numerical modeling of a cfrd - ancold · 2015-11-02 · icold committee on seismic aspects of dam...
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NUMERICAL ANALYSIS OF CFRD
ICOLD Committee on Seismic Aspects of Dam Design
NUMERICAL MODELING OF A CFRD
CAMILO MARULANDA Ph.D
NUMERICAL ANALYSIS OF CFRD
• Dumped Rockfill o Compacted Rockfill
1 Strawberry Creek 2 Salt Springs3 Paradela 4 Quioch5 New Exchequer 6 Cethana7 Anchicaya 8 Areia9 Khao Laem 10 Segredo11 Aguamilpa 12 Yacambu13 Tianshenqiao 14 Campos Novos15 Barra Grande 16 Cajon17 Mohale
A 68 CFRDs completed between 1990 and 2006, height 40 to 120 m
(Cooke, 1997, extended to 2006)
A
1112
13
98 107
6
5
4
32
1
1900 1925 1930 1940 1950 1960 1970 1980 1990 2000 2010
Hei
ght [
m]
240
200
160
120
80
40
0
1415
16
17
Early Period Transition Period Modern Period
TREND IN HEIGHT OF CFRD DAMS WITH TIME
NUMERICAL ANALYSIS OF CFRD
Towards the final years of the last century there was a clear tendency to consider that the concrete face dams could be viable for heights of more than 200 m, basically without mayor changes in the configuration and design procedures commonly used. In some cases it was considered the ideal dam, and therefore, to some people there was no limit to its height.
NUMERICAL ANALYSIS OF CFRD
Sherard & Cooke 1985 CFRD ASCE Symposium:“The CFRD is an appropriate type in the future for the very highest dams. For a 300m high CFRD constructed of most rock types, acceptable performance can be predicted, based on reasonable extrapolation of measurements on existing dams”
Sherard & Cooke 1985 CFRD ASCE Symposium:“For CFRD with compacted rockfill and a compacted upstream faace, the thickness increment was decreased to 0.003H, and even to 0.002H or less. These slabs have given satisfactory performance, an thre is a current general trend toward thinner slabs.”
NUMERICAL ANALYSIS OF CFRD
Sherard , 1985 CFRD ASCE Symposium:“….The writer believes that it is likely that the not distance future evolution of the CFRD could arrive at a constant slab thickness of the order of 8 to 10 inches, even for high dams, with simpler and more economical joint seals.””
Cooke 2000 Beijing Symposium:“There has since been no experience to change that conclusion. There have been leakage incidents, and for the CFRD “acceptable performance” can include a leakage incident.”“Experience with existing dams has not identified areas in design which require significant change in design practice for the next generation of higher dams, 190-230m”
NUMERICAL ANALYSIS OF CFRD
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NUMERICAL ANALYSIS OF CFRD
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NUMERICAL ANALYSIS OF CFRD
NUMERICAL MODELING OF A CFRD DAM
Objective of the analyses:- Estimation of stress – strain and deformation behavior of the concrete face- Deformation of the rockfill- Displacements of the joints- Maximum deformations at the crest of the dam- Dynamic behavior of the dam
NUMERICAL ANALYSIS OF CFRD
REQUIREMENTS FOR AN ANALYSIS
KEY ISSUE
NUMERICAL ANALYSIS OF CFRD
DEVELOPMENTS OF STRESSES ON A SLAB
NUMERICAL ANALYSIS OF CFRD
REQUIREMENTS FOR AN ANALYSIS
• Development of a three dimensional model• Construction Sequence• Modeling of structural elements• Constitutive models for geomaterials• Incorporation of interface elements between
different elements (rockfill – concrete face)
NUMERICAL ANALYSIS OF CFRD
1. Geometry of the model
* Thickness of lift in the construction sequence = 5 m
CONSTRUCTION SEQUENCE
