tunnel design state of the art design...
TRANSCRIPT
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Tunnel design – state of the art design
examples
Széchenyi István Egyetem
Szerkezetépítési és Geotechnikai tanszék
Glatz Katalin, Megyeri Tamás 1 03/04/2015
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Tartalom
• Introduction - K. Glatz
• Basics
• Bergen light rail tram
• Three celled tunnel in a city
• Numerical modelling - T. Megyeri
• Further examples
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Introduction
3
35 employee
16 500 employee
Offices in 50 countries, working in 140 countries
Mott MacDonald
Limited
Mott MacDonald
Hungary
Civil Engineering
team
Environmental team
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Engineering Design (from feasibility studies
to detailed design)
Geotechnics and Rock Mechanics
Cut and Cover Structures, Reinforced
Concrete and Steel Structures
Tunnel Design in Soft Ground and Hard Rock
Numerical Modelling (in 2D and 3D)
Soil Settlement Analysis, Stability Analysis
Instrumentation and Monitoring
Retaining Structure Design
Foundation Design, Deep Foundation Design,
Foundation Strengthening
Earthquake engineering
CAD 3D
Visualisation
BIM
Design Supervision
Construction Supervision
Technical audit and compliance test
(due diligence)
Civil engineering key services
Geotechnics Tunnelling Structures CAD / BIM
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International Expertise
our project
our engineers
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State of the art tunelling?
• Common sense
• Using tunnelling experts experience
• Literature
• Hand calculation
• Empirical, analytical methods
• Numerical Modelling
• Sanity checks, project reviews
• BIM
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• Influencing factors in Tunnel design
– Client expectations
– Requested geometry
– Soil parameters
• Design basis
– Stand up time
– Arching, Stress changes
– Soil – lining interaction
– Four dimensions
Tunnel design
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Gelogical long section
LHA
UHC/D
UHA/B
LHB
UAC LAC
Fullers Earth South
Portal North
Portal
Devils Punch Bowl
Anticline Axis
Groundwater Level
The alignment must be set up to minimise the risks and cost
In the most beneficial soil layer
Above ground water level, if possible
At least one diameter cover everywhere
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Geotechnical parametrers
Has affect :
• On design
– Horisontal and vertical alignment
– Loads on lining
• Construction technology
– Excavation method
– Lining, excavation support
– Building cost and time
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3D arching
( in kPa)
“Arching” of
the stresses
around tunnel
Original direction of soil stresses
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Stress release on face
New equilibrium forms
Cross-section
New equilibrium
pi pi
du
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• Empirical methods
• Analytical methods
• Numerical methods
Design methods
For example: anchor design
Soil response curve
calculations
Discrete element method
Finite different method
Finite element method
For example: Q-method
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Challenges – Improving techniques
•There is no established code for SCL
•Still young and improving science
•New type of materials
•New excavating techniques
•Quicker advance rates
•Compact sites, denser built-in areas
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Challenges -Modelling
•Empirical methods are not
sufficient anymore
•Clients require Numerical
modelling proof for designs
•Complex situations, excavation
sequences, shapes and loads
•MM is committed to using Best
Practice
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Choosing the design method
1 Identify soil/rock behaviour
2 Choose an excavation method
3 Choose a design method for all element
of the tunnel
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Complex soil – lining interactions
Complex geometry
Soil/rock behaviour
Material behaviour (Soil/rock & lining)
Time dependent behaviour (soil/rock & lining)
Other design criteria- as: endurance, water
tightness, etc.
