悬臂支护结构设计计算书
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嵌固稳定安全系数Ke 1.2圆弧滑动稳定安全系数
1.3
Ks
二、土压力计算
土压力分布示意图
附加荷载布置图
1、主动土压力计算
1)主动土压力系数
Ka1=tan2(45°- φ1/2)= tan2(45-12.69/2)=0.64;
Ka2=tan2(45°- φ2/2)= tan2(45-12.69/2)=0.64;
Ka3=tan2(45°- φ3/2)= tan2(45-17.71/2)=0.534;
Ka4=tan2(45°- φ4/2)= tan2(45-17.71/2)=0.534;
Ka5=tan2(45°- φ5/2)= tan2(45-12.37/2)=0.647;
Ka6=tan2(45°- φ6/2)= tan2(45-12.37/2)=0.647;
2)土压力、地下水产生的水平荷载
第1层土:0-0.7m
H1'=[∑γ0h0+∑q1]/γi=[0+3]/17.4=0.172m
Pak1上
=γ1H1'Ka1-2c1Ka10.5=17.4×0.172×0.64-2×7.01×0.640.5=-9.301kN/m2
Pak1下
=γ1(h1+H1')Ka1-2c1Ka10.5=17.4×(0.7+0.172)×0.64-2×7.01×0.640.5=-1.505kN/m2
第2层土:0.7-2.5m
H2'=[∑γ1h1+∑q1]/γsati=[12.18+3]/20=0.759m
=γsat2H2'Ka2-2c2Ka20.5=20×0.759×0.64-2×7.01×0.640.5= -1.501kN/m2
Pak2下
=γsat2(h2+H2')Ka2-2c2Ka20.5=20×(1.8+0.759)×0.64-2×7.01×0.640.5=21.539kN/m2
第3层土:2.5-4m
H3'=[∑γ2h2+∑q1]/γsati=[48.18+3]/22=2.326m
Pak3上
=γsat3H3'Ka3-2c3Ka30.5=22×2.326×0.534-2×12.92×0.534 0.5=8.443kN/m2
Pak3下
=γsat3(h3+H3')Ka3-2c3Ka30.5=22×(1.5+2.326)×0.534-2×12. 92×0.5340.5=26.065kN/m2
第4层土:4-5m
H4'=[∑γ3h3+∑q1+∑q1b1/(b1+2a1)]/γsati=[81.18+3+1.167]/2 2=3.879m
=γsat4H4'Ka4-2c4Ka40.5=22×3.879×0.534-2×12.92×0.534 0.5=26.688kN/m2
Pak4下
=γsat4(h4+H4')Ka4-2c4Ka40.5=22×(1+3.879)×0.534-2×12.9 2×0.5340.5=38.436kN/m2
第5层土:5-7m
H5'=[∑γ4h4+∑q1+∑q1b1/(b1+2a1)]/γsati=[103.18+3+1.167]/ 22=4.879m
Pak5上
=γsat5H5'Ka5-2c5Ka50.5=22×4.879×0.647-2×9.03×0.6470. 5=54.921kN/m2
Pak5下
=γsat5(h5+H5')Ka5-2c5Ka50.5=22×(2+4.879)×0.647-2×9.03×0.6470.5=83.389kN/m2
第6层土:7-9m
H6'=[∑γ5h5+∑q1+∑q1b1/(b1+2a1)+∑q1b1l1/((b1+2a1)(l1+2a 1)]/γsati=[147.18+3+1.167+0.5]/22=6.902m
=γsat6H6'Ka6-2c6Ka60.5=22×6.902×0.647-2×9.03×0.6470. 5=83.716kN/m2
Pak6下
=γsat6(h6+H6')Ka6-2c6Ka60.5=22×(2+6.902)×0.647-2×9.03×0.6470.5=112.184kN/m2
3)水平荷载
临界深度:Z0=Pak2下h2/(Pak2上+ Pak2
下)=21.539×1.8/(1.501+21.539)=1.683m;
第1层土
Eak1=0kN;
第2层土
Eak2=0.5Pak2下
Z0ba=0.5×21.539×1.683×0.36=6.525kN;
aa2=Z0/3+∑h3=1.683/3+6.5=7.061m;
第3层土
Eak3=h3(Pa3上+Pa3
下)ba/2=1.5×(8.443+26.065)×0.36/2=9.317kN;
下)+∑h4=1.5×(2×8.443+26.065)/(3×8.443+3×26.065)+5=5. 622m;
第4层土
Eak4=h4(Pa4上+Pa4
下)ba/2=1×(26.688+38.436)×0.36/2=11.722kN;
aa4=h4(2Pa4上+Pa4下)/(3Pa4上+3Pa4
下)+∑h5=1×(2×26.688+38.436)/(3×26.688+3×38.436)+4=4. 47m;
第5层土
Eak5=h5(Pa5上+Pa5
下)ba/2=2×(54.921+83.389)×0.36/2=49.792kN;
aa5=h5(2Pa5上+Pa5下)/(3Pa5上+3Pa5
下)+∑h6=2×(2×54.921+83.389)/(3×54.921+3×83.389)+2=2. 931m;
第6层土
Eak6=h6(Pa6上+Pa6
下)ba/2=2×(83.716+112.184)×0.36/2=70.524kN;