NUMERICAL ANALYSIS OF CFRD
W1 W1
δw1 δw1
Adequate way of modeling a construction sequence of a dam
Erroneous way of modeling a construction sequence of a dam
Activation of elements in stage 1Activation of self-weight for the elements of stage 1
W1 W1
δw1δw1
δw1
Activation of elements in stage 2
W1
W2
W1
W2
δw1+∆δw2δw1+∆δw2
δw1+δw2δw2
Activation of self-weight for the elements of stage 2
MODELING OF CONSTRUCTION SEQUENCE
NUMERICAL ANALYSIS OF CFRD
1. Geometry of the model
Concrete face – Plinth interface
Concrete slabinterfaces
Rockfill - Foundationinterface
Curb - Rockfillinterface
Curb – Concrete face interface
MODEL COMPONENTS
NUMERICAL ANALYSIS OF CFRD
1. Geometry of the model
INTERFACES
NUMERICAL ANALYSIS OF CFRD
Finite element mesh including the different elements1. Geometry of the model
Concrete Face Hexahedral mesh
Rockfill and Curb Tetrahedral meshPlinth
Hexahedral mesh
NUMERICAL ANALYSIS OF CFRD
Overall views1. Geometry of the model
CONCRETE FACE AND CURB MATERIALS MODELS
-Elastic Model-Mohr-Coulomb Model-Elasto-Plastic Model- Damage Plasticity Models…
NUMERICAL ANALYSIS OF CFRD
1.5. Mesh of model components
1. Geometry of the model
Tetrahedrical elements
Hexahedrical elements
Concrete curb
Concrete face
Rockfill
Tetrahedrical elements
RCC Cofferdam Tetrahedrical elements
Concrete Plinth
Hexahedrical elements
NUMERICAL ANALYSIS OF CFRD
1.4. Distribution of concrete face joints
1. Geometry of the model
Horizontal joints
Tension jointsCompressible joint
NUMERICAL ANALYSIS OF CFRD
StructureSoilStructure Soil
StructureSoil
Structure Soil
a) Soil-structure interface using continuum elements
b) Use of continuum elements to model interface
c) Use of Springs to model interface
d) Use of special interface elements
INTERFACES ELEMENTS
NUMERICAL ANALYSIS OF CFRD
J.Gómez - 2000
SHEAR TESTS - INTERFACES
NUMERICAL ANALYSIS OF CFRD
0.0 0.4 0.8 1.2 1.6 2.00.2 0.6 1.0 1.4 1.8Interface displacement, . s (mm)
0
40
80
120
160
200
20
60
100
140
180In
terfa
ce s
hear
stre
ss, τ
(kP
a)
Shear tests on dense Density Sand-to-concrete interfaceInterface Peak Friction Angle = 31°
φ=21.8°φ=24.22°
φ=26.56°φ=28.81° φ=31°
φ=21.80° µ=0.40 φ=24.22° µ=0.45φ=26.55° µ=0.50 φ=28.81° µ=0.55 φ=31.00° µ=0.60 σn=274 kPa
σn=102 kPa
σn=33 kPaφ=21.8°
φ=24.22°φ=26.56°
φ=28.81° φ=31°
φ=21.8°
φ=24.22°
φ=26.56°
φ=28.81°
φ=31°
- Shear TestO Numerical Model
SHEAR TESTS - INTERFACES
NUMERICAL ANALYSIS OF CFRD
ROCKFILL – CONSTITUTIVE MODEL
• Constitutive model that captures nonlinear behavior, inelastic, depedent on stress levels.
• Anisotropic behavior
• Volumetric behavior
• Time dependent behavior “creep” - & particle crushing
NUMERICAL ANALYSIS OF CFRD
2.1. Rockfill Behavior – static analysis
2.1.1. Hyperbolic Model (Duncan, 1980)
2. Constitutive models
a. Strength envelope in p-q system
where:
b. Stress-strain curve adjusted to a hyperbolic curve
where: q* = current shearqult= ultimate shear strength and asyntotic to the σ-ε curveEi = Initial tangent modulus
c. Failure ratio
where: qf = shear at failure
( ) 3321 σσσ ++=p ( ) ( ) ( ) ( )222222 6.2
1zxyzxyxzzyyxq τττσσσσσσ +++−+−+−=
ε
φ
φφsen
csenpq f −+
=3
cos..6..6
ulti qEqεε
+=1
*
ult
ff q
qR =
NUMERICAL ANALYSIS OF CFRD
2.1.1. Hyperbolic Model (Duncan, 1980)
2. Constitutive models
d. Strength envelope in terms of qult
e. Tangent modulus for a given stress q*
f. Tangent and Bulk Modulus for mean normal stress p
where: Pa = reference pressure
( )φ
φφsenR
csenpqf
ult −+
=3
cos..6..6
( )( ) i
ft E
csenpqsenR
E2*
cos..6.3
1
+
−−=
φφφ
n
aai P
PPkE
= ..
