numerical analysis in the design of urban tunnels.pdf
TRANSCRIPT
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NATIONAL TECHNICAL UNIVERSITY OF ATHENSNATIONAL TECHNICAL UNIVERSITY OF ATHENS
SCHOOL OF CIVIL ENGINEERINGSCHOOL OF CIVIL ENGINEERING – – GEOTECHNICAL DEPARTMENTGEOTECHNICAL DEPARTMENT
Michael KavvadasMichael Kavvadas
Assoc. Professor of Civil Engineering Assoc. Professor of Civil Engineering
Numerical Analysis in the Design of Urban TunnelsNumerical Analysis in the Design of Urban Tunnels
Torino, 19-24 June 2005
Keynote Lecture
Numerical Analysis in the Design of Urban TunnelsNumerical Analysis in the Design of Urban Tunnels
Lecture Outline
1. Characteristics of urban tunnels• Need to control ground deformations
• Numerical analyses to predict ground deformations
2. Tunnelling methods in urban areas (to control settlements)• Emphasis on pre-convergence and face pre-treatment
3. Methods of numerical analysis• Continuum / discontinuum modelling
• Continuum 3-D modelling :
Analysis of pre-convergence & face pre-treatment (for design)
Estimation of ground parameters (E) by monitoring extrusion
• Continuum 2-D modelling :
How to model the 3-D problem in 2-D (in a cross-section)
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Main characteristics of urban (shallow) tunnels
Minimisation of ground surface displacements
FirstFirst sandsand layerlayer
SecondSecond sandsand layerlayer
SoftSoft clayclay
Street levelStreet level
Historic buildingsHistoric buildings
ModernModern multimulti-storeystorey
buildingbuilding
Timber pilesTimber piles
SoftSoft siltsilt
Stiff Stiff clayclay 6.5m diameter tunnels6.5m diameter tunnels
FirstFirst sandsand layerlayer
SecondSecond sandsand layerlayer
SoftSoft clayclay
Street levelStreet level
Historic buildingsHistoric buildings
ModernModern multimulti-storeystorey
buildingbuilding
Timber pilesTimber piles
SoftSoft siltsilt
Stiff Stiff clayclay
North/South Line, Amsterdam
6.5m diameter tunnels6.5m diameter tunnels
Main characteristics of urban tunnelsMinimisation of ground surface displacements
Surface settlement trough above an advancing tunnel
T u n n e l
A d v a n c e
Settlement depends on ground, depth, diameter and excavation method
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Causes of ground surface displacements :
1. Ahead of tunnel face : Axial face extrusion (radial pre-convergence)
2. Behind tunnel face : radial convergence
TUNNEL
In a properly supported
non-TBM tunnel, 70-80%
of total surface settlement
is due to deformations
ahead of tunnel face
In TBM tunnels the fraction
varies significantly (< 70%)
depending on the method
Relative contribution of pre-convergence and convergence
Pre-convergenceConvergence
Minimisation of ground surface displacements
Conclusion :
In non-TBM tunnels,
control of pre-convergence
(face extrusion) is critical
in urban tunnelling
Faceextrusion
SUPPORT IS INSTALLED
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Control of pre-convergence is contrary to the basic NATM principle
of mobilising rockmass strength by deformation
Mountain tunnels :
• Stability is critical• Deformation not critical(usually desirable)
Urban tunnels :
• Deformation critical : tobe minimised
• Stability is ensured bycontrolling deformation
Support load Calculation of deformationsrequires numerical modelling
(important in urban tunnels)
This NATM principle is mainly applicable in mountain tunnels
Minimisation of pre-convergence & convergence
Face pre-treatmentSATM
(South of Alps)
Stiff support
Early closure of ring
