November 2008Engineers Ireland
Geotechnical Society of Ireland
Engineers Ireland Engineers Ireland -- Geotechnical Society of Geotechnical Society of IrelandIreland
Design and Construction of Metro Stations and Underground Structures to
Eurocode 7 - with Case Histories
David BeadmanByrne Looby Partners
November 2008Engineers Ireland
Geotechnical Society of Ireland
ContentsContents
The Eurocodes and Eurocode 7Jubilee Line, London – North Greenwich StationJubilee Line, London – Canary Wharf StationCopenhagen Metro – Eurocode 2Copenhagen Metro – Observational Method
November 2008Engineers Ireland
Geotechnical Society of Ireland
British StandardsBritish Standards
••
November 2008Engineers Ireland
Geotechnical Society of Ireland
The The EurocodesEurocodes and Eurocode 7and Eurocode 7
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode SuiteEurocode Suite
EN 1990 Eurocode: Basis of structural designEN 1991 Eurocode 1: Actions on structuresEN 1992 Eurocode 2: Design of concrete structuresEN 1993 Eurocode 3: Design of steel structuresEN 1994 Eurocode 4: Design of composite steel and concrete structuresEN 1995 Eurocode 5: Design of timber structuresEN 1996 Eurocode 6: Design of masonry structuresEN 1997 Eurocode 7: Geotechnical designEN 1998 Eurocode 8: Design of structures for earthquake resistanceEN 1999 Eurocode 9: Design of aluminium structures
November 2008Engineers Ireland
Geotechnical Society of Ireland
Structure of the Structure of the EurocodesEurocodes
EN 1990
EN 1991
EN 1992 EN 1993 EN 1994EN 1995 EN 1996 EN 1999
EN 1998EN 1997
Actions on structures
Design and detailing
Geotechnical and Seismic design
Basis of structural design
November 2008Engineers Ireland
Geotechnical Society of Ireland
ab
cd
e
f
aa National National titletitle pagepagebb National National forewordforewordcc EN EN titletitle pagepagedd EN EN texttextee EN EN AnnexAnnex(es)(es)ff National National annexannex
National version of a EurocodeNational version of a Eurocode
November 2008Engineers Ireland
Geotechnical Society of Ireland
National Annex?National Annex?
• The member states refinement of the CEN released Eurocode to reflect it’s own national practices
• Values of Nationally Determined Parameters (NDP’s)• The decisions where main text allows alternatives• The choice to adopt informative annexes• Non-contradictory complementary information (NCCI)
November 2008Engineers Ireland
Geotechnical Society of Ireland
CIRIA C580CIRIA C580
Embedded retaining walls – guidance for economic design. London 2003
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 7Eurocode 7
Approved by CEN on 23 April 2004.
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 Ye
ars
Coexistence of Eurocode with British Standard
Withdrawal of British Standard
3 Ye
arsImplementationImplementation
November 2008Engineers Ireland
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 no alternative is permitted
• Principle clauses are identified with the letter‘P’• The verb ‘shall’ is used (meaning ‘must’)
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
November 2008Engineers Ireland
Geotechnical Society of Ireland
ContentsContents
Section 1: GeneralSection 2: Basis of geotechnical designSection 3: Geotechnical dataSection 4: Supervision of construction, monitoring and
maintenanceSection 5: Fill, dewatering, ground improvement and
reinforcement
November 2008Engineers Ireland
Geotechnical Society of Ireland
ContentsContents
Section 6: Spread foundationsSection 7: Pile foundationsSection 8: AnchoragesSection 9: Retaining structuresSection 10: Hydraulic failureSection 11: Overall stabilitySection 12: Embankments
November 2008Engineers Ireland
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
November 2008Engineers Ireland
Geotechnical Society of Ireland
EurospeakEurospeak
Actions (c.f. Loads)Permanent & Variable (c.f. Dead and Live)
Geotechnical action 1.5.2.1Action transmitted to the structure by the ground, fill, standing water or ground-water
November 2008Engineers Ireland
Geotechnical 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.
November 2008Engineers Ireland
Geotechnical 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.
November 2008Engineers Ireland
Geotechnical Society of Ireland
Soil ParametersSoil Parameters
November 2008Engineers Ireland
Geotechnical 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 or basement walls, in which the strength of structural materials is significant in providing resistance (STR);
November 2008Engineers Ireland
Geotechnical Society of Ireland
Ultimate Limit States 2.4.7 (STR)Ultimate Limit States 2.4.7 (STR)
November 2008Engineers Ireland
Geotechnical 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 providing resistance (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.
