西安建筑科技大学学报(自然科学版)

隧道洞口古滑坡堆积体边坡综合加固治理技术研究

刘运泽¹,洪勇²,李柏霄²

(1.中铁十二局集团第一工程有限公司,陕西西安 710038; 2.西安建筑科技大学土木工程学院,陕西西安 710055)

Study on the comprehensive reinforcement and control technology of the ancient landslide accumulation body slope of tunnel

LIU Yunze¹,HONG Yong²,LI Boxiao²

(1.The 1^st Engineering Co.Ltd.of China Railway 12^th Bureau Grop, Xi'an 710038, China; 2.School of Civil Engineering,Xi'an Univ.of Arch.& Tech., Xi'an 710055, China)

Keywords： accumulation body; tunnel slope; slope reinforcement; numerical analysis

DOI: 10.15986/j.1006-7930.2020.03.007

备注

摘要

全文

图/表

参考文献

为保证隧道安全进洞施工,须对隧道洞口人工取土扰动的古滑坡堆积体边坡进行综合加固治理.通过理论计算对抗滑桩、锚杆-锚索框架梁、坡脚回填反压等加固治理方案进行设计,利用Flac3D软件分析了堆积体治理前后的稳定性,对支护结构相关参数进行了优化,并对综合治理效果进行了评价,形成了一套较完整的隧道洞口堆积体综合治理技术.研究结果表明:优化的综合支护措施相比单一支护措施显著提高了边坡稳定性,且满足规范及边坡进洞安全要求,抗滑桩尺寸和距坡顶距离、锚索施加预应力值对边坡稳定性影响较大,此外,结合工程实际采用减一跨桥台增设路基的方案,实现边坡反压,提高洞口边坡稳定性.现场监测数据表明,经过综合加固治理后的古滑坡堆积体边坡满足规范要求,保证了隧道安全进洞施工.

In order to ensure the safety of tunnel construction, it is necessary to comprehensively strengthen and control the ancient landslide accumulation slope disturbed by artificial soil sampling at the tunnel portal.Through theoretical calculation of anti-slide pile, anchor and anchor cable frame beam, slope toe back fill pressure such as strengthening management scheme were designed.Through the numerical simulation based on Flac3D analysis of the stability of the rock before and after the deposit management for supporting structure parameters are optimized, the paper proposed a set of relatively complete deposit of tunnel portal and comprehensive control technology, and the comprehensive control effect was evaluated.Results show that the optimized comprehensive support measures significantly improve the slope stability compared with the single support measures, and meet the requirements of the specifications and the safety of the slope into the tunnel.The size of the anti-slide pile, the distance from the top of the slope and the prestressed value of the anchor cable have great influence on the stability of the slope.In addition, according to the actual situation of the project, the scheme of reducing one span abutment and adding subgrade is adopted to realize the back pressure of the slope and improve the stability of the portal slope.Field monitoring data show that the slope of the ancient landslide accumulation body after comprehensive reinforcement meets the requirements of the specification, which ensures the safe tunnel construction.

引言
1 堆积体边坡概况
2 边坡加固理论计算
3 加固治理方案参数优化及效果评价
4 工程加固效果
5 结论

图1 隧道洞口堆积体纵断面示意图<br/>Fig.1 Longitudinal section of the accumulation body at tunnel portal

图1 隧道洞口堆积体纵断面示意图
Fig.1 Longitudinal section of the accumulation body at tunnel portal

表1 岩土体计算参数表<br/>Tab.1 Calculation parameters of model

表1 岩土体计算参数表
Tab.1 Calculation parameters of model

表2 边坡治理前各滑面稳定程度评估与稳定系数计算结果<br/>Tab.2 Evaluation of stability degree and Stability coefficient of each sliding surface before slope treatment

表2 边坡治理前各滑面稳定程度评估与稳定系数计算结果
Tab.2 Evaluation of stability degree and Stability coefficient of each sliding surface before slope treatment

表3 计算断面稳定性分析与滑坡推力计算结果<br/>Tab.3 Section stability analysis and landslide thrust

表3 计算断面稳定性分析与滑坡推力计算结果
Tab.3 Section stability analysis and landslide thrust

图2 自然滑坡体剪切应变增量分布、安全系数及速度矢量图<br/>Fig.2 Incremental distribution of shear strain, safety factor and velocity vector diagram of natural landslide

图2 自然滑坡体剪切应变增量分布、安全系数及速度矢量图
Fig.2 Incremental distribution of shear strain, safety factor and velocity vector diagram of natural landslide

表4 预应力锚索、锚杆物理力学参数<br/>Tab.4 Physical and mechanical parameters of pre-stressed anchor cable and anchor rod

表4 预应力锚索、锚杆物理力学参数
Tab.4 Physical and mechanical parameters of pre-stressed anchor cable and anchor rod

表5 抗滑桩物理力学参数<br/>Tab.5 Physical and mechanical parameters of anti-slide pile

表5 抗滑桩物理力学参数
Tab.5 Physical and mechanical parameters of anti-slide pile

图3 双排抗滑桩不同位置时滑坡体最大水平变形曲线及安全系数<br/>Fig.3 Maximum horizontal displacement curve and safety factor of sliding slope at different positions of double-row anti-slide pile

图3 双排抗滑桩不同位置时滑坡体最大水平变形曲线及安全系数
Fig.3 Maximum horizontal displacement curve and safety factor of sliding slope at different positions of double-row anti-slide pile