Multiple drifts
(uR ∝ D)NATM
(North of Alps)
Control cutter-head overcut
andtail-void grouting
Adequate face support :
Pressure control (closed)Cutter-head openings (open)
TBM
Minimization ofconvergence
Minimisation of
pre-convergence
Tunnelling
method
Emphasis on pre-convergence, sinceit controls 70-80% of total settlement
Urban tunnelling methods
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Urban tunnelling methods : TBM tunnelling
Control of pre-convergence by face pressure
and ground conditioning in closed-face machines
p=0
screwconveyor
bentonite(pressure p)
excavated soil(pressure p)
Slurry shield EPB shield
p
Urban tunnelling methods : TBM tunnellingControl of pre-convergence by the size
of cutter-head openings in open face machines
Athens Metro – 9.5m dia. open TBM
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Urban tunnelling methods : TBM tunnellingInadequate control of pre-convergence by ground raveling
caused by too large cutterhead openings in open TBM
Athens Metro (1998)
Urban tunnelling methods : NATM tunnelling (North of Alps)Control of pre-convergence by multi-drifting (uR ∝ D)
Excavation with side-drifting and central pillar
Athens Metro – Acropolis Station : excavation in“schist” (phyllite)
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Urban tunnelling methods : NATM tunnelling (North of Alps)
• Control of pre-convergence by multi-drifting (uR ∝ D)
• Control of convergence by stiff support and early closure of ring
Urban tunnelling methods : SATM tunnelling (South of Alps)Control of pre-convergence by face pre-treatment
1. Face protection methods : Reduction of σ1 ahead of tunnel face
1.1 Pipe-roofing (forepoling umbrella)
σ1
σ1
Each forepole works independentlyalong its length (in bending)
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Steel sets embedded
in shotcrete
Steel sets
Fiber-glass nails
Forepoles
Shotcrete
application
Face preFace pre--treatment : Forepoling umbrellatreatment : Forepoling umbrella
Face protection using forepoling umbrella : How it works
Excavation reduces σ3 to zerocausing face instability.
Forepoling :The presence of a stiff beamreduces the major (vertical)
stress (σ1) on the face
σ1
geostatic
open face
Δσ1
σ3
1. Face protection methods : Reduction of σ1 ahead of tunnel face
σ1
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Urban tunnelling methods : SATM tunnelling (South of Alps)
Control of pre-convergence by face pre-treatment
1. Face protection methods : Reduction of σ1 ahead of tunnel face
1.2 Improved arch above tunnel crest
Grouted umbrella arch method
Grouted umbrella arch
σ1
arch
Control of pre-convergence by face pre-treatment1. Face protection methods : Reduction of σ1 ahead of tunnel face1.2 Improved arch above tunnel crest
Φ 1.2m pipes
Athens Metro : Monastiraki Station (18m wide span)
micro-tunnel pipe arch (bicycle chain)
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σ1
ATHENSMETRO
1. Face protection methods : Reduction of σ1 ahead of tunnel face1.3 Vertical nails (or piles) from ground surface
Tension elements reduce σ1
Control of pre-convergence by face pre-treatment
2. Face reinforcement methods : Increase of σ3 ahead of tunnel face
Urban tunnelling methods : SATM tunnelling (South of Alps)
Face reinforcement with fibre-glass nails
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Lateral confinement (σ3) :σ3
FG-nails
σ3
A FS
F n
A
P
F
y
)(3 ==σ
( ) so
N FS
λ −=
1
2
⎟ ⎠
⎞⎜⎝
⎛ +⎟⎟
⎠
⎞⎜⎜⎝
⎛
−+=
245tan
)1(
1 23 φ σ
λ oo
p FS FS
Factor of safety before nailing :
