柱的配筋计算

1、2.框架柱的配筋计算。在该框架结构设计中，偏心受压柱正截面承载力计算时使用对称配筋的方式， 钢筋采用HRB335级，=f，y=300N/mm2，采用C30混凝土，轴心抗拉强度设计 值fc=14.3N/mm2，轴心抗压强度=1.43 N/，mm2.箍筋一律采用HPB235级钢筋， 偏心受压的框架柱正截面承载力抗震调整系数取成0.80o按规范规定当e0/h00.55时，计算时应考虑裂缝验算，对于本设计的框架结 构，经过计算可知无须做裂缝验算，可以将验算过程忽略。（1）首先进行框架柱柱子轴压比的验算，为方便起见将其制作成表格如下:各框架柱轴压比的验算表楼层柱子名称柱底端最 大轴力柱截面尺 寸fcAc

2、轴压比n=N/fcAc备注，（说 明）首层11623.03500X50035750.45 0.9满足要求首层22005.92500X50035750.56 0.9满足要求二层11299.20500X50035750.36 0.9满足要求二层21599.53500X50035750.45 0.9满足要求三层1981.71500X50035750.27 0.9满足要求三层21210.44500X50035750.34 0.9满足要求四层1664.30500X50035750.19 0.9满足要求四层2821.27500X50035750.23 0.9满足要求顶层1345.75500X5003575

3、0.10 0.9满足要求顶层2470.96500X50035750.13 2.0满足要求二层1163.9986.994604.10 2.0满足要求二层2226.48112.934604.36 2.0满足要求三层1155.8976.384604.44 2.0满足要求三层2247.36100.204605.37 2.0满足要求四层1130.0963.814604.43 2.0满足要求四层2157.5380.314604.26 2.0满足要求顶层1189.7578.544605.25 2.0满足要求顶层2141.9864.554604.78 2.0满足要求(3)框架柱的正截面配筋设计将计算过程及结果

4、整理成下面的表格。(附加说明：经过计算知本设计的各层框架柱的受压情况都是大偏心受压。框架柱在大偏心受压情况下的计算过程：=afbh1 c 0Ne-a fbh 2& (h -0.5&)=A =i_c o 0sf&0 - a)如果经过计算得到X = & h0 2a，须取x = 2a，然后再按下面的公式设计和 计算框架柱的纵向受力钢筋：。) x Ne e=f (h -a)y 0首层1柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 160.170.8 55.2

5、40.8 68.790.8 201.160.8 27.630.8 155.45设计轴力N(kN)0.8x1452.990.8x1580.390.8x1233.790.8x1490.900.8x1623.030.8x1271.69计算长度L480048004800480048004800柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响 系数1.001.001.001.001.001.00偏心距增大 系数n1.23251.55111.39971.19551.81801.2129e=n +h/2-a 或 a(mm)370.51295.23316.04395.22277.30382.52系数al1.001.001.001.001.001.00

7、系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.35340.38440.30010.36260.39480.3093偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm2)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%A* 1400 x e / h0(l0/h)2 xg x&2:界限受压区高度，：实际受压区高度，当为大偏心受压构

8、件，否则为(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。小偏心受压构件。)二层1柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 163.990.8 88.120.8 18.220.8 175.250.8 101.730.8 6.96设计轴力

9、N(kN)0.8x1149.060.8x1264.140.8x999.970.8x1180.220.8x1299.200.8x1031.14计算长度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响系数1.001.001.001.001.001.00偏心距增大 系数n1.19201.34821.81721.18541.31772.1677e=n +h/2-a 或 a(mm)403.96330.95279.45409.73339.53267.99系数al1.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550

11、.55=N/a1fcbh00.27950.30750.24320.28710.31600.2508偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm2)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%旷1+1400 x e / h0(l0/h)2 x% x&2(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度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、。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。为大偏心受压构件，否则为:界限受压区高度，：实际受压区高度，当 小偏心受压构件。)三层1柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 155.890.8 86.660.8 12.540.8 141.990.8 85.980.8 0.24设计轴力N(kN)0.8x850.460.8x946.650.8x758.780.8x881.620.8x

13、981.710.8x789.94计算长度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响 系数1.001.001.001.001.001.00偏心距增大 系数n1.15362.54251.85501.15641.29031.2640e=n +h/2-a444.53261.49277.76440.99348.81359.53或 a(mm)系数a11.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.20690.23030.18460.21440.23880.1921偏心类型

15、大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面 积(mm实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%旷1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.

