-224.7391.87-819.2641-128.36-1.251602.5231151.17-95.763320.9021190.28-92.682637.98117.84-4.25147.34振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)611.77-2.75126.0051-2.763.1270.0841-2.142.12-142.02313.60-2.40-235.43214.70-1.97-154.75110.29-0.14-7.36振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)6117.813.87-61.8651-22.45-47.2722854.6941-291.01-198.92-4194.6231184.62115.16-24426.7921529.83399.69-19270.961134.5816.91-1201.12振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-49.65-4.6054.2751867.9343.79-3987.7141-1344.74-18.95-5897.9931-101.212.578464.59211226.11-43.1613569.821155.131.25601.48振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.183.64-6.62512.93-118.60743.9541-10.09191.79229.2831-0.4614.45-792.352119.25-187.98-732.78111.41-11.1936.63振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m) 616.651.33-8.2051-191.73-36.42-1794.1841623.94104.714070.4231-965.95-161.04-4587.2121812.30171.115422.251144.4713.07151.75各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)125855.4624171.2331535.484504.07533.9565166.327210.708168.009136.7710177.25115.4612453.3813653.571413.2315329.67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: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)611238.301238.30(40.29%)(40.29%)4086.381153.475110521.0911613.10(29.29%)(29.29%)73353.5912322.11418622.2719619.89(23.96%)(23.96%)190102.8111283.50316914.8524854.27(19.76%)(19.76%)336184.788678.21214815.2827797.52(16.21%)(16.21%)498676.135837.4311205.4427912.98(13.69%)(13.69%)636244.561882.03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:98.20% ============================================================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)61352.51148.0790.48513112.411088.0123630.26412609.56821.6118078.21311640.62500.4511039.8521751.42222.494862.591124.297.7253.47振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-425.941128.91141.4551-3685.109571.0646692.1341-3216.828034.2433927.5231-2092.445126.8819067.1321-1023.382399.377140.2411-40.5691.31-483.35振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-61.44-93.07-401.0251718.57656.70-77672.1041703.911053.95-63784.7831492.51873.93-41773.1321274.72488.64-21108.791117.6918.99-1097.59振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61158.52-7.5987.6751-57.8110.48-1729.2341-113.8723.44-1753.6331-98.3319.00-1289.6621-55.9411.12-684.9211-1.950.45-28.66振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m) 61-33.10-668.84-230.2151-206.0514.569990.014141.92494.1213553.7031218.29690.4212809.0021158.01433.646967.68113.8621.64137.40振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-27.7025.00313.2651-610.08-141.95-4682.0441200.0138.82-577.5331789.63160.732874.8821643.03113.982292.411127.775.856.61振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6124.54-352.00-40.8851324.37-401.64-3826.1041-71.93388.94-7796.2131-405.27853.19-7571.5121-348.38625.01-5398.4311-14.1930.01-468.40振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-6.47-2.60429.395136.01-11.53137.3441-0.766.77125.9831-42.6213.83-56.1721-38.2910.29-90.1411-1.730.51-5.00振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61126.57521.28-383.9751250.94-2593.63-2227.7841-192.67104.6211117.0531-414.312772.7620008.2821-407.752285.5310279.9311-25.29118.58-368.24振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-118.008.7736.2351146.47-59.88533.954183.660.81-1044.43 