Factor of safety with FG-nails :
σ 1
= (1- λ ) pocm
o s
p N
σ
2=
2. Face reinforcement methods : Increase of σ3 ahead of tunnel face
Face reinforcement withfibre-glass nails
po = geostatic stress
Control of pre-convergence by face pre-treatment
3. Face improvement methods : Increase of cohesion ahead of tunnel face
Urban tunnelling methods : SATM tunnelling (South of Alps)
Face improvement
using grouting
Grouting : increases cohesion (Δc)
Face grouting
⎟ ⎠
⎞⎜⎝
⎛ +⎟⎟
⎠
⎞⎜⎜⎝
⎛ Δ
−+=
245tan
)1(
2 φ
λ oo
p
c FS FS
( ) so
N FS
λ −=
1
2
Factor of safety before grouting :
Factor of safety after grouting :
σ1
= (1-λ ) pocm
o
s
p N
σ
2=
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Athens Metro : Ground improvement ahead of TBM (via a pilot tunnel)using fiber-glass anchors and TAM grouting
3. Face improvement methods : Increase of cohesion ahead of tunnel face
Face improvement using grouting
Control of pre-convergence by face pre-treatment
Athens Metro
Numerical Analysis in the Design of Urban TunnelsNumerical Analysis in the Design of Urban Tunnels
Lecture Outline
1. Characteristics of urban tunnels
2. Tunnelling methods in urban areas (to control settlements)
3. Methods of numerical analysis• Continuum vs. discontinuum modelling
• Continuum 3-D modelling :
Analysis of pre-convergence & face pre-treatment (for design)
Prediction of ground parameters (E) by monitoring extrusion
• Continuum 2-D modelling :
How to model the 3-D problem in 2-D (in a cross-section)
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Urban tunnel design using numerical analysis
Tunnel excavation and support is traditionally an empirical art
Numerical analyses are useful in the following cases :
• Calculation of ground surface settlements
• Design of face pre-treatment in difficult ground conditions(selection among alternative methods)
• Sensitivity analyses :
Effect of locally inferior ground on the support system
Comparison of alternative support methods
• Selection of most appropriate corrective action in case of contingency• Assessment of ground properties ahead of the excavation face using
monitoring data (mainly face extrusion)
• “Legal” support of design decisions(decisions based on “engineering judgment” rarely stand in courts)
Design using numerical analysis: Continuum / Discontinuum models
Continuum modelsIntact rock strength
controls response
Continuum modelsRockmass strength
controls response
Discrete modelsStructural features
control response
Influence of rockmass discontinuities
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Design using numerical analysis: Discontinuum models
1. Analysis of wedge stability (at roof and sidewalls) :
Typical numerical analysis using computer programs :• UNWEDGE (for tunnels)
• SWEDGE (for slopes)
Applicable : mainly in rock where structural features control response
Design using numerical analysis: Discontinuum models2. Analysis of tunnel excavation and support using discontinuum models :
e.g. programs UDEC (2-D) , 3-DEC (3-D)
Kawamoto & Aydan, (1999)
Discrete Element Method: Calculation scheme
2-D analysis oftunnel facestability:
UDEC Results
Kamata & Mashimo(2003)
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Design using numerical analysis: Continuum models
3-D models : Check face stability / design face pre-treatment
Modelling stages are direct :1. Geostatic (initial conditions)2. Installation of face support3. Advancement of the excavation (one step)4. Installation of side support5. REPEAT steps 3–4 until new face support6. Install face support …..
