框架柱纵向钢筋计算表三

柱层次MNbh00.3实配钢筋A1244.2289.09400*86554125516.8066259.50.018277.5711428（2463）52.25115.65400*86554125472.11227259.50.023343.02445428（2463）2--1147.651107.1400*8655375063.067259.51.0071764.155428（2463）65.11463.055400*8655375064.420443259.51.0062340.2882428（2463）138.91209.144400*8655550052.253118259.51.0181883.6552428（2463）2.011598.177400*8655440021.325775259.51.0542326.6003428（2463）D1214.6887.8600*56554125187.83006169.50.018208.1222628（3695）22.58109.8600*56554125226.10443169.50.022282.30443628（3695）2--1134.411486.811600*5655375043.130778169.51.0032393.9333628（3695）32.41188.28600*56553750192.3433169.50.842444.3044628（3695）115.631605.3600*5655550029.761332169.51.0252472.8008628（3695）7.292057.177600*5655440023.530662169.51.0363103.7115628（3695）128.1568.65500*8655412539.358554259.51.02395.442448428（2463）20.1290.95500*86554125241.69771259.50.867191.09448428（2463）G2--1143.71867.1500*8655375070.443009259.50.9991399.7775428（2463）47.031243.299500*8655375057.830005259.51.0121958.4668428（2463）159.42946.39500*8655550082.884992259.50.9871568.0001428（2463）66.91334.944500*8655440070.138553259.51.0002158.4887428（2463）e0=M/N；ea取偏心方向截面尺寸的1/30和20mm中的较大值；ei=e0+ea；ζ1=0.5fcA/N,当ζ1>1.0时取1.0；ζ2=1.15-0.01l0/h，当l0/h<15时，取ζ2=1.0；（大偏心受压）（小偏心受压）（大偏心受压）（小偏心受压）式中—轴向压力对截面重心的偏心距；—附加偏心距；—初始偏心距；ζ1—偏心受压构件的截面曲率修正系数；ζ2—构件长细比对截面