Tunnel Face Stability & New CPT Applications - Geo-Engineering

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xiiList of Symbols× ij i = j normal stress componenti ̸= j shear stress component× ij,k derivate of stress component with respect to k,i, j, k = x, y, z cartesian coordinates systemi, j, k = r, θ polar coordinates systemi, j, k = 1, 2, 3 principal stress directionsk = ttime derivate<strong>Face</strong> <strong>Stability</strong>aB˜cCdDeEGG sG whh ah cHh wKl G , l p , l wNN s , N γp 0Pq sq wQQ a , Q br a , r dr pRss cutters min , s maxs ′Ssoil arching relaxation lengthbentonite infiltration half-timereduced diameter or wedge widthhydraulic resistanceoverburdenthickness of aquitardouter diameter of TBMslurry infiltration lengthresultant earth forceeffective weightoverburden force on wedgeeffective weight of wedgewater levelcritical air infiltration heightcritical height of a vertical cutthickness of soil layer or aquiferMurayama’s model parameterresultant friction force on sliding faceMurayama’s model parametersstability ratioLeca & Dormieux load factorspore water pressure at restunsupported face length,excess pore pressure forceexternal load at soil surfaceeffective load at wedge topwedge face forcecontinuity conditions force on top resp. bottom of wedge segmentMurayama’s model parametersequivalent pore radiusradius of TBM,friction force on failure planesupport pressuresupport pressure executed by cutter armsminimal and maximal support pressure resp.effective support pressure, s − ptotal slurry force
List of SymbolsxiiiS st FTvwWz hz t , z bcoefficient of specific storagemean infiltration timeresultant friction force on wedge sideinfiltration speeddepth of wedgeresultant water forcewater tabletop and bottom of tunnel face resp.αslurry infiltration length model parameterp excess pore pressures excess slurry pressure, s − p 0ηsafety factorθangle of wedge with horizontalλleakage factorνviscositystatic yield strength of the support fluidτ y× a including the effects of soil arching× fc related to the filter cake× E related to resultant soil force× F related to bentonite slurry or support fluid× (i) related to wedge segment i× p related to (excess) pore pressures× ref reference case× W related to water forceCone Penetration TestingD ref smq cq tQ trR dR fuu 1 , u 2 , u 3WWǫθrelative densityvoid ratiosleeve frictionalternative elastic moduluscone resistancecorrected cone resistancenormalized corrected cone resistanceradiusratio of calibration chamber diameter to cone diameterfriction numbermeasured pore pressuremeasured pore pressure at cone tip, cone shoulder resp.behind friction sleevework per unit volume,total workstraintangential coordinate
Page 1: Tunnel Face Stability&New CPT Appli
Page 4 and 5: Dit proefschrift is goedgekeurd doo
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 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
Page 49 and 50: 2.2. Wedge Stability Model 35200400
Page 51 and 52: 2.2. Wedge Stability Model 37with a
Page 53 and 54: 2.2. Wedge Stability Model 39s(z t
Page 55 and 56: 2.2. Wedge Stability Model 41∆p f
Page 57 and 58: 2.2. Wedge Stability Model 43has be
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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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