独立基础计算(带公式)

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独立基础计算,,,,,,,,,,,,

基础编号:,#8-3,,,,,,,,,,,

单位：,"m,kN,kPa",,(绿色为需输入数据，红色为计算结果),,,,,,,,,

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"1.地基承载力,基础底面积计算:",,,,,,,,2.基础抗冲切计算：,,,,

,,,,,,,,,(仅考虑柱对底板冲切，且基础为一阶，四边冲切面在基础内):,,,

地基承载力特征值fa:,,,,,,,,,,,,

,fa=fak+ηbγ(b-3)+ηdγm(d-0.5)=,,,95,kPa,,,,计算公式：,FL=0.7βhpftμmh0,,

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,,fak=,80.00,kPa,,,,,基础假定高度h=,,300,mm

,,ηb=,0.00,,,,,,保护层厚度as=,,75,mm

,,γ=,10.00,,,,,,,,,

,,b=,3.30,m,,,,,,h0=H-as-10=,215,mm

,,ηd=,1.00,,,,,,,ft=,1.43,MPa

,,γm=,20.00,,,,,,,βhp=,1.0,

,,d=,1.25,m,,,,,"柱截面宽高bc,hc:",,,

,,,,,,,,,,bc=,600,mm

,,,,,,,,,,hc=,600,mm

,,,,,,,,,临界截面的周长μm:,,,

基础底面积试算A:,,,,,,,,,,μm=2*(bc+hc)+4h0=,3260,mm

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轴心荷载作用,,A0=Fk/(fa-γm*d)=,,1.842105263,m2,,,,基础抗冲切承载力R:,,,

,,,,,,,,,,R=0.7βhpftμmh0=,701.6009,kN

,标准荷载,Fk=,150.00,kN,,,,,,,,

,,Gk=A*γm*d=,272.25,kN,,,,,柱轴力设计值N:,,,

,,,,,,,,,,N=1.25*Fk=,187.5,kN

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"试取基础长宽为b,L",,(用迭代法自动重新计算地基承载力),,,,,,,柱底土反力设计值N1:,,,

沿弯矩作用方向高度,,b=,3.30,m,,,,,,N1=,18.26618457,kN

垂直弯矩作用方向宽度,,L=,3.30,m,,,,,冲切荷载设计值FL:,,"(未扣除基础及以上土重,也没有考虑弯矩影响)",

,A=b*L=,,10.89,,,,,,,FL=N-N1=,169.2338154,kN

,Pk=(Fk+Gk)/A=,,38.77,kPa,"<fa,OK",,,,,,,

偏心荷载作用:,,,,,,,,,判断:,"FL<R,OK!",,

,抵抗矩W=Lb2/6=,,5.9895,,,,,,,,,

,标准荷载,Mk=,5.98,kN*m,,,,,冲切计算基础高度h=,,300,mm

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偏心距e=Mk/(Fk+Gk)=,,,0.014162226,m,,,,,,,,

,,a=b/2-e=,1.635837774,,,,,,,,,

,,[e]=b/6=,0.550,,,,,3.基础配筋计算：,,,,

,Pkmax=Pk+Mk/W(用于e≤[e]),Pkmax=2/3*(Fk+Gk)/(L*a)(用于e>[e]),39.8,kPa,"<1.2fa,OK",,,,,,,

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,Pkmin=Pk-Mk/W