办公楼设计毕业设计论文

淮阴工学院毕业设计说明书(论文)第页场地类别:KD=11设计地震分组:一组特征周期TG=0.35地震影响系数最大值Rmax1=0.08地震影响系数最大值Rmax2=0.50框架的抗震等级:NF=3剪力墙的抗震等级:NW=3钢框架的抗震等级:NS=3抗震构造措施的抗震等级:NGZDJ=不改变重力荷载代表值的活荷组合系数:RMC=0.50周期折减系数:TC=0.70结构的阻尼比(%):DAMP=5.00中震(或大震)设计:MID=不考虑是否考虑偶然偏心:是是否考虑双向地震扭转效应:是按主振型确定地震内力符号:否斜交抗侧力构件方向的附加地震数=0活荷载信息考虑活荷不利布置的层数从第1到4层柱、墙活荷载是否折减折算传到基础的活荷载是否折减折算考虑结构使用年限的活荷载调整系数1.00柱，墙，基础活荷载折减系数计算截面以上的层数折减系数11.00230.85450.70680.659200.60>200.55调整信息梁刚度放大系数是否按2010规范取值：是托墙梁刚度增大系数：BK_TQL=1.00梁端弯矩调幅系数：BT=0.85梁活荷载内力增大系数：BM=1.00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=1.000.2Vo调整分段数：VSEG=00.2Vo调整上限：KQ_L=2.00框支柱调整上限：KZZ_L=5.00顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是实配钢筋超配系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1弱轴方向的动位移比例因子XI1=0.00强轴方向的动位移比例因子XI2=0.00是否调整与框支柱相连的梁内力IREGU_KZZB=0薄弱层判断方式：按高规和抗规从严判断强制指定的薄弱层个数NWEAK=0薄弱层地震内力放大系数WEAKCOEF=1.0强制指定的加强层个数NSTREN=0配筋信息梁箍筋强度(N/mm2):JB=270柱箍筋强度(N/mm2):JC=270墙水平分布筋强度(N/mm2):FYH=270墙竖向分布筋强度(N/mm2):FYW=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梁抗剪配筋采用交叉斜筋时箍筋与对角斜筋的配筋强度比:RGX=1.00设计信息结构重要性系数: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=20.00柱保护层厚度(mm):ACA=20.00剪力墙构造边缘构件的设计执行高规7.2.16-4:是框架梁端配筋考虑受压钢筋:是结构中的框架部分轴压比限值按纯框架结构的规定采用:否当边缘构件轴压比小于抗规6.4.5条规定的限值时一律设置构造边缘构件:是是否按混凝土规范B.0.4考虑柱二阶效应: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温度荷载分项系数:CTEMP=1.40吊车荷载分项系数:CCRAN=1.40特殊荷载分项系数:CSPY=1.40活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60重力荷载代表值效应的活荷组合值系数:CEA_L=0.50重力荷载代表值效应的吊车荷载组合值系数:CEA_C=0.50吊车荷载组合值系数:CD_C=0.70温度作用的组合值系数:仅考虑恒载、活载参与组合:CD_TDL=0.60考虑风荷载参与组合:CD_TW=0.00考虑地震作用参与组合:CD_TE=0.00砼构件温度效应折减系数:CC_T=0.30剪力墙底部加强区的层和塔信息层号塔号11用户指定薄弱层的层和塔信息层号塔号用户指定加强层的层和塔信息层号塔号约束边缘构件与过渡层的层和塔信息层号塔号类别11约束边缘构件层21约束边缘构件层*********************************************************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质量比(m)(m)(t)(t)4126.9808.86315.500832.718.80.00.623126.9808.99011.9001272.296.10.01.002126.9808.9908.3001272.296.10.00.971126.9808.9874.7001310.796.10.01.00活载产生的总质量(t):307.164恒载产生的总质量(t):4687.797附加总质量(t):0.000结构的总质量(t):4994.961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(标准层号)塔号梁元数柱元数墙元数层高累计高度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(m)(m)1(1)194(30/360)56(30/360)0(30/360)5.8005.8002(1)194(30/360)56(30/360)0(30/360)3.6009.4003(1)194(30/360)56(30/360)0(30/360)3.60013.0004(2)194(30/360)56(30/360)0(30/300)3.60016.600*********************************************************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Y4152.5952.6189.3176.64176.6635.9315.2497.8541.5152.29328.91820.02139.37137.21035.4132.92461.83482.71145.88183.11895.9155.56617.46384.5=============================================================各楼层偶然偏心信息=============================================================层号塔号X向偏心Y向偏心110.050.05210.050.05310.050.05410.050.05=====================================================================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BMIN11750.3626.988.8650.7014.8050.7014.8021750.3626.988.8650.7014.8050.7014.8031750.3626.988.8650.7014.8050.7014.8041750.3626.988.8650.7014.8050.7014.80=============================================================