m
aabk P
PPkB
= ..
k: Modulus numbern: Modulus exponentkb: Bulk Modulus numberm: Bulk Modulus exponentc: Cohesionφ: friction angle
2.1.2. Parameters involved
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
2.1.3. Estimation of parameters
2.1.4 Parameters obtained from laboratory tests
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
K n Rf Kb mPinzandaran sub-redondeada 690 0.45 0.59 170 0.22Grava arenosa (Espaldón presa Mica) Sub-angular 420 0.5 0.78 125 0.46Grava areno limosa (Presa Oroville) redondeada 1300 0.4 0.72 900 0.22Grava anfibolítica (Espaldón presa Oroville) redondeada 1780 0.39 0.67 1300 0.16Grava arenosa (Presa Rowallan) redondeada 2500 0.21 0.75 1400 0Gneiss granítico (Presa Mica) Sub-angular 210 0.51 0.64 100 0.34Diorita (Presa El Infiernillo) angular 340 0.28 0.71 0.52 0.18Basalto angular 450 0.37 0.61 253 0.18Roca basáltica triturada (Presa Round Butte) angular 410 0.21 0.71 195 0Basalto olivino triturado subredondeado 1000 0.22 0.75 390 0.14
Gravas
Enrocado
ParámetrosTipo Material Tipo de partícula
* Strength, stress-strain and Bulk modulus parameters for finite element analyses of stresses and movements of soil masses. J.M.Duncan, P. Byrne, K. Wong & P. Mabry. University of California. Berkeley. 1980
2.1.5. Parameters reported in the literature
2.1.6. Expected modulus at the and of construction and the corresponding parameters
Zona 3A = 187 MPaZona 3B =163 MPaZona 3C = 144 MPa
ArchivoZona 3A 3B 3Cϕ0 [°] 55 45 50
Delta ϕ [°] 8 10 8Rf [-] 0.7 0.6 0.7K [-] 1315 828 1169n [-] 0.4 0.5 0.4
Kb [-] 1120 925 925m [-] 0.2 0.3 0.2
Sgmso-HB-VF-C5-UDA-ICE-SD
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
2.1.7. Strength parameters (Friction angle for different confinig pressures)
2.1.8. Anisotropic behavior of rockfill
Material Zona 3A Zona 3B Zona 3Cφ [°] (0.1 MPa) 55 45 50φ [°] (5.0 MPa) 41 28 36
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
2.1.8. Anysotropic behavior of rockfill
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
Zona 3A = 1.5Zona 3B =2.0Zona 3C = 1.5
2. Constitutive models
2.1.8. Anysotropic behavior of rockfill
Et/Ev:
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
2.1.9. Stiffness matrix for a transverse anisotropic medium
{ } [ ]{ }εσ .anisK=
where: ( ) ∆−== hvh Ekk .1 2
2211 ν
( ) ∆−= vhh Ek .1 233 ν
( ) ∆−== hvhhh Ekk .22112 νν
( ) ∆+==== vvhhhvh Ekkkk .32233113 ννν
222 221 vhhhvhhh νννν −−−=∆
( )hhhhh EGk ν+== 1244
( )vhvhhv EEGkk ν+=== 126655
vhvhhh EEνν = 1 (h)
2 (h)
3 (v)
=
23
13
12
3
2
1
66
55
44
333231
232221
131211
12
13
23
3
2
1
