擋土墻課程設(shè)計(jì)

o數(shù)f=0.45;kawL算內(nèi)容amdmH8m,α=19o(1)破裂角θ的計(jì)算A0=1(a+H+2h)(a+H)=×(4+8+2×0.676)×(4+8)=80.112202121-69.408tan19o05Btanθ=-tanΨ±(cotφ+tanψ)(0+tanψ)A0舍去)(2)驗(yàn)算破裂面是否交于荷載范圍內(nèi)：d=0.5m荷載外邊緣距墻踵d+l=8m0因0.5<2.754<8,故破裂面交于荷載內(nèi)，所以假設(shè)符合。(3)主動(dòng)土壓力計(jì)算sin(θ+ψ)8htantantantan3.918mh=H-h-h=8-0.511-3.54=3.571m4132ah2hh1H2HH21H2HH22×43.9182×0.676×3.571=1+(1-)+82×8821+0.755++0.075=1.83xE=Esin(α+δ)=437.433×sin(19o+19o)=269.316KN/my土壓力作用點(diǎn)位置ZyHa(H-h)2+hh(3h2H)Z=+3044-y33H2K184×(8-3.918)2+0.676×3.571×(3×3.571-2×8)=+11Z=B-Ztanα=B-2.932tan19o=B-0.971xy=B+1.784=2.5+1.771=4.284m1KGG=γS=22×29.368=646.118KNKG (0.9G+γE)μ+0.9Gtanα≥γE,(γ=1.4,μ=0.5)Q1y0Q1xQ1 (0.9G+γE)μ+0.9Gtanα=(0.9×666.798+1.4×269.316)×0.45+0.9Q1y0×666.798tan7o=502.742KN/m≥γE=1.4×344.702=482.583KN/mQ1x所以，滿足抗滑穩(wěn)定性要求。0.9GZ+γ(EZ-EZ)>0GQ1yxxy=0.9×666.798×2.035+1.4×[269.316×4.284-344.702×(2.2-0.628)]=1183.365+856.629=2039.994KN/m>01)軸心荷載作用時(shí)N1028.683p=1==192.237KpaA5.255+58.8123KN2)偏心荷載作用時(shí)Be=2-ZN= 2- .1048=0.5227B5.255NNG+EyZ=y-x=GyZ=y-x=Gyx-xy048B6maxAB5.225Be=0.5227m<=0.876m,滿足基底容許偏心距要求.6(1)地基承載力抗力值的規(guī)定315(2)軸向荷載作用時(shí)(3)偏心荷載作用(4)加寬墻趾B雖然e<，但是為了增加擋墻的穩(wěn)定性現(xiàn)將墻趾加寬成寬1m，高1m的臺(tái)階后6再進(jìn)行驗(yàn)算。Z=Gyx-xZ=Gyx-xyGEGE2N=BminAB5.2250Be0=0.404m<6=0.876m滿足基底容許偏心距要求2H墻高處和者加寬墻趾處截面強(qiáng)度滿足要求，墻身截面應(yīng)力也能滿足墻身材料221)強(qiáng)度計(jì)算：N≤αKARKjγKN=γ(γN+γN+∑γψN)j0GGQ1Q1QiCiQie0.404B5.255KeB5.255B5.2552NH=γ(γN+γN+∑γψN)20GGQ1Q1QiCiQiE=1.0×[0.9×280.588+1.4×cos(α+δ)]48KNKK==940.329KK==940.329γ2.31KN=319.858KN≤αKARK=940.329KNHγK2KKN KK= KK==1138.484KN2.31KαARN=856.5KN≤KKKαAR2)穩(wěn)定性計(jì)算：γKjγK3)正截面抗剪強(qiáng)度驗(yàn)算ARQ≤jj+fNjγm1K2ARHHH HQ=E=67.329KNHH22ARHHH22HHH2