Design basics
} 3 D problem
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Tunnel Quality Index (Q), Barton et al 1974
• Rock characteristics and the support systems requirements
• It is based on huge amount of case studies, experience on
underground work
• Probably the most frequently used rock classification method these
days
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Definition of Quotients
• RQD/Jn Block size
• Jr/Ja Shear strength between
blocks
• Jw/SRF Active stress
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Q-system
S R F
J
J
J
J
R Q DQ w
a
r
n
Where:
RQD Rock Quality Designation
Jn number of cracks
Jr crack surface grain
Ja orientation of cracks
Jw water infill of cracks
SRF srtess relief factor
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Q method
• All parameters shall be defined
• The notes to be considered in the table as well
• The Q has to be defined for all structural parts
• The crack arrangement which influence the whole stability shall be checked
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Bergen – The gate of fjords
• Bergen: Norwegian city next to the Atlantic ocean
• The largest city of the western part of the country
• It was the most important city of Scandinavia for hundreds of years
• Important port, industrial centre
• „Gateway to the fjords” – dynamically developing tourist centre
• World heritage: remaining buildings of the Hansaeatic city
• International airport: around 50 destinations
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video
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Bergen – Climate, surroundings
• Bergen: harbour surrounded by high mountains
• The city itself is on a lower but very variable surface
– The alignment of the roads and trains usually devious, leads through bridges and tunnels
• Large amount of rainwater 2250 mm
• More than 200 days are rainy
• Mild winter: January average 2,8 °C
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Bergen – LRT project
• Local government initiative: 2000
• Investor – Bergen Bybanen (transportation operator)
• Light Rapid Transit (LRT) between the city centre and the airport
• Connects the city centre, suburbs and important institutes
– 50% growth in real estate fees after second phase is finished
• 7 km, 7 stations, 6 tunnels, 3 bridges, 8 portal structures, 6 culverts
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Tunnels, portals
• 40% of the 7.1 km length is below ground
• 6 tunnels (lengths: 120-700 m)
• Cross section heights 7,5 m, width: 9,5 m
• 5 tunnels are excavated with drill and blast method (excluded the portals), one is Cut & Cover
• Risks: School, private buildings nearby, shallow tunnels
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Collaborating offices • Dublin (IE): Project lead,
3D & CAD, alignment, drainage, railway, environment, costing
• Cork (IE): Structures, roads
• Bristol (UK): Geology
• Croydon (London, UK): Tunnels, ventilation and fire design
• Prague: (CZ): Bridges, C&C tunnel
• Budapest (HU): Tunnels
• Bergen (NO): site support, meetings
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3D modelling and BIM
• First biggest transportation project done in BIM
• Every discipline is responsible for its own 3D model
• Designer meetings, clash detections
• Every 3D object has a Tag which corresponds the costing program’s (G-Prog) elements
• G-Prog: is a client requirement, frequently used in Norway
• Usually used in road projects, lacking code for other disciplines work
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Common BIM data environment
• Common Data Environment (CDE)
• ProjectWise based system
– Connected servers in the interfacing offices
• Created by second largest software company: Bentley
– MicroStation (DGN), MX (road design), gINT, Staad
• Capable to handle every types of documents
– Native (without conversation) DWG handling
– Big 3D files are processed quickly
– Visualisation in the same software
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Image slide
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ProjectWise
• File based central data storage system
• Versions
– WIP – Work In Progress
– Shared: shared with other disciplines, Clash Detection
– Other disciplines see the latest version but the previous ones remain as well
