办公楼毕业设计配筋.xlsx
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1、表9-1梁跨中正截面弯矩承载力截面L0bh0M1.2MM翼缘五层AB跨中670030056586.21103.451546.55 BC跨中31002503652.593.11405.41四层AB跨中6700300565109.19131.031546.55 BC跨中31002503651.261.51405.41三层AB跨中6700300565109.85131.821546.55 BC跨中31002503651.341.61405.41二层AB跨中6700300565109.69131.631546.55 BC跨中31002503651.371.64405.41一层AB跨中670030056
2、5111.15133.381546.55 BC跨中31002503650.040.05405.41 表9-2梁端正截面正弯矩承载力截面hsREM五层AB左565350.7516.69 AB右565350.751.86 BC左365350.752.33四层AB左565350.7528.56 AB右565350.7510.86 BC左365350.7520.02三层AB左565350.7570.25 AB右565350.7546.35 BC左365350.7528.67二层AB左565350.7592.71 AB右565350.7561.06 BC左365350.7542.37一层AB左56535
3、0.75110.5 AB右565350.7570.92 BC左365350.7544.13截面h0as五层AB左56535 AB右56535 BC左36535四层AB左56535 AB右56535 BC左36535三层AB左56535 AB右56535 BC左36535二层AB左56535 AB右56535 BC左36535一层AB左56535 AB右56535 BC左36535截面五层四层 AB梁左MAB梁右MBC梁左MAB梁左MAB梁右MBC梁左M重力荷载-27.92-37.95-14.25-54.85-62.02-13.37地震作用34.31-27.7612.7564.16-56.062
4、5.68 -34.3127.76-12.75-64.1656.06-25.68顺时针组11.10-9.45-0.5217.59-1.5517.34 逆时针组-78.11-81.63-33.68-149.23-147.30-49.43 maxM89.2133.15166.8266.77VGb78.1782.7536.52123.05115.5343.08Vb93.4698.0452.43151.65144.1375.13Mb89.2172.18166.82145.76Mc107.0586.61200.18174.91截面五层四层 AB跨BC跨AB跨BC跨左端右端左(右)左端右端左(右) V78.
5、1782.7536.52128.39121.1425.99VGb78.1782.7536.52123.05115.5343.08Vb93.4698.0452.43151.65144.1375.13REVb79.4483.3444.57128.90122.5163.86605.96605.96391.46605.96605.96391.46 101.80101.8065.77101.80101.8065.77 786.571029.38 s加密200.00200.00200.00100.00200.00200.00 s 非加密200.00200.00200.00200.00节点A柱(D柱)节点M
6、c上柱下柱582.611.0082.6110 4182.890.3666.180.64116.719 3239.320.3687.000.64152.328 2270.330.3698.560.64171.777 1283.600.39110.550.61173.056 139.736表9-8 有震 时 的 弯 矩 最大层柱内力 MN5边柱71.82366.234.50020196 66.18421.294.50020157中柱60.25405.464.50020149 55.09460.524.500201204边柱66.72853.014.5002078 66.53963.124.5002
7、069中柱56.3924.354.5002061 55.921417.714.50020393边柱66.531339.754.5002050 66.341504.924.5002044中柱55.921443.294.5002039cm上cM上cm下cM下0lae0e55.741608.464.50020352边柱66.891826.54.5002037 67.882046.734.5002033中柱56.331962.24.5002029 63.762182.444.50020291边柱52.022316.84.9002022 26.012609.374.9002010中柱43.172484.
8、914.9002017 22.072778.034.900208层A柱(D柱)B柱(C柱)HnMctMcbvcVcHn5382.60566.181.259.513 43116.712871.281.483 33152.3298.561.2100.353 23171.768110.5521.2112.933 14.3173.048139.7361.287.294.3截面五层四层 边柱中柱边柱 上端下端上端下端上端下端N332.91375.44356.77399.31758.2843.27Vmax53.4853.4853.853.870.7470.740.2cfcbh0888.15888.1588
9、8.15888.15888.15888.15nAsv1/s-6.17-6.19-6.18-6.20-6.83-6.86截面跨中A板lx方向 ly方向B板lx方向 ly方向C板lx方向 ly方向支座A板x-x y-yB板x-x y-yC板x-x y-y3中柱sAsminbh计算配筋实际配筋0.00940.0047323903902 16 0.00140.000721501802 12 0.01200.0060403903902 16 0.00070.000311501802 12 0.01200.0060413903902 16 0.00070.000411501802 12 0.01200.0
10、060413903902 16 0.00070.000411501802 12 0.01220.0061413903902 16 0.00000.000001501802 12REMAs按 跨 中 正 弯矩配筋实际实际配筋率配筋面积 12.52873902 164020.00237 1.4073902 164020.00237 1.75151802 122260.00206 21.421123902 164020.00237 8.15433902 164020.00237 15.021261802 122260.00206 52.692763902 164020.00237 34.761823
11、902 164020.00237 21.501811802 122260.00206 69.533643902 164020.00237 45.802403902 164020.00237 31.782671802 143080.00281 82.884343902 16+1 14555.90.00328 53.192793903 144610.00272 33.102791803 123390.00310REMREMAss 0.7578.158.58402-0.01324-0.01315 0.7581.6261.22402-0.01131-0.01125 0.7533.6725.25226-
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