Tunnel Face Stability & New CPT Applications - Geo-Engineering

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Dit proefschrift is goedgekeurd door de promotoren:Prof.ir A.F. van Tol,Prof.ir E. HorvatSamenstelling promotie-commissie:Rector Magnificus,Technische Universiteit Delft, voorzitterProf.ir. A.F. van Tol, Technische Universiteit Delft, promotorProf.ir. E. Horvat,Technische Universiteit Delft, promotorProf.dr.ir. A. Verruijt, Technische Universiteit DelftProf.dr. R.J. Mair,University of Cambridge, United KingdomDr.-Ing. E.h.S. Babendererde, Babendererde Ingenieure GmbH, DeutschlandDr. J.K. van Deen,GeoDelftProf.dr.ir. F.B.J. Barends, Technische Universiteit DelftPublished and distributed by: DUP ScienceDUP Science is an imprint ofDelft University PressP.O. Box 982600 MG DelftThe NetherlandsTelephone: +31 15 27 85 678Telefax: +31 15 27 85 706E-mail: DUP@Library.TUDelft.NLISBN 90-407-2215-3Keywords: geotechnics, tunnelling, cone penetration testing© 2001 by W. BroereAll rights reserved. No part of the material protected by this copyright notice may be reproducedor utilized in any form or by any means, electronic or mechanical, including photocopying,recording or by any information storage and retrieval system, without written consent from thepublisher: Delft University Press.Printed in The Netherlands
AcknowledgementsThis research has been conducted at the Geotechnical Laboratory of Delft University of Technologyunder supervision of Prof. A.F. van Tol and Prof. E. Horvat. Financial support has beenobtained from the Chair of Underground Space Technology of Delft University of Technologyand the Centrum Ondergrounds Bouwen (COB). The foundation of the COB, the execution oftheir extended research programs and the possibility to interact with the numerous researchersand research institutes involved have been tremendous stimulations during this research.The pore pressure measurements and background information concerning the Second HeinenoordTunnel have been derived in part from the numerous reports produced by COB committeeK100. Further data has been obtained from observations made in person at the building site duringthe construction works, especially the first passage below ‘monitoring field North’. This wasmade possible by the kind invitation of K100 chairman K.J. Bakker.The data on the construction of the Botlek Utility Tunnel has been supplied by GemeentewerkenRotterdam and the Author is thankful for their permission to reproduce the data here.Similar appreciation is extended to NS Railinfrabeheer for their permission to use the measurementsmade during the construction of the Botlek Rail Tunnel and to B. Grote for his help inobtaining the data.The high-speed CPTU rig and data acquisition system has been specially designed andconstructed by Geomil bv. The pore pressure sensors used were provided by GeoDelft. Generalsupport in executing the tests and the design and construction of additional test equipment hasbeen obtained from J. van Leeuwen of the Geotechnical Laboratory. Part of the data used inchapter 3 has been derived from measurements made by B. Bruinsma, K.F.C.M. Benders andK.M.S.K. Kosgoda during their stay at the Laboratory.v
Page 1: Tunnel Face Stability&New CPT Appli
Page 6 and 7: viAcknowledgementsKolla här, min
Page 8 and 9: viiiAbstractThe tunnel wound on and
Page 10 and 11: xContents3.2.4 Finite Element Model
Page 12 and 13: xiiList of Symbols× ij i = j norma
Page 14: xivList of Symbolsλfirst Lamé con
Page 17 and 18: 1.2. Outline of this Thesis 3suppor
Page 19 and 20: Chapter 2Stability Analysis of the
Page 21 and 22: 2.1. Introduction 7fluidsoilzs Fα
Page 23 and 24: 2.1. Introduction 9Figure 2.3: Unsu
Page 25 and 26: 2.1. Introduction 11q sq sq sααα
Page 27 and 28: φ = 40 ◦φ = 35 ◦2.1. Introduc
Page 29 and 30: 2.1. Introduction 15T 1 T 1E1 E 1G
Page 31 and 32: 2.1. Introduction 17N Deformation<
Page 33 and 34: 2.1. Introduction 19GC45 ◦ + φ/2
Page 35 and 36: 2.1. Introduction 21Figure 2.19: Ce
Page 37 and 38: 2.1. Introduction 23Figure 2.21: In
Page 39 and 40: 2.1. Introduction 25D (m) Soil type
Page 41 and 42: 2.2. Wedge Stability Model 27the su
Page 43 and 44: 2.2. Wedge Stability Model 29xyhz =
Page 45 and 46: 2.2. Wedge Stability Model 31s ′
Page 47 and 48: 2.2. Wedge Stability Model 33q 02ad
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Page 51 and 52: 2.2. Wedge Stability Model 37with a
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2.2. Wedge Stability Model 41∆p f
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2.2. Wedge Stability Model 43has be
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2.2. Wedge Stability Model 45from t
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2.2. Wedge Stability Model 47γF(t/
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2.2. Wedge Stability Model 49s min
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2.2. Wedge Stability Model 5140∆s
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2.3. Model Sensitivity Analysis 53P
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2.3. Model Sensitivity Analysis 55i
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2.3. Model Sensitivity Analysis 57
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2.3. Model Sensitivity Analysis 63t
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2.3. Model Sensitivity Analysis 65o
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2.4. Comparison with Field Cases 67
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Figure 2.57: Overview of soil strat
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2.5. Further Groundwater Influences
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2.6. Conclusions 97the effective st
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2.6. Conclusions 99has been made th
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Chapter 3Horizontal Cone Penetratio
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3.2. Interpretation of Cone Penetra
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3.3. Calibration Chamber Tests on S
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3.4. Scale Model Tests 129Figure 3.
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3.4. Scale Model Tests 1315210Figur
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3.5. Field Tests 133Figure 3.35: Pl
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3.6. Modelling Horizontal Cone Pene
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3.7. Conclusions 141W H/V 043Ticino
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Chapter 4High-Speed Piezocone Tests
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4.2. Determination of Liquefaction
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4.2. Determination of Liquefaction
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4.4. Calibration Chamber Tests 149
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4.4. Calibration Chamber Tests 1518
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4.4. Calibration Chamber Tests 153v
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4.4. Calibration Chamber Tests 155-
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4.5. Conclusions and Recommendation
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4.5. Conclusions and Recommendation
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Chapter 5Conclusions and Recommenda
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5. Conclusions and Recommendations
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Bibliography[1] M.Y. Abu-Farsakh, G
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Bibliography 167[30] B. Belter, W.
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Bibliography 169[65] J.K. van Deen.
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Bibliography 171[99] E. Kreyszig. A
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Bibliography 173[133] Committee on
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Bibliography 175[171] F.W.J. van Vl
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Curriculum VitaeWout Broere was bor
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SamenvattingGraaffrontstabiliteit &
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Samenvatting 181spanningen ook in d
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NawoordIn de afgelopen jaren heb ik
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Appendix ABasic Equations of Ground
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A.1. Semi-confined System of Aquife
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A.2. Transient Flow 189withS s the
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....Appendix BBasic Equations of El
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B. Basic Equations of Elasticity 19
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