000000000000000000000000
γγγεεε
τττσσσ
kk
kkkkkkkkkk
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
2.1.10. Additional considerations
Expected critical deflection of the concrete face measured perpendicular to the upstream slope
2.1. Rockfill Behavior – static analysis
NUMERICAL ANALYSIS OF CFRD
XX
X X X X
X
XX X X X
X
X
XX
XX
0.04 0.08 0.120
0
2
4
6
8
10
εaxial
σ 1-σ
3[MPa
]
σ3=0.5 MPa
σ3=1.0 MPa
σ3=2.5 MPa
Triaxial Test – San Francisco Basalt - Marsal 1973
X Numerical Model
Experimental Data
ROCKFILL – CONSTITUTIVE MODEL
NUMERICAL ANALYSIS OF CFRD
0.04 0.08 0.120
-0.02
-0.04
-0.06
0εaxial
ε vol
umet
ric
X
X
X
X
X
XX
X
X XX
X
X
X
X
X
XXσ3=2.5 MPa
σ3=1.0 MPa
σ3=0.5 MPa
Triaxial Test – San Francisco Basalt - Marsal 1973
X Numerical Model
Experimental Data
ROCKFILL – CONSTITUTIVE MODEL
NUMERICAL ANALYSIS OF CFRD
0 0.02 0.04 0.06
-0.12
-0.08
-0.04
0
ε axi
al
εradial
σ3=2.5 MPaσ3=1.0 MPa σ3=0.5 MPa
X
X
X
X
X
X
X
X
X
X
X
XX
X
X
X
X
Triaxial Test – San Francisco Basalt - Marsal 1973
X Numerical Model
Experimental Data
ROCKFILL – CONSTITUTIVE MODEL
NUMERICAL ANALYSIS OF CFRD
0.06
0.04
0.02
0
2 4 6 8 100
σaxial [MPa]
ε axi
al
X
X
X
X
X
X
XOdometer test– San Francisco Basalt - Marsal 1973
X Numerical Model
Experimental Data
ROCKFILL – CONSTITUTIVE MODEL
NUMERICAL ANALYSIS OF CFRD
REQUIREMENTS FOR AN ANALYSIS
• Development of a three dimensional model• Construction Sequence• Modeling of structural elements• Constitutive models for geomaterials• Incorporation of interface elements between
different elements (rockfill – concrete face)
NUMERICAL ANALYSIS OF CFRD
• El Cajon Dam • Cethana Dam• Antamina Dam• Campos Novos• Barra Grande Dam• Karahnjúkar Dam• Mohale Dam• Porce III
VALIDATION OF ANALYSIS PROCEDURE
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NUMERICAL ANALYSIS OF CFRD
PORCE III DAM
NUMERICAL ANALYSIS OF CFRD
CONCRETE FACE
Extension Joints
Compressible JointsPerimeterJoint
Horizontal Construction Joint
Plinth
Extension Joints
PerimeterJoint
NUMERICAL ANALYSIS OF CFRD
RMVsSettlements during construction and impoundment
2. Instrumentation along the maximum section of the dam
NUMERICAL ANALYSIS OF CFRD
RMVsSettlements during construction and impounding of the reservoir
2. Instrumentation along the maximum section of the dam
NUMERICAL ANALYSIS OF CFRD
RMVsSettlements during construction and impounding of the reservoir
2. Instrumentation along the maximum section of the dam
NUMERICAL ANALYSIS OF CFRD
3.1. Analysis under static conditions
Comparison between geotechnical instrumentation and results from the numerical model.