31-98.5262.41-2164.3821-124.0160.40-1719.2911-5.112.77-96.03振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-0.651.01-46.40511.01-1.15-25.81410.79-0.7852.3031-1.330.8886.7021-1.730.7256.9911-0.110.052.71振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6111.372.47-39.4951-14.33-30.1814590.3941-185.78-126.99-2677.8431117.8673.52-15594.0221338.24255.16-12302.541122.0810.79-766.79振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)611.450.13-1.5951-25.36-1.28116.524139.290.55172.34312.96-0.08-247.3421-35.831.26-396.5211-1.61-0.04-17.58振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-1.50-29.6854.0051-23.89967.38-6068.094182.29-1564.39-1870.16313.73-117.846462.9221-156.981533.255976.9911-11.5491.27-298.76振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)611.870.37-2.3151-53.94-10.25-504.8041175.5529.461145.2331-271.78-45.31-1290.6321228.5448.141525.581112.513.6842.70 各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)12788.34226351.7632999.15456.925985.566202.4371143.50817.2793209.131075.29110.7412184.78130.5614879.991526.10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)611464.311464.31(47.64%)(47.64%)4832.221153.475110360.7711439.95(28.86%)(28.86%)72408.8812322.11418573.2019595.76(23.93%)(23.93%)189276.4411283.50316438.1824902.63(19.79%)(19.79%)336776.538678.21214163.9527726.50(16.17%)(16.17%)500465.885837.4311200.1527847.59(13.66%)(13.66%)638446.751882.03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:97.25%============================================================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轴的转角振型1-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.8800.3700.010510.6650.2330.008410.4920.1550.006310.3040.0930.004210.1320.0390.001110.0060.0020.000振型2-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.3320.8790.00551-0.2460.6380.00541-0.1890.4730.00331-0.1210.2960.00221-0.0560.1310.00111-0.0030.0070.000振型3-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.125-0.189-0.035510.1250.114-0.022410.1080.162-0.017310.0740.132-0.011210.0390.070-0.005110.0030.0040.000振型4-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.665-0.0320.01451-0.0210.004-0.00141-0.0360.007-0.00131-0.0310.006-0.00121-0.0160.0030.00011-0.0010.0000.000振型5-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.036-0.723-0.00951-0.0190.0010.002410.0030.0400.002310.0170.0550.002210.0120.0330.001110.0000.0020.000 振型6-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.1800.1620.07851-0.340-0.079-0.004410.0980.0190.000310.3800.0770.002210.2930.0520.002110.0170.0040.000振型7-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.018-0.262-0.004510.021-0.0260.00041-0.0040.022-0.00131-0.0220.047-0.00121-0.0180.0330.00011-0.0010.0020.000振型8-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.260-0.1040.672510.124-0.0400.00141-0.0020.0210.00131-0.1270.0410.00021-0.1080.0290.00011-0.0070.0020.000振型9-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.1410.583-0.011510.024-0.2480.00041-0.0160.0090.00231-0.0340.2300.00321-0.0320.1790.00111-0.0030.0130.000振型10-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.341-0.025-0.00651-0.0360.0150.00041-0.0180.0000.000310.021-0.0130.001210.025-0.0120.001110.001-0.0010.000振型11-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z (mm)(mm)(rad)610.070-0.1090.33351-0.0090.0110.00041-0.0060.006-0.001310.011-0.007-0.001210.013-0.005-0.001110.001-0.0010.000振型12-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)610.2400.052-0.05551-0.026-0.0550.04341-0.296-0.203-0.007310.1840.115-0.043210.5010.378-0.031110.0440.022-0.003振型13-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.450-0.0420.021510.6730.034-0.00541-0.921-0.013-0.00731-0.0680.0020.010210.779-0.0270.015110.0470.0010.001振型14-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.013-0.2510.02251-0.0170.701-0.007410.053-1.000-0.002310.002-0.0740.00721-0.0930.9100.00611-0.0090.0730.000振型15-------------------------------------------------------FloorTowerX-DispY-DISPAngle-Z(mm)(mm)(rad)61-0.093-0.0190.003510.2290.0440.00441-0.659-0.111-0.008311.0000.1670.00821-0.796-0.168-0.00911-0.059-0.0170.000==========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11.0001.00021.0001.00031.0001.000 41.0001.00051.0001.00061.0001.000///////////////////////////////////////////////////////////////////////////|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:2010/3/19|///////////////////////////////////////////////////////////////////////////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_AX61129510.928.831.243300.12783.141.981.591/1052.46.0%0.835111298.156.941.186000.11292.201.801.221/2722.9.2%0.43418555.995.111.176000.8552.311.961.181/2595.9.3%0.84316513.693.171.176000.7212.121.781.191/2832.25.8%0.70214451.601.391.156000.4451.531.331.151/3911. 94.3%0.60112100.070.061.005000.2100.070.061.001/9999.99.3%0.04X方向最大值层间位移角:1/1052.===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_AX61129511.369.311.223300.12783.302.101.571/999.46.8%0.835111298.467.311.166000.11292.291.901.211/2624.9.4%0.43418556.225.381.166000.8552.402.061.161/2503.9.2%0.84317213.843.331.156000.7212.201.871.171/2731.25.6%0.70214451.671.471.136000.4451.601.401.141/3760.94.0%0.60112100.070.071.005000.2100.070.071.001/9999.98.9%0.04X方向最大值层间位移角:1/999.===工况3===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY6112968.386.611.273300.13002.061.681.231/1599.56.2%0.835111456.585.061.306000.11451.831.261.451/3287.11.8%0.35419424.863.821.276000.9392.021.431.411/2969.6.3%0.86317222.942.381.246000.7221.701.331.281/3537.25.0%0.72215121.281.071.206000.5121.241.011.231/4848.91.0%0.62112120.080.061.005000.2120.080.061.001/9999.85.4%0.05Y方向最大值层间位移角:1/1599. ===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_AY6112969.787.451.313300.12972.341.841.271/1408.53.4%0.835111457.845.841.346000.11452.201.471.501/2732.9.8%0.37419425.764.391.316000.9452.371.651.441/2528.6.3%0.85317223.462.711.276000.7372.011.521.321/2987.24.9%0.72215121.501.211.236000.5121.451.151.261/4142.88.8%0.61112120.090.071.005000.2120.090.071.001/9999.85.7%0.05Y方向最大值层间位移角:1/1408.