– Issued: issued to the client
– Final: at the end of the project the client owns the file
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Bergen – soil surface and alignment
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Tunnel Design- Analytical methods
• Loads
– Soil interaction curve
– “closed formulas”
– Wedge stability
– Lining design – simple structural calculations
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tunnel
Soil Interaction curve
pi du
The displacements happen in a
finite period of time
pi
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pi
displacement Lo
ad
on
th
e s
up
po
rt
Timing & Support stiffness
p/u = E stiffness
Support stiffness
Soil response curve
pi du or t
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Hole in the elastic continuum
st = tangential
sr = radial
x pi
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Analytical methods
• Face or wedge stability
Input data:
• Strength
• Stiffness
• In situ stress
• Crack orientation,
density
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Analytical methods
• Barrett&McCreath (1995) calculation (small block rock)
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Numerical analysis
• 2D Numerical analysis
• 3D Numerical analysis
• Discrete element method
• Finite different method
• Finite element method
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Three celled tunell project
• Usage of several design methods
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Strata
Formation Strata
Fill Fill
Kallang Formation Estaurine Clay
Fluvial Sand
Fluvial Clay
Bukit Timah Granite Residual Soil
Completely Weathered Granite
Highly Weathered Granite
Moderately Weathered Granite
Slightly Weathered Granite
Fresh Granite
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Mined tunnels
Head of G-III rock
Head of G-IV rock
Mined tunnels
Head of G-III rock
Head of G-IV rock
Geological profile along
the NB Track Geological profile along
the SB Track
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Input data
Parametres (too conservative)
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Stratum
SPT
value, N
(-)
Unit
weight, γ
(kg/m3)
Undraine
d shear
strength,
cu (kPa)
Effective
cohesion
, c’ (kPa)
Effective
friction
angle, Φ’
(°)
Undraine
d elastic
modulus,
Eu (MPa)
Drained
elastic
modulus,
E’ (MPa)
Coefficie
nt of
earth
pressure
at rest,
K0 (-)
Coefficie
nt of
permeabi
lity, k
(m/s)
Fill - 19 30 0 30 10 10 0.5 1.0 × 10-6
E - 15 20 0 25 6 5 1.0 1.0 × 10-6
F1 - 20 - 0 30 - 10 0.7 1.0 × 10-6
F2 N≤4 17 25 5 25 7.5 6 1.0 1.0 × 10-6
N>4 19 50 5 25 15 12 1.0 1.0 × 10-6
G-VI N≤15 19 5.0 × N 5 32 2.5 × N 2.0 × N 0.8 2.0 × 10-7
N>15 19 5.0 × N 10 32 2.5 × N 2.0 × N 0.8 2.0 × 10-7
G-V
N≤50 20 5.0 × N 12 32 2.5 × N 2.0 × N 0.8 2.0 × 10-7
50<N≤10
0 20 250 20 32 2.5 × N 2.0 × N 0.8 2.0 × 10-7
N>100 20 250 25 32 2.5 × N 2.0 × N 0.8 2.0 × 10-7
G-IV - 24 500 40 40 500 500 0.8 1.0 × 10-6
G-III - 25 1000 90 45 2000 2000 0.8 3.0 × 10-7
G-II - 26 1000 250 45 5000 5000 0.8 5.0 × 10-8
G-I - 26 1000 250 45 5000 5000 0.8 5.0 × 10-8
Failure criteria (Mohr-Coulomb instead of Hoek-Brown)
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Strata – excavation support
Proposed stratification for Type A analysis
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Proposed stratification for Type B analysis
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Soil parametres – Type A and B
Stratum
Average
SPT
value, N
(-)
Unit
weight, γ
(kg/m3)
Undraine
d shear
strength,
cu (kPa)
Effective
cohesion
, c’ (kPa)
Effective
friction
angle, Φ’
(°)
Undraine
d elastic
modulus,
Eu (MPa)
Drained
elastic
modulus,
E’ (MPa)
Coefficie
nt of
earth
pressure
at rest,
K0 (-)
Coefficie
nt of
permeabi
lity, k
(m/s)
Fill - 19 30 0 30 10 10 0.5 1.0 × 10-6
G-VI 26 19 130 10 32 65 52 0.8 2.0 × 10-7
G-IV - 24 500 40 40 500 500 0.8 1.0 × 10-6
G-III - 25 1000 90 45 2000 2000 0.8 3.0 × 10-7
Stratum
Average
SPT
value, N
(-)
Unit
weight, γ
(kg/m3)
Undraine
d shear
strength,
cu (kPa)
Effective
cohesion
, c’ (kPa)
Effective
friction
angle, Φ’
(°)
Undraine
d elastic
modulus,
Eu (MPa)
Drained
elastic
modulus,
E’ (MPa)
Coefficie
nt of
earth
pressure
at rest,
K0 (-)
Coefficie
nt of
permeabi
lity, k
(m/s)
Fill - 19 30 0 30 10 10 0.5 1.0 × 10-6
G-VI 26 19 130 10 32 65 52 0.8 2.0 × 10-7
