pkpm计算书总信息

'///////////////////////////////////////////////////////////////////////////|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:2011/9/18|///////////////////////////////////////////////////////////////////////////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3加荷计算风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:不计算地震力特殊荷载计算信息:不计算结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=1.00墙元网格:侧向出口结点是否对全楼强制采用刚性楼板假定否强制刚性楼板假定是否保留板面外刚度是采用的楼层刚度算法剪切刚度算法结构所在地区全国风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.35地面粗糙程度:B类结构基本周期（秒）:T1=0.27是否考虑风振:是体形变化分段数:MPART=1各段最高层号:NSTi=7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=6.00 场地类别:KD=2设计地震分组:一组特征周期TG=0.35多遇地震影响系数最大值Rmax1=0.04罕遇地震影响系数最大值Rmax2=0.00框架的抗震等级:NF=5剪力墙的抗震等级:NW=5活荷重力荷载代表值组合系数: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:否斜交抗侧力构件方向的附加地震数=0活荷载信息..........................................考虑活荷不利布置的层数从第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=0.60梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=00.2Qo调整上限：KQ_L=2.00框支柱调整上限：KZZ_L=5.00顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是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........................................梁箍筋强度(N/mm2):JB=270柱箍筋强度(N/mm2):JC=270墙分布筋强度(N/mm2):JWH=270边缘构件箍筋强度(N/mm2):JWB=270梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=200.00墙竖向分布筋最小配筋率(%):RWV=0.30结构底部单独指定墙竖向分布筋配筋率的层数:NSW=0结构底部NSW层的墙竖向分布配筋率:RWV1=0.60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:按双偏压计算按高规或高钢规进行构件设计:否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:否剪力墙构造边缘构件的设计执行高规7.2.17-4:是抗震设计的框架梁端配筋考虑受压钢筋: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.................................剪力墙底部加强区起算层号LEV_JLQJQ=1剪力墙底部加强区终止层号,IWF=2 **********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量附加质量(m)(m)(t)(t)7129.62313.94226.40084.27.60.06126.40711.83422.800668.076.20.05126.22211.42619.200660.4178.70.04126.22211.42615.600660.4178.70.03126.23211.33012.000665.2178.70.02126.23211.3308.400665.2178.70.01126.23111.3364.800684.8178.70.0活载产生的总质量(t):977.246恒载产生的总质量(t):4088.274附加总质量(t):0.000结构的总质量(t):5065.520恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量和附加质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁元数柱元数墙元数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)1190(30)32(35)0(30)4.8004.8002190(30)32(35)0(30)3.6008.4003190(30)32(35)0(30)3.60012.0004191(30)32(30)0(30)3.60015.6005191(30)32(30)0(30)3.60019.200 6191(30)32(30)0(30)3.60022.8007114(30)11(30)0(30)3.60026.400**********************************************************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Y71120.69120.7434.524.8624.989.561111.97232.71272.145.2970.1342.051103.12335.82480.941.67111.8744.64193.93429.74027.837.92149.71283.63184.01513.75877.233.89183.61944.72176.19589.98000.930.69214.32716.21195.97685.911293.138.57252.93930.1===========================================================================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BMIN11614.6426.1611.3115.7639.0039.0015.7621614.6426.1611.3115.7639.0039.0015.7631614.6426.1611.3115.7639.0039.0015.7641614.6426.1611.3115.7639.0039.0015.7651614.6426.1611.3115.7639.0039.0015.7661614.6426.1611.3115.7639.0039.0015.767176.8329.7014.047.7657.7057.717.71===========================================================================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]) 