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1、有压隧洞结构计算1.内力计算rirer100130115说明:砼采用C20,钢筋采用二级,截面按双筋计算。 截面Ari-衬砌后的隧洞内径,单位cm;=0(洞顶)0.1628re-衬砌后的隧洞外径,单位cm;=/2-0.125r-衬砌后的隧洞平均半径,单位cm;=(洞底)0.0872k0(N/cm3)围岩单位弹性抗力系数;h衬砌厚度,单位cm;截面Dq(KN/m)-垂直围岩压力,按q=0.11B计算,=0(洞顶)0.2122此处1为山岩容重,B为考虑0.2m超挖的隧洞直径;=/20P(Kpa)隧洞内水压力;=(洞底)-0.2122a钢筋保护层厚度;g(KN/cm2)=Rg/k,一级为160MPa
2、,二级为258MPa; 截面A1Ag-根据计算结果选定的每层钢筋面积。=0(洞顶)0.34477作者:bluepan =/2-0.392722004.3.4=(洞底)0.44059A0.927393截面A2=0(洞顶)0.17239=/2-0.19636=(洞底)0.2203M(KNm)=0垂直山岩力2.064189自重2.357966非均匀内水压力0.803815总计5.225972.配筋计算(1)按砼未出现裂缝情况计算ah0426AgiAge洞顶配筋面积4.475129883 2.636055洞底配筋面积4.7012851051.7432洞侧配筋面积2.011452455 3.829226
3、(2)按砼出现裂缝情况计算AgiAge洞顶配筋面积0.744046768 -1.26561洞底配筋面积0.192345615 -1.98788洞侧配筋面积-1.71963066 0.0981433.抗裂校核(须满足i1.2)AgA040.3064k0(N/cm3)haIKn100030 0.869565225000 666.66679.212994188山岩压力作用下弯矩计算AaBCCnCn(1+a)Aa+B+Cn(1+a)0.1415652170.08721 -0.00699-0.0644-0.12040.108377406-0.108695652 -0.125010.00824 0.075
4、915 0.141928-0.0917774740.0758260870.16277 -0.00837 -0.07711 -0.144170.094428751山岩压力作用下轴向力计算DaFGGnGn(1+a)Da+F+Gn(1+a)0.184521739 -0.212220.02098 0.193289 0.3613660.333667416010.00575 0.0529750.099041.099039688-0.1845217390.712220.02237 0.206095 0.3853070.913005706衬砌自重作用下的内力计算B1B1nA1+B1nM(KNm) C1D1-0
5、.02194 -0.20213 0.142637 2.357966 -0.166690.06590.02589 0.238524-0.1542 -2.549051.57080.01807-0.02629 -0.242210.19838 3.2794761.73740.07024NP(KN)192.7701403非均匀内水压力作用下的内力计算B2B2nA2+B2nM(KNm) C2D2-0.01097 -0.10107 0.071323 0.803815 -0.588340.032950.01295 0.119308 -0.07705 -0.86837-0.21460.00903-0.01315
6、 -0.12115 0.099149 1.117411 -0.631260.03513内力组合表N(KN)=/2=0=/2=-1.748021301 1.7985185.526218.202315.1212-2.54904569 3.279476 6.331416 24.97338 34.27749-0.868372944 1.117411 -2.79072 -1.28779 -3.01455-5.165439934 6.195405 9.066901 41.88789 46.38413g(KN/cm2)Amin(cm2)25.8333.9A有压隧洞结构计算M(KNm)7.1111849096
7、.4444846465.84067849A-0.521558488-1.795537959-1.621487742I0W0ighKf232744 0.015516 192.6926 1333.333 2.700007q(KN/m)g(自重KN/m)P(Kpa)t12.7412.52201.3M(KNm)2.064188587-1.7480213011.798518311N(KN)5.5261997518.202295315.1212005D1nC1+D1nN(KN)0.607136317 0.44044632 6.3314160.1664788051.7372788 24.973380.647120712 2.38452071 34.27749D2nC2+D2nN(KN)0.303568158 -0.2847668 -2.790720.083193338 -0.1314067 -1.287790.323652486 -0.3076075 -3.01455