《初级中学援建项目4号楼结构计算书.docx》由会员分享，可在线阅读，更多相关《初级中学援建项目4号楼结构计算书.docx（43页珍藏版）》请在taowenge.com淘文阁网|工程机械CAD图纸|机械工程制图|CAD装配图下载|SolidWorks_CaTia_CAD_UG_PROE_设计图分享下载上搜索。
1、初级中学援建项目结构计算书二.结构周期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10.9S541.210.98 (0.98+0.00)0.0220.7928110.340.13 (0.02+0.12 )0.8730.682888.580.88 (0.00+0.88)0.1240.28900.990.99 (0.99+0.00)0.0150.2246105.480.13 (0.01+0.12)0.8760.187488.870.88 (0.00+0.88)0.1270.14820.840.99 (0.99+0.00)0.0180.107
2、7102.350.14(0.01+0.13)0.8690.09110.910.99 ( 0.99+0.00)0.01地震作用最大的方向=0.211 (度)分别考虑X,Y,Z方向地震作用时的振型参与系数（考虑耦联）振型号周期X向Y向Z向10.955461.531.280.0020.79287.70-20.530.0030.68281.4156.850.0040.289022.860.430.0050.2246-2.338.960.0060.18740.4624.030.0070.148213.720.190.0080.1077-1.165.490.0090.09119.110.190.00各振型
3、作用下X方向的基底剪力振型号剪力(kN)1749.78213.8930.534209.1052.1860.09775.3480.49928.22X向地震作用参与振型的有效质量系数振型号1有效质量系数() 80.6821.2630.04411.14560.120.0074.0180.0391.77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向地菠作用卜结构的楼层剪力Mx:X向地震作用下结构的弯矩Static Fx:底部剪力法X向的地震力FloorTowerFxVx (分塔剪重比)(整层剪重比)(kN)(kN)(注意:下面分塔输出的剪重
4、比不适合丁上连多塔结构)Mx(kN-m)Static Fx(kN)61315.29315.29(2.99%)(2.99%)1103.51338.8351175.33461.71(2.59%)(2.59%)2698.43143.0441171.29572.74(2.28%)(2.28%)4634.65115.2231171.33664.58(2.06%)(2.06%)6838.2587.4121159.63739.87(1.87%)(1.87%)9261.8759.6011112.80787.45(1.68%)(1.68%)12222.5932.22抗震规范(525)条要求的X向楼层最小剪重比=
5、0.80%X向地震作用下结构主振型的周期=0.9554X方向的有效质量系数：99.06%各振型作用下丫方向的基底剪力振型号剪力(kN)10.32298.713866.0640.07532.106230.9770.01811.1290.01Y向地震作用参与振型的有效质量系数振型号有效质量系数()10.0328.98368.8840.0051.71612.3170.0080.6490.00各层丫方向的作用力(CQQFloor :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 Static Fy:底部剪力法丫向的地震力Flo
6、orTowerFy (kN)Vy （分塔剪重比）（整层剪重比）（kN）My (kN-m)Static Fy(kN)（注意:下面分塔输出的剪重比不适合于上连多塔结构）61374.64374.64(3.5S%)(3.55%)1311.24451.1351199.33562.73(3.16%)(3.16%)3272.65197.4241182.06700.36(2.79%)(2.79%)5681.04159.0331178.26811.22(2.51%)(2.51%)8419.61120.6521140.07894.28(2.26%)(2.26%)11410.3482.261168.14934.26
7、(1.99%)(1.99%)15007.6244.47抗震规范（525）条要求的丫向楼层最小剪重比=0.80%Y向地宸作用下结构主振型的周期=0.6828丫方向的有效质量系数：92.56%“以上结果是在地震外力CQC卜的统计结果=各楼层地震剪力系数调整情况抗震规范（525）验算）=层号塔号X向调整系数丫向调整系数111.0001.000211.0001.000311.0001.000411.0001.000511.0001.000611.0001.000三.结构位移所有位移的单位为啥米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Ma
8、x-(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
9、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,YZ 方向的位移Top-Ax, Top-Ay : X,Y方向的主要屋面的顶点位移角=工况1=X方向地震作用下的楼层最大位移(强刚模型)Floor TowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AXTop-Ax6111765.885.703500.11760.670.65班236.36.0%1.00?9999.519735.265.103500.9730.910.881/3859.213%1.05
