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The Asphalt Core Embankment Dam
A Very Competitive Alternative
Prof. Dr. Kaare Höeg
Norwegian Geotechnical Institute (NGI) and University of Oslo
Athens, Greece,19 Nov. 2009
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Svartevann Earth Core Rockfill Dam (129 m), Norway
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Svartevann Dam under construction
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Oddatjörn Earth Core Rockfill Dam, Norway (145 m)
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Oddatjörn Dam
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Storglomvatn Asphalt Core Dam, Norway(125m)
plinth
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Storglomvatn Dam near completion (125m)
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Compaction of asphalt concrete core and transition zones
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Experience with Asphalt Core Dams
- 100 dams have been built, most in Europe and China, now also in North and South America;
- 20 are currently under construction or final design;
- first ones built in the early 1960s (Germany and Austria;
- 15 built in Norway; 3 more are now under construction/final design;
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Field Monitoring
- The first dams with asphalt core were heavily instrumented and thoroughly analysed to better understand dam and core behaviour.
- Field performance has been excellent, with no recorded leakage through core or the core-plinth interface at the base of the core.
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Laboratory testing of asphalt concrete
For each new dam and site tests are performed to determine the optimum asphalt concrete mix using:
- the available (local) aggregates (0-18 mm);
- filler material (0 - 0.075mm);
- grade of bitumen available.
The goal is to achieve a core with low permeabilty and flexible and ductile stress-strain behaviour with the required strength.
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Laboratory testing (cont’d)
Full advantage has been taken of all the laboratory and field research done for asphalt concrete used in road- and airfield pavements.
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Cross-section through a triaxial specimen
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Fuller’s grain size curve for aggregates
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Triaxial compression tests showing effect of confining stress level
0
500
1000
1500
2000
2500
3000
3500
4000
0 2 4 6 8 10 12 14
Axial Strain (%)
Dev
iato
r S
tres
s (k
Pa)
000
100 kPa
400 kPa
700 kPa
1000 kPa
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Splitting test of cylindrical specimen to determine tensile strength (Brazilian test)
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Beam test to determine flexural (tensile) strength and strain before crack opens
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Test to create crack in specimen
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Regain of tensile strength under compressive stress and sealing of crack
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Investigation of self-healing of crack
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Results of self-sealing test
0.01
0.1
1
10
100
1000
0 20 40 60 80 100
Time (Hour)
See
page
(mL/
min
)
0.4 MPa(1)
0.4 MPa(2)
0.4 MPa(3)
0.7 MPa
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Triaxial test – cyclic loading superimposed on static loading (to simulate eartquake loading)
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 1 2 3 4 5 6
Time (Second)
Cyc
lic S
tress
(MP
a)
2
4
6
8
10
12
14
Stra
in (1
0-4
)
Stress
Strain
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Cyclic strain and residual strain during test
0
0.5
1
1.5
2
2.5
0 1000 2000 3000 4000 5000 6000 7000
Number of Cyclic Loading (N)
Axi
al S
trai
n (%
)
Total strain
Residual strain
Elastic strain
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Pre-cyclic vs. post-cyclic stress-strain behaviour
0
0.5
1
1.5
2
2.5
3
0 1 2 3 4 5 6 7 8
Axial Strain (%)
Com
pres
sion
Str
ess
(MP
a)
No cyclic
Post-cyclic
Devia
tor
stre
ss (
MPa)
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Asphalt concrete placed in core
- Air porosity in asphalt core should be less than 3% to ensure very low permeabilty (10-10 m/s);
- Placed and compacted in layers 20-30 cm thick;
- 2 to 4 layers per day depending on required rate of construction;
- Core width usually 50-100 cm depending on height of dam.