图4 抗滑桩不同截面尺寸时滑坡体最大水平变形曲线及安全系数<br/>Fig.4 Maximum horizontal displacement curve and safety factor of sliding pile with different cross section sizes

图4 抗滑桩不同截面尺寸时滑坡体最大水平变形曲线及安全系数
Fig.4 Maximum horizontal displacement curve and safety factor of sliding pile with different cross section sizes

图5 锚索施加不同预应力时滑坡体最大水平变形曲线及安全系数<br/>Fig.5 Maximum horizontal displacement curve and safety factor of landslide body with different prestress applied to anchor cable

图5 锚索施加不同预应力时滑坡体最大水平变形曲线及安全系数
Fig.5 Maximum horizontal displacement curve and safety factor of landslide body with different prestress applied to anchor cable

图6 路基反压前后坡体最大水平变形曲线及安全系数<br/>Fig.6 Maximum horizontal displacement curve and safety factor before and after subgrade reverse pressure

图6 路基反压前后坡体最大水平变形曲线及安全系数
Fig.6 Maximum horizontal displacement curve and safety factor before and after subgrade reverse pressure

图7 不同加固方案边坡稳定安全系数<br/>Fig.7 Safety factor of landslide body with different reinforcement measures

图7 不同加固方案边坡稳定安全系数
Fig.7 Safety factor of landslide body with different reinforcement measures

图8 现场效果图
Fig.8 Scene diagram

图9 钻孔监测位移增量变化<br/>Fig.9 Borehole monitoring displacement increment

图9 钻孔监测位移增量变化
Fig.9 Borehole monitoring displacement increment

[1] 吴红刚,吴道勇,马惠民,等.隧道-滑坡体系类型和隧道变形模式研究[J].岩石力学与工程学报,2012,31(S2):3632-3642.
[2]孙学毅.边坡加固机理探讨[J].岩石力学与工程学报,2004(16):2818-2823.
[3]苏立君,李彦龙,殷建华.土的剪胀性及灌浆压力对土钉抗拔强度影响的数值分析[J].西安建筑科技大学学报(自然科学版),2011,43(4):480-485.
[4]ZHANG Ga, WANG Liping, WANG Yaliang.Pile reinforcement mechanism of soil slopes[J].Acta Geotechnica, 2017, 12(5):1035-1046.
[5]杨志法,张路青,祝介旺.四项边坡加固新技术[J].岩石力学与工程学报,2005(21):30-36.
[6]LI Hui, CHENHuisu, LI Xiangyu,et al.Design and construction application of concrete canvas for slope protection[J]. Powder Technology,2019, 344: 937-946.
[7]罗丽娟,赵法锁.滑坡防治工程措施研究现状与应用综述[J].自然灾害学报,2009,18(4):158-164.
[8]王恭先.滑坡防治方案的选择与优化[J].岩石力学与工程学报,2006,25(S2):3867-3873.
[9]洪勇,邵珠山,马力.支持向量机在边坡稳定分析预测的应用[J].沈阳建筑大学学报(自然科学版),2017,33(6):1004- 1010.
[10]李俊平,李鹏伟,张浩.毕机沟露天矿台阶坡面角取值范围及最终边坡角研究[J].西安建筑科技大学学报(自然科学版),2017,49(4):598-603.
[11]AMIR Mahdiyar, MAHDI Hasanipanah, DANIAL Jahed Armaghani A Monte Carlo technique in safety assessment of slope under seismic condition [J].Engineering with Computers, 2017,33(4):807-817.
[12]颜育仁,杜时贵,董良淮.浙江省大梁山隧道出口边坡稳定性分析[J]. 中国地质灾害与防治学报,2006,17(3):118- 123.
[13]BEZUGLOVA,E.V.MATSII S.I. Stability express-assessment of landslide prone slopes during pre-design development work on engineering protection for gas pipeline and power transmission line routes[J].Soil Mechanics and Foundation Engineering,2017,54(2): 122-127.
[14]YAN Qiurong, AN Qiurong, KONG Lingyun. Influence of anchorage body position and shape on the effect of slope reinforcement[C]//2011 International Conference on Electric Technology and Civil Engineering(ICETCE), 2011: 2300-2304.
[15]郑建中.富溪双连拱隧道出口高边坡稳定性评价及支护效果分析[J]. 工程地质学报,2007,15(2): 253-257.
[16]达晓伟,邵珠山,高怀鹏,等.鄂北地区隧道洞口坡积土边、仰坡变形机制与进洞技术研究[J].工程地质学报,2016,24(3):465-476.
[17]熊文林.山区高速公路隧道洞口边坡稳定性的数值模拟[J].安全与环境工程,2013,20(5):108-112.

pdf格式下载

+分享

期刊信息

西安建筑科技大学学报(自然科学版)
（1957年创刊双月刊）

主管单位：陕西省教育厅

主办单位：西安建筑科技大学

主　　编：刘加平（院士）

副主编：史庆轩（常务）张引科张小龙

国内刊号：CN61-1295/TU

I S S N：1006-7930

地　　址：西安市雁塔路中段13号

国内发行：西安建筑科技大学学报编辑部

国外发行：中国出版对外贸易总公司

编辑出版：西安建筑科技大学学报编辑部

备注

引言

1 堆积体边坡概况

2 边坡加固理论计算

3 加固治理方案参数优化及效果评价

4 工程加固效果

5 结论

期刊信息