办公楼毕业设计配筋新.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31003003652.593.11405.41四层AB跨中6700300565110.95133.141546.55 BC跨中31003003651.261.51405.41三层AB跨中6700300565109.85131.821546.55 BC跨中31003003651.341.61405.41二层AB跨中6700300565115.54138.651546.55 BC跨中31003003651.371.64405.41一层AB跨中665030056
2、5123.16147.791546.55 BC跨中30503003650.150.18405.41 表9-2梁端正截面正弯矩承载力截面hsREM五层AB左565350.7578.1 AB右565350.7581.62 BC左365350.7533.67四层AB左565350.75149.22 AB右565350.75147.3 BC左365350.7549.42三层AB左565350.75190.86 AB右565350.75178.55 BC左365350.7573二层AB左565350.75125.18 AB右565350.75193.5 BC左365350.7571.65一层AB左565
3、350.75219.57 AB右565350.75194.49 BC左365350.7575.13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
4、.0625.68 -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)
5、V78.1782.7536.52128.39121.1425.99VGb78.1782.7536.52123.05115.5343.08Vb93.4698.0452.43151.65144.1375.13REVb79.4483.3444.57128.90122.5163.86605.96605.96391.46605.96605.96391.46 101.80101.8065.77101.80101.8065.77 786.571029.38 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
6、)节点Mc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82.61249.684.50020331 66.18281.584.50020235中柱83.06267.584.50020310 103.66299.484.500203464边柱116.71606.564.50020192 87.00674.6
7、24.50020129中柱103.66639.934.50020162 91.61980.54.50020933边柱152.32946.724.50020161 98.561048.814.5002094中柱122.03995.494.50020123cm上cM上cm下cM下0lae0e106.641097.574.50020972边柱171.771282.384.50020134 110.551418.494.5002078中柱126.541351.964.5002094 131.641488.044.50020881边柱173.051618.574.90020107 139.7361799
8、.394.9002078中柱107.811711.834.9002063 160.211893.044.9002085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N332.91375.44356.77399.31758.2843.27Vmax53.4853.4853.853.870.747
9、0.740.2cfcbh0888.15888.15888.15888.15888.15888.15nAsv1/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 0.00140.000731801802 12 0.01220.0061413903902 16 0.00070.000311801802 12 0.01200.0060413903902 16 0.0007
10、0.000421801802 12 0.01270.0063433903902 16 0.00070.000421801802 12 0.01350.0068463903902 16 0.00010.000001801802 12REMAs按 跨 中 正 弯矩配筋实际实际配筋率配筋面积 58.584093903 163070.00181 61.223213903 163210.00189 25.252131803 162130.00195 111.925873903 165870.00346 110.485793903 165790.00342 37.073121803 163120.0028
11、5 143.157503903 207500.00442 133.917023903 207020.00414 54.754611803 204610.00421 93.894923903 204340.00256 145.137613903 207610.00449 53.744521803 204520.00413 164.688633903 208630.00509 145.877653903 207650.00451 56.354741803 204730.00432REMREMAss 0.7578.158.583070.000000.00000 0.7581.6261.22321-0
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