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内力值：NMxMyVxVy8410.9539.21080.21729.4912.4α1=1fc=19.1rRe=0.75M27Ae=459.0n=2.0Asa=918.0b=1000σsa=180σs=360ξb=0.552h0=894.2h=1000a=105.8as’=51.5ξb*h0=493.4fy'=360β1=0.8e0=128.4ea=33.3ei=e0+ea=161.8e=ei+h/2-a=556.0Es=2000000按构造配筋每侧选配As=3190.0每一侧p'=0.319%0.2%满足全部选配As=10300.0p=1.03%0.8%满足bc1=95.0bc2=95.0fy=360.0Ec=32500.0Ea=206000.0ft=1.71Ac=951040.0Aa=48960.0As1=6380.0V=2463472.7Vmax=1729400内力值：NMxMyVxVy7950.0352.9710.91833.31335.5α1=1fc=19.1rRe=0.75M27Ae=459.0n=2.0Asa=918.0b=1000σsa=180σs=360ξb=0.552h0=894.2h=1000a=105.8as’=51.5ξb*h0=493.4fy'=360β1=0.8e0=89.4ea=33.3ei=e0+ea=122.8e=ei+h/2-a=517.0Es=2000000按构造配筋每侧选配As=2940.0每一侧p'=0.294%0.2%满足全部选配As=9800.0p=0.98%0.8%满足bc1=95.0bc2=95.0fy=360.0Ec=32500.0Ea=206000.0ft=1.71Ac=953360.0Aa=46640.0As1=5880.0V=2298432.8Vmax=183330015457500.4NB+Vrc=满足，不需要设置抗剪键NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=2069.3Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=16357500.4NB+Vrc=满足，不需要设置抗剪键2、1000x1000型钢柱计算KZ-53-2/1/2-c轴型钢柱脚计算1、1000x1000型钢柱计算（1）偏心受压正截面验算（2）型钢底板受剪承载力验算假设成立大偏心受压As’=（NerRE-α1fcbx（h0-x/2））/fy'(h0-as’)=-3828.5假设大偏心受压，且对称配筋，σs=fy=360，σsa=fsa=180x=（N*rRE+0.75Asa*σsa）/(α1fcb)=336.8KZ-32-C/2-1轴（1）偏心受压正截面验算假设大偏心受压，且对称配筋，σs=fy=360，σsa=fsa=180x=（N*rRE+0.75Asa*σsa）/(α1fcb)=318.7假设成立大偏心受压As’=（NerRE-α1fcbx（h0-x/2））/fy'(h0-as’)=-4583.1（2）型钢底板受剪承载力验算NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=1881.7Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=第1页，共3页内力值：NMyMxVyVx4901.046.51653.61145.6126.5α1=1fc=19.1rRe=0.75M27Ae=459.0n=2.0Asa=918.0b=900σsa=180σs=360ξb=0.552h0=794.2h=900a=105.8as’=51.5ξb*h0=438.2fy'=360β1=0.8e0=337.4ea=30.0ei=e0+ea=367.4e=ei+h/2-a=711.6Es=2000000按计算配筋每侧选配As=2940.0每一侧p'=0.36%0.2%满足全部选配As=9800.0p=1.21%0.8%满足bc1=95.0bc2=95.0fy=360.0Ec=32500.0Ea=206000.0ft=1.71Ac=766241.0Aa=43759.0As1=5880.0V=2018041.1Vmax=1145600内力值：NMyMxVyVx8788.0186.42146.01365.3228.3α1=1fc=19.1rRe=0.75M27Ae=459.0n=2.0Asa=918.0b=900σsa=180σs=360ξb=0.552h0=794.2h=900a=105.8as’=51.5ξb*h0=438.2fy'=360β1=0.8e0=244.2ea=30.0ei=e0+ea=274.2e=ei+h/2-a=618.4Es=2000000按计算配筋每侧选配As=2940.0每一侧p'=0.36%0.2%满足全部选配As=9800.0p=1.21%0.8%满足bc1=100.0bc2=100.0fy=360.0Ec=32500.0Ea=206000.0ft=1.71Ac=766241.0Aa=43759.0As1=5880.0V=2454353.7Vmax=1365300内力值：NMyMxVyVx假设成立大偏心受压As’=（NerRE-α1fcbx（h0-x/2））/fy'(h0-as’)=67.0（2）型钢底板受剪承载力验算0.4NB+Vrc=满足，不需要设置抗剪键NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=1302.6Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=14970153、900x900型钢柱计算（1）偏心受压正截面验算假设大偏心受压，且对称配筋，σs=fy=360，σsa=fsa=180x=（N*rRE+0.75Asa*σsa）/(α1fcb)=221.0KZ-15RB1/1-25轴203.4（2）型钢底板受剪承载力验算4、900x900型钢柱计算（1）偏心受压正截面验算假设大偏心受压，且对称配筋，σs=fy=360，σsa=fsa=180x=（N*rRE+0.75Asa*σsa）/(α1fcb)=390.6KZ-15RB1/1-13轴NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=2335.6Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=1520100假设成立大偏心受压As’=（NerRE-α1fcbx（h0-x/2））/fy'(h0-as’)=5、1000x1000型钢柱计算KZ-22-A0/2-4轴0.4NB+Vrc=满足，不需要设置抗剪键第2页，共3页5402.6435.41414.21904.3565.3α1=1fc=19.1rRe=0.75M27Ae=459.4n=2.0Asa=918.8b=1000σsa=180σs=360ξb=0.552h0=894.2h=1000a=105.8as’=51.5ξb*h0=493.4fy'=360β1=0.8e0=261.8ea=33.3ei=e0+ea=295.1e=ei+h/2-a=689.3Es=2000000按构造配筋每侧选配As=2940.0每一侧p'=0.294%0.2%满足全部选配As=9800.0p=0.98%0.8%满足bc1=95.0bc2=95.0fy=360.0Ec=32500.0Ea=206000.0ft=1.71Ac=959120.0Aa=40880.0As1=5880.0V=2005398.7Vmax=1904300（1）偏心受压正截面验算假设大偏心受压，且对称配筋，σs=fy=360，σsa=fsa=180x=（N*rRE+0.75Asa*σsa）/(α1fcb)=218.60.4NB+Vrc=满足，不需要设置抗剪键NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=1149.1Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=1545750假设成立大偏心受压As’=（NerRE-α1fcbx（h0-x/2））/fy'(h0-as’)=-1597.6（2）型钢底板受剪承载力验算第3页，共3页