用于承载力计算的框架柱由永久荷载效应控制的基本组合表(A轴柱)
层 恒载 活载 Mmax及相应的M,V 组合项目 值 MminM,V 及相应的Mmax及相应的N,V 值 组合项目 值 ?1? 3 N 685.46 上 M 33.96 ?2? 8.78 组合项目 1.35?1??1.4?0.7?2?54.44 1.35?1?45.84 45.84 150.87 1073.22 925.37 1.35?1? 925.37 下 M -33.51 8.37 1.35?1??1.4?0.7?2?-37.02 N 706.09 150.87 1101.07 -45.23 1.35?1? 953.22 -45.23 1.35?1? 953.22 V 20.45 5.2 32.69 27.60 27.60 1 上 M 21.17 -5.4 1.35?1??1.4?0.7?2?23.29 28.58 N 1180.28 251.47 1839.81 1.35?1? 1.35?1??1.4?0.7?2?23.29 1593.37 1839.81 下 M -10.59 -2.7 N 1206.84 251.47 1.35?1??1.4?0.7?2?-16.95 1875.67 -14.30 1.35?1? 1629.23 1.35?1??1.4?0.7?2?-16.95 1875.67 V 7.48 1.91 11.97 10.10 11.97
框架柱截面设计
A柱：
轴压比验算
底层柱：Nmax?1875.67kN
轴压比：?k?N/fcAc?1875.67?10N/14.3?500?500?0.52??1.05?
3 满足要求
截面尺寸复核
取h0?500mm?35mm?465mm Vmax?20.49kN
因为h0/b?465mm/500mm?0.93?4 所以
0.25?cfcbh0?0.25?1.0?14.3N/mm2?500mm?500mm?89.37kN?20.49kN
满足要求 正截面
柱底：Nb??fcbh0?b?14.3N/mm?500mm?465mm?0.55?1828.61kN N?NB 为小偏压，选用M大，N大的组合
2?M?16.95kN.m 最不利组合?
N?1875.67kN? e0?M16.95kN??103?9.04mm N1875.67kN?20mm???20mm
500mm/30?16.7mm?? ea?max? ei?e0?ea?9.04mm?20mm?29.04mm
0.5fcA0.5?14.3N/mm2?5002mm2?0.953 ?1?N1875.67?103N 因为l0/h?4.45m/0.5m?8.9?15 所以?2?1.0
11?l0??4450mm???1??1?2?1??????0.95?1.0
1400ei/h0?h?1400?19.04/465?500mm??1.83
22
e??ei?h500mm?a?1.83?29.04mm??35mm?268.14mm 22N1875.67?103??0.56??b ??fcbh014.3?500?465 As?As?'Ne??1fcbh0??1?0.5???0 ''fyh0??s?? 按构造配筋，由于纵向受力受力钢筋采用HRB335，最小配筋率 ?min?0.6%
As,min?As,min?0.6%?500mm/2?625mm 实配4?16As?804mm?As
3层最不利组合 ?'2?2'??M?49.03kN.m
N?815.47kN? e0?M49.03kN??103?60.45mm N815.47kN?20mm???20mm
?500mm/30?16.7mm? ea?max? ei?e0?ea?60.45mm?20mm?80.45mm
0.5fcA0.5?14.3N/mm2?5002mm2?2.19?1 取?1?1.0 ?1?N815.47?103N 因为l0/h?4.45m/0.5m?8.9?15 所以?2?1.0
11?l0??3300mm???1??1?2?1??????1.0?1.0
1400ei/h0?h?1400?80.45/465?500mm??1.33 e??ei?22h500mm?a?1.33?80.45mm??35mm?321.99mm 22 N?Nb 为大偏压
N815.47?103??0.24??b ??fcbh014.3?500?465
As?As?'Ne??1fcbh0??1?0.5???0
fy'h0??s'?? 按构造配筋，由于纵向受力受力钢筋采用HRB335，最小配筋率 ?min?0.6%
As,min?As,min?0.6%?500mm/2?625mm 实配4?16As?804mm?As
斜截面受剪承载力计算
'2?2'??M?43.50kN.m?1层最不利组合?N?1639.14kN
?V?20.49kN?因为剪跨比??Hh/2h0?3.85/2?0.465?4.13?3 所以??3
因为0.3fcA?0.3?14.3N/mm?500mm?1072.5kN?N 所以N=1072.5kN
22Asv?SV?1.75?ftbh0?0.07N??1?0
fyvh0按构造配箍 取双支箍2?8@200
?M?47.50kN.m? 1层最不利组合?N?840.53kN
?V?29.45kN?因为剪跨比??Hh/2h0?2.7/2?0.465?2.90?3 所以??2.9
因为0.3fcA?0.3?14.3N/mm?500mm?1072.5kN?N 所以N=840.53kN
22Asv?SV?1.75?ftbh0?0.07N??1?0
fyvh0按构造配箍 取双支箍2?8@200
B柱：
轴压比验算
底层柱：Nmax?1847.03kN
轴压比：?k?N/fcAc?1847.03?10N/14.3?500?500?0.52??1.05?
3 满足要求
截面尺寸复核
取h0?500mm?35mm?465mm Vmax?24.33kN
因为h0/b?465mm/500mm?0.93?4 所以
0.25?cfcbh0?0.25?1.0?14.3N/mm2?500mm?500mm?89.37kN?24.33kN
满足要求 正截面
柱底：Nb??fcbh0?b?14.3N/mm?500mm?465mm?0.55?1828.61kN N?Nb 为小偏压，选用M大，N大的组合
2?M?23.14kN.m 最不利组合?
N?1847.03kN? e0?M23.14kN??103?12.5mm N1847.03kN?20mm? ea?max???20mm
500mm/30?16.7mm?? ei?e0?ea?12.5mm?20mm?32.5mm
0.5fcA0.5?14.3N/mm2?5002mm2?0.968 ?1?N1847.03?103N 因为l0/h?4.45m/0.5m?8.9?15 所以?2?1.0
11?l0??4450mm???1??1?2?1??????0.968?1.0
1400ei/h0?h?1400?32.5/465?500mm??1.78 e??ei?22h500mm?a?1.78?32.5mm??35mm?272.85mm 22N1847.03?103??0.555??b?0.5 ??fcbh014.3?500?465