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，=fy =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 0.80。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轴压比n=N/fcAc备注，（说 明）首层11623.03500X 50035750.45 0.9满足要求首层22005.92500X 50035750.56 0.9满足要求二层11299.20500X 50035750.36 0.9满足要求二层21599.53500X 50035750.45 0.9满足要求三层1981.71500X 50035750.27 0.9满足要求三层21210.44500X 50035750.34 0.9满足要求四层1664.30500X 50035750.19 0.9满足要求四层2821.27500X 50035750.23 0.9满足要求顶层1345.75500X 50035750.10 0.9满足要求顶层2470.96500X 50035750.13 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：Nf bh1 c 0AAssNe fbh 2 h 0.51 c 00f h ay 0s如果经过计算得到xh2a，须取x 2a；然后再按下面的公式设计和0计算框架柱的纵向受力钢筋：A A ssNef (h a)y0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(KNn)0.8 160.170.8 55.240.8 68. 790.8 201.160.8 27.630.8 155.45设计轴力0.8x0.8x0.8x0.8x0.8x0.8xN(kN)1452.991580.391233.791490.901623.031271.69计算长度L480048004800480048004800500 500500 500500 500500 500500 500500 500柱截面保护层+d/240.0040.0040.0040.0040.0040.00有效高度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm?)300300300300300300eO(mm)110.2334.9555.76134.9317.02122.24ea(mm)202020202020ei=eO+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系数B10.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh0.35340.38440.30010.36260.39480.3093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%(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。eO： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=eO+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。(1 /h)2 xg xg1400 x e / h 012n=1+i o: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(KNm)0.8 163.990.8 88.120.8 18.220.8 175.250.8 101.730.8 6.96设计轴力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有效咼度460460460460460460fc(N/mm2)14.314.314.314.314.314.3fy (N/mm2)300300300300300300eO(mm)142.7269.7118.22148.4978.306.75ea(mm)202020202020ei=eO+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B10.800.800.800.800.800.800.550.550.550.550.550.55=N/a1fcbh0.27950.30750.24320.28710.31600.2508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%(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。eO： 截面重心偏心矩，ea :附加偏心距，初始偏心矩：ei=eO+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。(1 /h)2 xg xg1400 x e / h 012n=1+i o: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