===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_AX6112950.670.521.293300.12780.350.221.591/9366.76.2%0.835111290.350.301.156000.11290.110.081.421/9999.2.7%0.17418550.230.211.116000.8550.090.081.111/9999.8.1%0.79317210.150.131.116000.7210.080.071.131/9999.22.5%0.71214450.070.061.096000.4450.060.061.101/9999.94.6%0.62112100.000.001.005000.2100.000.001.001/9999.99.8%0.04X方向最大值层间位移角:1/9366.===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_AY 6112960.940.791.193300.13000.360.321.131/9084.78.1%0.835111290.600.461.296000.11290.180.121.521/9999.6.9%0.17419420.430.341.266000.9390.170.131.401/9999.5.3%0.82317220.260.221.226000.7370.150.121.271/9999.22.2%0.73215120.120.101.166000.5120.110.091.191/9999.92.9%0.64112120.010.011.005000.2120.010.011.001/9999.83.6%0.05Y方向最大值层间位移角:1/9084.===工况7===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)611287-4.50511126-6.1641921-3.5931718-3.0021511-2.6411224-0.98===工况8===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)611287-0.66511114-2.7041921-3.6231718-2.9121511-2.5211260-1.79人防荷载计算外墙（9轴）[计算条件]墙高=4000.00(mm)墙宽=9000.00(mm)墙厚=450.00(mm)竖向均布荷载(KN/M):2000.00墙面均布荷载(KN/M2):40.00墙面三角形荷载(KN/M2):0.00砼强度等级:C40配筋计算as(mm):15钢筋级别:HRB400支撑条件:****上边下边左边右边 固定固定固定固定[内力计算]:轴压比N/(A*fc)=0.193824跨中弯矩(kN-m/m):水平：0.00竖向：26.67垂直板边弯矩(kN-m/m):上下左右-53.33,-53.33,0.00,0.00[配筋结果]:竖直方向配筋(mm^2/m):上截面非荷载侧：1350.14荷载侧：1350.14中截面非荷载侧：1350.14荷载侧：1350.10下截面非荷载侧：1350.14荷载侧：1350.14水平方向配筋(mm^2/m):左中右非荷载侧1350.00,1350.00,1350.00荷载侧1350.00,1350.00,1350.00临空墙[计算条件]墙高=4000.00(mm)墙宽=7000.00(mm)墙厚=450.00(mm)竖向均布荷载(KN/M):1000.00墙面均布荷载(KN/M2):200.00 墙面三角形荷载(KN/M2):0.00砼强度等级:C40配筋计算as(mm):15钢筋级别:HRB400支撑条件:****上边下边左边右边固定固定固定固定[内力计算]:轴压比N/(A*fc)=0.096912跨中弯矩(kN-m/m):水平：41.29竖向：123.64垂直板边弯矩(kN-m/m):上下左右-256.85,-256.85,-183.09,-183.09[配筋结果]:竖直方向配筋(mm^2/m):上截面非荷载侧：1350.14荷载侧：1401.14中截面非荷载侧：1350.14荷载侧：1350.10下截面非荷载侧：1350.14荷载侧：1401.14 水平方向配筋(mm^2/m):左中右非荷载侧1350.14,1350.14,1350.14荷载侧1350.14,1350.10,1350.14基础计算单桩竖向承载力计算见后附表计算项目CT-1[计算条件]1、承台信息剖面形状：阶形现浇平面形状：矩形承台阶数：1阶承台底标高：-2.0m承台边数：4承台高：1200mm承台x方向移心：0mm承台y方向移心：0mm2、桩信息桩截面宽：500mm桩截面高：0mm单桩承载力：1000.00Kn桩位坐标：NUmXY11750100021750-10003-175010004-1750-100050200060-200073、荷载信息竖向荷载：N=5200.00Knx方向弯矩：Mx=100.00knmy方向弯矩：My=100.00knmx方向剪力：Qx=100.00knmy方向剪力：Qy=100.00knm4、柱信息柱截面宽：700mm柱截面高：700mm5、混凝土信息混凝土等级：C40 混凝土容重：25.00kn/m3[计算结果]6、桩反力计算采用公式：承台及土自重Gk=B*S*H*γ+B*S*futu=(4500.0*5000.0*1200.0*25.0*1.E-9+4500.0*5000.0*10.0*1.E-6)=900.0(kn) ∑Xi*Xi=12250000.0∑Yi*Yi=12000000.0桩号XY桩反力Q(KN)桩净反力QN(KN)11750.01000.0904.52775.9521750.0-1000.0901.19772.623-1750.01000.0841.67713.104-1750.0-1000.0838.33709.7650.02000.0874.76746.1960.0-2000.0868.10739.5270.00.0871.43742.86桩总反力QP=6100.0(kN);桩均反力QAVE=871.4(kN)7、冲切抗剪计算台阶1H=1200.00MM***角桩冲切***公式如下:其中：Nl------------角桩桩顶竖向力设计值β1x,β1y-------角桩冲切系数λ1x,λ1y-------角桩冲垮比c1,c2---------角桩内边缘至承台外边缘的距离α1x,α1y-------角桩内缘到冲切面顶部的水平距离h0------------承台外边缘的有效高度No.=1h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=709.76(*1.35)KNNo.=2h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710 QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=772.62(*1.35)KNNo.=3h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=775.95(*1.35)KNNo.