柱的配筋計算

1、2.框架柱的配筋計算。在該框架結(jié)構(gòu)設(shè)計中，偏心受壓柱正截面承載力計算時使用對稱配筋的方式， 鋼筋采用HRB335級，=f，y=300N/mm2，采用C30混凝土，軸心抗拉強(qiáng)度設(shè)計 值fc=14.3N/mm2，軸心抗壓強(qiáng)度=1.43 N/，mm2.箍筋一律采用HPB235級鋼筋， 偏心受壓的框架柱正截面承載力抗震調(diào)整系數(shù)取成0.80o按規(guī)范規(guī)定當(dāng)e0/h00.55時，計算時應(yīng)考慮裂縫驗算，對于本設(shè)計的框架結(jié) 構(gòu)，經(jīng)過計算可知無須做裂縫驗算，可以將驗算過程忽略。（1）首先進(jìn)行框架柱柱子軸壓比的驗算，為方便起見將其制作成表格如下:各框架柱軸壓比的驗算表樓層柱子名稱柱底端最 大軸力柱截面尺 寸fcAc

2、軸壓比n=N/fcAc備注，（說 明）首層11623.03500X50035750.45 0.9滿足要求首層22005.92500X50035750.56 0.9滿足要求二層11299.20500X50035750.36 0.9滿足要求二層21599.53500X50035750.45 0.9滿足要求三層1981.71500X50035750.27 0.9滿足要求三層21210.44500X50035750.34 0.9滿足要求四層1664.30500X50035750.19 0.9滿足要求四層2821.27500X50035750.23 0.9滿足要求頂層1345.75500X5003575

3、0.10 0.9滿足要求頂層2470.96500X50035750.13 2.0滿足要求二層1163.9986.994604.10 2.0滿足要求二層2226.48112.934604.36 2.0滿足要求三層1155.8976.384604.44 2.0滿足要求三層2247.36100.204605.37 2.0滿足要求四層1130.0963.814604.43 2.0滿足要求四層2157.5380.314604.26 2.0滿足要求頂層1189.7578.544605.25 2.0滿足要求頂層2141.9864.554604.78 2.0滿足要求(3)框架柱的正截面配筋設(shè)計將計算過程及結(jié)果

4、整理成下面的表格。(附加說明：經(jīng)過計算知本設(shè)計的各層框架柱的受壓情況都是大偏心受壓?？蚣苤诖笃氖軌呵闆r下的計算過程：=afbh1 c 0Ne-a fbh 2& (h -0.5&)=A =i_c o 0sf&0 - a)如果經(jīng)過計算得到X = & h0 2a，須取x = 2a，然后再按下面的公式設(shè)計和 計算框架柱的縱向受力鋼筋：。) x Ne e=f (h -a)y 0首層1柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 160.170.8 55.2

5、40.8 68.790.8 201.160.8 27.630.8 155.45設(shè)計軸力N(kN)0.8x1452.990.8x1580.390.8x1233.790.8x1490.900.8x1623.030.8x1271.69計算長度L480048004800480048004800柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)3003003003

6、00300300e0(mm)110.2334.9555.76134.9317.02122.24ea(mm)202020202020ei=e0+ea(mm)130.2354.9575.76154.9337.02142.24曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響 系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.23251.55111.39971.19551.81801.2129e=n +h/2-a 或 a(mm)370.51295.23316.04395.22277.30382.52系數(shù)al1.001.001.001.001.001.00

7、系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.35340.38440.30010.36260.39480.3093偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm2)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%A* 1400 x e / h0(l0/h)2 xg x&2:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng)為大偏心受壓構(gòu)

8、件，否則為(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。小偏心受壓構(gòu)件。)二層1柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 163.990.8 88.120.8 18.220.8 175.250.8 101.730.8 6.96設(shè)計軸力

9、N(kN)0.8x1149.060.8x1264.140.8x999.970.8x1180.220.8x1299.200.8x1031.14計算長度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)300300300300300300e0(mm)142.7269.7118.22148.4978.306.7