However :• Input preparation and output
presentation is often complicated
• Analysis is time consuming
• Improved accuracy may beincompatible with the level ofknowledge of ground conditions
Design using numerical analysis: Continuum models / 3-D
z
Use of 3-D FE/FD models for face pre-treatment :
• Modelling face treatment
• Constitutive model (E-sensitive analyses)
• Knowledge of input ground parameters (E)
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Ground parameters for tunnelling can be obtained by :
• Boreholes & lab tests : not very relevant
• Field tests (inside the tunnel) : expensive, slow and not very relevant
• Exploitation of excavation data (monitoring)
Wall convergence (not sensitive)
Face extrusion (very useful)
Use of numerical analyses in assessing ground parameters
Use of numerical analyses in assessing ground parameters
Measurement of face extrusion by sliding micrometers ahead of the tunnel face
Lunardi & Bindi (2004)
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0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40
Ms = E / 1000γH0.90
D0.10
u y , m a x
/ D ( % )
L=1m , t=10cm
L=1m , t=20cm
L=1m , t=30cm
Use of numerical analyses in assessing ground parameters
3-D numerical analyses (using FLAC-3D) were performed to assess the magnitudeof face extrusion in terms of critical ground parameters (modulus E)
Maximum extrusion uy,max (at tunnel face) as a function of the controlling groundparameter Ms. Extrusion is not influenced by the installation of shotcrete lining
(thickness t) behind the face (distance L) ⇒ correlation uy,max & Ms is useful ⇒ E
10.090.01000 D H
E M s
γ =
25.2max, 0004.0 −= s y
M D
uunlined tunnel
Purely elastic response for Ms > 4
uy,max = maximum extrusion
(at tunnel face)
Spyropoulos, 2005
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4
Ms = E / 1000γH0.90
D0.10
c r o w n s e t t
l e m e n t / D ( % )
L=1m , t=10cm
L=1m , t=20cm
L=1m , t=30cm
unlined tunnel
Use of numerical analyses in assessing ground parameters
Crown settlement uz,max (at tunnel face) as a function of the controlling groundparameter Ms. Crown settlement is strongly influenced by the installation of shotcretelining (thickness t) behind the face (distance L).
Crown settlement cannot be used to assess the value of Ms ahead of the tunnel face
10.090.01000 D H
E M s
γ =
80.1max, 001.0 −= s z M D
u
Purely elastic response for Ms > 4
uz,max = crown settlement(at tunnel face)
unlined tunnel
Spyropoulos, 2005
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Use of numerical analyses in assessing ground parameters
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00
x / R
u y / u y , m a x
( ) R x
R x
y
ye
u
u 2
max,
1 −
+=
Extrusion uy as a function of the distance from tunnel face. Since the value of uy,max
is related to Ms ⇒ correlation uy & Ms (for any x/R) is useful ⇒ E
uy,max = maximum extrusion (at tunnel face)
uy = extrusion at distance (x) from tunnel face
Spyropoulos, 2005
Reduction of face extrusion (uy,max) by using FG-nails
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
0.0 0.2 0.4 0.6 0.8 1.0 1.2Ms
u y , m a x
/ D
( % ) without FG-nails
unsupported or supported with shotcrete
f G = 1000
f G = 4000
f G = 8000
n = number of FG-nails
F = mean axial force in FG-nails
A = tunnel section area
γ H = vertical overburden
10.090.01000 D H
E M s
γ =
H A
F n
γ =G|f
Face extrusion can be reduced up 30 - 50% by installing FG-nails
Spyropoulos, 2005
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0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
0.0 0.2 0.4 0.6 0.8 1.0 1.2Ms
u z
( x = 0 ) / D
( %
)
n = number of FG-nails
F = mean axial force in FG-nails
A = tunnel section area
H = vertical overburden
without FG-nails
supported with shotcrete
without FG-nails
unsupported
f G = 4000
f G = 8000
Reduction of crest settlement (uz at x=0) by using FG-nails