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])111874.861.03211823.561.00311823.561.61411134.791.00=============================================================计算信息=============================================================计算日期:2013.6.1开始时间:2:36:27可用内存:1338.00MB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:地震作用分析第四步:风及竖向荷载分析第五步:计算杆件内力结束日期:2013.6.1时间:2:36:46总用时:0:0:19=============================================================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(剪切刚度)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RJX1，RJY1，RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)RJX3，RJY3，RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度(地震剪力与地震层间位移的比)=============================================================FloorNo.1TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.9867(m)Gmass(活荷折减)=1502.9551(1406.8201)(t)Eex=0.0000Eey=0.0074Ratx=1.0000Raty=1.0000Ratx1=1.0259Raty1=1.0226薄弱层地震剪力放大系数=1.00RJX1=4.2894E+06(kN/m)RJY1=4.2894E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=6.8918E+05(kN/m)RJY3=6.9747E+05(kN/m)RJZ3=0.0000E+00(kN/m)FloorNo.2TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.9900(m)Gmass(活荷折减)=1464.4552(1368.3202)(t)Eex=0.0000Eey=0.0077Ratx=1.3056Raty=1.3056Ratx1=1.4091Raty1=1.4158薄弱层地震剪力放大系数=1.00RJX1=5.6000E+06(kN/m)RJY1=5.6000E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=8.6514E+05(kN/m)RJY3=8.8587E+05(kN/m)RJZ3=0.0000E+00(kN/m)FloorNo.3TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.9900(m)Gmass(活荷折减)=1464.4552(1368.3202)(t)Eex=0.0000Eey=0.0077Ratx=1.0000Raty=1.0000Ratx1=1.6127Raty1=1.6413薄弱层地震剪力放大系数=1.00RJX1=5.6000E+06(kN/m)RJY1=5.6000E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=8.7712E+05(kN/m)RJY3=8.9384E+05(kN/m)RJZ3=0.0000E+00(kN/m)FloorNo.4TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.8628(m)Gmass(活荷折减)=870.2593(851.5003)(t)Eex=0.0000Eey=0.0000Ratx=1.0000Raty=1.0000Ratx1=1.0000Raty1=1.0000薄弱层地震剪力放大系数=1.00RJX1=5.6000E+06(kN/m)RJY1=5.6000E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=7.7696E+05(kN/m)RJY3=7.7800E+05(kN/m)RJZ3=0.0000E+00(kN/m)X方向最小刚度比:1.0000(第4层第1塔)Y方向最小刚度比:1.0000(第4层第1塔)=============================================================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1297369.11891.8685.780.00Y风荷载378718.46379.959.360.00X地震1266222.828176.244.940.00Y地震369626.328435.813.000.00======================================================================结构舒适性验算结果(仅当满足规范适用条件时结果有效)=============================================================按高钢规计算X向顺风向顶点最大加速度(m/s2)=0.017按高钢规计算X向横风向顶点最大加速度(m/s2)=0.003按荷载规范计算X向顺风向顶点最大加速度(m/s2)=0.015按荷载规范计算X向横风向顶点最大加速度(m/s2)=0.003按高钢规计算Y向顺风向顶点最大加速度(m/s2)=0.051按高钢规计算Y向横风向顶点最大加速度(m/s2)=0.003按荷载规范计算Y向顺风向顶点最大加速度(m/s2)=0.048按荷载规范计算Y向横风向顶点最大加速度(m/s2)=0.037=========================================================结构整体稳定验算结果=========================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10.689E+060.697E+065.8064854.49.9550.5520.865E+060.886E+063.6046434.67.0768.6830.877E+060.894E+063.6028476.110.89113.0040.777E+060.778E+063.6010518.265.93266.28该