Post on 10-Oct-2015
transcript
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Engineers IrelandEngineers Ireland -- Geotechnical Society ofGeotechnical Society of
IrelandIreland
Design and Construction of MetroStations and Underground Structures to
Eurocode 7 - with Case Histories
David Beadman
Byrne Looby Partners
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November 2008Engineers Ireland
Geotechnical Society of Ireland
ContentsContents
The Eurocodes and Eurocode 7
Jubilee Line, London North Greenwich Station
Jubilee Line, London Canary Wharf Station
Copenhagen Metro Eurocode 2
Copenhagen Metro Observational Method
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November 2008Engineers Ireland
Geotechnical Society of Ireland
British StandardsBritish Standards
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November 2008Engineers Ireland
Geotechnical Society of Ireland
TheThe EurocodesEurocodes and Eurocode 7and Eurocode 7
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode SuiteEurocode Suite
EN 1990 Eurocode: Basis of structural design
EN 1991 Eurocode 1: Actions on structures
EN 1992 Eurocode 2: Design of concrete structures
EN 1993 Eurocode 3: Design of steel structures
EN 1994 Eurocode 4: Design of composite steel and concrete structures
EN 1995 Eurocode 5: Design of timber structures
EN 1996 Eurocode 6: Design of masonry structures
EN 1997 Eurocode 7: Geotechnical design
EN 1998 Eurocode 8: Design of structures for earthquake resistance
EN 1999 Eurocode 9: Design of aluminium structures
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Structure of theStructure of the EurocodesEurocodes
EN 1990
EN 1991
EN 1992 EN 1993 EN 1994
EN 1995 EN 1996 EN 1999
EN 1998EN 1997
Actions onstructures
Design and detailing
Geotechnical
and Seismicdesign
Basis of
structural design
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November 2008Engineers Ireland
Geotechnical Society of Ireland
a
b
cd
ef
aa NationalNational titletitle pagepage
bb NationalNational forewordforeword
cc ENEN titletitle pagepage
dd ENEN texttext
ee ENEN AnnexAnnex(es)(es)
ff NationalNational annexannex
National version of a EurocodeNational version of a Eurocode
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November 2008Engineers Ireland
Geotechnical Society of Ireland
National Annex?National Annex?
The member states refinement of the CEN released
Eurocode to reflect its own national practices Values of Nationally Determined Parameters (NDPs)
The decisions where main text allows alternatives
The choice to adopt informative annexes Non-contradictory complementary information (NCCI)
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November 2008Engineers Ireland
Geotechnical Society of Ireland
CIRIA C580CIRIA C580
Embedded retaining
walls guidance foreconomic design.
London 2003
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 7Eurocode 7
Approved by
CEN on 23
April 2004.
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Release of Eurocode to BSI by CEN
Develop National Annex Modify Existing Standards
BSI Publish Eurocode with National Annex
2
Yea
rs
Coexistence of Eurocode with British
Standard
Withdrawal of British Standard
3
Years
ImplementationImplementation
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Geotechnical Society of Ireland
Operation and ApplicationOperation and Application
Principles
General statements and definitions for which there is
no alternative.
Requirements for analytical models for which noalternative is permitted
Principle clauses are identified with the letterP
The verb shall is used (meaning must)
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Operation and ApplicationOperation and Application
Application rules
Generally recognised rules which satisfy the
Principles, but alternative rules may be used.
Verbs should, may, can etc used
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November 2008Engineers Ireland
Geotechnical Society of Ireland
ContentsContents
Section 1: General
Section 2: Basis of geotechnical design
Section 3: Geotechnical data
Section 4: Supervision of construction, monitoring and
maintenanceSection 5: Fill, dewatering, ground improvement and
reinforcement
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November 2008Engineers Ireland
Geotechnical Society of Ireland
ContentsContents
Section 6: Spread foundations
Section 7: Pile foundations
Section 8: Anchorages
Section 9: Retaining structures
Section 10: Hydraulic failure
Section 11: Overall stability
Section 12: Embankments
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Geotechnical Society of Ireland
ContentsContents
Annex A: Recommended partial factors
Annex B-J: Supplementary information
EN1997-2 Performance and evaluation of field and
laboratory measurements
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November 2008 Engineers IrelandGeotechnical Society of Ireland
EurospeakEurospeak
Actions (c.f. Loads)
Permanent & Variable (c.f. Dead and Live)
Geotechnical action 1.5.2.1
Action transmitted to the structure by the ground, fill,standing water or ground-water
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November 2008 Engineers IrelandGeotechnical Society of Ireland
EurospeakEurospeak 1.5.2.71.5.2.7
Resistance
capacity . to withstand actions without mechanical
failure e.g. resistance of the ground, bending resistance,
buckling resistance, tensile resistance
Norm
Standard EN Euro-Norm i.e. European Standard
Characteristic
The value of a parameter to be used in design; usually
the value of an action only likely to occur with a
probability of 0.02 per annum or a material property
likely to be achieved with a probability of 0.95.