10.090.01000 D H
E M s
γ =
H A
F n
γ =G|f
Crest settlement is only slightly reduced by installing FG-nails
(and any reduction is masked by the shotcrete liner)
Spyropoulos, 2005
0.0
0.5
1.0
1.5
2.0
2.5
3.0
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Ms
u y , m a x
/ D ( %
)
L / D = 0.40
without forepoles
f F1 = I / S (cm3),
I = moment of inertia of a forepole tube
S = axial distance between forepoles
L = length of forepole overlap
D = tunnel diameter f F1 =1
f F1 =5
f F1 =10
f F1 =25
f F1 =50
f F1 =100
Reduction of face extrusion (uy,max) by using forepoles
10.090.01000 D H
E M s
γ =
Purely elastic response for Ms> 4
Practical forepoling applications correspond to f F1 < 20
Spyropoulos, 2005
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0.0
0.2
0.4
0.6
0.8
1.0
0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Ms
u z ( x = 0 ) / D
( % )
unsupported
without forepoles
only shotcrete
f F1
=1
f =5
f F1 =10
f F1 =25
f F1 =50
f F1 =100
L / D =0.40
f F1 = I / S (cm3),
I = moment of inertia of a forepole tube
S = axial distance between forepoles
L = length of forepole overlap
D = tunnel diameter
Reduction of crest settlement (uz at x=0) by using forepoles
10.090.01000 D H
E M s
γ =
Purely elastic response for Ms > 4
Practical forepoling applications correspond to f F1 < 20
Spyropoulos, 2005
Design using numerical analysis: Continuum models3-D models : Most suitable for face pre-convergence / face pre-treatment
2-D models : Analysis of tunnel cross-section (from 3-D to 2-D)
3-D model using FLAC 2-D model using PHASE2
Disadvantage : cannot model faceDisadvantage : sophisticated
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(Ι)
(Ι)(ΙΙΙ) (ΙΙ)
(ΙΙ)(ΙΙΙ)
λ =0λ =1
0
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Values of Ε / Ε ο for λ p/po ν = 0.25 ν = 0.30 ν = 0.35
0.20 0.80 0.571 0.533 0.4800.30 0.70 0.438 0.400 0.3500.40 0.60 0.333 0.300 0.2570.50 0.50 0.250 0.222 0.1870.60 0.40 0.182 0.160 0.1330.70 0.30 0.125 0.109 0.0900.80 0.20 0.077 0.067 0.0540.90 0.10 0.036 0.031 0.025
( ) ( )( ) λ+ν−
λ−ν−=
21
121
o E
E λ = 1 - p/po
Use of deconfinement ratio (λ)
and equivalent “reduced modulus” E
Determination of the deconfinement ratio (λ) along the tunnel axis
Tunnel wall displacement (uR )
varies along the tunnel axis
Calculation method :
3-D model : uR = uR (x)
2-D model : uR = uR (p)or uR = uR (λ)
Thus : λ = λ(x)
Standard diagrams are available
x
3-D model
2-D model
uR (p)
uR (x)
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-1
-0.9
-0.8
-0.7
-0.6
-0.5
-0.4
-0.3
-0.2
-0.1
0
-4 -3 -2 -1 0 1 2 3 4x / R
u R
/ u R , m a x ( c r e s t s e t t l e m e n t )
Chern, 2000
curves plotted for Ms =0.20
Panet, 1995
Unlu, 2003
FLAC3D
2.1
37.02.2exp1
−
∞⎟⎟ ⎠
⎞⎜⎜⎝
⎛ ⎥⎦
⎤⎢⎣
⎡⎟ ⎠
⎞⎜⎝
⎛ +=
R
x M
u
u s
R
R
10.090.01000 D H
E M s
γ =
Determination of the deconfinement ratio (λ ) along the tunnel axis
⎟ ⎠
⎞⎜⎝
⎛ = s M
R
x f ;λ
FLAC-3D : Spyropoulos, 2005
Purely elastic response for Ms > 4
( )⎥⎥⎥
⎦
⎤
⎢⎢⎢
⎣
⎡−⎟⎟
⎠
⎞⎜⎜⎝
⎛
−−=
⎟ ⎠ ⎞⎜
⎝ ⎛
+−−
∞
11
21
11
K k
R
R
s u
u
N k λ
TUNNEL
40 mm surface settlement
Excavation with side-driftingand central pillar
Athens Metro : Acropolis Station
excavation in“schist” (phyllite)
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Numerical Analysis in the Design of Urban TunnelsNumerical Analysis in the Design of Urban Tunnels
Conclusions
1. Ground deformations are critical
2. Estimates of ground deformations require 3-D numericalanalyses ( + ground model + ground properties)
3. Relevant ground properties (mainly E) can be obtained bymeasurement of face extrusion & numerical back-analyses(or use of the normalised graphs)
4. For many tunnel designers, 3-D analyses may seem too
sophisticated :• Methods exist to analyse the problem in 2-D using the “deconfinement method (λ)”
• Normalised graphs are available to estimate (λ) intunnels without / with face pre-treatment
Thank you ...