框架柱正、斜截面配筋计算

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1、框架柱正、斜截面配筋计算§8.1框架柱的截面设计§8.1.1框架柱截面设计一.B柱截面设计：1.轴压比验算：底层柱：Nmax?2392.28KN?N?N/fc?Ac?2392.28?103N/(14.3N/mm2?600mm?600mm)?0.465??0.8?则底层柱B的轴压比满足要求。2.截面尺寸复核：取h0?600mm?40mm?560mm，Vmax?114.35KN因为hw/b?560/60?00.?93，3所以0.25?cfcbh0?0.25?1.0?14.3N/mm2?600mm?560mm?1201.2KN?114.35KN满足要求.3.正截面受弯承载力计算由于柱同一截

2、面分别承受正反弯矩，故采用对称配筋。一层：B轴柱：Nb??1fcbh0?b?14.3N/mm2?600mm?560mm?0.55?2642.64KN从柱内力组合表可见:最不利组合为：M=470.8KN.mN=2392.28KNN=2392.28KN<Nb?2642.64KNe0?M/N?470.8KN.m/2392.28KN?196.8mmea?max(20mm,600/30?20mm)?20mmei?e0?ea?196.8mm?20mm?216.8mmL0/h?4550/600?7.6?8,考虑偏心矩增大系数?1?0.2?2.7?ei/h0?2.7?2.7?216.8/560

3、?1.25，取?1?1.0?2?1.15?0.01?L0/h?1.15?0.01?7.6?1.074，取?2?1.0??1???(L0/h)2??1??2/(1400?ei/h0)?1051?(7.6)2?1.0?1.0/(1400?216.8/560)?1.107??ei?1.107?216.8?240?0.3h0?0.3?560?168，按大偏心受压计算。根据对称配筋得：e??ei?h/2?a?240mm?600mm/2?40mm?500mmx?N/?fcb?(2392.88?0.8)/(14.3KN/mm2?600mm)?0.279As?As`?[0.8?Ne??fcbx(h0

4、?0.5x)]/fy`(h0?a`)?0.8?2392.88KN?500mm?14.3KN/mm2?600mm?0.279?(560mm?0.5?0.279)2300KN/mm?(560mm?40mm)?320按构造配筋最小总配筋率查得：?min?0.8%Amin?As?As`?0.8%?600mm?600mm/2?1440mm2mm0所以选用4?22?1522C轴柱；Nb??1fcbh0?b?14.3N/mm2?600mm?560mm?0.55?2642.64KN从柱内力组合表可见:最不利组合为：M=518.6KN.mN=2221.50KNN=2221.50KN<Nb?264

5、2.64KNe0?M/N?518.6KN.m/2221.50KN?233.45mmea?max(20mm,600/30?20mm)?20mmei?e0?ea?233.45mm?20mm?253.45mmL0/h?4550/600?7.6?8,考虑偏心矩增大系数?1?0.2?2.7?ei/h0?2.7?2.7?253.43/560?1.25，取?1?1.0?2?1.15?0.01?L0/h?1.15?0.01?7.6?1.074，取?2?1.0??1???(L0/h)2??1??2/(1400?ei/h0)?1?(7.6)2?1.0?1.0/(1400?253.45/560)?1.09

6、??ei8?1.09?253.45?276.554?0.3h0?0.3?560?168，按大偏心受压计算。根据对称配筋得：e??ei?h/2?a?276.554mm?600mm/2?40mm?536.554mmx?N/?fcb?(2221.5?0.8)/(14.3KN/mm2?600mm)?0.256As?As`?[0.8?Ne??fcbx(h0?0.5x)]/fy`(h0?a`)?1060.8?2221.5KN?513.45mm?14.3KN/mm2?600mm?0.256?(560mm?0.5?0.256)300KN/mm2?(560mm?40mm)?465.91按构造配筋最小总

7、配筋率查得：?min?0.8%Amin?As?As`?0.8%?600mm?600mm/2?1440mm2所以选用4?25?1964mm2二层：B轴柱：Nb??1fcbh0?b?14.3N/mm2?600mm?560mm?0.55?2642.64KN从柱内力组合表可见:最不利组合为：M=257.2KN.mN=2129.44KNN=2129.44KN<Nb?2642.64KNe0?M/N?257.2KN.m/2129.44KN?120.78mmea?m