Settlements Cells
CeldaNivel
(msnm)Final de
construcción (cm)Incremento durante
llenado (cm)Total al final de
llenado (cm)CA-1 571 -38.1 -22.4 -60.5CA-2 571 -64.8 -15.9 -80.7CA-3 571 -90.1 -2.7 -92.8CA-4 571 -96.6 -10.7 -107.2CA-5 571 -122.2 -2.9 -125.1CA-6 571 -147.2 -0.8 -147.9CA-7 617 -85.4 -19.5 -104.9CA-8 617 -121.0 -14.3 -135.3CA-9 617 -160.8 -12.5 -173.3
CA-10 617 -199.3 -1.0 -200.3CA-11 617 -117.3 -0.5 -117.8CA-12 652 -64.5 -21.4 -86.0CA-13 652 -119.9 -16.1 -136.0CA-14 652 -120.0 11.1 -108.9CA-33 634 -12.3 -23.7 -36.0CA-34 675 -24.0 -11.0 -34.9
Registro de asentamientos - Instrumentación Geotécnica (Sección Máxima - Abscisa 210)
CeldaNivel
(msnm)Final de
construcción (cm)Incremento durante
llenado (cm)Total al final de
llenado (cm)CA-1 571 -36.0 -25.5 -61.5CA-2 571 -65.0 -18.0 -83.0CA-3 571 -82.0 -9.0 -91.0CA-4 571 -99.0 -13.5 -112.5CA-5 571 -116.0 -5.0 -121.0CA-6 571 -145.5 3.5 -142.0CA-7 617 -74.0 -30.0 -104.0CA-8 617 -120.0 -9.5 -129.5CA-9 617 -158.0 -5.5 -163.5
CA-10 617 -200.0 2.5 -197.5CA-11 617 -116.0 -1.0 -117.0CA-12 652 -65.0 -30.5 -95.5CA-13 652 -124.0 -5.5 -129.5CA-14 652 -120.0 -1.0 -121.0CA-33 634 -57.0 -47.0 -104.0CA-34 675 -48.0 -22.0 -70.0
Registro de asentamientos - Modelación Numérica (Sección Máxima - Abscisa 210)
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
3.1. Analysis under static conditions
Comparison between geotechnical instrumentation and the results from the numerical model
3. Results from the calibrated model
At the end of construction
NUMERICAL ANALYSIS OF CFRD
3.1. Analysis under static conditions
Comparison between geotechnical instrumentation and results from the numerical model
Construction and impoundment
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
RMV-1. At the end of construction
RMV-1. Construction and impoundment
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
RMV-2. At the end of construction.
RMV-2. Construction and impoundment
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
RMV-3. At the end of construction
RMV-3. Construction and impoundment
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
3.1. Analysis under static conditions
b. Horizontal displacements of therockfill due to construction and impoundment.
a. Horizontal displacements of the rockfill at theend of construction
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
3D behavior - Vertical displacements3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
Displacement normal to the face in m
3. Results from the calibrated model
0.56 m
NUMERICAL ANALYSIS OF CFRD
Stresses along the slope [kPa]
3.1. Analysis under static conditions
Stresses in the horizontal direction (S11) [kPa]
7.0 MPa
12.4 MPa
3. Results from the calibrated model
NUMERICAL ANALYSIS OF CFRD
HOT ISSUES – SEISMIC RESPONSE
NUMERICAL ANALYSIS OF CFRD
2.2. Dynamic analysis
2.2.1. Characteristics of the non linear cyclic model
2. Constitutive models
Masing Rules :
1. For initial loadings, the stress-strain relationship follows the initial curve
2. If a stress reversal occurs in the stress –strain curve, the relationship follows :
(τ- τ r)/2 = Fesq (γ- γr)/2
3. If the loading path of loading orunloading exceeds the previousmaximum or intersects the initial back-bone curve, the stress-strainrelationship will follow the originalcurve until the next stress reversal
-0.03
-0.02
-0.01
0
0.01
0.02
0.03
0.04
0.05
0 0.5 1 1.5 2 2.5 3 3.5 4
t [seg]
γ [-]
DYNAMIC ANALYSIS
NUMERICAL ANALYSIS OF CFRD
2.2. Dynamic analysis
2.2.1. Characteristics of the non linear cyclic model
a. Variation of secant shear modulus based on the level of deformation
