盾构法隧道地面沉降槽宽度系数取值的研究

魏纲

doi:10.13204/j.gyjz200912019

盾构法隧道地面沉降槽宽度系数取值的研究

doi: 10.13204/j.gyjz200912019

魏纲

1.
浙江大学城市学院土木工程系,杭州 310015

基金项目:

浙江省教育厅科研资助项目(20070180)

详细信息

作者简介:
魏纲，男，1977年6月出生，博士，副教授。E-mail:weig@zucc.edu.cn

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- 文章访问数: 81
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- 被引次数: 0
出版历程
- 收稿日期: 2009-06-08
- 刊出日期: 2009-12-20

STUDY ON CALCULATION FOR WIDTH PARAMETER OF SURFACE SETTLEMENT TROUGH INDUCED BY SHIELD TUNNEL

Wei Gang

1.
Department of Civil Engineering,City College,Zhejiang University,Hangzhou 310015,China

摘要

摘要: 盾构法隧道施工引起的地面沉降槽宽度系数i值与隧道半径R、隧道轴线埋深h及土质条件(土的内摩擦角)有关。对13例22个实测数据的统计结果表明:i值与[R+htan〔45-/2〕]值间呈线性关系,i/[R+htan〔45-/2〕]值中共有20个数据在[0.45,0.50],只有2个数据(分别为0.43和0.51)在该范围外;i与h基本呈线性关系,但离散性较大,对于黏性土,k=i/h的范围为[0.37,0.66];i/R与h/(2R)间的关系采用指数函数拟合效果比常用的幂函数要好,但参数取值范围较大。基于分析结果,提出新的i值计算公式,该公式适用于黏性土,考虑了R、h、,同时参数取值范围较小,避免经验性参数取值范围较大可能带来的误差。
- 盾构隧道 /
- 地面沉降 /
- Peck公式 /
- 沉降槽宽度系数
Abstract: The value of width parameter i of surface settlement trough induced by shield tunnel is related to tunnel radius R,tunnel axis depth h,and soil condition(internal friction angle of soil).The analyses of 22 actual values from 13 constructional cases show that value of i is linear with [R+htan〔45-/2〕].20 values of i/[R+htan〔45-/2〕] are in the range of [0.45,0.50].Only 2 values(0.43,0.51) are beyond but close to the bounds,generally within 10% difference.The values of i is linear with h,but their dispersion is great.The values of i/h are in the range of [0.37,0.66] for cohesive soil.The result shows that the contribution of relationship curve of i/R values with h/(2R) values obtained from exponential function fitting is better than that obtained from power function fitting,but the scope of empirical parameter range is large.Based on the above-mentioned results,new calculation method for i is put forward.This method is applicable in cohesive soil,and R,h and are taken into account.The possible error induced by large scope of empirical parameters range is avoided because of small parameter range in this method.
- shield tunnel /
- surface settlement /
- Peck equation /
- width parameters of settlement trough

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参考文献(33)

[2] 韩煊.隧道施工引起地层位移及建筑物变形预测的实用方法研究[D].西安:西安理工大学,2006.

Peck R B.Deep Excavations and Tunneling in Soft Ground[C]//Stateof the Art Report.Proceeding of 7th International Conference on SoilMechanics and Foundation Engineering.Mexico City:1969:225-290.

[3] Knothe S.Observations of Surface Movements Under Influence ofMining and Their Theoretical Interpretation[C]//Proceedings ofEuropean Congress on Ground Movement.Leeds,UK:University ofLeeds,1957:210-218.

[4] 刘建航,候学渊.盾构法隧道[M].北京:中国铁道出版社,1991.

[5] Clough G W,Schmidt B.Design and Performance of Excavations andTunnels in Soft Clay[G]//Brand E W,Brenner R P Soft ClayEngineering.New York:Elsevier Science Publishing Company,1981:569-634.

[6] Attewell P B.Engineering Contract,Site Investigation and SurfaceMovements[G]∥Resendis D,Romo M P.Tunneling Works,Soft-Ground Tunneling Failure and Displacements.Rotterdam:Balkema,1981:5-12.

[7] 陈秋宗.台北市潜盾隧道施工对地盘沉陷之影响[D].新竹:国立交通大学,1988.

[8] Loganathan N,Poulos H G.Analytical Prediction for Tunneling-Induced Ground Movement in Clays[J].Journal of Geotechnical andGeoenvironmental Engineering,1998,124(9):846-856.

