框架柱正截面压弯承载力计算Nmax

1、柱 类 别层次b*h(mml 0(m)l 0/h|0/i柱截面组合内力M(KN m)N(KN)A柱顶层500*5004.59.0031.18上端61.31266.934.59.0031.18下端59.57297.31二层500*5004.59.00P 31.18上端58.88774.514.59.0031.18下端59.93804.89底层500*5005.210.4036.03上端36.092294.605.210.4036.03下端18.062338.47B柱顶层500*5004.59.0031.18上端-39.78363.154.59.00r 31.18下端-41.20393.52二层5

2、00*5004.59.0031.18上端-42.581020.264.59.00P 31.18下端-42.531023.64底层500*5005.210.4036.03上端-23.752886.515.210.4036.03下端-11.882930.38C柱顶层500*5004.59.00:31.18上端36.85347.194.59.0031.18下端38.78377.56二层500*5004.59.00r 31.18上端40.37962.504.59.0031.18下端40.06992.88底层500*5005.210.40P 36.03上端22.242809.315.210.4036.0

3、3下端11.142853.19D柱顶层500*5004.59.00131.18上端-56.17260.414.59.00P 31.18下端-56.33290.78二层500*5004.59.0031.18上端-55.77757.564.59.00r 31.18下端-55.06787.94底层500*5005.210.4036.03上端-32.942248.035.210.4036.03下端-16.472291.90M1M2N是否考虑附加弯矩Crn nsMe0(mm)M1/M2 34-12*M1/M2判断59.5761.31266.93-0.9745.66不考虑1.1161.31229.6959

4、.5761.31266.93-0.9745.66不考虑1.1161.31229.6958.8859.93804.89 :-0.9845.79不考虑1.3059.93 :74.4658.8859.93804.89-0.9845.79:不考虑1.3059.9374.4618.0636.092294.60-0.5040.01不考虑1.7636.0915.7318.0636.092294.60-0.5040.01；不考虑1.7636.0915.73-39.78-41.20393.52-0.9745.59不考虑1.2241.20104.71-39.78-41.20393.52-0.9745.59:不考虑

5、1.2241.20 :104.71-42.53-42.581020.26-1.0045.98；不考虑1.4642.5841.74-42.53-42.581020.26 1-1.0045.98:不考虑1.4642.58 141.74-11.88-23.752886.51-0.5040.00不考虑2.0023.758.23-11.88-23.752886.51-0.5040.00不考虑2.0023.758.2336.8538.78377.56-0.9545.40:不考虑1.2238.78102.7236.8538.78377.56-0.9545.40不考虑1.2238.78102.7240.064

6、0.37962.50-0.9945.91:不考虑1.4640.37 141.9440.0640.37962.50-0.9945.91:不考虑1.4640.3741.9411.1422.242809.31 :-0.5040.01:不考虑2.0222.24 :7.9211.1422.242809.31-0.5040.01不考虑2.0222.247.92-56.17-56.33290.78-1.0045.97；不考虑1.1356.33193.70-56.17-56.33290.78-1.0045.97:不考虑1.1356.33193.70-55.06-55.77757.56-0.9945.85不考虑

7、1.3055.7773.62-55.06-55.77757.56 :-0.9945.85:不考虑1.3055.77 :73.62-16.47-32.942248.03-0.5040.00；不考虑1.7932.9414.65-16.47-32.942248.03-0.5040.00不考虑1.7932.9414.65计算Nmaxea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(KN)判断 破坏 类型小偏压As=As(mm)x=N/fc b a 120.00249.69459.69111.69-1436.77大偏压37.3320.00249.69459.69111.69-1436.77大偏

8、压37.3320.0094.46304.46 :-43.54-898.81大偏压112.5720.0094.46304.46-43.54-898.81大偏压112.5720.0035.73245.73-102.27590.89小偏压0.749750320.9220.0035.73245.73-102.27590.89小偏压0.749750320.9220.00124.71334.71-13.29-1310.18大偏压55.0420.00124.71334.71 :-13.29-1310.18大偏压55.0420.0061.74271.74-76.26-683.44小偏压142.6920.006

9、1.74271.74 1-76.26-683.44小偏压142.6920.0028.23238.23-109.771182.81小偏压0.846750403.7120.0028.23238.23-109.771182.81小偏压0.846750403.7120.00122.72332.72-15.28-1326.14大偏压52.8120.00122.72332.72-15.28-1326.14大偏压52.8120.0061.94271.94 -76.06-741.20大偏压134.6220.0061.94271.94-76.06-741.20大偏压134.6220.0027.92237.92

10、1-110.081105.61小偏压P 0.839750392.9120.0027.92237.92-110.081105.61小偏压0.839750392.9120.00213.70423.7075.70-1412.92大偏压40.6720.00213.70423.7075.70-1412.92大偏压40.6720.0093.62303.62-44.38-946.14大偏压105.9520.0093.62303.62 :-44.38-946.14大偏压105.9520.0034.65244.65-103.35544.33小偏压0.741750314.4120.0034.65244.65-10

11、3.35544.33小偏压0.741750314.41大偏压选用钢筋(mm2)备注&x-2aAs=As(mm) (x2a0.08-42.6665704C18,As=1017 :p 0.2%0.08-42.6665704C18,As=1017p 0.2%0.2432.571624C18,As=1017p 02%0.2432.571624C18,As=1017p 0.2%02%0.2%0.12-24.96162224C18,As=1017p 0.2%0.12-24.96162224C18,As=1017 :p 0.2%0.3162.6940402%0.3162.6940402%4C18,As=1017p 0.2%4C18,As=1017p 0.2%0.11-27.19382184C18,As=1017p 0.2%0.11-27.19382184C18,As=1017p 0.2%0.2954.6158302%