Large Dams - UL FGG

Presentation - Ljubljana

TUG - Institute of Hydraulic Engineering and Water Resources Management 1

Institute of Hydraulic Engineering and Water Resources Management

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Ljubljana – November - 2008Dam – Design, Construction & Performance – G.Zenz

Large DamsDesign, Construction and Performance

Gerald ZenzGraz - University of Technology


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Design

Dam Structures & Geotechnique

Construction / Observation

Operation / Monitoring

Improving / Upgrading

Cooperation &

Transfer of

Know How




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Large Dams – Design, Construction, Operation and Rehabilitation

Gravity DamsSystem of Load TransferDesign IssuesSliding Stability

Example – HEPP Birecik – Fill and Gravity Dam StructureDouble Curved Arch Dams

Bearing BehaviourDesign AspectsAbutment Stability

Example – Schlegeis Dam / AustriaExample – HEPP Tzankov Kamak / BulgariaExample – HEPP Ermenek / Turkey

Pumped Storage Scheme – Limberg II / Pressure TunnelRehabilitation – Bottom Outlet of Salza Dam


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Gravity Type - Dam Structures




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Loading CasesDead Weight

Water Loading, Uplift

Temperature

Silt pressure

Ice Loading

Wind and Wave

Earthquake Loading

Operating Earthquake OBE

Maximum Credible Earthquake

Structural Alterations


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Design Control Measures

Failure ModeSliding in any plane in the Abutment –-In the interface concrete to Rock -In any possible joint-In fault system in the Rock-Tensile- and Compression

Usability – System Performance-Layout-Material Parameters-Permeability




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Uplift Pressure Distribution


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Earthquake Loading




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Required Safety Margin

⎟⎟⎠

⎞⎜⎜⎝

⎛⋅+=

nbn

JCSJRCσ

ϕστ 10logtan

φb = 29,5 °Residual Friction Angle / Laboratory

JRC = 8,3Comparison Publication / Field

JCS = 27,2MPaLaboratory MeasurementsCorrelation with Schmidt Hammer


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Const. Cons.

Selected Hydro Power Plants in Turkey

Under Oper.

BorckaMuratli

Deriner

Birecik KarkamisErmenek




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Hydro Schemes at the Euphrat

Birecik first large BOT – Project in TurkeyStart of Construction April 1996 – Construction Time 66 MonthRiver Diversion – June 1999Start of Impounding – October 2000Commercial Operation Since Oct. 2001


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Hydro Electric Powerplant - Birecik

Fill Dam (2000m)– Clay Core– Height 62,5m

Concrete Dam (500m)– Gravity Dam– Intake Structure – Power House

6x112MW FrancisDesign Discharge 6x317m3/s ~ 1900m3/s

– Spillway10 Sections 12,5m17500m3/sec Design Flood




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Dam Cross Section


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Dammquerschnitt

– Sliding Stability– Earthquake Safety

Soil Liquefaction– Seepage Analysis

Rapid Drawdown




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Excavation – Spillway - Intake

Geotechnical Investigations-Site Mapping-Drilling Campaign

-Laboratory & In Situ - Tests-Geophysical Investigation


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Joint System – Clay Filled

φclay = 22,4 °Clay Friction Angle / Laboratory




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Spillway - Section


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Intake Section




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Additional Excavation – Spillway - Intake


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Additional Excavation




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Operation - Monitoring of Performance

HPP – BirecikDesign Flow 1900m3/sHydraulic Head 44mCapacity 672MW6 Francis UnitsAnnual Production 2500GWhEntire Length 2510mReservoir Volume 1200Mio m3


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Operation – Monitoring Performance

Geodetic MeasurementsSeepage / UpliftDisplacements – Plump Line / Extensometers / Joint MetersOperation – Reservoir Water Level / Downstream Water Level / Temperatures




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Uplift Pressure Measurements


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Radial Deformation Measurements - Intake




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Arch Dam – Bearing Behavior

Uplift

Foundation

Seepage


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Schlegeis Dam

Crest length 725mHeight 131m

Thickness 34m / 9m

Total Concrete Volume 960000m3




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Dam Excavation


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Method of Construction

Individual Columns– Maximum Height

Difference– Placing Temperature– Joint Grouting

Monolithic Arch Structure– Loading Conditions




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Method Dependent Results

Influence – Mesh Size – Deformation Behavior


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Situation at Central Cross Section




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Finite Element Cross Section – Abutment Forces


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Forces Along the abutment

Dead Weight Dead Weight & Water Load

Dead Weight & Water Load & Uplift




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Abutment – Block Sliding Analysis

Resultant ForcesVerticalHorizontal

Sliding Safety


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Dynamic Analyses




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• Measured Eigenfrequenciesand Mode Shapes

Water Level7m below crest

Measured Calculated1,92 1,812,05 1,862,50 2,38

DYNAMIC BEHAVIOUR


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1782 müA; Stauziel

b H

z

1655.82 müA

Added Mass – Versus – Fluid Structure Interaction




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Added Mass – Versus - FSI


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Abutment Stability

Failure ModeSliding in any plane in the Abutment –-In the interface concrete to Rock -In any possible joint / fault system in the RockCompression / Tension

Usability – System Performance-Layout-Material Parameters-Permeability / Uplift Water Pressure




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Arch Dam Behavior – ICOLD Benchmark

measurements providedlinear + nonlinear benchmarkICOLD – Dam Analysis


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http://nwhttp://nw--ialad.uibk.ac.atialad.uibk.ac.at


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Double Curved Arch DamArch Dam Height 125 mCrest Length 457 mConcrete Volume 529.000 m³