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算该结构刚重比Di*Hi/Gi大于20,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,Y410.6043E+040.6244E+041.001.00310.8011E+040.8362E+041.331.34210.9746E+040.1012E+051.221.21110.8359E+040.8824E+040.860.87X方向最小楼层抗剪承载力之比:0.86层号:1塔号:1Y方向最小楼层抗剪承载力之比:0.87层号:1塔号:110.2SATWE-位移////////////////////////////////////////////////////////////////////|公司名称:||SATWE位移输出文件||文件名称:WDISP.OUT||工程名称:泰州市万事达商贸有限责任公司办公楼设计人:王婷婷|工程代号:校核人:日期:2012/6/1|////////////////////////////////////////////////////////////////////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方向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DMax-Dx/hDxR/DxRatio_AX412319.259.173600.2310.880.871/4113.99.9%1.00311748.408.343600.1741.821.801/1982.45.6%1.59211176.626.573600.1172.642.621/1361.15.5%1.6411603.993.965800.603.993.961/1179.99.9%1.43X方向最大值层间位移角:1/1179.(第1层第1塔)===工况2===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY412769.119.113600.2760.870.871/4116.99.9%1.00312238.278.273600.2151.781.781/2020.44.9%1.57211666.526.523600.1622.582.581/1394.17.0%1.62111093.953.955800.1093.953.951/1191.99.9%1.44Y方向最大层间位移角:1/1191.(第1层第1塔)===工况3===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_AX412310.600.601.003600.2830.060.061.001/9999.81.2%1.00311740.540.541.003600.1740.110.111.001/9999.43.8%1.39211170.430.431.003600.1170.160.161.001/9999.23.0%1.5411600.260.261.005800.600.260.261.001/9999.99.9%1.48X方向最大层间位移角:1/9999.(第4层第1塔)X方向最大位移与层平均位移的比值:1.00(第4层第1塔)X方向最大层间位移与平均层间位移的比值:1.00(第3层第1塔)===工况4===Y方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy412769.229.221.003600.2680.880.881.00312198.348.341.003600.2031.791.791.00211666.556.551.003600.1662.592.591.00111053.953.951.005800.1053.953.951.00Y方向最大位移与层平均位移的比值:1.00(第4层第1塔)Y方向最大层间位移与平均层间位移的比值:1.00(第4层第1塔)===工况5===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)41278-0.3231176-0.6721119-0.761162-0.60===工况6===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)41266-0.2731209-0.2721152-0.231195-0.1510.3SATWE-配筋、验算第1层配筋、验算======================================================================柱配筋和验算输出======================================================================N-C=1(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱角柱矩形截面(29)Nu=-869.Uc=0.243Rs=0.89(%)Rsv=0.40(%)Asc=380.1(18)N=-536.Mx=-18.My=16.Asxt=1091.(18)N=-536.Mx=-18.My=16.Asyt=785.(18)N=-536.Mx=17.My=8.Asxb=1091.(18)N=-536.Mx=17.My=8.Asyb=785.(1)N=-793.Vx=7.Vy=20.Ts=0.Asvx=88.Asvx0=0.(1)N=-793.Vx=7.Vy=20.Ts=0.Asvy=88.Asvy0=0.抗剪承载力:CB_XF=133.1CB_YF=164.8(29)N=-584.Vjx=-373.Asvjx=96.(31)N=-585.Vjy=-501.Asvjy=96.N-C=2(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1145.Uc=0.320Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-980.Mx=-249.My=-12.Asxt=670.Asxt0=413.(33)N=-715.Mx=-81.My=168.Asyt=670.Asyt0=179.(35)N=-980.Mx=-290.My=-16.Asxb=670.Asxb0=631.(33)N=-715.Mx=-49.My=221.Asyb=670.Asyb0=467.(1)N=-1133.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1133.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承载力:CB_XF=144.4CB_YF=147.9(29)N=-713.Vjx=-547.Asvjx=96.