=4h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=713.10(*1.35)KN***柱冲切***公式如下:其中：F------------柱根部轴力设计值Fl-----------扣除土和自重作用在锥体上的冲切设计值βox,βoy------冲切系数βhp----------冲切截面高度影响系数λox,λoy-------冲跨比αox,αoy-------柱边或变阶处到桩边的水平距离h0-----------冲切破坏锥体的有效高度∑Ni---------冲切破坏锥体范围内桩的净反力设计制之和截面净高H00=1150.mmx+h0=1150.αox=1150.λox=1.000x-h0=1150.αox=1150.λox=1.000y+h0=1150.αoy=450.λoy=0.391y+h0=1150.αoy=450.λoy=0.391hc=700.bc=700.βox=0.70βoy=1.42ft=1.71βhp=0.967 QCC=2*(βox*(bc+αoy)+βoy(hc+αox))βhp*ft*ho=13055.66KN柱子抗冲切承载力QCC=13055.66KN>冲切荷载QCD=4457.14(*1.35)KN***抗剪计算***公式如下:其中：b0-----------承台计算截面处的计算宽度V------------扣除土和自重作用在锥体上的最大剪力设计值β------------剪切系数βhs----------受剪切截面高度影响系数λ------------计算截面的剪跨比h0-----------冲切破坏锥体的有效高度左h0=1150.αx=1200.λx=1.043VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(1.043+1.0)*5000.*1150.*1.7104*1.e-3=7692.1KNVCI1=7692.07KN>VDI1=1422.86(*1.35)KN右h0=1150.αx=1200.λx=1.043VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(1.043+1.0)*5000.*1150.*1.7104*1.e-3=7692.1KNVCI2=7692.07KN>VDI2=1548.57(*1.35)KN下h0=1150.αy=450.λy=0.391VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(0.391+1.0)*4500.*1150.*1.7104*1.e-3=10168.0KNVCJ1=10167.96KN>VDJ1=2221.91(*1.35)KN上h0=1150.αy=450.λy=0.391VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(0.391+1.0)*4500.*1150.*1.7104*1.e-3=10168.0KNVCJ2=10167.96KN>VDJ2=2235.24(*1.35)KN8、配筋计算DMX1=2689.200AGX=DMX1/(0.9*h0*fy)/YS=2689.200/(0.9*1150.0*210.0)/5.0=2474.535mm*mm/MDMX2=2926.800AGX=DMX2/(0.9*h0*fy)/YS=2926.800/(0.9*1150.0*210.0)/5.0=2693.168mm*mm/M DMY1=2948.079AGY=DMY1/(0.9*h0*fy)/XS=2948.079/(0.9*1150.0*210.0)/4.5=3014.165mm*mm/MDMY2=2968.779AGY=DMY2/(0.9*h0*fy)/XS=2968.779/(0.9*1150.0*210.0)/4.5=3035.328mm*mm/MASX=2693.2mm*mm/MASY=3035.3mm*mm/M计算的配筋方案为：AGx:16@100AGy:18@100阶梯不同高度组合及配筋:组合号ASXASYH(1)H(2)12693.23035.31200.022581.02908.91250.032477.72792.51300.042382.42685.11350.052294.22585.71400.062212.22493.31450.072136.02407.31500.0条形承台选取A轴中5~6轴之间[计算条件]1、承台信息剖面形状：阶形现浇平面形状：矩形承台阶数：1阶承台底标高：-2.0m承台边数：4承台高：1200mm承台x方向移心：0mm承台y方向移心：0mm2、桩信息桩截面宽：500mm桩截面高：0mm单桩承载力：1000.00Kn桩位坐标：NUmXY1100002-100003、荷载信息竖向荷载：N=2200.00Knx方向弯矩：Mx=2002.00knm y方向弯矩：My=0.00knmx方向剪力：Qx=100.00knmy方向剪力：Qy=100.00knm4、柱信息柱截面宽：450mm柱截面高：2000mm5、混凝土信息混凝土等级：C40混凝土容重：25.00kn/m3[计算结果]6、桩反力计算采用公式：承台及土自重Gk=B*S*H*γ+B*S*futu=(3000.0*2000.0*1200.0*25.0*1.E-9+3000.0*2000.0*0.0*1.E-6)=180.0(kn) ∑Xi*Xi=2000000.0∑Yi*Yi=0.0桩号XY桩反力Q(KN)桩净反力QN(KN)11000.00.01250.001160.002-1000.00.01130.001040.00桩总反力QP=2380.0(kN);桩均反力QAVE=1190.0(kN)7、冲切抗剪计算截面净高H00=1150.mmx+h0=1150.αox=575.λox=0.500x-h0=1150.αox=575.λox=0.500***抗剪计算***公式如下:其中：b0-----------承台计算截面处的计算宽度V------------扣除土和自重作用在锥体上的最大剪力设计值β------------剪切系数βhs----------受剪切截面高度影响系数λ------------计算截面的剪跨比h0-----------冲切破坏锥体的有效高度左h0=1150.αx=575.λx=0.500QPC=3055.4KNVPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(0.500+1.0)*2000.*1150.*1.7104*1.e-3=4191.6KNVCI1=MIN(VPL,QPC)VCI1=3055.43KN>VDI1=1040.00(*1.35)KN右h0=1150.αx=575.λx=0.500QPC=3055.4KNVPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(0.500+1.0)*2000.*1150.