附表22 框架A柱正截面受弯承载力计算（非抗震）2

1、框架梁正截面配筋计算表层次支座截面（按矩形截面计算）计算公式梁AB梁BC左右左右六M/KNm-237.254-267.024-89.648-211.52b*h0/mm*mm300*565300*565300*415300*415s=M/(1fcbh02)0.173244460.1949827130.1213352860.286284577=1-0.0907390140.1027724440.0626288280.155183202bbbbAs=1fcbh0/fy/mm2610.9382217691.958303309.7256511767.4455917As,min=minbh/mm25405

2、40405405实配钢筋/mm2911911911911214+316214+316214+316214+316纵向受压钢筋/纵向受拉钢筋0.750.750.60.6一M/KNm-305.644-279.555-114.39-119.42b*h0/mm*mm300*565300*565300*415300*415s=M/(1fcbh02)0.2231832960.2041329330.1548226780.161630599=1-0.1186279420.1078861810.0806647390.084374858bbbbAs=1fcbh0/fy/mm2798.71205726.388664

3、1398.9207441417.2688269As,min=minbh/mm2540540405405实配钢筋/mm2911911911911214+316214+316214+316214+316纵向受压钢筋/纵向受拉钢筋0.750.750.60.6层次跨中截面（按T形截面计算）计算公式梁AB梁BC六M/KNm205.73239.216bf*h0/mm*mm2100*565700*4151fcbfhf(h0-0.5hf)1819.818426.426s=M/(1fcbfh02)0.0214609830.022747466=1-0.010788690.01143916bbAs=1fcbfh0/

4、fy/mm2508.4754386131.9999643As,min=minbh/mm2540405实配钢筋/mm212721017518418一M/KNm165.883223.1774bf*h0/mm*mm2100*565700*4151fcbfhf(h0-0.5hf)1819.818426.426s=M/(1fcbfh02)0.0173041460.013444184=1-0.008689830.006744838bbAs=1fcbfh0/fy/mm2409.555294177.830751011 2s- 1 2s- 12s- 12s- 1 2s- 1 2s- As,min=minbh/m

5、m2540405实配钢筋/mm212721017518418一框架梁斜截面配筋计算层 次六一计算公式梁AB梁BC梁AB左右左右左V/KN210.946-224.5323.522-23.354205.804b*h0/mm*mm300*565300*565300*415300*415300*5650.2cfcbh0/KN484.77484.77356.07356.07484.77截面尺寸要求V满足V满足V满足V满足V满足0.7ftbh0/KN169.6695169.6695124.6245124.6245169.6695是否构造配箍V否V否V是V是000取双肢箍Asv=157/mm22102102

6、10210210S250250350350250实配箍筋非加密区210100210100210200 210200210200加密区210100210100210100 210100210100sv,min=0.28ft/fyv0.19%0.19%0.19%0.19%0.19%sv=Asv/bs0.26%0.26%0.26%0.26%0.26%梁BC右左右197.02375.0192-72.1296300*565300*415V满足V满足V满足169.6695124.6245124.624502102102102503505考虑5考虑5考虑5考虑5考虑5考虑1=0.5fcA/N0.7280.7

7、520.6870.7444.7995.9711时取为1.01.01.01.01.01.01.02=1.15-0.01l0/hl0/h15时取为1.01.01.01.01.01.01.0=1+（h0l0212）/(1400eih2)1.9111.9862.0982.2121.1421.202ei/mm104.63360.24652.17654.003179.641132.9220.3h0/mm138.000138.000138.000138.000138.000138.000基本项目Nb= =1fcbh0b/KN1703.7021703.7021703.7021703.7021703.70217

8、03.702mmmmhb/大，小偏心受压的判定N-Nb750.978671.900898.295697.728-1331.216-1404.350ei-0.3h0/mm-33.367-77.754-85.824-83.99741.641-5.078类型小偏心受压小偏心受压小偏心受压小偏心受压大偏心受压大偏心受压b0.5180.5180.5180.5180.5180.518e=ei+0.5h-as/mm314.633270.246262.176264.003389.641342.922大偏心受压计算x=N/1fcb/mm52.09641.867x2as时取为2as80.00080.000=x/h00.1740.174bbbbbAs=As=Ne-(1-0.5)*1fcbh02/fy(h0-as)181.78000单侧 As,m