G-V 26 20 130 12 32 65 52 0.8 2.0 × 10-7
G-IV - 24 500 40 40 500 500 0.8 1.0 × 10-6
G-III - 25 1000 90 45 2000 2000 0.8 3.0 × 10-7
Table 3.3: Geotechnical properties for the analysis of section Type A (Model 01)
Source: GIBR for Contract T213 [R15]
Table 3.4: Geotechnical properties for the analysis section Type B (Model 02)
Source: GIBR for Contract T213 [R15]
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Groundwater conditions
• Groundwater table is at ground level
• Groundwater table is 5m below ground level
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Designed structure
• Three celled tunnel
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Soil strengthening around the tunnels
Layout of grouting and forepoles around tunnels (type B)
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Empirical methods
Rock classification methods:
o Q,
o RMR,
o GSI
The benefits of Q methods
– More detailed method applicable for tunnel design, supports
standardised design
– Very effective in preliminary design
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Analitical methods
• Barrett&McCreath (1995) calculation
UnWedge software /large blocked rock/
3D location, direction of cracks,
continuity, distance
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Example for input data
In situ stresses
+ Estimated excavation
support elements
+Estimated excavation
sequence
Relaxation (support
effect of the face)
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Steps of excavation
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An example on the excavation
sequence for section type A
Excavation sequence for section
type B
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Steps of excavation (type A)
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Steps of excavation (type A)
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Temporary support design
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Numerical modelling
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2D models for different excavation systems
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Lining parameters
Model
Temporary
lining
thickness
(mm)
Rockbolt
length (m)
Longitudinal
rockbolt
spacing (m)
Lateral
rockbolt
spacing (m)
01 (section
Type A) 150 3.0 1.0 1.2
02 (section
Type B) 300 3.0 1.0 1.2
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Capacity check of the support system
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Divn/Dept:
Calculated by: Date: 2014.04.29
Checked by: Date: 2014.05.05
Concrete grade
30 MPa Fibres ? No FALSE C30/37.5 D 2.5 S 0
500 MPa [Yes / No] after BS EN 14487-1
205 GPa
Design Flexural Tensile Strength (fctd, fl) 0.00
0.00 kh = 0.97
0.000 fR.k1 = 1.26 MPa
0.000 fR.k4 = 0.98 MPa
Effective Tensile Strain Limit if Unreinforced -0.50% Material factors
434.78 SFRC 1.5
1000 mm Conc 1.5
150 mm Steel 1.15
Diameter Spacing Cover to bar
0 150 50 mm (closest to the surface)
0 150 76 mm
100 mm
74 mm
0 mm2
0 mm2
6 150 75 mm
0 150 76 mm
78 mm
76 mm
188 mm2
0 mm2
150 mm
Actual 0.00%
Minimum for Reinforced 0.15%
Section Effective depth d
Tension Steel RatiosSection classed as unreinforced, capacity
calculated to Section 12.6
Compression Bar 2
d'-1
d'-2
Asc1
Asc2
N.B. Cover-to-bar is to the tension or
compression bar itself, not just the specified
minimum cover to rebar generally.
d-1
d-2
Ast1
Ast2
Compression Bar 1
Factored Yield Stress
Width of section (b)
Depth (h)
Reinforcement
Tension Bar 1
Tension Bar 2
MPa RILEM ValuesTensile s1
Maximum residual s2
Minimum residual s3
Concrete Grade (fck)
Steel (fy)
Steel Elastic Modulus (Es)
Bending moment - Axial force capacity checkVJ Sheet No.
CG 1
Section Data
Project
T213 Construction Singapore
Calculations for: EDE Job No./File No.: 328619
-500
0
500
1000
1500
2000
2500
3000
-60 -40 -20 0 20 40 60
Axi
al F
orc
es (k
N/m
)
Bending Moment (kNm/m)
MN Capacity Check
Capacity Curve
NB Tunnel (Stage 07)
NB Tunnel (Stage 12)
SB Tunnel (Stage 12)
CS Tunnel (Stage 18)
Near face Far face
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Standardised drawings – excavation support
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Monitoring design
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Designer support on site
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