*1.7104*1.e-3=4191.6KNVCI2=MIN(VPL,QPC)VCI2=3055.43KN>VDI2=1160.00(*1.35)KN8、配筋计算DMX1=1088.100AGX=DMX1/(0.9*h0*fy)/YS=1088.100/(0.9*1150.0*210.0)/2.0=2503.106mm*mm/MDMX2=1213.650AGX=DMX2/(0.9*h0*fy)/YS=1213.650/(0.9*1150.0*210.0)/2.0=2791.926mm*mm/MDMY1=0.000 AGY=DMY1/(0.9*h0*fy)/XS=0.000/(0.9*1150.0*210.0)/3.0=0.000mm*mm/MDMY2=0.000AGY=DMY2/(0.9*h0*fy)/XS=0.000/(0.9*1150.0*210.0)/3.0=0.000mm*mm/MASX=2791.9mm*mm/MASY=0.0mm*mm/M计算的配筋方案为：AGx:16@100AGy:10@200阶梯不同高度组合及配筋:组合号ASXASYH(1)H(2)12791.90.01200.022675.60.01250.032568.60.01300.042469.80.01350.052378.30.01400.062293.40.01450.072214.30.01500.0条形承台计算（选取E轴中1~1/1）[计算条件]1、承台信息剖面形状：阶形现浇平面形状：矩形承台阶数：1阶承台底标高：-2.0m承台边数：4承台高：1200mm承台x方向移心：0mm承台y方向移心：0mm2、桩信息桩截面宽：500mm桩截面高：0mm单桩承载力：1000.00Kn桩位坐标：NUmXY11750100021750-10003-175010004-1750-100050200060-200073、荷载信息竖向荷载：N=5200.00Kn x方向弯矩：Mx=100.00knmy方向弯矩：My=100.00knmx方向剪力：Qx=100.00knmy方向剪力：Qy=100.00knm4、柱信息柱截面宽：700mm柱截面高：700mm5、混凝土信息混凝土等级：C40混凝土容重：25.00kn/m3[计算结果]6、桩反力计算 采用公式：承台及土自重Gk=B*S*H*γ+B*S*futu=(4500.0*5000.0*1200.0*25.0*1.E-9+4500.0*5000.0*10.0*1.E-6)=900.0(kn)∑Xi*Xi=12250000.0∑Yi*Yi=12000000.0桩号XY桩反力Q(KN)桩净反力QN(KN)11750.01000.0904.52775.9521750.0-1000.0901.19772.623-1750.01000.0841.67713.104-1750.0-1000.0838.33709.7650.02000.0874.76746.1960.0-2000.0868.10739.5270.00.0871.43742.86桩总反力QP=6100.0(kN);桩均反力QAVE=871.4(kN)7、冲切抗剪计算台阶1H=1200.00MM***角桩冲切***公式如下:其中：Nl------------角桩桩顶竖向力设计值β1x,β1y-------角桩冲切系数λ1x,λ1y-------角桩冲垮比c1,c2---------角桩内边缘至承台外边缘的距离α1x,α1y-------角桩内缘到冲切面顶部的水平距离h0------------承台外边缘的有效高度No.=1h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710 QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=709.76(*1.35)KNNo.=2h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=772.62(*1.35)KNNo.=3h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=775.95(*1.35)KNNo.=4h0=1150.α1x=****λ1x=1.00c1=700.h0=1150.α1y=450.λ1y=0.39c2=****β1x=0.4511β1y=0.915βhp=0.97ft=1.710QPC=(β1x*(C2+α1y/2)+β1y*(c1+α1x/2))*βhp*ft*ho=4004.13KN>QPD=713.10(*1.35)KN***柱冲切***公式如下:其中：F------------柱根部轴力设计值Fl-----------扣除土和自重作用在锥体上的冲切设计值βox,βoy------冲切系数βhp----------冲切截面高度影响系数 λox,λoy-------冲跨比αox,αoy-------柱边或变阶处到桩边的水平距离h0-----------冲切破坏锥体的有效高度∑Ni---------冲切破坏锥体范围内桩的净反力设计制之和截面净高H00=1150.mmx+h0=1150.αox=1150.λox=1.000x-h0=1150.αox=1150.λox=1.000y+h0=1150.αoy=450.λoy=0.391y+h0=1150.αoy=450.λoy=0.391hc=700.bc=700.βox=0.70βoy=1.42ft=1.71βhp=0.967QCC=2*(βox*(bc+αoy)+βoy(hc+αox))βhp*ft*ho=13055.66KN柱子抗冲切承载力QCC=13055.66KN>冲切荷载QCD=4457.14(*1.35)KN***抗剪计算***公式如下:其中：b0-----------承台计算截面处的计算宽度V------------扣除土和自重作用在锥体上的最大剪力设计值β------------剪切系数βhs----------受剪切截面高度影响系数λ------------计算截面的剪跨比h0-----------冲切破坏锥体的有效高度左h0=1150.αx=1200.λx=1.043VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(1.043+1.0)*5000.*1150.*1.7104*1.e-3=7692.1KNVCI1=7692.07KN>VDI1=1422.86(*1.35)KN右h0=1150.αx=1200.λx=1.043VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(1.043+1.0)*5000.*1150.*1.7104*1.e-3=7692.1KNVCI2=7692.07KN>VDI2=1548.57(*1.35)KN下h0=1150.αy=450.λy=0.391VPL=βhs*1.75/(λ+1.0)*b0*h0*ft=0.913*1.75/(0.391+1.0)*4500.*1150.*1.7104*1.e-3=10168.0KNVCJ1=10167.96KN>VDJ1=2221.91(*1.35)KN上h0=1150.αy=450.λy=0.391VPL=βhs*1.75/(λ+1.0)*b0*h0*ft =0.913*1.75/(0.391+1.0)*4500.*1150.