非埋入式型钢柱脚计算 (Excel自动计算出结果)

59.0As1=5880.0NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=2335.6Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=1520100V=0.4NB+Vrc=2454353.7>Vmax=1365300满足,不需要设置抗剪键5、1000x1000型钢柱计算KZ-22-A0/2-4轴内力值:NMyMxVyVx5402.6435.41414.21904.3565.3(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=180α1=1fc=19.1rRe=0.75M27Ae=459.4n=2.0Asa=918.8b=1000σsa=180σs=360ξb=0.552h0=894.2h=1000x=(N*rRE+0.75Asa*σsa)/(α1fcb)=218.6a=105.8as’=51.5<ξb*h0=493.4fy'=360β1=0.8假设成立大偏心受压e0=261.8ea=33.3ei=e0+ea=295.1e=ei+h/2-a=689.3Es=200000As’=(NerRE-α1fcbx(h0-x/2))/fy'(h0-as’)=-1597.6<0按构造配筋每侧选配625As=2940.0每一侧p'=0.294%>0.2%满足全部选配2025As=9800.0p=0.98%>0.8%满足(2)型钢底板受剪承载力验算bc1=95.0bc2=95.0fy=360.0Ec=32500.0Ea=206000.0ft=1.71Ac=959120.0Aa=40880.0As1=5880.0NB=N*Ea*Aa/(Ea*Aa+Ec*Ac)=1149.1Vrc=1.5*ft(bc1+bc2)h+0.5fy*As1=1545750V=0.4NB+Vrc=2005398.7>Vmax=1904300满足,不需要设置抗剪键