附表22 框架A柱正截面受弯承载力计算（非抗震）2 (2).xlsVIP免费

框架梁正截面配筋计算表层次支座截面（按矩形截面计算）计算公式左右左六M/KN·m-237.254-267.024-89.648300*565300*565300*4150.17324445990.19498271330.1213352864ξ=1-0.09073901430.10277244430.0626288283610.93822167691.95830301309.725651075405404059119119112Φ14+3Φ162Φ14+3Φ162Φ14+3Φ160.750.750.6一M/KN·m-305.644-279.555-114.39300*565300*565300*4150.22318329590.20413293340.1548226777ξ=1-0.11862794230.10788618070.0806647389798.71204997726.38866408398.920744135405404059119119112Φ14+3Φ162Φ14+3Φ162Φ14+3Φ160.750.750.6层次计算公式六M/KN·m205.73239.2162100*565700*4151819.818426.4260.02146098347836930.0227474659177374ξ=1-0.01078868965138160.0114391601513528508.475438556969131.999964285395540405127210175Φ184Φ18一M/KN·m165.883223.17742100*565700*4151819.818426.4260.01730414624141620.0134441839188537ξ=1-0.008689829690735060.00674483838182538409.55529408671577.8307510107219梁AB梁BCb*h0/mm*mmαs=M/(α1fcbh02)＜ξb＜ξb＜ξbAs=α1fcbh0ξ/fy/mm2As,min=ρminbhξ/mm2实配钢筋/mm2纵向受压钢筋/纵向受拉钢筋b*h0/mm*mmαs=M/(α1fcbh02)＜ξb＜ξb＜ξbAs=α1fcbh0ξ/fy/mm2As,min=ρminbhξ/mm2实配钢筋/mm2纵向受压钢筋/纵向受拉钢筋跨中截面（按T形截面计算）梁AB梁BCbf'*h0/mm*mmα1fcbf'hf'(h0-0.5hf')αs=M/(α1fcbf'h02)＜ξb＜ξbAs=α1fcbf'h0ξ/fy/mm2As,min=ρminbhξ/mm2实配钢筋/mm2bf'*h0/mm*mmα1fcbf'hf'(h0-0.5hf')αs=M/(α1fcbf'h02)＜ξb＜ξbAs=α1fcbf'h0ξ/fy/mm212sα12sα12sα12sα12sα12sα一540405127210175Φ184Φ18As,min=ρminbhξ/mm2实配钢筋/mm2右-211.52300*4150.28628457720.1551832016767.44559174059112Φ14+3Φ160.6-119.42300*4150.16163059860.0843748576417.26882694059112Φ14+3Φ160.639.216700*415426.4260.02274746591773740.0114391601513528131.99996428539540510174Φ1823.1774700*415426.4260.01344418391885370.0067448383818253877.8307510107219梁BC＜ξb＜ξb梁BC＜ξb＜ξb40510174Φ18框架梁斜截面配筋计算层次六计算公式左右左右V/KN210.946-224.5323.522-23.354300*565300*565300*415300*415484.77484.77356.07356.07截面尺寸要求169.6695169.6695124.6245124.6245是否构造配箍0.27830762750...