*1.7104*1.e-3=10168.0KNVCJ2=10167.96KN>VDJ2=2235.24(*1.35)KN8、配筋计算DMX1=2689.200AGX=DMX1/(0.9*h0*fy)/YS=2689.200/(0.9*1150.0*210.0)/5.0=2474.535mm*mm/MDMX2=2926.800AGX=DMX2/(0.9*h0*fy)/YS=2926.800/(0.9*1150.0*210.0)/5.0=2693.168mm*mm/MDMY1=2948.079AGY=DMY1/(0.9*h0*fy)/XS=2948.079/(0.9*1150.0*210.0)/4.5=3014.165mm*mm/MDMY2=2968.779AGY=DMY2/(0.9*h0*fy)/XS=2968.779/(0.9*1150.0*210.0)/4.5=3035.328mm*mm/MASX=2693.2mm*mm/MASY=3035.3mm*mm/M计算的配筋方案为：AGx:16@100AGy:18@100阶梯不同高度组合及配筋:组合号ASXASYH(1)H(2)12693.23035.31200.022581.02908.91250.032477.72792.51300.042382.42685.11350.052294.22585.71400.062212.22493.31450.072136.02407.31500.0筏板基础计算结果荷载信息荷载序号荷载值(KN)组合公式1-426.714SATWE永久组合:1.00*恒+0.50*活桩反力=426.716(kN)桩承载力=148000.000(kN)21043.263SATWE标准组合:1.00*恒+1.00*活桩反力=-1043.257(kN)桩承载力=148000.000(kN)3816.366SATWE标准组合:1.00*恒+1.00*风x桩反力=-816.363(kN)桩承载力=148000.000(kN)4845.724SATWE标准组合:1.00*恒+1.00*风y桩反力=-845.720(kN)桩承载力=148000.000(kN)5800.894SATWE标准组合:1.00*恒-1.00*风x桩反力=-800.889(kN)桩承载力=148000.000(kN)6771.598SATWE标准组合:1.00*恒-1.00*风y桩反力=-771.595(kN)桩承载力=148000.000(kN) 71047.854SATWE标准组合:1.00*恒+1.00*活+0.60*1.00*风x桩反力=-1047.851(kN)桩承载力=148000.000(kN)81038.569SATWE标准组合:1.00*恒+1.00*活-0.60*1.00*风x桩反力=-1038.564(kN)桩承载力=148000.000(kN)91065.776SATWE标准组合:1.00*恒+1.00*活+0.60*1.00*风y桩反力=-1065.773(kN)桩承载力=148000.000(kN)101020.673SATWE标准组合:1.00*恒+1.00*活-0.60*1.00*风y桩反力=-1020.671(kN)桩承载力=148000.000(kN)11980.708SATWE标准组合:1.00*恒+1.00*风x+0.70*1.00*活桩反力=-980.704(kN)桩承载力=148000.000(kN)12965.089SATWE标准组合:1.00*恒-1.00*风x+0.70*1.00*活桩反力=-965.084(kN)桩承载力=148000.000(kN)131009.922SATWE标准组合:1.00*恒+1.00*风y+0.70*1.00*活桩反力=-1009.919(kN)桩承载力=148000.000(kN)14935.883SATWE标准组合:1.00*恒-1.00*风y+0.70*1.00*活桩反力=-935.878(kN)桩承载力=148000.000(kN)151284.371SATWE标准组合:1.00*(恒+0.50*活)+1.00*地x+0.38*竖地桩反力=-1284.371(kN)桩承载力=148000.000(kN)16567.338SATWE标准组合:1.00*(恒+0.50*活)-1.00*地x+0.38*竖地桩反力=-567.332(kN)桩承载力=148000.000(kN)171316.388SATWE标准组合:1.00*(恒+0.50*活)+1.00*地y+0.38*竖地桩反力=-1316.385(kN)桩承载力=148000.000(kN)18535.080SATWE标准组合:1.00*(恒+0.50*活)-1.00*地y+0.38*竖地桩反力=-535.075(kN)桩承载力=148000.000(kN)191285.923SATWE标准组合:1.00*(恒+0.50*活)+0.20*1.00*风x+1.00*地x+0.38*竖地桩反力=-1285.926(kN)桩承载力=148000.000(kN)201323.824SATWE标准组合:1.00*(恒+0.50*活)+0.20*1.00*风y+1.00*地y+0.38*竖地桩反力=-1323.825(kN)桩承载力=148000.000(kN)21565.747SATWE标准组合:1.00*(恒+0.50*活)-0.20*1.00*风x-1.00*地x+0.38*竖地桩反力=-565.739(kN)桩承载力=148000.000(kN)22527.667SATWE标准组合:1.00*(恒+0.50*活)-0.20*1.00*风y-1.00*地y+0.38*竖地桩反力=-527.663(kN)桩承载力=148000.000(kN)2397.298SATWE基本组合:1.20*恒+1.40*活桩反力=-97.294(kN)桩承载力=185000.000(kN)2465.250SATWE基本组合:1.35*恒+0.70*1.40*活桩反力=-65.246(kN)桩承载力=185000.000(kN)25-220.320SATWE基本组合:1.20*恒+1.40*风x桩反力=220.324(kN)桩承载力=185000.000(kN)26-179.404SATWE基本组合:1.20*恒+1.40*风y桩反力=179.406(kN)桩承载力=185000.000(kN) 27-242.006SATWE基本组合:1.20*恒-1.40*风x桩反力=242.010(kN)桩承载力=185000.000(kN)28-283.129SATWE基本组合:1.20*恒-1.40*风y桩反力=283.133(kN)桩承载力=185000.000(kN)29103.828SATWE基本组合:1.20*恒+1.40*活+0.60*1.40*风x桩反力=-103.826(kN)桩承载力=185000.000(kN)3090.724SATWE基本组合:1.20*恒+1.40*活-0.60*1.40*风x桩反力=-90.723(kN)桩承载力=185000.000(kN)31128.417SATWE基本组合:1.20*恒+1.40*活+0.60*1.40*风y桩反力=-128.415(kN)桩承载力=185000.000(kN)3266.315SATWE基本组合:1.20*恒+1.40*活-0.60*1.40*风y桩反力=-66.312(kN)桩承载力=185000.000(kN)339.618SATWE基本组合:1.20*恒+1.40*风x+0.70*1.40*活