10、3999.417694.404.273500.7691.101.069 188.11.5%1.16179999.315653.333.243500.5651.221.19V2864.0.7%1.151999.213612.122.073500.3611.211.18V2890.33.8%0.943999.1 11570.910.894000.1570.910.89皿373.99.9%0.571999.X方向最大层间位移角：1/2864.（第3层第1塔）=工况2=X双向地震作用下的楼层最大位移（强刚模型）工况4=X-偶然偏心地震作用下的楼层增大位移（强刚模型）Floor TowerJmaxMax
11、-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AXTbp-Ax6111765.885.723500.11760.670.65ly5230.35.9%1.003999.519735.265.123500.9730.910.883856.21.2%1.0S3999.417694.404.293500.7691.101.073185.11.4%1.16W999.315653.333.253500.5651.221.19172863.0.7%1.15收999.213612.122.073500.3611.211.18V2889.33.8%0.9439
12、99.1 11570.910.894000.1570.910.89W372.99.9%0.57力999.X方向最大层间位移角：1/2863.(第3层第1塔）=工况 3 =X+偶然偏心地震作用下的楼层最大位移（强刚模型）Floor TowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio.AXTop-Ax6111765.835.703500.11760.660.653/5286.36.0%1.001/9999.519735.225.113500.9730.900.88心892.21.3%1.051999.417694.374.283
13、500.7691.091.063213.11.4%1.16的999.3156S3.313.243500.5651.211.191/2886.0.7%1.153999.213612.112.073500.3611.201.18X/2910.33.8%0.943999.1 11570.910.894000.1570.910.891/4400.99.9%0.573999.X方向最大层间位移角：3886.(第3层第1塔）Floor TowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AXTop-Ax6111765.925.70350
14、0.11760.670.64现87.36.0%1.00为999.519735.305.103500.9730.910.881;3827.21.3%1.04的999.417694.434.273500.7691.111.06V3162.11.5%1.161/9999.315653.363.243500.5651.231.19皿843.0.7%1.153999.213612.142.073500.3611.221.181/2870.33.8%0.943999.1 11570.920.894000.1570.920.891/4346.99.9%0.573999.X方向最大层间位移角：1/2843.(
15、第3层第1塔）=工况 5 =Y方向地震作用下的楼层最大位移（强刚模型）Floor TowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AYTop-Ay6112375.314.443500.12370.770.66加528.16.2%1.003999.5110534.563.803500.10530.940.781/3740.10.5%0.90出999.418493.643.043500.8491.050.871/3342.2.1%1.003999.316452.612.183500.6451.070.8913266.11.0
16、%0.96Iy9999.214411.541.293500.4410.940.79地 712.40.8%0.773999.1 12370.60o.so4000.2370.600.50珑708.92.9%0.433999.Y方向最大层间位移角：3266.(笫3层笫1塔）=工况 6 =Y双向地震作用下的楼层最大位移（强刚模型）Floor TowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AYTop-Ay6112375.394.523500.12370.780.671/4471.16.2%1.001/9999.5110534.6
17、33.873500.10530.950.803690.10.5%0.906999.418493.703.103500.8491.060.891/3295.2.1%1.003999.3164S2.652.223500.6451.090.913217.10.9%0.963999.214411.561.323500.4410.960.803653.40.6%0.773999.1 12370.610.514000.2370.610.51场 591.92.7%0.433999.Y方向最大层间位移角：1/3217.(第3层第1塔）=工况 7 =Y+偶然偏心地凝作用下的楼层最大位移（强刚模型）Floor T
18、owerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AYTop-Ay6112376.334.593500.12370.920.68心822.14.5%1.001999.5110535.443.943500.10531.110.81V3147.10.3%0.893999.418494.353.1S3500.8491.250.90V2807.2.0%0.99加999.316453.122.263500.6451.280.93V2736.10.7%0.95179999.214411.841.343500.4411.130.82V31