16、0。为大偏心受压构件，否则为:界限受压区高度，：实际受压区高度，当 小偏心受压构件。)四层1柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 130.090.8 74.640.8 7.190.8 118.790.8 86.660.8 24.56设计轴力N(kN)0.8x557.430.8x629.240.8x512.130.8x588.590.8x664.300.8x543.30计算长度L487548754875487548754875柱截面500 50

17、0500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响 系数1

18、.001.001.001.001.001.00偏心距增大 系数n1.12331.22531.91761.14081.20761.4790e=n +h/2-a 或 a(mm)494.61379.85275.28463.05391.68306.45系数a11.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.13560.15310.12460.14320.16160.1321偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm2)实际

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%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%旷1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。为大偏心受压构件，否则为:界限受压区高度，：实际受压区高度，当 小偏心受压构件。)顶层1柱

20、的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 189.750.8 176.970.8 107.070.8 116.560.8 112.430.8 257.10设计轴力N(kN)0.8x270.880.8x310.690.8x257.100.8x302.040.8x345.750.8x288.26计算长度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响系数1.001.001.001.001.001.00偏心距增大 系数n1.04341.

22、05301.07161.07701.09051.0343e=n -h/2+a 或 a(mm)521.76490.85337.70307.17246.42813.18系数al1.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh 00.06590.07560.06250.07350.08410.0701偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm?)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70

23、%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%旷1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。为大偏心受压构件，否则为:界限受压区高度，：实际受压区高度，当 小偏心受压构件。)首层2柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 218.960.8 161.300.8 218.960.8 246.790.8 217.960.8 246.79设计轴力N(kN)0.8x1308.240.8x1968.010.8x1308.240.8x1490.900.8x2005.020.8x1490.90计算长度L480048004800480048004800柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响1.001.001.001.001.001.00系数偏心距增大 系数n1.16161.21661.16161.16321.19631.1632e=n

26、+h/2-a 或 a(mm)427.65380.11427.65425.81394.58425.81系数al1.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh 00.31820.47720.31820.36260.48790.3626偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm?)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.

27、20%0.20%0.20%0.20%0.20%A* 1400 x e / h0(l0/h)2 xg x&2:界限受压区高度，：实际受压区高度，当为大偏心受压构件，否则为(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。小偏心受压构件。)二层2柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 222.050.8 55.950.8 222.050.8 226.480.8 61.330.8 226.48设计轴力0.8x0.8x0.8x0.8x0.8x0.8xN(kN)1100.231564.471100.231131.401599.531131.40计算长度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响 系数1.001.001.001.001.001.00偏心距增大 系数n1.14081.56051.14081.14191.53561.1419e=n +h/2-a 或 a(mm)463.01296.97463.01461.42

30、299.56461.42系数al1.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.26760.38050.26760.27520.38910.2752偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm2)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%(附注：上表中一般层框架柱的计算

31、长度L=1.25H,底层柱的计算长度1.0H。e0：截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。旷1+1400 x e / h0(l0/h)2 xg x&2为大偏心受压构件，否则为:界限受压区高度，：实际受压区高度，当 小偏心受压构件。)三层2柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 195.430.8 55.390.

32、8 195.430.8 247.360.8 55.330.8 247.36设计轴力N(kN)0.8x823.740.8x1175.370.8x823.740.8x854.920.8x1210.440.8x854.92计算长度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响 系数1.001.001.001.001.001.00偏心距增大 系数n1.12141.11701.12141.10101.47551.1010e=n +h/2-a 或 a(mm)498.44508.29498.44550.51306.93550.51系数a11.001.001.001.001.001.00系数

34、610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.20040.28590.20040.20790.29440.2079偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm?)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%旷1+1400 x e / h0(l0/h)2 x% x&2(附注：上表中一般层框架柱的计算长度L=1.25H,底层

35、柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=e0+ea。曲率修正系数 Z1=0.5fcA/N 或 1.0，长细比影响系数 Z2=1.15-0.01L/h 或 1.0。为大偏心受压构件，否则为:界限受压区高度，：实际受压区高度，当 小偏心受压构件。)四层2柱的正截面配筋设计、计算表截面柱子上端(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)设计弯矩M(KN-m)0.8 155.690.8 53.270.8 155.690.8 157.530.8 55.390.8 157.53设计轴

36、力N(kN)0.8x584.580.8x786.210.8x585.480.8x615.740.8x821.270.8x615.74计算长度L487548754875487548754875柱截面500 500500 500500 500500 500500 500500 500保护层+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 数1.001.001.001.001.001.00长细比影响 系数1.001.001.001.001.001.00偏心距增大 系数n1.10791.35631.10931.11331.35771.1145e=n +h/2-a 或 a(mm)530.65328.91526.99517.04328.57513.92系数a11.001.001.001.001.001.00系数610.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh00.14220.19120.14240.14980.19980.1498偏心类型大偏心大偏心大偏心大偏心大偏心大偏心偏心受压配筋计算As=As实选钢筋实选钢筋面积(mm?)实际配筋率最大配筋率5%5%5%5%5%5%最小配筋率0.70%0.70%0.70%0.70%0.70%0.70%单侧纵筋最小配筋率0.20%0.20%0.20%0.20%0.20%0.20%旷1+1400 x e / h0(l0/h)2 xg x&2(附注：上表中一般层框架柱的计算长度L=1.25H,底层柱的计算长度1.0H。e0： 截面重心偏心矩，ea :附加偏心距，初始偏心