[9] Atkinson J H,Potts D M.Subsidence Above Shallow Tunnels in SoftGround[J].Journal of Geotechnical Engineering,ASCE,1977,103(4):307-325.

[10] Lee C J,Wu B R,Chiou S Y.Soil Movements Around a Tunnel inSoft Soils[C]//Proceedings of the National Science Council,Part A,Physical Science and Engineering.Taiwan,China:1999,23(2):235-247.

[11] Attewell P B,Farmer I W.Ground Deformations Resulting fromShield Tunnelling in London Clay[J].Canadian GeotechnicalJournal,1974,11(3):380-395.

[12] Rankin W J.Ground Movement Resulting from Urban Tunnelling:Predictions and Effects.Engineering Geology of UndergroundMovements[C]//Proceedings of the 23rd Annual Conference on theEngineering Group of the Geological Society.Nottingham,UK:Nottingham University,1988:79-92.

[13] Mair R J,Taylor R N,Bracegirdie A.Subsurface Settlement ProfilesAbove Tunnels in Clays[J].Geotechnique,1993,43(2):315-320.

[14] OReilly M P,New B M.Settlements Above Tunnels in the UnitedKingdom Their Magnitude and Prediction[C]∥Jones M J.Proceedings of Tunnelling82 Symposium.London:Institution ofMining and Metallurgy,1982:173-181.

[15] 璩继立,葛修润.软土地区盾构隧道施工沉降槽的特征分析[J].工业建筑,2005,35(1):42-46.

[16] 魏纲.盾构法隧道统一土体移动模型的建立[J].岩土工程学报,2007,29(4):554-559.

[17] 朱伟,陈仁俊.盾构隧道施工技术现状及展望(第2讲)盾构隧道技术问题和施工管理[J].岩土工程界,2001,4(12):14-16,20.

[18] 张书丰.地铁盾构隧道施工期地表沉降监测研究[D].南京:河海大学,2004.

[19] 李园.盾构施工地层变形的三维数值模拟及试验研究[D].天津:天津大学,2004.

[20] 魏纲,魏新江,龚慈,等.软土中盾构法隧道引起的土体移动计算研究[J].岩土力学,2006,27(6):995-999.

[21] Lee K M,Ji H W,Shen C K,et al.Ground Response to theConstruction of Shanghai Metro Tunnel-Line 2[J].Soils andFoundations,1999,39(3):113-134.

[22] 徐俊杰.土压平衡盾构施工引起的地表沉降分析[D].成都:西南交通大学,2004.

[23] Deane A R,Bassett R H.The Heathrow Express Trial Tunnel[J].Geotechnical Engineering,1995,113(7):144-156.

[24] Palmer J H,Belshaw D J.Deformations and Pore Pressures in theVicinity of a Precast,Segmented Concrete-Lined Tunnel in Clay[J].Canadian Geotechnical Journal,1980,17(2):174-184.

[25] Yi X,Rowe R K,Lee K M.Observed and Calculated Pore Pressuresand Deformations Induced by an Earth Balance Shield[J].CanadianGeotechnical Journal,1993,30(3):476-490.

[26] 易宏伟.盾构施工对土体扰动与地层移动影响的研究[D].上海:同济大学,1999.

[27] 李曙光.EPB盾构法隧道施工引起的地表沉降分析与数值模拟[D].长沙:中南大学,2006.

[28] 初达夫.北京地铁十号线三元桥亮马河站区间盾构旁穿建筑物地表沉降规律研究[D].北京:中国地质大学,2007.

[29] 衡朝阳,滕延京,陈希泉.地铁盾构隧道周边建筑物地基基础变形控制研究[J].地下空间与工程学报,2006,2(8):1336-1340.

[30] 刘纪峰,刘波,陶龙光.基于弹塑性分析的浅埋盾构隧道地表沉降控制[J].沈阳建筑大学学报:自然科学版,2009,25(1):28-33.

[31] 张飞进.盾构施工穿越既有线地表沉降规律与施工参数优化[D].北京:北京工业大学,2006.

[32] 郭玉海.盾构隧道穿越铁路沉降控制研究[J].市政技术,2004,22(增):247-251.

[33] Cording E J,Hansmire W H.Displacement Around Soft GroundTunnels,General Report:Session IV,Tunnels in Soil[C]//Proceedings of the 5th Panamerican Congress on Soil Mechanics andFoundation Engineering.[s.l.]:1975:571-632.

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