Tunnel Face Stability & New CPT Applications - Geo-Engineering

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166 Bibliography[15] S. Babendererde. Tunnelvortrieb bei partiell schwierigem Gebirgsverhalten. Ereignis undBewältigung auf Baustellen mit Tunnelbohrmaschinen und Schilden. In Tunnelvortriebbei partiell schwierigem Gebirgsverhalten, pages 139–150. Ruhr-Universität Bochum,June 1987.[16] S. Babendererde and J. Holzhäuser. Ondersteuning van het boorfront door verhoogdeluchtdruk bij het vloeistofschild. Geotechniek, 4(2):36–43, April 2000.[17] M. Backus. Tunnel face stability in Dutch soil. Master’s thesis, Delft University ofTechnology, 1998.[18] K.J. Bakker, F. de Boer, and J.B.M. Admiraal. Monitoring the Second Heinenoord tunneland the Botlek Rail tunnel, two independent research programs on bored tunneling in softsoil. In Kusakabe et al. [100], pages 191–196.[19] K.J. Bakker, F. de Boer, and J.C. Kuiper. Extensive independent research programs onSecond Heinenoord tunnel and Botlek Rail tunnel. In Barends et al. [25], pages 1969–1978.[20] K.J. Bakker, W. van Scheldt, and J.W. Plekkenpol. Predictions and a monitoring schemewith respect to the boring of the Second Heinenoord tunnel. In Mair and Taylor [111],pages 459–464.[21] M.M. Baligh. Strain path method. ASCE Journal of Geotechnical Engineering,111(9):1108–1136, September 1985.[22] M.M. Baligh and J.N. Levadoux. Consolidation after undrained penetration. II: Interpretation.ASCE Journal of Geotechnical Engineering, 112(7):727–745, July 1986.[23] H. Balthaus. Standsicherheit der flüssigkeitsgestützten Ortsbrust bei schildvorgetriebenenTunneln. In J. Scheer, H. Ahrens, H.J. Bargstädt, and H. Duddeck, editors, FestschriftHeinz Duddeck, pages 477–492, Braunschweig, 1988. Institut für Statik, TU Braunschweig.[24] H. Balthaus. Tunnel face stability in slurry shield tunneling. In of XII ICSMFE [130],pages 775–778.[25] F.B.J. Barends, J. Lindenberg, H.J. Luger, L. de Quelerij, and A. Verruijt, editors. GeotechnicalEngineering for Transportation Infrastructure, Rotterdam, 1999. Balkema.[26] C. Becker. Galleria Aurelia Roma – Europe’s largest hydroshield. In M. Legrand, editor,Le Creusement des Tunnels en Terrains Meubles et Aquifères, pages 69–72, Rotterdam,1985. Balkema.[27] K. Been, J.H.A. Crooks, and L. Rothenburg. A critical appraisal of CPT calibrationchamber tests. In Ruiter [145], pages 651–660.[28] E.E. de Beer. Données concernant la résistance au cisaillement déduites des essaies depénétration en profondeur. Géotechnique, 1(1):22–39, June 1948.[29] H.K.S.Ph. Begemann. The Dutch Static Penetration Test with the adhesion jacket cone.LGM Mededelingen, XII(4):69–100, April 1969.
Bibliography 167[30] B. Belter, W. Heiermann, R. Katzenbach, B. Maidl, H. Quick, and W. Wittke. NBS Köln-Rhein/Main - Neue Wege bei der Umsetzung von Verkehrsprojekten. Bauingenieur,74(1):1–7, January 1999.[31] K.F.C.M. Benders. De dilatoconus. Master’s thesis, Delft University of Technology,1999.[32] P. van den Berg. Analysis of Soil Penetration. PhD thesis, Delft University of Technology,1994.[33] A. Bezuijen. Waterspanningen voor boorfront. Technical Report CO-372590/146, DelftGeotechnics, 1998.[34] A. Bezuijen and M. Huisman. Afpleistering en mudspurt tijdens boren. Technical Report27, Boren Tunnels en Leidingen, 1997.[35] A. Bezuijen, M. Huisman, and D.R. Mastbergen. Verdringingsprocessen bij gestuurdboren. Technical Report 17, Boren Tunnels en Leidingen, 1996.[36] A. Bezuijen and P.P.T. Litjens. Eerste orde evaluatie K100 BT-A boorfrontstabiliteit.Technical Report CO-384780/19, Delft Geotechnics, 1999.[37] A. Bezuijen and C.A. Messemaeckers-van de Graaf. Stabiliteit van het graaffront bijvloeistofondersteuning. Technical Report 33, Boren Tunnels en Leidingen, 1997.[38] A. Bezuijen, P.E.L. Schamine, and J.A. Kleinjan. Additive testing for earth pressurebalance shields. In Barends et al. [25], pages 1991–1996.[39] A. Bezuijen, S.J.M. van Eekelen, and B. Berkhout. Stabiliteit afpleistering. TechnicalReport 26, Boren Tunnels en Leidingen, 1997.[40] R.P. Boeije. K300 geotechniek basis parameterset. Technical Report K300-W-005,Centrum Ondergronds Bouwen, April 1999.[41] R. de Borst. Calculation of collapse loads using higher order elements. In Proc. IUTAMConf. on Deformation and Failure of Granular Materials,Delft, pages 503–513. Balkema,1982.[42] R. de Borst and P.A. Vermeer. Finite element analysis of static penetration tests. In Verruijtet al. [169], pages 457–462.[43] R. de Borst and P.A. Vermeer. Possibilities and limitations of finite elements for limitanalysis. Géotechnique, 34(2):199–210, 1984.[44] Centrum Ondergronds Bouwen. Parameterset voor de predicties. Technical Report K100-W-004, Centrum Ondergronds Bouwen, 1996.[45] O. Braach. Risiken und Chancen beim mechanisierten Tunnelbau. In Forschung + Praxis34: Tunnelbau - Neue Chancen aus europäischen Impulsen, pages 41–45, Düsseldorf,1992. STUVA, Alba.[46] W. Broere. Berekeningen waterspanningen voor boorfront Leidingentunnel onder deOude Maas, Rotterdam. Technical report, Delft University of Technology, May 1999.