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Calculations 2.4Calculations 2.4
Characteristic Values 2.4.5.2 (2)P
The characteristic value of a geotechnical parameter
shall be selected as a cautious estimate of the value
affecting the occurrence of the limit state.
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Soil ParametersSoil Parameters
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Ultimate Limit States 2.4.7Ultimate Limit States 2.4.7
Internal failure or excessive deformation of the structure
or structural elements, including e.g. footings, piles orbasement walls, in which the strength of structural
materials is significant in providing resistance (STR);
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Ultimate Limit States 2.4.7 (STR)Ultimate Limit States 2.4.7 (STR)
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Ultimate Limit States 2.4.7Ultimate Limit States 2.4.7
Failure or excessive deformation of the ground, in which the
strength of soil or rock is significant in providingresistance (GEO);
NOTE Limit state GEO is often critical to the sizing of
structural elements involved in foundations or retaining
structures and sometimes to the strength of structural
elements.
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Ultimate Limit States 2.4.7 (GEO)Ultimate Limit States 2.4.7 (GEO)
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Design Approach 1 2.4.7.3.4.2Design Approach 1 2.4.7.3.4.2
Check for a limit state of rupture or excessive deformation: Combination 1: A1 + M1 + R1
Combination 2: A2 + M2 + R1
(Except for the design of axially loaded piles and anchors.)
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Eurocode 7 Table A.3Eurocode 7 Table A.3
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Eurocode 7 Table A.4Eurocode 7 Table A.4
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Eurocode 7 Table A.13Eurocode 7 Table A.13
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Ground surfaces 9.3.2.2 (2)Ground surfaces 9.3.2.2 (2)
Ultimate limit state level of resisting ground lowered
by a, where a is, for normal levels of control:
10% of wall height for a cantilever or 10% of depth
below the lowest support, limited to a maximum of
0.5m
i.e. Overdig allowance
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Embedded retaining wallEmbedded retaining wall
Soil strength M(table A.4)
Combination 2 to determine toe depth (Geo) i.e. BS 8002 design
Surcharge x F equiv.
=1.3/1.0 (table A.3)
Include over-dig
Resulting section forces
(BM & SF) x F =1.0
(table A.3) Designvalues.
Soil stiffness 2(CIRIA C580)
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Embedded retaining wallEmbedded retaining wall
Soil strength M =1.0
(table A.4)
Combination 1 to determine section forces (Str) i.e.BS 8110 design
Surcharge x F equiv.=1.5/1.35 (table A.3)
Include over-dig
Resulting section forces
(BM & SF) x F =1.35
(table A.3) Designvalues.
Soil stiffness unfactored
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Embedded retaining wallEmbedded retaining wall
Soil strength unfactored
Serviceability loadcase to determine deflections
Surcharge unfactored
No over-dig
Soil stiffness unfactored
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November 2008 Engineers IrelandGeotechnical Society of Ireland
Execution Standards 7.1(3)pExecution Standards 7.1(3)p
BS EN 1536:1999, Execution of
special geotechnical works -bored piles
BS EN 12063:2000, for sheet
pile walls,
BS EN 12699:2000, for
displacement piles.
BS EN 14199 for micro-piles.
