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SETTLEMENT INDUCED by TUNNELLING in Michael E. Beadle Faculty of Engineering Science Master of Engineering Science Faculty of Gr

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SETTLEMENT INDUCED by TUNNELLING in Michael E. Beadle Faculty of Engineering Science Master of Engineering Science Faculty of Gr SETTLEMENT INDUCED BY TUNNELLING IN COHESIVEFRICTIONAL SOILS by Michael E. Beadle Faculty of Engineering Science Department of Civil Engineering Submitted in partial firlfilment of the requirement for the degree of Master of Engineering Science Faculty of Graduate Studies The University of Western Ontario London, Ontario April, 1997 0 Michael E. Beadle, 1997 National Library Bibliothkque nationale 1*1 of Canada du Canada Acquisitions and Acquisitions et Bibliographic Services se~kesbibtiographiques 395 Wellington Street 395. rue WeNingtm OnawaON KIAW OttawaON KIAW Canada Canada The author has granted a non- L'auteur a accord6 me licence non exclusive licence allowing the exclusive permettant a la National Library of Canada to Bibboth- nationale du Canada de reproduce, loan, distri'bute or sell reprodrrire, prtter, distribuer ou copies of his/her thesis by any means vendre des copies de sa these de and in any fonn or format, making this thesis available to interested fome que ce soit pour mettre des persons. exemplaires de cette these a la disposition des personnes interess6es. The author retains ownetship of the L'auteur consewe la propnet6 du copyright in hismer thesis. Neither droit d'auteur qui protege sa these. Ni the thesis nor substantial extracts la these ni des extraits substzmtiels de fiom it may be printed or otherwise celle-ci ae doivent &re imprimCs ou reproduced with the author's autrernent reproduits sans son permission. ABSTRACT A systematic. semi-theoretical method for predicting settlement due to tunnelling in cohesive-frictional soils is presented. With the method. the soil deformation at the tunnel crown can be calculated. Using several case histories. the validity of the method for various ground conditions is examined. In addition, the relationship between the crown deformation and surface settlement is identified, as well as the relationship between the width of the surface settlement trough and the depth of burial of the tunnel. The method used to estimate the crown displacement is the gap parameter method. The gap parameter method takes into account the settlement near the crown of the tunnel due to (i) the three-dimensional, elastoplastic deformation at the tunnel face, (ii) the geometry of the shield and lining system, and (iii)? he effect of workmanship. Originally, the method was developed to compute the crown deformation of tunnels in clays (undrained condition). Cohesive-fictional soils were accommodated by modifying an existing closed form solution to calculate the unrestricted, plane strain crown deformation using effective stress strength and deformation properties. The limitations of the closed form solution were investigated using finite element analyses for both the undrained and effective stress conditions. Comparison of the calculated crown displacements and observed displacements reported in several case histories show reasonable agreement. The range of surface settlement to crown displacement ratio is shown to be remarkably narrow considering the diversity of the ground conditions (ranging from soft clay to dense sand). In addition, a reasonable or conservative estimate of the trough width can be made based on the ratio of depth to tunnel radius. iii ACKNOWLEDGEMENTS The author wishes to express his sincere gratitude to several individuals who have provided assistance or contributed time and effort in various ways in the production of this thesis over the past two and a half years. The author would especially like to thank Dr. K.Y. Lo, his advisor, for suggesting the project, for providing guidance and sharing his expertise. Special thanks are due to Dr. Ashraf Hefhy for his assistance and support throughout the research and writing phases of this thesis. The author also wishes to express his thanks to several professionals at Western and in industry for sharing their time an expertise. Thanks to Dr. Ian Moore of Western for his help with the finite element analyses. Thanks are due to Gary Kramer of Hatch Associates, Mississauga, and Stan Gonsalves of Trow Consulting Engineers, Brampton, for allowing the author to visit tunnels under construction. Thanks to Jim Ramsay of Hatch Associates, Mississauga, for sharing his experiences regarding construction of the Toronto subway. The author would We to express his gratitude to his fellow graduate students and the staof the GRC for their friendship, encouragement and support. Finally, the author wishes to acknowledge the tremendous support provided during this course of study by his fiance, Susan, and his parents, Maria and Dave. TABLE OF CONTENTS .. Certificate of Examination .............................................................................................. ..u... Abstract .......................................................................................................................... ur Acknowledgements....................................................................................................... iv Table of Contents ............................................................................................................. v List of Tables .................................................................................................................-ix of .xi List Figures ................................................................................................................ ... List of Symbols............................................................................................................ mu Chapter 1 .Introduction ................................................................................................... 1 Chapter 2 .Background .Ground Movements Resulting From Tunnelling and Their Prediction ...........................................................................................-4 2.1 Introduction ................................................................................................. -4 2.2 Sources of Ground Movement ...................................................................... -4 2.2.1 Crown Displacement at Tunnel Face ...............................................5 2.2.2 Settlement Over the Shield ............................................................. .5 2.2.3 Settlement at the Tail ..................................................................... -6 2.2.4 Workmanship ................................................................................. -6 2.2.5 Losses Through hints in the Tunnel Lining ..................................... 6 2.2.6 Groundwater Lowering and Seepage .............................................-7 2.2.7 Consolidation ..................................................................................8 2.3 Review of Settlement Estimation Methods .....................................................8 2.3.1 Peck's Method ................................................................................8 2.3.2 Cording and Hansrnire ..............................................................11 2.3 -3 The Gap Parameter Method ........................................................ 16 2.3 .3.1 Muence of Depth of Burial on Closed Form Solution ....21 2.3 -3-2 Consolidation Settlement Over Tunnels in Clays ............-22 2.3 .3 -3 Prediction of Settlement Trough Width ..........................23 2.4 Summary and Conclusions ........................................................................... 24 Chapter 3 .Theoretical Developments. .......................................................................... -46 3.1 Introduction ................................................................................................46 3 -2 Closed Form Solution for c'Q' Soils ..........................................................-46 3 .2.1 Elastoplastic Solution .................................................................. -47 3 .2.2 Mluence of Soil Properties on Crown Displacement ....................-48 3.3 Effect of Non-uniform Initial Stresses on Predicted Crown Displacements 31 3 -3.1 Verification of Finite Element Formulation and Method of Analysis ................................................................................. 1 3 -3-2 Selection of Representative Soil Properties for K, Investigation.... -53 3 -3-3 Results of Investigation ................................................................ -53 3 -3.3.1 Radial Displacement at Crown ........................................54 3 .3.3-2 Applicability of Closed Form Solution ........................... -55 3 -4 Comparison of Present Solution for Undrained Conditions with the Lo et a1 . (1984b) solution ......................................................................... 57 3 -4.1 Further Evaluation of Gap Parameter Method for Undrained Clays .............................................................................59 3.4.1. I Background ..................................................................... 59 3.4.1 -2 Subsudiace Conditions .................................................... -60 3 .4.1 -3Construction Procedure ................................................. 61 3.4. 1-4 Instrumentation .............................................................. -62 3 .4.1.5 Ground Movements ........................................................ -63 3 .4.1.6 Analysis of Ground Movements ......................................-64 3.4.2 Further Evaluation of Settlement Trough Width ............................ -66 3 -5 Summary and Conclusions .......................................................................... -67 Chapter 4 .Evaluation of
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