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    Cost-optimized solutions for high-rise buildings,

    infrastructure and tunnelsProf. Dr.-Ing. Rolf Katzenbach• Director of the Institute and the Laboratory of Geotechnics · TU Darmstadt

    • Past Chairman of the Technical Committee 212 “Deep Foundations“ (TC 212) of the

    International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE)

    • Board Member of the German Tunnel Association (STUVA)

    • Board Member of the German Geotechnical Society (DGGT)

    • Publicly Certified Expert and Independent Checking Engineering (ICE)

    Dipl.-Ing. Steffen Leppla• Research Associate at the Institute and Laboratory of Geotechnics · TU Darmstadt

    • Certified Independent Expert for Geotechnics of metro and tram systems

    Marwan Alzaylaie M.Sc.

    • Dubai Creative Clusters Authority, UAE

    International Symposium in

    Geotechnical Analysis and

    Structural Design

    Dubai, U.A.E., 7

    th

    December 2015

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Table of Contents

    Introduction

    Introduction

    Tunnels

    Final remarks

    High-rise buildings

    Optimized foundations for high-rise buildings

    Underground constructions

    Final remarks

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Soil-structure interaction

    What’s the problem?

    • settlements

    • differential settlements

    • tilting

    Frankfurt ClayMarlSandstoneRocky MarlGypsum

    Dubai Sandstone

    1 –

     3 [MN/m²]

     1 [%]

    Adequate foundation systems

    planning

    design

    construction

    utilisation

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Pile load tests in-situ

    Enhanced pile load tests using Osterberg Cells

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Pile load tests in-situ

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    M A I N  

    Flößerbrücke

    80 kN/m2

    800 kN/m2

    200 400 600 800

    Ultimate skin friction [kN/m2]

    Commerzbank

    Pile load tests in-situ

    Frankfurt Limestone

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    PalaisQuartier · Frankfurt am Main, Germany

    Frankfurtclay

    Frankfurtlimestone

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    100

    80

    60

    40

    20

    0

    -20

    Load [MN]

    Displacement [mm]

    Upper Osterberg Cell

    Lower Osterberg Cell

    Top ground surface 102,02 msl

    Concrete 70,60 msl

    59,00 msl

    Upper Osterberg Cell

    0 5 10 15 20 25 30

    D = 1.7 m

    5 m

    PalaisQuartier · Frankfurt am Main, Germany- Load tests of piles with Osterberg Cells (O-Cells) -

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    0   5   10 15 20 25 30

    -20

    -10

    0

    10

    20

    30

    40

    50

    60

    70

    80

    90

    oberes Pfahlsegment

    Maximum skin frictionqs = 830 kN/m²

    Upper segment

    0 5 10 15 20 25 30

    90

    80

    70

    60

    50

    40

    30

    20

    10

    0

    -10

    -20

    Intermediary and lower segment

    Load [MN]

    Displacement [mm]

    PalaisQuartier · Frankfurt am Main, Germany- Load tests of piles with Osterberg Cells (O-Cells) -

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    0 5 10 15 20 25 30

    40

    20

    0

    -20

    -40

    -60

    -80

    Load [MN]

    Lower Osterberg Cell

    Upper Osterberg Cell

    Lower Osterberg Cell

    Top ground surface 102,02 msl

    Concrete 70,60 msl

    59,00 msl

    Displacement [mm]

    D = 1.7 m

    5 m

    PalaisQuartier · Frankfurt am Main, Germany- Load tests of piles with Osterberg Cells (O-Cells)

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    0   5   10 15 20 25 30

    -70

    -60

    -50

    -40

    -30

    -20

    -10

    0

    10

    20

    30

    40

    mittleres Pfahlsegment

    unteres Pfahlsegment

    Last [MN]

    Maximum skin friction (improved)qs = 1,040 kN/m²

    Maximum base pressureqb = 7,000 kN/m²

    0 5 10 15 20 25 30

    40

    30

    20

    10

    0

    -10

    -20

    -30

    -40

    -50

    -60

    -70

    Displacement [mm]

