1、框架B柱正截面受弯承载力计算（非抗震）计算公式一层B柱内力组合三层B柱内力组合第2组第4组第8组第12组第2组第6组内 力M/KNm72.126126.4532.58233.7587.7731.7676N/KN2865.634 1518.542 2698.51 2664.112 1009.547 1658.725V/KN轴压比验算n=N/fcAc0.55665 0.294977 0.524186 0.517504 0.196105 0.322208极限轴压比【1.05】满足满足满足满足满足满足截 面b*h/mm*mm600*600600*600600*600600*600600*600600*
2、600柱 高H/m4.94.94.94.93.63.6柱的计算长度l0=1.0H(底层)或1.25H（其它层）4.94.94.94.54.5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）】H6.63l0=【2+0.2min】H 9.8两者取较小值 6.63基本项目s=s/mm404040404040h0/mm560560560560560560e0=M/N/mm0.025169 0.083271 0.012074 0.012671 0.007697 0.019152是否需裂缝宽度验算e0/h0;极限【0.55】4.49E-05 0.000149 2.16E-
3、05 2.26E-05 1.37E-05 3.42E-05ea=Max20,h/30/mm202020202020ei=e0+ea/mm20.02517 20.08327 20.01207 20.01267 20.0077 20.01915l0/h11.058.166667 8.166667 8.1666677.57.5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/N0.898231 1.695047 0.95386 0.966176 2.549658 1.5517941时取为1.01111112=1.15-0.01l0/hl0/h15时取为1.0111111=1
4、+（h0l0212）/(1400eih2)3.438981 2.328358 2.333084 2.333044 2.124567 2.123924ei/mm68.86617 46.76105 46.68985 46.69045 42.5077 42.519150.3h0/mm168168168168168168Nb=1fcbh0b/KN2511.109 2511.109 2511.109 2511.109 2511.109 2511.109大，小偏心受压的判定N-Nb354.5254-992.567 187.4014 153.0034-1501.56-852.384ei-0.3h0/mm类型
5、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 328.8662 306.761 306.6899 306.6904 302.5077 302.5192大偏心受压计算x=N/1fcb/mm333.99176.9862 314.5117 310.5026 117.6628 193.3246x2as时取为2as=x/h00.596411 0.316047 0.561628 0.554469 0.210112 0.345222bbbbb5考虑5考虑5考虑5.699762 6.05403
6、5 5.5195861111112.107689 2.100783 2.10991942.81256 42.93999 42.771751681681682511.109 2511.109 2511.109-2059.51-2085.94-2044.77大偏心受压 大偏心受压 大偏心受压0.5180.5180.518302.8126302.94302.771852.63378 49.55373 54.35198080800.142857 0.142857 0.142857bbV满足V满足V满足V满足V满足V满足V满足0.3fcA/KNN0.3fcA取0.3fcA1544.41544.41544
7、.41544.41544.41544.41544.41544.41052.676 415.858289.074 1518.5421544.41009.5470.07N+1.75ftbh0/(1+)是否构造配筋318.318 283.8973 248.2915 261.0626 316.5079 318.318 317.8107V是V是V是V是V是V是V是取井字复合箍Asv=314mm2410410410410410410410s250250250250250250250实配箍筋非加密区410150加密区410100六层B柱第6组第4组第6组144.78492.892141.151658.725
8、 286.286 451.5978106.79898.2878 145.0978600*600600*600600*6003.63.63.64040405605605602.420859 1.687682 1.7371292.420859 1.687682 1.7371290.933333 0.933333 0.9333331201.21201.21201.2V满足V满足V满足1544.41544.41544.41658.725 286.286 451.5978361.9087 332.8895 338.8097V是V是V是410410410250250250三层B柱框框架架B B柱柱正正截截
9、面面受受弯弯承承载载力力计计算算（抗抗震震）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1组第2组第3组第1组第2组第1组第2组内力REM/KNm250.17200.36182.48192.97169.1116.1738.1REN/KN2261.052295.852617.771494.071671.37312.04326.19V/KN121.4651.476.3轴压比验算n=N/fcAc0.63250.64220.73220.41790.46750.08730.0912极限轴压比【1.05】满足满足满足满足满足满足满足截 面b*h/mm*mm500*500500*500500*
10、500500*500500*500500*500500*500柱 高H/m5.50005.50005.50003.30003.30003.30003.3000柱的计算长度l0=1.0H(底层)或1.25H（其它层）5.50005.50005.50004.12504.12504.12504.1250基本项目s=s/mm40.000040.000040.000040.000040.000040.000040.0000h0/mm460.0000460.0000460.0000460.0000460.0000460.0000460.0000e0=M/N/mm110.643387.270569.7082
11、129.1573101.1745372.2920116.8031是否需裂缝宽度验算e0/h0;极限【0.55】0.24050.18970.15150.28080.21990.80930.2539ea=Max20,h/30/mm20.000020.000020.000020.000020.000020.000020.0000ei=e0+ea/mm130.6433107.270589.7082149.1573121.1745392.2920136.8031l0/h11.000011.000011.00008.25008.25008.25008.2500是否考虑偏心距增大系数5考虑5考虑5考虑5考虑
12、5考虑5考虑5考虑1=0.5fcA/N0.79060.77860.68281.19641.06955.72845.47991时取为1.01.001.001.001.001.001.001.002=1.15-0.01l0/hl0/h15时取为1.01.001.001.001.001.001.001.00=1+（h0l0212）/(1400eih2)1.24061.28861.30261.14991.18461.05701.1635基本项目ei/mm162.074138.225116.856171.521143.538414.655159.1660.3h0/mm138.000138.000138.
13、000138.000138.000138.000138.000Nb=1fcbh0b/KN1703.7021703.7021703.7021703.7021703.7021703.7021703.702大，小偏心受压的判定N-Nb557.348592.148914.068-209.632-32.332-1391.662-1377.512ei-0.3h0/mm24.0740.225-21.14433.5215.538276.65521.166类型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 大偏心受压 大偏心受压b0.5180.5180.5180.5180.5180.5180.518e=
14、ei+0.5h-as/mm372.074348.225326.856381.521353.538624.655369.166大偏心受压计算x=N/1fcb/mm208.961233.75843.64245.621x2as时取为2as80.00080.000=x/h00.4540.5080.1740.174bbbbbbAs=As=Ne-(1-0.5)1fcbh02/fy(h0-as)1238.44904.311106.13单侧 As,min=minbh/mm2,min=0.5%625625625625625625625全部 As,min=minbh/mm2,min=0.6%1500150015001500150015001500实配钢筋/mm2单侧1388单侧2 20+2 22总配筋率1.10%