(31)N=-809.Vjy=-562.Asvjy=96.N-C=3(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1133.Uc=0.317Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-969.Mx=-244.My=-11.Asxt=670.Asxt0=393.(32)N=-708.Mx=-62.My=-165.Asyt=670.Asyt0=172.(35)N=-969.Mx=-282.My=-15.Asxb=670.Asxb0=598.(32)N=-708.Mx=-23.My=-220.Asyb=670.Asyb0=467.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承载力:CB_XF=143.8CB_YF=147.3(28)N=-720.Vjx=531.Asvjx=96.(31)N=-802.Vjy=-548.Asvjy=96.N-C=4(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1128.Uc=0.316Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-964.Mx=-239.My=-11.Asxt=670.Asxt0=368.(32)N=-709.Mx=-64.My=-165.Asyt=670.Asyt0=174.(35)N=-964.Mx=-274.My=-15.Asxb=670.Asxb0=560.(32)N=-709.Mx=-25.My=-220.Asyb=670.Asyb0=468.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承载力:CB_XF=143.9CB_YF=147.4(29)N=-711.Vjx=-532.Asvjx=96.(31)N=-799.Vjy=-535.Asvjy=96.N-C=5(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1124.Uc=0.314Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-960.Mx=-233.My=-11.Asxt=670.Asxt0=343.(32)N=-709.Mx=-66.My=-165.Asyt=670.Asyt0=173.(35)N=-960.Mx=-267.My=-15.Asxb=670.Asxb0=522.(32)N=-709.Mx=-28.My=-220.Asyb=670.Asyb0=467.(1)N=-1126.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1126.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承载力:CB_XF=143.9CB_YF=147.4(29)N=-713.Vjx=-532.Asvjx=96.(31)N=-797.Vjy=-523.Asvjy=96.=============================================================梁配筋和验算输出=============================================================N-B=1(I=57,J=61)(1)B*H(mm)=250*500Lb=3.90Cover=20Nfb=3Rcb=30.0Fy=360.Fyv=270.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.50梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-157.-103.-58.-19.0.-4.-44.-92.-148.LoadCase(29)(29)(33)(33)(0)(32)(32)(28)(28)TopAst789.497.272.250.0.250.250.441.742.%Steel0.690.430.240.200.000.200.200.390.65+M(kNm)114.101.86.66.34.48.66.80.92.LoadCase(32)(32)(28)(28)(1)(29)(29)(33)(33)BtmAst573.486.412.309.250.250.314.382.462.%Steel0.500.420.360.270.200.200.270.330.40Shear122.105.92.78.-66.-82.-96.-109.-126.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv34.34.34.34.34.34.34.34.34.Rsv0.140.140.140.140.140.140.140.140.14Tmax/Shear(1)=0.2/-64.Astt=0.Astv=34.5Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=34.N-B=2(I=61,J=65)(1)B*H(mm)=250*500Lb=3.90Cover=20Nfb=3Rcb=30.0Fy=360.Fyv=270.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.50梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-139.-89.-46.-10.0.-11.-47.-90.-140.LoadCase(29)(29)(33)(33)(0)(32)(32)(28)(28)TopAst700.424.250.250.0.250.250.428.704.%Steel0.610.370.200.200.000.200.200.370.62+M(kNm)82.74.63.48.33.49.65.76.84.LoadCase(32)(32)(28)(28)(0)(29)(29)(33)(33)BtmAst413.351.298.250.250.250.305.358.421.%Steel0.360.310.260.200.200.200.270.310.37Shear115.98.86.72.56.-71.-86.-98.-115.LoadCase(29)(29)(29)(29)(29)(28)(28)(28)(28)Asv34.34.34.34.34.34.34.34.34.Rsv0.140.140.140.140.140.140.140.140.14Tmax/Shear(1)=0.0/62.Astt=0.Astv=34.5Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=34.