2. Constitutive models
( )[ ]( )[ ]
( )[ ]{ } 10lnlogexp1logexp1
logexp1 2 ⋅−−+⋅−−+⋅
+−−+
=bcb
bcabc
aG
Ge
e
emáx
t
γγ
γ
b. Variation of tangent shear modulus under monotonic loading
c. Variation of secant shear modulus based on the level of deformation for unloading and loading
( )[ ]{ }( )[ ]{ }
( )[ ]{ }{ }22logexp110ln
2logexp2logexp1 bcb
bcabc
aG
G
refe
refe
refemáx
t
−−−+⋅⋅
−−−⋅+
−−−+=
γγ
γγ
γγ
( )[ ]bca
GG
emáx
s
−−+=
γlogexp1
NUMERICAL ANALYSIS OF CFRD
b. Degradation curves for the shear modulus and damping
2.2. Dynamic analysis
2.2.2. Maximum Shear Modulus and degradation curves for shear modulus and dampinga. Maximum Shear Modulus (Gmax)
where: K2 for gravels and rockfill ranges between 15 and 60
2. Constitutive models
( ) 5.00.2max 87.218][ PKkPaG ⋅⋅=
NUMERICAL ANALYSIS OF CFRD
2.2. Dynamic analysis
2.2.3. Model verification
2. Constitutive models
Average normal stress vs maximum shear modulus (G max) Average normal stress vs shear wave velocity
NUMERICAL ANALYSIS OF CFRD
1 MPa
2.2. Dynamic analysis
2.2.3. Model verification
2. Constitutive models
Shear wave velocity and G max for Po between 20 and 2300 Kpa
K2=55
NUMERICAL ANALYSIS OF CFRD
2.2. Dynamic analysis
2.2.4. Response spectrum
a. Spectral horizontal acceleration for designearthquake (Safety Evaluation Earhquake (SEE))
b. Preselected seismic signals (Pacific EarthquakeEngineering Research Center)
2. Constitutive models
NUMERICAL ANALYSIS OF CFRD
Selected signal: Earthquake with PGA of 0.26 g recorded at 32 Km from thesource
2.2. Dynamic analysis
2.2.4. Response spectrum
2. Constitutive models
NUMERICAL ANALYSIS OF CFRD
2.2. Dynamic analysis
2.2.5. Stresses in the concrete face for cyclic loading (Elastoplastic model)
2. Constitutive models
Plasticity parameters:ψ: Dilatancy angle for high confiningpressurese: Eccentricity of the plastic potentialsurface.fb: Compressive strength under planestress conditionfc: Yielding stress in uniaxialcompression.K: Shape parameter of the yieldingsurface
ψ[°] 30e 0.6
fb/fc 1.1K 0.67
NUMERICAL ANALYSIS OF CFRD
Water Pressure = Hydrostatic Pressure + Westergaard Pressure
2.2. Dynamic analysis
2.2.6. Aditional considerations
a. Hydrodynamic Effect (Virtual Mass Method)
2. Constitutive models
Manual de obras civiles. Diseño por sismo. Comisión Federal de electricidad
Pressure Coefficient - faces formed by two planes
Virtual mass by unit area.
where:ρ=density of water(1000kg/m³)Hv=Water heightCp=Pressure coefficient
NUMERICAL ANALYSIS OF CFRD
2. Constitutive models
2.3. Interface behaviorContinuous elements Special elements
Normal rigid behavior Tangential behavior – Friction modelNormal behavior with constant stiffness
NUMERICAL ANALYSIS OF CFRD
SOGAMOSO DAM
NUMERICAL ANALYSIS OF CFRD
160 MPa
180 MPa
140 MPa
Deformation moduli at the end of construction at maximum section (abscissa 170) [kPa]
Zona 3A = 180 MPa, Zona 3B =160 MPa, Zona 3C = 140 MPa
3. Results
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
NUMERICAL ANALYSIS OF CFRD
Stresses in horizontal direction [kPa]:
3. Results
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
NUMERICAL ANALYSIS OF CFRD
Stresses in horizontal direction [kPa]:
3. Results
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
Zona 3A = 180 MPa, Zona 3B =160 MPa, Zona 3C = 140 MPa
NUMERICAL ANALYSIS OF CFRD
Displacements in perpendicular direction to the concrete face [m]:
3. Results
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
Zona 3A = 180 MPa, Zona 3B =160 MPa, Zona 3C = 140 MPa
NUMERICAL ANALYSIS OF CFRD