November 2008Engineers Ireland
Geotechnical Society of Ireland
Ultimate Limit States 2.4.7 (GEO)Ultimate Limit States 2.4.7 (GEO)
November 2008Engineers Ireland
Geotechnical 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.)
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 7 Table A.3Eurocode 7 Table A.3
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 7 Table A.4Eurocode 7 Table A.4
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 7 Table A.13Eurocode 7 Table A.13
November 2008Engineers Ireland
Geotechnical 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 Δa, where Δa 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
November 2008Engineers Ireland
Geotechnical Society of Ireland
Embedded retaining wallEmbedded retaining wall
Soil strength ÷ γM(table A.4)
Combination 2 to determine toe depth (Geo) i.e. BS 8002 design
Surcharge x γF equiv. =1.3/1.0 (table A.3)
Include ‘over-dig’
Resulting section forces (BM & SF) x γF =1.0 (table A.3) – Design values.
Soil stiffness ÷ 2 (CIRIA C580)
November 2008Engineers Ireland
Geotechnical Society of Ireland
Embedded retaining wallEmbedded retaining wall
Soil strength ÷ γM =1.0 (table A.4)
Combination 1 to determine section forces (Str) i.e.BS 8110 design
Surcharge x γF equiv.=1.5/1.35 (table A.3)
Include ‘over-dig’
Resulting section forces (BM & SF) x γF =1.35 (table A.3) – Design values.
Soil stiffness unfactored
November 2008Engineers Ireland
Geotechnical Society of Ireland
Embedded retaining wallEmbedded retaining wall
Soil strength unfactored
Serviceability loadcase to determine deflections
Surcharge unfactored
No ‘over-dig’
Soil stiffness unfactored
November 2008Engineers Ireland
Geotechnical 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.
November 2008Engineers Ireland
Geotechnical Society of Ireland
The Jubilee Line Extension, LondonThe Jubilee Line Extension, LondonNorth Greenwich stationNorth Greenwich station
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich StationNorth Greenwich Station
• Large internal space• No internal slabs• Temporary propping of
retaining walls difficult
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
• Box designed independently of any temporary works
London clay
Thames Gravel
Alluvium
Made Ground
30m
22m
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
• Difficult to build station around temporary props
London clay
Thames Gravel
Alluvium
Made Ground
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich stationConstruction sequenceConstruction sequence
• Install hard soft secant piles
London clay
Thames Gravel
Alluvium
Made Ground
November 2008Engineers Ireland
Geotechnical 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
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
• Excavate to 15.5m depth• Install prop
London clay
Thames Gravel
Alluvium
Made Ground
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
• Complete excavation
London clay
Thames Gravel
Alluvium
Made Ground
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
Open excavation with ground anchors
Construction of box avoided building around props
November 2008Engineers Ireland
Geotechnical Society of Ireland
North Greenwich stationNorth Greenwich station
November 2008Engineers Ireland
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
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
November 2008Engineers Ireland
Geotechnical Society of Ireland
The Jubilee Line Extension, LondonThe Jubilee Line Extension, LondonCanary Wharf stationCanary Wharf station
November 2008Engineers Ireland
Geotechnical Society of Ireland
Canary Wharf stationCanary Wharf station
Diaphragm walls installed from the base of an old dock
November 2008Engineers Ireland
Geotechnical Society of Ireland
Diaphragm wallsDiaphragm walls
Dug under bentonite using a Grab or Hydrofraise
Insert reinforcement cage and concrete using tremie pipe
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.
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 stop end;
• For installation, the cage must be lifted.