桩反力=-9.617(kN)桩承载力=185000.000(kN)34-12.022SATWE基本组合:1.20*恒-1.40*风x+0.70*1.40*活桩反力=12.025(kN)桩承载力=185000.000(kN)3550.567SATWE基本组合:1.20*恒+1.40*风y+0.70*1.40*活桩反力=-50.567(kN)桩承载力=185000.000(kN)36-53.091SATWE基本组合:1.20*恒-1.40*风y+0.70*1.40*活桩反力=53.094(kN)桩承载力=185000.000(kN)37375.628SATWE基本组合:1.20*(恒+0.50*活)+1.30*地x+0.50*竖地桩反力=-375.631(kN)桩承载力=185000.000(kN)38-556.520SATWE基本组合:1.20*(恒+0.50*活)-1.30*地x+0.50*竖地桩反力=556.530(kN)桩承载力=185000.000(kN)39417.462SATWE基本组合:1.20*(恒+0.50*活)+1.30*地y+0.50*竖地桩反力=-417.462(kN)桩承载力=185000.000(kN)40-598.362SATWE基本组合:1.20*(恒+0.50*活)-1.30*地y+0.50*竖地桩反力=598.368(kN)桩承载力=185000.000(kN)41377.933SATWE基本组合:1.20*(恒+0.50*活)+0.20*1.40*风x+1.30*地x+0.50*竖地桩反力=-377.939(kN)桩承载力=185000.000(kN)42427.730SATWE基本组合:1.20*(恒+0.50*活)+0.20*1.40*风y+1.30*地y+0.50*竖地桩反力=-427.728(kN)桩承载力=185000.000(kN)43-558.642SATWE基本组合:1.20*(恒+0.50*活)-0.20*1.40*风x-1.30*地x+0.50*竖地桩反力=558.652(kN)桩承载力=185000.000(kN)44-608.712SATWE基本组合:1.20*(恒+0.50*活)-0.20*1.40*风y-1.30*地y+0.50*竖地桩反力=608.718(kN)桩承载力=185000.000(kN)45-554.299SATWE基本组合:1.20*(恒+0.50*活)+0.20*1.40*风x-1.30*地x+0.50*竖地桩反力=554.308(kN)桩承载力=185000.000(kN)46-587.993 SATWE基本组合:1.20*(恒+0.50*活)+0.20*1.40*风y-1.30*地y+0.50*竖地桩反力=587.999(kN)桩承载力=185000.000(kN)47373.525SATWE基本组合:1.20*(恒+0.50*活)-0.20*1.40*风x+1.30*地x+0.50*竖地桩反力=-373.528(kN)桩承载力=185000.000(kN)48407.140SATWE基本组合:1.20*(恒+0.50*活)-0.20*1.40*风y+1.30*地y+0.50*竖地桩反力=-407.140(kN)桩承载力=185000.000(kN)单桩竖向承载力计算5—5截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.001.852粉质粘土60　0.50.000.000.003含沙粉质粘土55　0.5194.290.002.254粘土70　0.5359.920.003.285粗砂8857000.5327.171118.632.37　　　　　881.381118.631000.00（Ra）6—6截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.000.002粉质粘土60　0.532.970.000.353含沙粉质粘土55　0.5192.130.002.234粘土70　0.5368.170.003.355粗砂8857000.5288.111118.632.09　　　　　881.381118.631000.00（Ra）7—7截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.000.002粉质粘土60　0.5138.950.001.483含沙粉质粘土55　0.5179.180.002.084粘土70　0.5516.530.004.705粗砂8857000.5138.161118.631.00　　　　　972.811118.631045.72（Ra）8—8截面序号土层名称桩径 桩的极限侧阻力标准值桩的极限端阻力标准值极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.000.002粉质粘土60　0.5211.950.002.253含沙粉质粘土55　0.5138.160.001.604粘土70　0.5662.150.006.035粗砂8857000.5138.161118.631.00　　　　　1150.421118.631134.52（Ra）15—15截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.000.502粉质粘土60　0.5190.760.002.033含沙粉质粘土55　0.5131.680.001.534粘土70　0.5568.730.005.185粗砂8857000.5138.161118.631.00　　　　　1029.331118.631073.98（Ra）16—16截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.000.452粉质粘土60　0.5141.300.001.503含沙粉质粘土55　0.5192.130.002.234粘土70　0.5530.270.004.835粗砂8857000.5138.161118.631.00　　　　　1001.861118.631060.24（Ra）17—17截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.001.132粉质粘土60　0.549.460.000.533含沙粉质粘土55　0.5179.180.002.084粘土70　0.5431.360.003.935粗砂8857000.5221.391118.631.60　　　　　881.381118.631000.00（Ra）18—18截面序号土层名称桩的极限侧阻力标准值桩的极限端阻力标准值桩径极限侧阻力标准值极限端阻力标准值进入持力层厚度1素填土0　0.50.000.000.00 2粉质粘土60　0.50.000.000.003含沙粉质粘土55　0.50.000.000.004粘土70　0.5250.020.002.285粗砂8857000.5631.351118.634.57　　　　　881.381118.631000.00（Ra）*END*袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄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