10、5ea(mm)202020202020ei=e0+ea(mm)162.7289.7138.22168.4998.326.75曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.19201.34821.81721.18541.31772.1677e=n +h/2-a 或 a(mm)403.96330.95279.45409.73339.53267.99系數(shù)al1.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550

11、.55=N/a1fcbh00.27950.30750.24320.28710.31600.2508偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm2)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%曠1+1400 x e / h0(l0/h)2 x% x&2(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea

12、。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。為大偏心受壓構(gòu)件，否則為:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng) 小偏心受壓構(gòu)件。)三層1柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 155.890.8 86.660.8 12.540.8 141.990.8 85.980.8 0.24設(shè)計軸力N(kN)0.8x850.460.8x946.650.8x758.780.8x881.620.8x

13、981.710.8x789.94計算長度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)300300300300300300e0(mm)183.300.2516.53179.7587.5898.30ea(mm)202020202020ei=e0+ea(mm)203.320.2536.53199.7510

14、7.58118.3曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響 系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.15362.54251.85501.15641.29031.2640e=n +h/2-a444.53261.49277.76440.99348.81359.53或 a(mm)系數(shù)a11.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.20690.23030.18460.21440.23880.1921偏心類型

15、大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面 積(mm實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%曠1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.

16、0。為大偏心受壓構(gòu)件，否則為:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng) 小偏心受壓構(gòu)件。)四層1柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 130.090.8 74.640.8 7.190.8 118.790.8 86.660.8 24.56設(shè)計軸力N(kN)0.8x557.430.8x629.240.8x512.130.8x588.590.8x664.300.8x543.30計算長度L487548754875487548754875柱截面500 50

17、0500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)300300300300300300e0(mm)233.37118.6214.04201.82130.4545.21ea(mm)202020202020ei=e0+ea(mm)253.37138.6234.04221.82150.4565.21曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響 系數(shù)1

18、.001.001.001.001.001.00偏心距增大 系數(shù)n1.12331.22531.91761.14081.20761.4790e=n +h/2-a 或 a(mm)494.61379.85275.28463.05391.68306.45系數(shù)a11.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.13560.15310.12460.14320.16160.1321偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm2)實際

19、配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%曠1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。為大偏心受壓構(gòu)件，否則為:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng) 小偏心受壓構(gòu)件。)頂層1柱

20、的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 189.750.8 176.970.8 107.070.8 116.560.8 112.430.8 257.10設(shè)計軸力N(kN)0.8x270.880.8x310.690.8x257.100.8x302.040.8x345.750.8x288.26計算長度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/

21、240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)300300300300300300e0(mm)700.49569.60416.45385.91325.18891.90ea(mm)202020202020ei=e0+ea(mm )720.49589.6436.45405.91345.18911.9曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.04341.

22、05301.07161.07701.09051.0343e=n -h/2+a 或 a(mm)521.76490.85337.70307.17246.42813.18系數(shù)al1.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh 00.06590.07560.06250.07350.08410.0701偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm?)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70

23、%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%曠1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。為大偏心受壓構(gòu)件，否則為:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng) 小偏心受壓構(gòu)件。)首層2柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上

24、端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 218.960.8 161.300.8 218.960.8 246.790.8 217.960.8 246.79設(shè)計軸力N(kN)0.8x1308.240.8x1968.010.8x1308.240.8x1490.900.8x2005.020.8x1490.90計算長度L480048004800480048004800柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效

25、高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm?)300300300300300300e0(mm)167.37119.82167.37165.53134.29165.53ea(mm)202020202020ei=e0+ea(mm)187.37139.82187.37185.53154.29185.53曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響1.001.001.001.001.001.00系數(shù)偏心距增大 系數(shù)n1.16161.21661.16161.16321.19631.1632e=n

26、+h/2-a 或 a(mm)427.65380.11427.65425.81394.58425.81系數(shù)al1.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh 00.31820.47720.31820.36260.48790.3626偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm?)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.

