附表27.框架柱斜截面受剪承载力计算表(抗震)1

1、框架B柱正截面受弯承载力计算（抗震）计算公式一层B柱内力组合三层B柱内力组合六层B柱内力组合第8组第10组第12组第8组第12组第2组内 力REM/KNm163.179163.179167.649196.886101.8951.07REN/KN1059.427 1341.891 2047.677 732.6131269.88265.18V/KN125.7125.796.06188.2101.08154.24轴压比验算n=N/fcAc0.205794 0.260663 0.397762 0.14231 0.246674 0.051511极限轴压比【1.05】满足满足满足满足满足满足截 面b*h/

2、mm*mm600*600600*600600*600600*600600*600600*600柱 高H/m4.94.94.93.63.63.6柱的计算长度l0=1.0H(底层)或1.25H（其它层）4.94.94.94.54.54.5水平荷载产生的弯矩设计值占总弯矩设计值的75%以上时l0=【1+0.15（u+t）】Hl0=【2+0.2min】H两者取较小值基本项目s=s/mm404040404040h0/mm560560560560560560e0=M/N/mm0.154026 0.121604 0.081873 0.268745 0.080236 0.192586是否需裂缝宽度验算e0/h

3、0;极限【0.55】0.000275 0.000217 0.000146 0.00048 0.000143 0.000344ea=Max20,h/30/mm202020202020ei=e0+ea/mm20.15403 20.1216 20.08187 20.26874 20.08024 20.19259l0/h8.166667 8.166667 8.1666677.57.57.5是否考虑偏心距增大系数5考虑5考虑5考虑5考虑5考虑5考虑1=0.5fcA/N2.429615 1.918189 1.257034 3.513451 2.026963 9.7066141时取为1.01111112=1

4、.15-0.01l0/hl0/h15时取为1.0111111=1+（h0l0212）/(1400eih2)2.323695 2.325828 2.328451 2.110084 2.120505 2.11427ei/mm46.8318 46.79938 46.75965 42.76874 42.58024 42.692590.3h0/mm168168168168168168Nb= =1fcbh0b/KN2511.109 2511.109 2511.109 2511.109 2511.109 2511.109大，小偏心受压的判定N-Nb-1451.68 -1169.22 -463.432 -17

5、78.5 -1241.23 -2245.93ei-0.3h0/mm类型大偏心受压 大偏心受压 大偏心受压 大偏心受压 大偏心受压 大偏心受压b0.5180.5180.5180.5180.5180.518e=ei+0.5h-as/mm 306.8318 306.7994 306.7597 302.7687 302.5802 302.6926大偏心受压计算x=N/1fcb/mm123.4763 156.3976 238.657 85.38613 148.0047 30.90676x2as时取为2as80=x/h00.220493 0.279281 0.426173 0.152475 0.26429

6、4 0.142857bbbbb5考虑5考虑15.90774 13.7054911112.076218 2.09073643.40654 43.128281681682511.109 2511.109-2349.3-2323.3大偏心受压 大偏心受压0.5180.518303.4065 303.128318.85874 21.8890480800.142857 0.142857b0.3fcAS时取为0.3fcA1072.51072.51072.51072.51072.51072.51072.51072.51072.51072.51072.51072.51072.51072.51304.171229.68277.38277.382062.802062.802062.802062.80312.04258.86150.88180.151072.51072.5277.38277.381072.51072.51072.51072.5312.04258.86V是V是V是V是V是V是V是V是V是V是V是V是As/s取井字复合箍Asv=201mm2282828282828282828282828s25025025025025025025025025