有压隧洞结构计算1.内力计算rirerk0(N/cm3)haIKnq(KN/m)g(自重KN/m)P(Kpa)1001301151000300.869565217225000666.66666679.21299418812.7412.5220山岩压力作用下弯矩计算说明：砼采用C20，钢筋采用二级，截面按双筋计算。截面AAaBCCnCn(1+a)Aa+B+Cn(1+a)M(KN·m)ri——-衬砌后的隧洞内径，单位cm；ψ=0(洞顶）0.16280.1415652170.08721-0.00699-0.064398829-0.1203978110.1083774062.064188587re——-衬砌后的隧洞外径，单位cm；ψ=π/2-0.125-0.108695652-0.125010.008240.0759150720.141928178-0.091777474-1.748021301r——-衬砌后的隧洞平均半径，单位cm；ψ=π(洞底）0.08720.0758260870.16277-0.00837-0.077112761-0.1441673360.0944287511.798518311k0(N/cm3)——围岩单位弹性抗力系数；山岩压力作用下轴向力计算h——衬砌厚度,单位cm；截面DDaFGGnGn(1+a)Da+F+Gn(1+a)N(KN)q(KN/m)----垂直围岩压力，按q=0.1×γ1×B计算，ψ=0(洞顶）0.21220.184521739-0.212220.020980.1932886180.3613656770.3336674165.52619975此处γ1为山岩容重，B为考虑0.2m超挖的隧洞直径；ψ=π/20010.005750.0529747170.0990396881.09903968818.2022953P(Kpa)——隧洞内水压力；ψ=π(洞底）-0.2122-0.1845217390.712220.022370.206094680.3853074450.91300570615.1212005a——钢筋保护层厚度；衬砌自重作用下的内力计算〔σg〕(KN/cm2)=Rg/k,一级为160MPa,二级为258MPa;截面A1B1B1nA1+B1nM(KN·m)C1D1D1nC1+D1nN(KN)Ag----根据计算结果选定的每层钢筋面积。ψ=0(洞顶）0.34477-0.02194-0.2021330920.1426369082.357966377-0.166690.06590.6071363170.4404463176.331415807作者：bluepanψ=π/2-0.392720.025890.23852442-0.15419558-2.549045691.57080.018070.1664788051.73727880524.973382822004.3.4ψ=π(洞底）0.44059-0.02629-0.2422096170.1983803833.2794757031.73740.070240.6471207122.38452071234.27748523ANP(KN)0.927392692192.7701403非均匀内水压力作用下的内力计算截面A2B2B2nA2+B2nM(KN·m)C2D2D2nC2+D2nN(KN)ψ=0(洞顶）0.17239-0.01097-0.1010665460.0713234540.803815324-0.5883350.032950.303568158-0.284766842-2.790715047ψ=π/2-0.196360.012950.119308275-0.077051725-0.868372944-0.21460.009030.083193338-0.131406662-1.287785292ψ=π(洞底）0.2203-0.01315-0.1211508740.0991491261.117410655-0.631260.035130.323652486-0.307607514-3.014553639内力组合表M(KN·m)N(KN)ψ=0ψ=π/2ψ=πψ=0ψ=π/2ψ=π垂直山岩力2.064188587-1.7480213011.7985183115.5261997518.202295315.1212005自重2.357966377-2.549045693.2794757036.33141580724.9733828234.27748523非均匀内水压力0.803815324-0.8683729441.117410655-2.790715047-1.287785292-3.014553639总计5.225970288-5.16543993