Zona 3A = 180 MPa, Zona 3B =160 MPa, Zona 3C = 140 MPa
Displacements in vertical direction [m]:
3. Results
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
NUMERICAL ANALYSIS OF CFRD
Vertical displacements at the end of construction [m] – Compared to damInstrumentation (vertical movements)
3. Results
Zona 3A = 180 MPa, Zona 3B =160 MPa, Zona 3C = 140 MPa
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
NUMERICAL ANALYSIS OF CFRD
3. Results
Vertical displacements at the end of construction [m] – Compared to daminstrumentation (vertical movements)
Zona 3A = 180 MPa, Zona 3B =160 MPa, Zona 3C = 140 MPa
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
3.1.1. Sensitivity analysis on rockfill moduli
NUMERICAL ANALYSIS OF CFRD
3.1.7. Joints behavior
Perimetral joint displacement
3. Results
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
NUMERICAL ANALYSIS OF CFRD
Tension joints displacement
3.1.7. Joints behavior
3. Results
Distancia a lo largo del eje de la presa [m]
Distancia a lo largo del eje de la presa [m]
24
115
145
204
174
Altu
ra m
edid
a en
dire
cció
n de
la c
ara
[m]
53
84
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
1 2 3 4 5
1 2 3 4 5
NUMERICAL ANALYSIS OF CFRD
Tension joints displacement
3.1.7. Joints behavior
3. Results
Distancia a lo largo del eje de la presa [m]
24
115
145
204
174
Altu
ra m
edid
a en
dire
cció
n de
la c
ara
[m]
53
84
Distancia a lo largo del eje de la presa [m]
3.1. Analysis under static conditions with water level at NAME (El. 320 masl)
1 2 3 4 5
1 2 3 4 5
6
6
NUMERICAL ANALYSIS OF CFRD
3. Results
3.2. Analysis under dynamic conditions
3.2.1. Earthquake loading normal to dam axis (100%) and vertical (50%)
Horizontal displacements:
NUMERICAL ANALYSIS OF CFRD
3.2.1. Earthquake loading normal to dam axis (100%) and vertical (50%)
Accelerations
3. Results
3.2. Analysis under dynamic conditions
Amplification: 2.5
NUMERICAL ANALYSIS OF CFRD
3.2.2. Displacements normal to the concrete face [m]
t=2.5seg
Min: -0.37
t=0.0seg
t=5.0segt=7.5seg
3. Results
3.2. Analysis under dynamic conditions
Min: -0.46
Min: -0.46
Min: -0.51
NUMERICAL ANALYSIS OF CFRD
t=12.5segt=10.0seg
t=15.0seg
3.2.2. Displacements normal to the concrete face [m]
3. Results
3.2. Analysis under dynamic conditions
Min: -0.49
Min: -0.49
Min: -0.49
NUMERICAL ANALYSIS OF CFRD
t=2.5seg t=5.0seg t=7.5seg
t=10.0seg t=12.5seg t=15.0seg
t=0.0seg
3.2.3. Deformations of the dam [m]
3. Results
3.2. Analysis under dynamic conditions
NUMERICAL ANALYSIS OF CFRD
t=2.5segt=0.0seg
t=5.0seg t=7.5seg
3.2.4. Stresses on the concrete face in direction of the dam axis (S11 rotated) [kPa]
3. Results
3.2. Analysis under dynamic conditions
NUMERICAL ANALYSIS OF CFRD
t=12.5segt=10.0seg
t=15.0seg
3. Results
3.2. Analysis under dynamic conditions3.2.4. Stresses on the concrete face in direction of the dam axis (S11 rotated) [kPa]
NUMERICAL ANALYSIS OF CFRD
t=2.5segt=0.0seg
t=5.0seg t=7.5seg
3.2.5. Stresses on the concrete face in direction of the slope (S22 rotated) [kPa]
3. Results
3.2. Analysis under dynamic conditions
NUMERICAL ANALYSIS OF CFRD
t=12.5segt=10.0seg
t=15.0seg
3. Results
3.2. Analysis under dynamic conditions3.2.5. Stresses on the concrete face in direction of the slope (S22 rotated) [kPa]
NUMERICAL ANALYSIS OF CFRD
KEY ISSUES
• Effect on the foundation and the valley geometry on the propagation of the waves (e.g boundary conditions)
• Sophisticated Concrete models to predict damage of the face at different levels of accelerations
• Effect of alternatives ways to model reservoir loading
• Validation of predictions – available data