层验算Р 基础底面处土的自重压力值:pc=dγm=2.5×19=47.5kPaР 下卧层顶面处附加压力值:Р pz=lb(Pk-pc)/((b+2ztanθ)(l+2ztanθ))Р =(5.6×5.6×(48.099-47.5))/((5.6+2×2×tan6°)×(5.6+2×2×tan6°))=0.519kPaР 软弱下卧层顶面处土的自重压力值:pcz=zγ=2×19=38kPaР 软弱下卧层顶面处修正后地基承载力特征值Р faz=fazk+ηbγ(b-3)+ηdγm(d+z-0.5)Р =130.00+0.30×19.00×(5.60-3)+1.60×19.00×(2.00+2.50-0.5)=266.42kPaР 作用在软弱下卧层顶面处总压力:pz+pcz=0.519+38=38.519kPa≤faz=266.42kPaР 满足要求!Р 7、地基变形验算Р 倾斜率:tanθ=|S1-S2|/b'=|20-20|/5600=0≤0.001Р 满足要求!Р 四、基础配筋验算Р基础底部长向配筋РHRB400 Φ20@150Р基础底部短向配筋РHRB400 Φ20@150Р基础顶部长向配筋РHRB400 Φ20@200Р基础顶部短向配筋РHRB400 Φ20@200Р 1、基础弯距计算Р 基础X向弯矩:Р MⅠ=(b-B)2pxl/8=(5.6-1.75)2×80.164×5.6/8=831.758kN·mР 基础Y向弯矩:Р MⅡ=(l-B)2pyb/8=(5.6-1.75)2×80.164×5.6/8=831.758kN·mР 2、基础配筋计算Р (1)、底面长向配筋面积Р αS1=|MⅡ|/(α1fcbh02)=831.758×106/(1×16.7×5600×12902)=0.005Р ζ1=1-(1-2αS1)0.5=1-(1-2×0.005)0.5=0.005