    Intermediary segment

    Lower segment

    Load [MN]Sum of load: 78 MN

    PalaisQuartier · Frankfurt am Main, Germany- Load tests of piles with Osterberg Cells (O-Cells)

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

     Young´s modulus from soil reportfor weak sandstone/siltstone:

    E = 78 MN/m2

    Load test:

    - max. 32 MN

    - max. settlement of pile head: 0.7 cm

    Business Bay District · Dubai, UAE- Load tests of piles with counter weight -

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

     Young´s modulus from back-analysisfor weak sandstone/siltstone:

    E = 5,500 MN/m2

    Business Bay District · Dubai, UAE- Load tests of piles with counter weight -

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    E = 31,000 MN/m2

    A = 1.3 m2

    F = 32 MN

    s = 0.7 cm

    used pile length ≈ 18 m

    F L2s

    E A

    s E AL

    0.5 F

    Business Bay District · Dubai, UAE- Load tests of piles with counter weight -

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    full lengthof test pile:

    40 m

    used lengthof test pile:

    18 m

    Business Bay District · Dubai, UAE- Load tests of piles with counter weight -

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    1,007 m

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Skin friction:

    > 660 kN/m2

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Base resistance:

    > 4,280 kN/m2

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Numerical simulation using theFinite-Element-Method (FEM)

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Skin friction:> 660 kN/m²

    Upper pilesegment

    Middle pilesegment

    FEMMeasurement

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Foundation raft (4.5 m thick)

    Piles (45 m long)Piles (65 m long)

    Piles (85 m long)

    Piles (105 m long)

    The responsibility of geotechnicalengineers for safety, resourcesand cost-effectiveness:

    deep foundation system in currentplanning phase

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    March 2014

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Kingdom Tower · Jeddah, Saudi ArabiaHighest high-rise building of the world: 1,007 m

    Introduction Tunnels Final remarksHigh-rise buildings

    November 2015

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    s   dydxy,x,s)s(R k,raft

    m

    1 j

    k,raft j,k,pilek,tot   sRsRsR

    sRsRsR  j,k,s j,k,b j,k,pile  

    Total resistance of the CPRF:

    Pile resistance:

    Raft resistance:

    , ,

    1

    ,

    ( )

    ( )

    m

     pile k j

     j

    CPRF 

    tot k 

     R s

     R s 

    CPRF coefficient:

    Combined Pile-Raft Foundation (CPRF)

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    .

    .

    . Details:www.issmge.org/tc212

    ISSMGE ·Technical Committee TC 212 Deep Foundations

    International

    CPRF-Guideline

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    → Combined Pile-Raft Foundation (CPRF)

    Settlements calculated for a shallowfoundation: s > 40 cm

    z = 0 - 20 m → 75 - 80 %Messeturm · Frankfurt am Main,Germany

    Settlements:

    Messeturm · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Average pile load: 11.3 MN

    Messeturm · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Total building load: = 1.570 MN

    αCPRF = 0.46

    Ultimate pile load: 64 x 11.3 MN = 725 MN

    Load transfer by raft: = 845 MN

    Contact pressure: 250 kN/m2

    Messeturm · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Accomplished: CPRF of 64 piles (laverage = 30 m)

    Costs of pile production:64 piles of 30 m at 780 US$/m 1.5 Mio. US$

    Pile foundation: 316 piles (l = 30 m)

    Costs of pile production:

    316 piles of 30 m at 780 US$/m 7.4 Mio. US$

    Savings in costs ofpile production 5.9 Mio. US$

    CO2 reduction: 2,500 t

    Comparison of costs for the piles

    Messeturm · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Maintower · Frankfurt am Main, Germany

    Optimisation byconstructionin 2 directions:

    Tow-down method

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    ExcavationPrimary Column

    Filled bore hole

    Struts

    Maintower · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Results of optimised design:

    • minimised deformations

    • minimised construction time

    Maintower · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Accomplished: CPRF of 112 piles (laverage = 30 m)

    Costs of pile production:112 piles of 30 m at 780 US$/m 2.6 Mio. US$

    Pile foundation: 277 piles (l = 30 m)

    Costs of pile production:

    277 piles of 30 m at 780 US$/m 6.5 Mio. US$

    Savings in costs ofpile production: 3.9 Mio. US$

    CO2 reduction: 2,200 t

    Comparison of costs for the piles

    Maintower · Frankfurt am Main, Germany

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Quality and safety assurance at tunnelconstructions

    - adequate soil investigation

    - soil-structure-interaction- observational method

    - etc.