111404.891.02211373.021.00311373.021.01411365.121.00511365.121.13611210.861.01711195.251.00===========================================================================计算信息===========================================================================计算日期:2011.9.18开始时间:15:9:26可用内存:1187.00MB第一步:数据预处理第二步:计算每层刚度中心、自由度、质量等信息第三步:组装刚度矩阵并分解FALE自由度优化排序BeginningTime:15:9:28.1EndTime:15:9:28.18TotalTime(s):0.17FALE总刚阵组装BeginningTime:15:9:28.20EndTime:15:9:28.32TotalTime(s):0.12VSS总刚阵LDLT分解BeginningTime:15:9:28.32EndTime:15:9:28.34TotalTime(s):0.02形成风荷载向量形成垂直荷载向量VSSLDLT回代求解BeginningTime:15:9:28.71EndTime:15:9:28.73TotalTime(s):0.02 模拟施工荷载3加载第7层FALE自由度优化排序BeginningTime:15:9:28.99EndTime:15:9:29.10TotalTime(s):0.11FALE总刚阵组装BeginningTime:15:9:29.12EndTime:15:9:29.23TotalTime(s):0.11VSS总刚阵LDLT分解BeginningTime:15:9:29.24EndTime:15:9:29.24TotalTime(s):0.00EndTime:15:9:29.26TotalTime(s):0.02加载第6层FALE自由度优化排序BeginningTime:15:9:29.27EndTime:15:9:29.38TotalTime(s):0.11FALE总刚阵组装BeginningTime:15:9:29.38EndTime:15:9:29.51TotalTime(s):0.13VSS总刚阵LDLT分解BeginningTime:15:9:29.52EndTime:15:9:29.52TotalTime(s):0.00EndTime:15:9:29.52TotalTime(s):0.00加载第5层FALE自由度优化排序 BeginningTime:15:9:29.56EndTime:15:9:29.65TotalTime(s):0.09FALE总刚阵组装BeginningTime:15:9:29.65EndTime:15:9:29.74TotalTime(s):0.09VSS总刚阵LDLT分解BeginningTime:15:9:29.76EndTime:15:9:29.76TotalTime(s):0.00EndTime:15:9:29.76TotalTime(s):0.00加载第4层FALE自由度优化排序BeginningTime:15:9:29.79EndTime:15:9:29.85TotalTime(s):0.06FALE总刚阵组装BeginningTime:15:9:29.87EndTime:15:9:29.95TotalTime(s):0.08VSS总刚阵LDLT分解BeginningTime:15:9:29.95EndTime:15:9:29.95TotalTime(s):0.00EndTime:15:9:29.96TotalTime(s):0.01加载第3层FALE自由度优化排序BeginningTime:15:9:29.98EndTime:15:9:30.4TotalTime(s):0.06FALE总刚阵组装BeginningTime:15:9:30.4 EndTime:15:9:30.10TotalTime(s):0.06VSS总刚阵LDLT分解BeginningTime:15:9:30.10EndTime:15:9:30.10TotalTime(s):0.00EndTime:15:9:30.12TotalTime(s):0.02加载第2层FALE自由度优化排序BeginningTime:15:9:30.13EndTime:15:9:30.17TotalTime(s):0.04FALE总刚阵组装BeginningTime:15:9:30.18EndTime:15:9:30.21TotalTime(s):0.03VSS总刚阵LDLT分解BeginningTime:15:9:30.23EndTime:15:9:30.23TotalTime(s):0.00EndTime:15:9:30.23TotalTime(s):0.00加载第1层FALE自由度优化排序BeginningTime:15:9:30.24EndTime:15:9:30.27TotalTime(s):0.03FALE总刚阵组装BeginningTime:15:9:30.27EndTime:15:9:30.29TotalTime(s):0.02VSS总刚阵LDLT分解BeginningTime:15:9:30.31EndTime:15:9:30.31 