November 2008Engineers Ireland
Geotechnical Society of Ireland
Canary Wharf station Canary Wharf station –– slot stabilityslot stability
November 2008Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen MetroEurocode 2Eurocode 2
November 2008Engineers Ireland
Geotechnical Society of Ireland
Copenhagen Metro Copenhagen Metro -- Eurocode 2Eurocode 2
Rules for Buildings
Piles require some special attention for buildability
November 2008Engineers Ireland
Geotechnical Society of Ireland
Copenhagen Metro Copenhagen Metro -- Eurocode 2Eurocode 2
Analysis programs unavailable
Spreadsheets written and checked
November 2008Engineers Ireland
Geotechnical Society of Ireland
Comparison of BS5400 and the Metro Specification Comparison 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 cast in non-aggressive ground
fck=30N/mm2fcu=35N/mm2Concrete grade
100 years120 yearsDesign life
Metro Specification
BS5400Requirements
November 2008Engineers 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 sequence Top down construction sequence
November 2008Engineers Ireland
Geotechnical Society of Ireland
Station crossStation cross--sectionsection
Structure hung from roof
Large fixed-end moments
November 2008Engineers Ireland
Geotechnical Society of Ireland
CrackCrack--width for concrete sectionswidth for concrete sections
Calculate crack width at cover required for durability
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 2 Eurocode 2 -- Crack width calculationCrack width calculation
November 2008Engineers Ireland
Geotechnical Society of Ireland
Eurocode 2 Eurocode 2 -- Lapping of barsLapping of bars
Principle – not permitted to lap bars greater than 32mm diameter. (Not satisfied)
November 2008Engineers Ireland
Geotechnical Society of Ireland
Bundles of equivalent diameter greater than 55mm not permitted (Application Rule)
Eurocode 2 Eurocode 2 -- Equivalent diameter of bar bundlesEquivalent diameter of bar bundles
Bundles to be considered as notional bars for purposes of crack-width calculation (Application Rule)
November 2008Engineers Ireland
Geotechnical Society of Ireland
Equivalent perimeter of bundle = 40 x (2 + π) = 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 π = 178mm
Eurocode 2 Eurocode 2 -- Equivalent diameter of bar bundlesEquivalent diameter of bar bundles
November 2008Engineers Ireland
Geotechnical Society of Ireland
Equivalent perimeter of bundle = 40 x (3 + π) = 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 π = 218mm
Eurocode 2 Eurocode 2 -- Equivalent diameter of bar bundlesEquivalent diameter of bar bundles
November 2008Engineers Ireland
Geotechnical Society of Ireland
Circular sections Circular sections –– shear capacityshear capacity• Feltham I, The Structural
Engineer, June 2004
November 2008Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen MetroThe observational method at The observational method at
Norreport stationNorreport station
November 2008Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen MetroThe observational method at The observational method at
Norreport stationNorreport station
• Description of the project.• Construction sequence
and the observational method.
• Application• Results
November 2008Engineers Ireland
Geotechnical Society of Ireland
The Copenhagen MetroThe Copenhagen Metro
Route of the Metro
Above ground works, on embankment or viaduct.
November 2008Engineers Ireland
Geotechnical Society of Ireland
ChallengesChallenges• 100 year design life -
0.2mm crackwidth limit.• Design to Eurocodes.• First significant deep
basement construction in Copenhagen.
• Environmental standards.
• Programme constraints.• Architectural
requirements.
November 2008Engineers Ireland
Geotechnical Society of Ireland
Architectural challengesArchitectural challenges
• Natural light available at platform level.
• No internal columns at platform level.
• Minimal internal propping.• Danish minimalist design details.
November 2008Engineers Ireland
Geotechnical Society of Ireland
Retaining wall detailsRetaining wall details
Ground Conditions:
Made ground
Glacial till
Limestone
November 2008Engineers Ireland
Geotechnical Society of Ireland
Islands Brygge
Ved Stadsgraven
Islands Brygge
Ved Stadsgraven
TBM TBM ProgrammeProgramme
November 2008Engineers Ireland
Geotechnical Society of Ireland
Ved Stadsgraven
Islands Brygge
Havnegade
TBM TBM ProgrammeProgramme
Ved Stadsgraven
November 2008Engineers Ireland
Geotechnical Society of Ireland
Christianshavn StationChristianshavn Station
Bottom up construction sequence with temporary props
November 2008Engineers Ireland
Geotechnical Society of Ireland
Havnegade
Islands Brygge
Ved Stadsgraven
TBM TBM ProgrammeProgramme
November 2008Engineers Ireland
Geotechnical Society of Ireland
Medieval BridgeMedieval Bridge
November 2008Engineers Ireland
Geotechnical Society of Ireland
Norreport Station Norreport Station -- Bridge Bridge FoundationsFoundations
November 2008Engineers Ireland
Geotechnical Society of Ireland
Medieval BridgeMedieval Bridge
November 2008Engineers Ireland
Geotechnical Society of Ireland
Application of the observational Application of the observational techniquetechnique
November 2008Engineers Ireland
Geotechnical Society of Ireland
Observation method managementObservation method management
Settlement control engineer
Comet
Retaining wall designer
Bachy Soletanche
Permanent works designer
Maunsell
Client’s representative
Cowi
Temporary works designer
Carillion
Design manager
Comet
Site manager
Comet
November 2008Engineers Ireland
Geotechnical Society of Ireland
November 2008Engineers Ireland
Geotechnical Society of Ireland
Excavation down to Waling BeamExcavation down to Waling Beam
November 2008Engineers Ireland
Geotechnical Society of Ireland
Excavation down to Base SlabExcavation down to Base Slab
November 2008Engineers Ireland
Geotechnical Society of Ireland
November 2008Engineers Ireland
Geotechnical Society of Ireland
EurocodesEurocodes