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Tunnel Face Stability&New CPT Appli
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Dit proefschrift is goedgekeurd doo
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viAcknowledgementsKolla här, min
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viiiAbstractThe tunnel wound on and
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xContents3.2.4 Finite Element Model
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xiiList of Symbols× ij i = j norma
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xivList of Symbolsλfirst Lamé con
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1.2. Outline of this Thesis 3suppor
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Chapter 2Stability Analysis of the
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2.1. Introduction 7fluidsoilzs Fα
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2.1. Introduction 9Figure 2.3: Unsu
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2.1. Introduction 11q sq sq sααα
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φ = 40 ◦φ = 35 ◦2.1. Introduc
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2.1. Introduction 15T 1 T 1E1 E 1G
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2.1. Introduction 17N Deformation<
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2.1. Introduction 19GC45 ◦ + φ/2
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2.1. Introduction 21Figure 2.19: Ce
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2.1. Introduction 23Figure 2.21: In
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2.1. Introduction 25D (m) Soil type
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2.2. Wedge Stability Model 27the su
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2.2. Wedge Stability Model 29xyhz =
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2.2. Wedge Stability Model 31s ′
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2.2. Wedge Stability Model 33q 02ad
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2.2. Wedge Stability Model 35200400
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2.2. Wedge Stability Model 37with a
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2.2. Wedge Stability Model 39s(z t
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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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Page 129 and 130: 3.3. Calibration Chamber Tests on S
Page 143 and 144: 3.4. Scale Model Tests 129Figure 3.
Page 145 and 146: 3.4. Scale Model Tests 1315210Figur
Page 147 and 148: 3.5. Field Tests 133Figure 3.35: Pl
Page 149 and 150: 3.6. Modelling Horizontal Cone Pene
Page 155 and 156: 3.7. Conclusions 141W H/V 043Ticino
Page 157 and 158: Chapter 4High-Speed Piezocone Tests
Page 159 and 160: 4.2. Determination of Liquefaction
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Page 163 and 164: 4.4. Calibration Chamber Tests 149
Page 165 and 166: 4.4. Calibration Chamber Tests 1518
Page 167 and 168: 4.4. Calibration Chamber Tests 153v
Page 169 and 170: 4.4. Calibration Chamber Tests 155-
Page 171 and 172: 4.5. Conclusions and Recommendation
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Page 175 and 176: Chapter 5Conclusions and Recommenda
Page 177 and 178: 5. Conclusions and Recommendations
Page 179: Bibliography[1] M.Y. Abu-Farsakh, G
Page 183 and 184: Bibliography 169[65] J.K. van Deen.
Page 185 and 186: Bibliography 171[99] E. Kreyszig. A
Page 187 and 188: Bibliography 173[133] Committee on
Page 189 and 190: Bibliography 175[171] F.W.J. van Vl
Page 191 and 192: Curriculum VitaeWout Broere was bor
Page 193 and 194: SamenvattingGraaffrontstabiliteit &
Page 195 and 196: Samenvatting 181spanningen ook in d
Page 197 and 198: NawoordIn de afgelopen jaren heb ik
Page 199 and 200: Appendix ABasic Equations of Ground
Page 201 and 202: A.1. Semi-confined System of Aquife
Page 203 and 204: A.2. Transient Flow 189withS s the
Page 205 and 206: ....Appendix BBasic Equations of El
Page 207: B. Basic Equations of Elasticity 19
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