上界首隧道围岩稳定性分析
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摘要
隧道开挖过程中围岩破坏容易引发隧道坍塌事故,为了保证上界首隧道的施工安全,根据本区工程地质特征,建立了FLAC3D数值模拟模型。采用FLAC数值模拟方法对该隧道三台阶法施工全过程进行模拟分析,得到了上界首隧道的围岩变形规律。结果表明,竖向位移主要集中在拱顶和拱底处,拱顶最大位移为6.92mm,拱底最大位移为4.71mm;水平位移主要集中在隧道两肩和两腰处,最大水平位移为4.11mm。隧道开挖初期竖向位移与水平收敛速率都比较大,处于不稳定状态,而后变化速度慢慢减小,在施作仰拱支护闭合后,基本稳定下来,说明本段选用的施工方法和初期支护参数合理。
Wall rock damage may easily lead to tunnel collapse in the process of tunnel excavation.To ensure construction safety of Shangjieshou tunnel,numerical simulation models are established according to the engineering and geological features.FLAC3D is applied to simulate and analyze tunnel construction process,hence the deformation of rock.Results show that vertical displacement occurs mainly on top and bottom of the dome,with the maximum displacement of the vault 6.92 mm and the maximum displacement of arch 4.71 mm respectively;Horizontal displacement is mainly concentrated on shoulder and waist,with the maximum horizontal displacement of 4.11 mm.Initial vertical displacement and horizontal convergence rate are relatively high and in an unstable state.Then the change rate gradually decreases and becomes basically stable after the invert support is closed.It can be concluded that the construction method and the initial support parameters set are reasonable.
Wall rock damage may easily lead to tunnel collapse in the process of tunnel excavation.To ensure construction safety of Shangjieshou tunnel,numerical simulation models are established according to the engineering and geological features.FLAC3D is applied to simulate and analyze tunnel construction process,hence the deformation of rock.Results show that vertical displacement occurs mainly on top and bottom of the dome,with the maximum displacement of the vault 6.92 mm and the maximum displacement of arch 4.71 mm respectively;Horizontal displacement is mainly concentrated on shoulder and waist,with the maximum horizontal displacement of 4.11 mm.Initial vertical displacement and horizontal convergence rate are relatively high and in an unstable state.Then the change rate gradually decreases and becomes basically stable after the invert support is closed.It can be concluded that the construction method and the initial support parameters set are reasonable.
引文
1 任建喜,党超.马鞍子梁软岩隧道围岩变形规律及支护技术模拟分析[J].施工技术,2012,41(1):87-91.
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2 关宝树,赵勇.软弱围岩隧道施工技术[M].北京:人民交通出版社,2011.
3 黄强.隧道施工中围岩应力的监测[J].煤炭技术,2010,29(8):114-116.
4 吴德兴,汪波,杜飞天.弁山隧道加固方案的三维数值分析研究[J].现代隧道技术,2008,45(2):16-21.
5 高学文,孙文龙,周文旭.浅埋偏压隧道开挖数值模拟与监测分析[J].施工技术,2011,40(3):48-50.
6 黄强,李之达,吴延贞.浅埋隧道施工中围岩应力分析[J].湘潭大学自然科学版学报,2010,32(1):25-29.
7 邓爽.隧道衬砌结构地震响应的三维数值分析[J].铁道勘察与设计,2008,32(2):48-51.
8 杨军,尚昊.软土隧道地震反应的数值分析[J].建筑技术开发,2003.30(11):27-28.
9 孟厦.FLAC3D前处理程序开发及其工程应用研究[D].淮南:安徽理工大学,2009.
10 陈育民.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.
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