19、04.39.8%0.77达999.1 12370.720.524000.2370.720.521/5589.90.1%0.433999.Y方向最大层间位移角：1/2736.(第3层第1塔）=工况 8 =Y-偶然偏心地感作用下的楼层最大位移（强刚模型）Floor TowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AYTop-Ay6111674.684.293500.11670.690.6316081.18.2%1.00179999.519624.013.673500.9620.810.75皿302.10.9%0.913999
20、.417583.212.933500.7580.910.843855.2.2%1.013999.315542.322.113500.5540.940.861740.11.3%0.963999.213501.391.253500.3500.840.761/3186.41.9%0.77加999.11146O.SS0.494000.1460.550.491/7251.94.9%0.431999.Y方向最大层间位移角：3740.(第3层第1塔）=工况9 =X方向风荷载作用下的楼层最大位移（强刚模型）Floor TowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAv
21、e-DxRatio-DxMax-Dx/hDxR/DxRatio_AXTop-Ax6111761.291.281.013500.11760.110.111.01的999.51.5%1.003999.519731.181.171.013500.9730.170.171.011999.33.6%1.173999.417691.011.001.013500.7690.230.221.013999.19.6%1.341/9999.315650.780.771.013500.5650.270.271.01的999.5.0%1.331/9999.213610.510.S11.013500.3610.280.
22、281.013999.30.5%1.071/9999.111570.230.221.014000.1570.230.221.01力999.99.9%0.631/9999.X方向最大层间位移角：3999.（第6层第1塔）X方向最大位移与层平均位移的比值：1.01（第6层第1塔）X方向最大层间位移与平均层间位移的比值：1。1（第6层第1塔）=工况10= 丫方向风荷载作用下的楼层最大位移（强刚模型）Floor Tower Jmax Max-（Y） Ave-（Y） Ratio-（Y） hJmaxD Max-Dy Ave-Dy Ratio-Dy Max-Dy/h DyR/Dy Ratio_AYTop-A
23、y=工况11=竖向恒载作用下的楼层最大位移6111672.992.551.183500.11670.370.321.153377.26.0%1.00加999.519622.622.221.183500.9620.470.401.15V7S06.18.6%0.97加999.417582.151.821.183500.7580.560.481.16坛 271.8.4%1.10达999.315541.591.341.193500.5540.610.521.17175722.6.9%1.08利999.213500.980.821.203500.3500.580.491.19班062.40.2%0.86
24、加999.1 11460.400.331.224000.1460.400.331.223887.99.2%0.493999.丫方向最大层间位移角：班722.（第3层第1塔）丫方向最大位移与层平均位移的比值：1.22(第1层第1塔）Y方向最大层间位移与平均层间位移的比值：1.22（第1层第1塔）FloorTowerJmaxMax-(Z)611161-8.4751957-8.1141753-7.5831549-6.7421345-5.6311141-4.42=工况 12 =竖向活教作用下的楼层最大位移FloorTowerJmaxMax-(Z)611171-1.32511031-1.1641833-
25、1.1031629-1.0121425-0.8711150-0.75=工况13=X方向地震作用规定水平力下的楼层最大位移（强刚模型）FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X) Ratio-(X)hTop-AxAve-DxRatio-Dx6111766.035.961.013500.11760.670.661.013999.519735.355.291.013500.9730.910.901.01W99.417694.444.391.013500.7691.101.091.013999.315653.343.301.013500.5651.221.211.01
26、为999.213612.122.091.013500.3611.211.191.011/9999.111570.910.901.014000.1570.910.901.013999.X方向坡大位移与层平均位移的比值：1.01(第6层第1塔）X方向最大层间位移与平均层间位移的比值：1.01悌6层第1塔）=工况14= X+偶然偏心地震作用规定水平力下的楼层最大位移（强刚模型）FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxTop-Ax6111765.985.961.003500.11760.670.661.00的999.