Reservoir: Max. Flood Level 687.30 mMax. Op. Level 685.00 m Min. Op. Level 670.00 mTotal Storage Volume 111 Mio.m³Active Storage Volume 41 Mio.m³

Tsankov Kamak - Dam Concreting under Progress




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Bottom Outlet2 steel pipes through DamLength 37 mDiameter 1.3 mClosing Device: 2 slide gatesSpillway4 Dam Crest Overflow Sections Radial Gates 4x 8.0/8.0 mStilling Basin 106/66 mCapacity 1500 m³/s


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Geotechnical Investigations




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Abutment Forces




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Horizontal - Geological Section


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Grout- and Drainage Curtain




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Model for Dam Abutment Stability Calculation


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Conservative Model - Keyblock Analysis

Water Pressure




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Temperature Distribution – End of Construction


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Earthquake Excitation

MCE - 0,41g for 10000year return period




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Model of Structure and Water

Nonlinear Dynamic Analysis– Joint at the Abutment– Block Joints – Construction Joints

Implicit Direct Time Integration– Massless Rock– Reservoir Modeled– FSI – analysis– Acceleration time history


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Nonlinear Dynamic Analyses




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August – 2008Quality Assurance

– During Execution of Construction– Rock Abutment (Geological Monitoring)– Concrete Production / Surface / Core– Grouting – Temperature Distribution


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August – 2008




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August – 2008


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HPP Ermenek – Arch Dam Design and Construction

Concrete Volume: 289.000 m3

Dam Height: 218 mCrest Length: 120 mDam Thickness: Crest 7m

Base 25m

Reservoir Volume: 4600 Mio m3

Gross Height: 361 mCapacity: 300 MWAnnual Production: 1014 GWhInvestment: 540 Mio Eur




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Double curvedArch 218m

Power House300 MW1,000 GWh

Pressure Tunnel Length 8km Diameter 5.6m

Grout Curtain682.000m2

Erik Diversion Pressure Tunnel




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Pressure Tunnel

Tunnel Boring Maschine

Excav. Diameter 6,7m

GeologyLimestoneKarstFlyshWater intrusion


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Tunnel - Durchschlag

Ausbruchsfortschritt

Max. Tagesleistung62m/Tag

Max.Monatsleistung1004m / Monat




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Tunnel Durchschlag

8100m Gesamtlänge

Beginn26th July 2003

Durchschlag2nd April 2005


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Power Station

ErmenekNQ ~15m3/sMQ ~43m3/s

Power House

Switch Yard




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Switcht Yard

StabilityDesign – Reliefe Wells


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Valve Chamber – Surge Tank

Ermenek Pressure Tunnel

Erik Pressure Tunnel

Ermenek SurgeTank

Erik Power Cavern

Erik Surge Tank

Power Cavern Access Tunnel

Inclined PressureShaft

Access Tunnel

Valve Chamber

Surge Tank Access Tunnel

Vertical PressureShaft

Pressure Tunnel8,1km

Inclined Shaft1km

Surge TankDiameter 10m Height ~135m




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Erik Diversion – Ermenek Surge Tank

Erik Addit

Surge Tank - Ermenek


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Dam Construction Site - Downstream

Dam – Left Abutment

Galleries GL2 / GL3




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Canyon

Depth 200m

Broad – 10 bis 25m

Vertical partlySteep valley


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Gorge




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Ermenek - Double Curved Arch Dam


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Abutment Forces – Block

Winter and Summer loading condition

Direction and Magnitude are calculated




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adiabatic conditions

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

0 10 20 30 40 50

time [d]

conc

rete

tem

pera

ture

[°C

]analysis resultstheoretic value

343 kJ/kgHydration heat H

2450 kg/m³Weight density ρ

210 kg/m³Cement content z

11.2 kJ/(m•h•K) = 268.8 kJ/(m•d•K)Conductivity k

0.92 kJ/(kg•K)Specific heat c

CE,FA

Hydration Heat Development


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Concrete Temperature Distribution

End of Construction April 2010

Concrete Temperature 17°C

Partial impounding requires postcooling


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Instrumentation – Main Dam – Cross Section




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Instrumentation – Main Dam – Horizontal Cross Section


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Rock Abutment – Right Bank




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How a Geologist Sees the Right Bank


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Detailed Investigation at Right Abutment




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Abutment Stability

Possible Sliding PlanesRJ5e and RJ5g

RJ5g (320/80)φi = 37° + f(JRC)cmin = 0,2MPa

⎟⎟⎠

⎞⎜⎜⎝

⎛⋅+=

nbn

JCSJRCσ

ϕστ 10logtan


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Rj5e 354/68

El 695

El 685

Second Blasting

First Blasting

Rj5g 320/80

285/65Rj5a285/65

RJ3

a 64

/80

G24

G20Dam FootPrint

USDS

Cave

Dam Excavation Right Bank - D/S Key Blocks




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D

E

S

I

G

N

EXECUTION


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Limited Working area at the berms




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Anchor drilling from the basket


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Adaptation of Appropriate Blasting




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Blasting Result


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Measurement During Execution

Observational Method




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Dam Concreting under Progress

Grout CurtainHydraulic Head23bar

Drainage Curtain


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Status of Work

September – 2008




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Status of Work

Elevation about 540m a.s.l

Start of Impounding – at ~610m a.s.l

Partial Impounding

Initial Large Increase in HydraulicHead

– Grouting of Block Joints

– Temperature Distribution


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http://www.ltbd09.tugraz.at

Large Dams - UL FGG

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