TotalTime(s):0.00EndTime:15:9:30.35TotalTime(s):0.04第六步:计算杆件内力开始时间:15:9:30活载随机加载计算计算杆件内力结束日期:2011.9.18时间:15:9:33总用时:0:0:7===========================================================================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=26.1718(m)Ystif=11.1178(m)Alf=45.0000(Degree)Xmass=26.2307(m)Ymass=11.3356(m)Gmass(活荷折减)=1042.1879(863.5033)(t)Eex=0.0095Eey=0.0350Ratx=1.0000Raty=1.0000Ratx1=0.9939Raty1=0.9939薄弱层地震剪力放大系数=1.15RJX=2.0569E+06(kN/m)RJY=2.0569E+06(kN/m)RJZ=7.9478E+07(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=26.1720(m)Ystif=11.1222(m)Alf=45.0000(Degree)Xmass=26.2317(m)Ymass=11.3305(m)Gmass(活荷折减)=1022.5977(843.9131)(t)Eex=0.0073Eey=0.0255Ratx=1.3333Raty=1.3333Ratx1=1.4099Raty1=1.4099薄弱层地震剪力放大系数=1.00RJX=2.7426E+06(kN/m)RJY=2.7426E+06(kN/m)RJZ=1.8312E+08(kN/m)--------------------------------------------------------------------------- FloorNo.3TowerNo.1Xstif=26.1720(m)Ystif=11.1222(m)Alf=45.0000(Degree)Xmass=26.2317(m)Ymass=11.3305(m)Gmass(活荷折减)=1022.5978(843.9132)(t)Eex=0.0073Eey=0.0255Ratx=1.0000Raty=1.0000Ratx1=1.5063Raty1=1.5063薄弱层地震剪力放大系数=1.00RJX=2.7426E+06(kN/m)RJY=2.7426E+06(kN/m)RJZ=1.8312E+08(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=26.1814(m)Ystif=11.0554(m)Alf=45.0000(Degree)Xmass=26.2219(m)Ymass=11.4256(m)Gmass(活荷折减)=1017.7388(839.0575)(t)Eex=0.0050Eey=0.0458Ratx=0.8299Raty=0.8299Ratx1=1.4286Raty1=1.4286薄弱层地震剪力放大系数=1.00RJX=2.2760E+06(kN/m)RJY=2.2760E+06(kN/m)RJZ=1.4834E+08(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=26.1814(m)Ystif=11.0554(m)Alf=45.0000(Degree)Xmass=26.2219(m)Ymass=11.4256(m)Gmass(活荷折减)=1017.7388(839.0575)(t)Eex=0.0050Eey=0.0458Ratx=1.0000Raty=1.0000Ratx1=1.4286Raty1=1.4286薄弱层地震剪力放大系数=1.00RJX=2.2760E+06(kN/m)RJY=2.2760E+06(kN/m)RJZ=1.4834E+08(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=26.1814(m)Ystif=11.0554(m)Alf=45.0000(Degree)Xmass=26.4069(m)Ymass=11.8336(m)Gmass(活荷折减)=820.4794(744.2448)(t)Eex=0.0279Eey=0.0964Ratx=1.0000Raty=1.0000Ratx1=4.4117Raty1=4.4117薄弱层地震剪力放大系数=1.00RJX=2.2760E+06(kN/m)RJY=2.2760E+06(kN/m)RJZ=1.4834E+08(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=29.0233(m)Ystif=13.0256(m)Alf=45.0000(Degree)Xmass=29.6231(m)Ymass=13.9425(m)Gmass(活荷折减)=99.4259(91.8307)(t)Eex=0.0607Eey=0.0927Ratx=0.3238Raty=0.3238Ratx1=1.0000Raty1=1.0000薄弱层地震剪力放大系数=1.00RJX=7.3700E+05(kN/m)RJY=7.3700E+05(kN/m)RJZ=7.2045E+07(kN/m) ---------------------------------------------------------------------------============================================================================结构整体抗倾覆验算结果============================================================================抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)X风荷载394477.312071.532.680.00Y风荷载986257.84450.9221.580.00X地震394477.30.03944773.500.00Y地震986257.80.09862577.000.00***********************************************************************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----------------------------------------------------------------------710.5226E+030.6349E+031.001.00610.2292E+040.3224E+044.385.08510.3115E+040.3874E+041.361.20410.3686E+040.4546E+041.181.17310.5257E+040.6136E+041.431.35210.5740E+040.6660E+041.091.09110.4907E+040.5665E+040.850.85'