附表22 框架B柱正截面受彎承載力計算（非抗震） 2.xls

1、框架梁正截面配筋計算表層次支座截面（按矩形截面計算）計算公式梁AB梁BC左右左右六MKNm237.254267.02489.648211.52bh0mmmm300565300565300415300415αs=M(α1fcbh02)0.173244460.1949827130.1213352860.286284577ξ=10.0907390140.1027724440.0626288280.155183202＜ξb＜ξb＜ξb＜ξbAs

2、=α1fcbh0ξfymm2610.9382217691.958303309.7256511767.4455917Asmin=ρminbhξmm2540540405405實配鋼筋mm29119119119112Φ143Φ162Φ143Φ162Φ143Φ162Φ143Φ16縱向受壓鋼筋縱向受拉鋼筋0.750.750.60.6一MKNm305.644279.555114.39119.42bh0mmmm30056530056530041530

3、0415αs=M(α1fcbh02)0.2231832960.2041329330.1548226780.161630599ξ=10.1186279420.1078861810.0806647390.084374858＜ξb＜ξb＜ξb＜ξbAs=α1fcbh0ξfymm2798.71205726.3886641398.9207441417.2688269Asmin=ρminbhξmm2540540405405實配鋼筋mm2911911

4、9119112Φ143Φ162Φ143Φ162Φ143Φ162Φ143Φ16縱向受壓鋼筋縱向受拉鋼筋0.750.750.60.6層次跨中截面（按T形截面計算）計算公式梁AB梁BC六MKNm205.73239.216bfh0mmmm2100565700415α1fcbfhf(h00.5hf)1819.818426.426αs=M(α1fcbfh02)0.0214609830.022747466ξ=10.010788690.01143916

5、＜ξb＜ξbAs=α1fcbfh0ξfymm2508.4754386131.9999643Asmin=ρminbhξmm2540405實配鋼筋mm2127210175Φ184Φ18一MKNm165.883223.1774bfh0mmmm2100565700415α1fcbfhf(h00.5hf)1819.818426.426αs=M(α1fcbfh02)0.0173041460.013444184ξ=10.008689830.00674

6、4838＜ξb＜ξbAs=α1fcbfh0ξfymm2409.555294177.8307510112sα12sα12sα12sα12sα12sα框架梁斜截面配筋計算層次六一計算公式梁AB梁BC梁AB左右左右左VKN210.946224.5323.52223.354205.804bh0mmmm3005653005653004153004153005650.2βcfcbh0KN484.77484.77356.07356.07484.77截

7、面尺寸要求V滿足V滿足V滿足V滿足V滿足0.7ftbh0KN169.6695169.6695124.6245124.6245169.6695是否構(gòu)造配箍000取雙肢箍Asv=157mm22Ф102Ф102Ф102Ф102Ф10S250250350350250實配箍筋非加密區(qū)2Ф10@1002Ф10@1002Ф10@2002Ф10@2002Ф10@200加密區(qū)2Ф10@1002Ф10@1002Ф10@1002Ф10@1002Ф10@100