.137kN/m2假设Pymin=0,偏心安全,得P1y=((l+B)/2)Pymax/l=((5.600+1.800)/2)×67.137/5.600=44.358kN/m2基底平均压力设计值:px=(Pxmax+P1x)/2=(67.137+44.358)/2=55.747kN/m2py=(Pymax+P1y)/2=(67.137+44.358)/2=55.747kPa基础所受剪力:Vx=|px|(b-B)l/2=55.747×(5.6-1.8)×5.6/2=593.153kNVy=|py|(l-B)b/2=55.747×(5.6-1.8)×5.6/2=593.153kNX轴方向抗剪:h0/l=1439/5600=0.257≤40.25βcfclh0=0.25×1×16.7×5600×1439=33643.82kN≥Vx=593.153kN满足要求!Y轴方向抗剪:h0/b=1439/5600=0.257≤40.25βcfcbh0=0.25×1×16.7×5600×1439=33643.82kN≥Vy=593.153kN满足要求!6、软弱下卧层验算基础底面处土的自重压力值:pc=dγm=1.5×19=28.5kPa下卧层顶面处附加压力值:pz=lb(Pk-pc)/((b+2ztanθ)(l+2ztanθ))=(5.6×5.6×(54.794-28.5))/((5.6+2×6×tan20°)×(5.6+2×6×tan20°))=8.299kPa软弱下卧层顶面处土的自重压力值:pcz=zγ=6×18.4=110.4kPa软弱下卧层顶面处修正后地基承载力特征值faz=fazk+ηbγ(b-3)+ηdγm(d+z-0.5)=135.00+0.30×18.40×(5.60-3)+1.60×19.00×(6.00+1.50-0.5)=362.15kPa作用在软弱下卧层顶面处总压力:p
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