27、20%0.20%0.20%0.20%0.20%A* 1400 x e / h0(l0/h)2 xg x&2:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng)為大偏心受壓構(gòu)件，否則為(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。小偏心受壓構(gòu)件。)二層2柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下

28、端(N min)設(shè)計彎矩M(KN-m)0.8 222.050.8 55.950.8 222.050.8 226.480.8 61.330.8 226.48設(shè)計軸力0.8x0.8x0.8x0.8x0.8x0.8xN(kN)1100.231564.471100.231131.401599.531131.40計算長度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314

29、.314.314.314.314.3fy (N/mm2)300300300300300300e0(mm)201.7835.73201.78200.1838.32200.18ea(mm)202020202020ei=e0+ea(mm)221.7855.73221.78220.1858.32220.18曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響 系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.14081.56051.14081.14191.53561.1419e=n +h/2-a 或 a(mm)463.01296.97463.01461.42

30、299.56461.42系數(shù)al1.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.26760.38050.26760.27520.38910.2752偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm2)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%(附注：上表中一般層框架柱的計算

31、長度L=1.25H,底層柱的計算長度1.0H。e0：截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù)Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。曠1+1400 x e / h0(l0/h)2 xg x&2為大偏心受壓構(gòu)件，否則為:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng) 小偏心受壓構(gòu)件。)三層2柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 195.430.8 55.390.

32、8 195.430.8 247.360.8 55.330.8 247.36設(shè)計軸力N(kN)0.8x823.740.8x1175.370.8x823.740.8x854.920.8x1210.440.8x854.92計算長度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)3003003003003003

33、00e0(mm)237.21247.05237.21289.2745.69289.27ea(mm)202020202020ei=e0+ea(mm)257.21267.05257.21309.2765.69309.27曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響 系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.12141.11701.12141.10101.47551.1010e=n +h/2-a 或 a(mm)498.44508.29498.44550.51306.93550.51系數(shù)a11.001.001.001.001.001.00系數(shù)

34、610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.20040.28590.20040.20790.29440.2079偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm?)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%曠1+1400 x e / h0(l0/h)2 x% x&2(附注：上表中一般層框架柱的計算長度L=1.25H,底層

35、柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系數(shù) Z1=0.5fcA/N 或 1.0，長細(xì)比影響系數(shù) Z2=1.15-0.01L/h 或 1.0。為大偏心受壓構(gòu)件，否則為:界限受壓區(qū)高度，：實際受壓區(qū)高度，當(dāng) 小偏心受壓構(gòu)件。)四層2柱的正截面配筋設(shè)計、計算表截面柱子上端(M max)柱子上端(N max)柱子上端(N min)柱子下端(M max)柱子下端(N max)柱子下端(N min)設(shè)計彎矩M(KN-m)0.8 155.690.8 53.270.8 155.690.8 157.530.8 55.390.8 157.53設(shè)計軸

36、力N(kN)0.8x584.580.8x786.210.8x585.480.8x615.740.8x821.270.8x615.74計算長度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保護(hù)層+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm?)300300300300300300e0(mm)269.4267.67265.76255.7967.33252.70

37、ea(mm)202020202020ei=e0+ea(mm289.4287.67285.76275.7987.33272.7)曲率修正系 數(shù)1.001.001.001.001.001.00長細(xì)比影響 系數(shù)1.001.001.001.001.001.00偏心距增大 系數(shù)n1.10791.35631.10931.11331.35771.1145e=n +h/2-a 或 a(mm)530.65328.91526.99517.04328.57513.92系數(shù)a11.001.001.001.001.001.00系數(shù)610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.14220.19120.14240.14980.19980.1498偏心類型大偏心大偏心大偏心大偏心大偏心大偏心偏心受壓配筋計算As=As實選鋼筋實選鋼筋面積(mm?)實際配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%單側(cè)縱筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%曠1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般層框架柱的計算長度L=1.25H,底層柱的計算長度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心