高速公路小净距隧道合理净距的探讨
|
摘要
结合京福高速公路三明—福州段小净距隧道工程实践 ,对II类围岩在相同埋深(H =30 .0m)、相同支护措施、不同净距 (L =3.0m～ 8.0m)条件下 ,隧道围岩 -支护结构体的屈服接近度、隧道周边典型位置的位移及中夹岩位移进行了数值模拟研究。数值分析结果表明 :当采用侧壁导坑法施工时 ,隧道中夹岩的优化合理净距为L =8.0m ,如对中夹岩下部左、右脚进行加强支护 ,L =6.0m也是较合理的 ;当采用台阶 -侧壁导坑组合法施工时 ,中夹岩合理净距也应取L =8.0m ,如对中夹岩上、下部进行加强支护 ,取L =7.0m和 6.0m也是较合理的
Combined with the engineering practice of small interval tunnel of Jin Fu Freeway at the section from Sanming to Fuzhou and taking class II surrounding rock at the same depth (H=30.0m) with same supports and different intervals (L=3.0m～8.0m) as example, the yield approach degree of surrounding rock support system, the tunnel circumferential displacement at typical position and inter space rock displacement has been studied through numerical simulation. Results of numerical analysis show, that for two parallel tunnel inter space rock, the optimal and reasonable clear interval should be 8.0m, when adopting check pilot method excavation. If the enforced support at left and right footsies of inter space rock bottom, the clear interval L=6.0 m is reasonable as well. And it should be 8.0m, when adopting blench and check pilot combined method excavation. If there are enforced supports at up and down, the clear interval L=7.0m and 6.0m are reasonable.
Combined with the engineering practice of small interval tunnel of Jin Fu Freeway at the section from Sanming to Fuzhou and taking class II surrounding rock at the same depth (H=30.0m) with same supports and different intervals (L=3.0m～8.0m) as example, the yield approach degree of surrounding rock support system, the tunnel circumferential displacement at typical position and inter space rock displacement has been studied through numerical simulation. Results of numerical analysis show, that for two parallel tunnel inter space rock, the optimal and reasonable clear interval should be 8.0m, when adopting check pilot method excavation. If the enforced support at left and right footsies of inter space rock bottom, the clear interval L=6.0 m is reasonable as well. And it should be 8.0m, when adopting blench and check pilot combined method excavation. If there are enforced supports at up and down, the clear interval L=7.0m and 6.0m are reasonable.
引文
[1] 陈少华,等.小净距隧道的结构受力特点及工程措施[M].北京:人民交通出版社,2002.
[2] 刘伟,等.山区高速公路隧道结构型式探讨[M].北京:人民交通出版社,2001.
[3] 靳晓光,等.小净距隧道施工工程的数值模拟[M].北京:人民交通出版社,2003.
[4] 刘艳青,钟世航,卢汝绥等.小净距并行隧道力学状态的试验研究[J].岩石力学与工程学报.2000,NO .5.
[5] 倪新兴.小净距隧道施工技术[J].西部探矿工程.2002,NO .3.
[6] 阳生权.小线间距施工隧道爆破地震影响下既有隧道围岩线性动力分析[J].工程爆破.1998,NO .1.
[7] 公路隧道设计规范[S].JTJ026-90.
[8] 郑颖人,龚晓南编著.岩土塑性力学基础[M].北京:中国建筑工业出版社,1989.
[9] 潘昌实.隧道力学数值方法[M].北京:中国铁道出版社,1995.
[2] 刘伟,等.山区高速公路隧道结构型式探讨[M].北京:人民交通出版社,2001.
[3] 靳晓光,等.小净距隧道施工工程的数值模拟[M].北京:人民交通出版社,2003.
[4] 刘艳青,钟世航,卢汝绥等.小净距并行隧道力学状态的试验研究[J].岩石力学与工程学报.2000,NO .5.
[5] 倪新兴.小净距隧道施工技术[J].西部探矿工程.2002,NO .3.
[6] 阳生权.小线间距施工隧道爆破地震影响下既有隧道围岩线性动力分析[J].工程爆破.1998,NO .1.
[7] 公路隧道设计规范[S].JTJ026-90.
[8] 郑颖人,龚晓南编著.岩土塑性力学基础[M].北京:中国建筑工业出版社,1989.
[9] 潘昌实.隧道力学数值方法[M].北京:中国铁道出版社,1995.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心