27、519735.315.301.003500.9730.900.901.001999.417694.414.401.003500.7691.091.091.003999.315653.323.311.003500.5651.211.211.00179999.213612.102.101.003500.3611.201.201.00通999.111570.900.901.004000.1570.900.901.00加999.1.00（第1层第1塔）1.00（第1层第1塔）1.00（第1层第1塔）1.00（第1层第1塔）X方向最大位移与层平均位移的比值：X方向最大层间位移与平均层间位移的比值:=工况
28、15 =Xd禺然偏心地震作用规定水平力下的楼层最大位移（强刚模型）=工况16= 丫方向地震作用规定水平力下的楼层最大位移（强刚模型）FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X) Ratio-(X)hTop-AxAve-DxRatio-Dx6111766.075.961.023500.11760.680.661.023999.519735.405.291.023500.9730.920.901.021/9999.417694.484.391.023500.7691.111.091.021999.3156S3.363.301.023500.5651.231.211
29、.023/9999.213612.132.091.023500.3611.221.191.023999.111570.920.901.024000.1570.920.901.023999.X方向最大位移与层平均位移的比值：1.02(第6层第1塔）X方向最大层间位移与平均层间位移的比值：1.02（笫6层第1塔）FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyTop-Ay6111674.674.041.163S00.11670.690.601.153999.519623.983.441.163500.9620.810.7
30、11.14M999.417583.182.731.163500.7580.900.781.153999.315542.281.951.173500.5540.920.801.153999.213501.361.151.183500.3500.820.701.171/9999.111460.540.4S1.204000.1460.540.451.203999.丫方向最大位移与层平均位移的比值：1.20（第1层第1塔）丫方向最大层间位移与平均层间位移的比值：1.20（第1层第1塔）=工况17= Y+偶然偏心地震作用规定水平力下的楼层最大位移（强刚模型）Floor Tower Jmax Max-(Y
31、) Ave-(Y) Ratio-(Y) hJmaxDMax-DyAve-DyRatio-DyTop-Ay6112374.544.001.143500.12370.670.591.123999.5110533.873.401.143500.10530.800.701.14M999.418493.072.701.143500.8490.890.781.143999.316452.181.921.133500.6450.900.791.14W99.214411.281.131.133500.4410.790.691.143999.1 12370.490.441.114000.2370.490.441
32、.111/9999.5层第1塔）4层第1塔）Y方向最大位移与层平均位移的比值：1.14（第Y方向最大层间位移与平均层间位移的比值：1.14（第=工况18 =Y-偶然偏心地震作用规定水平力下的楼层最大位移（强刚模型）Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ave-DyRatio-(Y)Ratio-DyhTop-Ay6111675.894.081.443500.11670.860.611.413999.519625.033.481.453500.9621.020.711.423999.417584.022.771.453500.7581.130.791.43
33、3999.315542.891.971.463500.5541.170.811.443999.213501.721.171.483500.3501.040.711.463999.1 11460.680.461.S04000.1460.680.461.50179999.Y方向最大位移与层平均位移的比值：1.50（笫1层笫1塔）Y方向最大层间位移与平均层间位移的比值：1.50（第1层第1塔）四.倾覆力矩比值及0.2V0调整*拿*拿*冬*各层各塔的规定水平力*层号塔号X向(KN)Y向(KN)61315.3374.651146.4188.141111.0137.63191.8110.92175.383.11147.640.0*