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November 2008 Engineers IrelandGeotechnical Society of Ireland
The Jubilee Line Extension, LondonThe Jubilee Line Extension, London
North Greenwich stationNorth Greenwich station
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich StationNorth Greenwich Station
Large internal space
No internal slabs Temporary propping of
retaining walls difficult
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Box designed independently of any temporary works
London clay
Thames Gravel
Alluvium
Made Ground
30m
22m
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Difficult to build station around temporary props
London clay
Thames Gravel
Alluvium
Made Ground
N th G i h t tiN th G i h t ti
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Construction sequenceConstruction sequence
Install hard soft secant piles
London clay
Thames Gravel
Alluvium
Made Ground
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Excavate outside box to 3m depth
Excavate inside to 7.5m depth
Install ground anchors
London clay
Thames Gravel
Alluvium
Made Ground
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Excavate to 15.5m depth
Install prop
London clay
Thames Gravel
Alluvium
Made Ground
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November 2008 Engineers IrelandGeotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Complete excavation
London clay
Thames Gravel
Alluvium
Made Ground
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November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Open excavation with
ground anchors
Construction of box
avoided building around
props
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November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
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Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Analysed with WALLAP (beam-on-springs program)
Prop load 1500kN/m (unfactored) i.e 9000kN/prop @ 6m Measured typically 6000kN, one prop 15000kN (2500kN/m)
Note mismatch of stiffnesses - ground anchors and props
London clay
Thames Gravel
Alluvium
Made Ground
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November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Analysis now with factored
soils, overdig, softening,minimum fluid pressure
(i.e. in accordance with
Eurocode 7 and CIRIA
C580)
Wall is not stable
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November 2008Engineers Ireland
Geotechnical Society of Ireland
The Jubilee Line Extension, LondonThe Jubilee Line Extension, London
Canary Wharf stationCanary Wharf station
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Canary Wharf stationCanary Wharf station
Diaphragm walls
installed from the
base of an old dock
i
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Diaphragm wallsDiaphragm walls
Dug under
bentonite using a
Grab orHydrofraise
Insertreinforcement
cage and concrete
using tremie pipe
Di h llDi h ll
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Diaphragm wallsDiaphragm walls
Typical joint detail.
Straight panels, tee
panels or corner panels.
Grab length 2.8m
typical.
Di h W llDi h W ll
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Diaphragm WallsDiaphragm Walls
Reinforcement details: Allow for the tremie pipe;
Allow for the unreinforced
area close to the CWS stopend;
For installation, the cage must
be lifted.
C Wh f t tiC Wh f t ti l t t bilitl t t bilit
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Canary Wharf stationCanary Wharf station slot stabilityslot stability
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November 2008Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen Metro
Eurocode 2Eurocode 2
C h M tC h M t E d 2E d 2
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November 2008Engineers Ireland
Geotechnical Society of Ireland
Copenhagen MetroCopenhagen Metro -- Eurocode 2Eurocode 2
Rules for Buildings
Piles require some
special attention for
buildability
Copenhagen MetroCopenhagen Metro -- Eurocode 2Eurocode 2
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Engineers Ireland
Geotechnical Society of Ireland
Copenhagen MetroCopenhagen Metro Eurocode 2Eurocode 2
Analysis
programsunavailable
Spreadsheets
written and
checked
C i f S 400 S ifi i
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Comparison of BS5400 and the Metro SpecificationComparison of BS5400 and the Metro Specification
0.2mm0.25mmMaximum crack width
90mm75mmMinimum cover for structures cast against
the ground
50mm35mmMinimum cover for durability for
retaining wall members, as concrete castin non-aggressive ground
fck
=30N/mm2fcu
=35N/mm2Concrete grade
100 years120 yearsDesign life
Metro
Specification
BS5400Requirements
T d iT d t ti
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Engineers Ireland
Geotechnical Society of Ireland
Stage 1 Install
retaining wall
Stage 2 Excavate
and construct roof
Stage3 Excavate and
construct waling beam
Stage 4 Excavate to
formation level
Top down construction sequenceTop down construction sequence
Station crossStation cross--sectionsection
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Engineers Ireland
Geotechnical Society of Ireland
Station crossStation cross--sectionsection
Structure hung from roof
Large fixed-end moments
CrackCrack--width for concrete sectionswidth for concrete sections
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
CrackCrack--width for concrete sectionswidth for concrete sections