    High-qualitydesign and construction

    Independentpeer review & controlling

    - during planning phase

    - during construction phase- if necessary during service

    phase (long-term behaviour)

    (4-eye-principle)

    new tunnelconstructions

    constructions on/near tunnels

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    New high-speed railway trackMadrid (Spain) to Paris (France)

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Tunnel Barcelona Sants – Sagrera (5.6 km)

    Station„La Sagrera“

    Station„Sants“

    SagradaFamilia

    CasaMilà

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Sagrada Familia Casa Milà

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

    http://www.iipt.org/newsletter/2009/images/may/unesco_logo_big.jpg

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Sagrada Familia

    Bored pile wall:104 piles

    ø = 1.5 m

    a = 2.0 mdepth: 41 m

    Bracing beam:width: 2.0 m

    thickness: 2.0 m

    Soilimprovement

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    TBM with earth pressure balanced shield (EPB)• diameter: 11.55 m

    • earth slurry in excavation chamber (foam injections)

    • bentonite injections around the shield

    • grouting of mortar

    Gap 1: 3 cmGap 2: 6 cmGap 3: 29 cmGap 4: 10 cm

    Tunnelling under World Heritage Properties ·Barcelona, Spain

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    In cross section:Settlements and volume loss factor Vl

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Criteria for Sagrada Familia

    - Traffic light for (correction) measures -

    Green Yellow Red

    Settlement at the surface over

    the axis of the tunnel (middleof Mallorca street)

    < 2.0 cm 2.0 – 3.0 cm > 3.0 cm

    Settlement of the structure at

    Gloria Facade < 0.50 cm 0.50 cm – 1.00 cm > 1.00 cm

    Tilting of the structure< 1/3,000 1/3,000 - 1/2,000 > 1/2,000

    Horizontal movement of the

     joint at Gloria façade < 0.375 cm 0.375 – 0.75 cm > 0.75 cm

    Increase of crack width of

    existing cracks (reference

    length of 1 m)< 0.05 cm 0.05 cm – 0.10 cm > 0.1 cm

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    TBM underSagrada Familia

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

    http://www.iipt.org/newsletter/2009/images/may/unesco_logo_big.jpg

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Displacements related to operational parameters of the TBM

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Whole tunnel length:

    s < 0.5 cm

    Vl < 0.1%

    Sagrada Familia:

    s < 0.1 cm

    Casa Milà:

    s < 0.2 cm

       S  a  g  r  a   d  a   F  a  m   i   l   i  a

       C  a  s  a   M   i   l   à

    1 km

    Face pressure: 2 bar  Torque on cutting wheel: 10 MNm

    Velocity: 4 cm/min

    Tunnelling under World Heritage Properties ·Barcelona, Spain

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    • careful, well planned and monitored construction process is thebasis for realization of projects in the vicinity of sensitive structures

    • adequate geotechnical data aquisition (core drilling,

    laboratory tests, field test, in-situ load tests)

    • 3-dimensional numerical simulations considering

    non-linear material behaviour of soil

    • independent peer review and controlling during

    - planning phase

    - design phase

    - construction phase- service phase (if necessary)

    Control of the soil-structure interaction

    Risk minimisation and quality assurance

    Final remarks

    Introduction Tunnels Final remarksHigh-rise buildings

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    Prof. Dr.-Ing. Rolf Katzenbach • Institute and Laboratory of Geotechnics

    Thank you for your kind attention!

    www.geotechnik.tu-darmstadt.de