框架柱縱向鋼筋計算表

柱層次MNbh00.3實配鋼筋A(yù)12153.04151.18400*865541251032.3003259.50.031731.96335428（2463）181.16201.86400*86554125917.45337259.50.041899.71229428（2463）2--11102.422042.333400*8655375070.14866259.50.4903308.9881428（2463）135.912822.433400*8655375068.153554259.50.4914556.755428（2463）155.4153.04400*86555500381.99669259.50.508401.52443428（2463）18.52192.35400*86554400116.28228259.50.510334.99991428（2463）D1224.06161.66600*56554125168.83009169.50.018367.608842827.8214.07600*56554125149.86441169.50.022465.43888（2463）2--1144.852027.144600*5655375042.124777169.50.5043256.088642837.462986.011600*5655375032.545117169.50.5104649.6331（2463）127.452213.033600*5655550032.403881169.50.5103442.83364288.473260.755600*5655440022.597556169.50.5124908.1772（2463）12100.46113.91500*86554125901.92443259.50.023501.78882428（2463）93.49146.12500*86554125659.81666259.50.030525.24001428（2463）G2--1181.711997.744500*8655375060.901222259.50.5093172.9991428（2463）95.292687.855500*8655375055.452113259.50.5134223.1119428（2463）178.012187.988500*8655550055.653889259.50.5133437.7009428（2463）56.932941.322500*8655440039.355226259.50.5154463.8001428（2463）e0=M/N；ea取偏心方向截面尺寸的1/30和20mm中的較大值；ei=e0+ea；ζ1=0.5fcA/N,當(dāng)ζ1>1.0時取1.0；ζ2=1.15-0.01l0/h，當(dāng)l0/h<15時，取ζ2=1.0；（大偏心受壓）（小偏心受壓）（大偏心受壓）（小偏心受壓）式中—軸向壓力對截面重心的偏心距；—附加偏心距；—初始偏心距；ζ1—偏心受壓構(gòu)件的截面曲率修正系數(shù)；ζ2—構(gòu)件長細(xì)比對截面