地震作用下框架结构内力分析.xls

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1、一一、计计算算简简图图14.116.313.513.3ABC90006525Ec(kN/m2)=3.00E+07二二、框框架架梁梁线线刚刚度度计计算算B(m)H(m)砼标号C40.350.90300.350.703030.350.90300.350.703020.350.90300.350.703010.350.90300.350.7030三三、框框架架柱柱线线刚刚度度计计算算B(m)H(m)砼标号C40.60.6300.550.553030.60.6300.550.553020.60.6300.550.553010.60.6300.550.5530四四、柱柱侧侧移移刚刚度度计计算算楼层ic(

2、m4)i(m4)4 A轴边柱8.31E+041.71B轴中柱8.31E+042.81C轴边柱5.87E+041.57D(kN/m)8.88E+043 A轴边柱9.00E+041.58B轴中柱9.00E+042.60C轴边柱6.35E+041.45D(kN/m)1.08E+052 A轴边柱9.00E+041.58B轴中柱9.00E+042.60C轴边柱6.35E+041.45D(kN/m)1.08E+051 A轴边柱6.61E+04 2.14E+00B轴中柱6.61E+04 3.53E+00C轴边柱4.67E+04 1.97E+00D(kN/m)5.97E+04五五、框框架架侧侧移移计计算算楼层

3、Fi(kN)Vi(kN)D(kN/m)414.114.18.88E+04316.330.41.08E+05213.543.91.08E+05113.357.25.97E+04u(mm)1.80h4=3.9h3=3.6h2=3.6h1=4.9Ec(kN/m2)L(m)I0(m4)I0(m4)Ibi=Ec*Ib/L(kNm)3.00E+079.000.020.041.42E+053.00E+076.530.010.029.20E+043.00E+079.000.020.041.42E+053.00E+076.530.010.029.20E+043.00E+079.000.020.041.42E+0

4、53.00E+076.530.010.029.20E+043.00E+079.000.020.041.42E+053.00E+076.530.010.029.20E+04Ec(kN/m2)L(m)Ic(m4)Ic(m4)3.00E+073.90.01088.31E+043.00E+073.90.00762555.87E+043.00E+073.60.01089.00E+043.00E+073.60.00762556.35E+043.00E+073.60.01089.00E+043.00E+073.60.00762556.35E+043.00E+074.90.01086.61E+043.00E+

5、074.90.00762554.67E+04aH(m)D(kN/m)根数0.46043.93.02E+0410.583.903.83E+0410.443.902.03E+0410.443.603.67E+0410.563.604.71E+0410.423.602.47E+0410.44063.63.67E+0410.56493.64.71E+0410.41993.62.47E+0410.63804.92.11E+0410.72904.92.41E+0410.62224.91.45E+041u(m)h(m)u/hh/u1.59E-043.94.07E-05245692.80E-043.67.78

6、E-05128484.05E-043.61.12E-0488979.58E-044.352.20E-044540一、风荷载作用下柱端弯矩及剪力计算柱楼层Vj(kN)A414.1330.4243.9157.2B414.1330.4243.9157.2C414.1330.4243.9157.2二、梁端弯矩计算边梁楼层柱端弯矩(kNm)M(kNm)4011.4911.4937.1920.3727.56216.6629.4146.08124.0644.5568.61中间梁楼层柱端弯矩(kNm)M(kNm)4013.2613.26310.4624.6935.15222.7935.6658.45132.9

7、250.9083.82三、梁端剪力计算楼层Mab(kNm)Mba(kNm)411.498.04327.5621.32246.0835.45168.6150.83楼层Mbc(kNm)Mcb(kNm)45.227.82313.8318.48223.0131.01132.9946.87四、轴力计算楼层Vab(kN)Na(kN)42.17-2.1735.43-7.6029.06-16.66113.27-29.9311.497.1927.5616.6646.0824.0668.6154.454.7910.2914.8520.20Dij(kN/m)D(kN/m)Dij/DVij(kN)yh(m)yh(m)

8、3.02E+048.88E+040.344.790.3853.91.503.67E+041.08E+050.3410.290.453.61.623.67E+041.08E+050.3414.850.453.61.622.11E+045.97E+040.3520.200.554.92.703.83E+048.88E+040.436.080.4413.901.724.71E+041.08E+050.4313.190.483.601.734.71E+041.08E+050.4319.050.483.601.732.41E+045.97E+040.4023.080.554.902.702.03E+04

9、8.88E+040.233.230.3793.901.482.47E+041.08E+050.236.920.453.601.622.47E+041.08E+050.2310.000.453.601.621.45E+045.97E+040.2413.910.554.902.70Mab(kNm)柱端弯矩(kNm)M(kNm)Mcb(kNm)011.497.827.827.824.7727.5613.7118.4818.4811.2146.0819.7931.0131.0116.1968.6130.6846.8746.87K左(kNm)K右(kNm)Mba(kNm)Mbc(kNm)1.42E+05

10、9.20E+048.045.221.42E+059.20E+0421.3213.831.42E+059.20E+0435.4523.011.42E+059.20E+0450.8332.99Vab=Vba(kN)Lab(m)2.1795.4399.06913.279Vbc=Vcb(kN)Lbc(m)2.006.5254.956.5258.286.52512.246.525Vba(kN)Vbc(kN)Nb(kN)Vcb(kN)Nc(kN)2.1720.17225.434.950.654.956.959.068.271.448.2715.2213.2712.22.5112.227.428.0411.

11、4913.267.825.227.8221.3220.3724.6918.4810.464.7713.7113.8335.4529.4135.6631.0122.7911.2119.7923.0150.8344.5550.9046.8732.9216.1930.6832.9962.2137.49M M图图(）2.1726.083.235.434.9513.196.929.068.2719.0510.0013.2712.2023.0813.91V V图图（)-2.170.172-7.600.656.95-16.661.4415.22-29.932.5127.42N N图图（)Mc上(kNm)Mc下(kNm)11.497.1920.3716.6629.4124.0644.5554.4513.2610.4624.6922.7935.6632.9250.9062.217.824.7713.7111.2119.7916.1930.6837.49