第2层配筋、验算=============================================================柱配筋和验算输出=============================================================N-C=1(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱角柱矩形截面(29)Nu=-603.Uc=0.169Rs=0.86(%)Rsv=0.40(%)Asc=314.2(32)N=-324.Mx=-61.My=-60.Asxt=873.(32)N=-324.Mx=-61.My=-60.Asyt=826.(32)N=-324.Mx=-18.My=-42.Asxb=873.(32)N=-324.Mx=-18.My=-42.Asyb=826.(1)N=-576.Vx=10.Vy=26.Ts=0.Asvx=88.Asvx0=0.(1)N=-576.Vx=10.Vy=26.Ts=0.Asvy=88.Asvy0=0.抗剪承载力:CB_XF=164.5CB_YF=175.9(29)N=-357.Vjx=-264.Asvjx=96.(31)N=-359.Vjy=-375.Asvjy=96.N-C=2(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-804.Uc=0.225Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-685.Mx=-208.My=-8.Asxt=670.Asxt0=425.(33)N=-589.Mx=-69.My=138.Asyt=670.Asyt0=149.(35)N=-685.Mx=-131.My=-6.Asxb=670.Asxb0=16.(33)N=-589.Mx=-23.My=123.Asyb=670.Asyb0=67.(1)N=-818.Vx=1.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-818.Vx=1.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承载力:CB_XF=168.3CB_YF=173.9(29)N=-450.Vjx=-388.Asvjx=96.(31)N=-493.Vjy=-431.Asvjy=96.N-C=3(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-797.Uc=0.223Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-678.Mx=-204.My=-9.Asxt=670.Asxt0=412.(33)N=-587.Mx=-70.My=135.Asyt=670.Asyt0=136.(35)N=-678.Mx=-129.My=-8.Asxb=670.Asxb0=7.(33)N=-587.Mx=-24.My=116.Asyb=670.Asyb0=34.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承载力:CB_XF=167.7CB_YF=173.3(28)N=-450.Vjx=381.Asvjx=96.(31)N=-487.Vjy=-422.Asvjy=96.N-C=4(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-794.Uc=0.222Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-676.Mx=-200.My=-9.Asxt=670.Asxt0=393.(33)N=-588.Mx=-72.My=135.Asyt=670.Asyt0=135.(1)N=-812.Mx=-33.My=0.Asxb=670.Asxb0=0.(33)N=-588.Mx=-25.My=117.Asyb=670.Asyb0=35.(1)N=-812.Vx=0.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-812.Vx=0.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承载力:CB_XF=167.7CB_YF=173.3(29)N=-446.Vjx=-380.Asvjx=96.(31)N=-486.Vjy=-413.Asvjy=96.N-C=5(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-792.Uc=0.222Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-673.Mx=-196.My=-9.Asxt=670.Asxt0=375.(33)N=-590.Mx=-74.My=135.Asyt=670.Asyt0=134.(1)N=-813.Mx=-33.My=0.Asxb=670.Asxb0=0.(33)N=-590.Mx=-27.My=117.Asyb=670.Asyb0=33.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承载力:CB_XF=167.7CB_YF=173.3(29)N=-447.Vjx=-380.Asvjx=96.(31)N=-485.Vjy=-405.Asvjy=96.=============================================================梁配筋和验算输出=============================================================N-B=1(I=114,J=118)(1)B*H(mm)=250*500Lb=3.90Cover=20Nfb=3Rcb=30.0Fy=360.Fyv=270.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.50梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-117.-72.-36.-6.0.0.-29.-67.-112.LoadCase(29)(29)(33)(33)(0)(0)(32)(28)(28)TopAst589.343.250.250.0.0.250.314.563.%Steel0.520.300.200.200.000.000.200.270.49+M(kNm)70.67.62.51.33.42.52.57.59.LoadCase(32)(32)(28)(28)(1)(29)(29)(33)(33)BtmAst352.315.291.250.250.250.250.266.313.%Steel0.310.280.250.200.200.200.200.230.25Shear102.87.74.60.-45.-61.-76.-88.-104.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv34.34.34.34.3434.34.34.34.Rsv