Calculate crack width at cover required for durability
Eurocode 2Eurocode 2 -- Crack width calculationCrack width calculation
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Eurocode 2Eurocode 2 - Crack width calculationCrack width calculation
Eurocode 2Eurocode 2 -- Lapping of barsLapping of bars
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Eurocode 2Eurocode 2 Lapping of barsLapping of bars
Principle not permitted to lap bars greater than 32mm
diameter. (Not satisfied)
E d 2E d 2 E i l t di t f b b dlE i l t di t f b b dl
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Engineers Ireland
Geotechnical Society of Ireland
Bundles of equivalent diameter greater than 55mm notpermitted (Application Rule)
Eurocode 2Eurocode 2 -- Equivalent diameter of bar bundlesEquivalent diameter of bar bundles
Bundles to be considered as notional bars for purposesof crack-width calculation (Application Rule)
E d 2E d 2 E i l t di t f b b dlE i l t di t f b b dl
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Geotechnical Society of Ireland
Equivalent perimeter of bundle = 40 x (2 + ) = 206mm
Number of bars in bundle:
(Assume 40mm diameter bars)
Two:
Equivalent diameter of a
single bar =
56mm
Perimeter of equivalent bar = 56.6 x = 178mm
Eurocode 2Eurocode 2 -- Equivalent diameter of bar bundlesEquivalent diameter of bar bundles
E d 2E d 2 E i l di f b b dlE i l t di t f b b dl
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Engineers Ireland
Geotechnical Society of Ireland
Equivalent perimeter of bundle = 40 x (3 + ) = 246mm
Number of bars in bundle:(Assume 40mm diameter bars)
Three:
Equivalent diameter of a
single bar =
69.3mm
Perimeter of equivalent bar = 69.3 x = 218mm
Eurocode 2Eurocode 2 -- Equivalent diameter of bar bundlesEquivalent diameter of bar bundles
Circular sectionsCircular sections shear capacityshear capacity
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Geotechnical Society of Ireland
p yp y
Feltham I, The StructuralEngineer, June 2004
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Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen MetroThe observational method atThe observational method at
Norreport stationNorreport station
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen MetroThe observational method atThe observational method at
Norreport stationNorreport station
Description of the project.
Construction sequence
and the observational
method.
Application
Results
The Copenhagen MetroThe Copenhagen Metro
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Engineers Ireland
Geotechnical Society of Ireland
Route of the Metro
Above ground
works, on
embankment orviaduct.
ChallengesChallenges
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Engineers Ireland
Geotechnical Society of Ireland
100 year design life -0.2mm crackwidth limit.
Design to Eurocodes.
First significant deepbasement construction in
Copenhagen.
Environmental
standards.
Programme constraints.
Architectural
requirements.
Architectural challengesArchitectural challenges
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Engineers Ireland
Geotechnical Society of Ireland
Natural light available atplatform level.
No internal columns at platform
level.
Minimal internal propping.
Danish minimalist design details.
Retaining wall detailsRetaining wall details
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Engineers Ireland
Geotechnical Society of Ireland
Ground Conditions:
Made ground
Glacial till
Limestone
TBMTBM ProgrammeProgramme
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Engineers Ireland
Geotechnical Society of Ireland
Islands Brygge
Ved Stadsgraven
Islands Brygge
Ved Stadsgraven
TBMTBM ProgrammeProgramme
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Engineers Ireland
Geotechnical Society of Ireland
Ved Stadsgraven
Islands Brygge
Havnegade
Ved Stadsgraven
Christianshavn StationChristianshavn Station
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Engineers Ireland
Geotechnical Society of Ireland
Bottom up
construction
sequence with
temporary
props
TBMTBM ProgrammeProgramme
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Havnegade
Islands Brygge
Ved Stadsgraven
Medieval BridgeMedieval Bridge
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Norreport StationNorreport Station -- BridgeBridge
FoundationsFoundations
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Medieval BridgeMedieval Bridge
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
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Engineers Ireland
Geotechnical Society of Ireland
Application of the observationalApplication of the observational
techniquetechnique
Observation method managementObservation method management
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Settlement control
engineer
Comet
Retaining wall
designer
Bachy Soletanche
Permanent works
designer
Maunsell
Clients
representative
Cowi
Temporary works
designer
Carillion
Design managerComet
Site managerComet
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Excavation down to Waling BeamExcavation down to Waling Beam
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
Excavation down to Base SlabExcavation down to Base Slab
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
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November 2008
Engineers Ireland
Geotechnical Society of Ireland
EurocodesEurocodes
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November 2008
Engineers Ireland
Geotechnical Society of Ireland