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Asphalt core placing machine (paver)
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Asphalt core paver – principle sketch
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Preparation of concrete plinth (placing mastic)
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Hand placement of first layers
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Machine placement starts
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Test strip on site prior to core construction
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Compaction with 3 rollers
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Field samples (0.5 m long) drilled out of dam core(no interface can be detected between layers)
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Cutting field core into 5 test pieces
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Controlling field porosity
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Field control laboratory
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Field laboratory testing of mix from plant and of samples drilled out of the core
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Porosity control without sampling
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Excavated core from field test strip
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Demonstration of core flexibility in test section
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Demonstration of core flexibility (cont’d)
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Effect of laboratory method of compaction on resulting stress-strain properties of asphalt
Triaxial results from laboratory prepared and field core specimens with the same air porosity have been compared.
Differences in behaviour must be considered:
- if stress–strain design requirements (compression modulus, degree of shear dilation and ductility) are based on test results from laboratory prepared specimens;
- and if finite element analyses are used to predict or back-analyse core behaviour.
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Effect of laboratory compaction procedure (how to best simulate field compaction in the lab.)
0
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
0 2 4 6 8 10 12 14 16 18 20 22
Axial Strain (%)
Dev
iato
r S
tres
s (K
Pa)
Gyrator
Static Vibration Marshall Field Core
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Storglomvatn Dam near completion (125m)
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Zoning of Storglomvatn Dam (125 m)
1. Asphalt core 2. Transition (0-60 mm)
3.Transition (0-150 mm) 4a. Quarried rockfill (0-500 mm)
4b. Quarried rockfill (0-1000 mm) 5. Slope protection (blocks, min.0.5 m3)
6.Crown cap (blocks) 7. Toe drain (blocks, min. 0.5 m3)
8. Concrete plinth (sill) for core
1
2
3
4a 4a
4b4b
7
591
579
566
553
540
527
510
490
4758
1.41
11.5
588 m (Full level)
468
55
6
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Yele Asphalt Core Dam (125 m, China)
Fig.5
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Core-cutoff connection at Yele Dam, China
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Special testing of core-plinth interface
a) a)
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0
0.1
0.2
0.3
0.4
0.5
-30 20 70 120 170 220 270 320 370 420
B C D E FDistance (m)
Set
tlem
ent
(m)
2500
2540
2580
2620
2660
2700
Ele
vatio
n (m
)
Settlement
Plinth geometry
0
0.1
0.2
0.3
0.4
0.5
-30 20 70 120 170 220 270 320 370 420
B C D E FDistance (m)
Set
tlem
ent
(m)
2500
2540
2580
2620
2660
2700
Ele
vatio
n (m
)
Settlement
Plinth geometry
0
0.1
0.2
0.3
0.4
0.5
-30 20 70 120 170 220 270 320 370 420
B C D E FDistance (m)
Set
tlem
ent
(m)
2500
2540
2580
2620
2660
2700
Ele
vatio
n (m
)
Settlement
Plinth geometry
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Back-calculated max.shear strain in core of Yele Dam
Max.: 0.0234 0.0233
0 .0 0 4
0 .0 0 6
0 .0 0 8
0 .012
0 .0 1 4
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Optimum Design Considerations
Which embankment type is best suited for the local conditions, considering:
- economy (construction and maintenance);
- safety/reliability;
- impact on the environment.
The local foundation/geologic conditions will have significant impact on the choice of dam.
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Different embankment dam designs:
- earth core embankment dam (ECED)
- asphalt core embankment dam (ACED)
- concrete faced rockfill or gravel dam (CFRD)
- geomembrane faced embankment dam (GFED)
- faced hardfill dam (FHD or CSGD)
Recent comparisons among alternatives show the ACED to be very competitive.
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Asphalt concrete core - Simple and robust construction method;
- Asphalt concrete is a flexible and ductile material with viscoelastic-plastic properties (a “forgiving” material);
- No core erosion; therefore no strict filter criteria;
- Core adjusts to dam and foundation deformations;
- Earthquake resistant; no deterioration of properties;
- Self-healing (self-sealing) of any cracks;
- Asphalt mix may be ”tailored” to satisfy special design requirements;
- Can resist overtopping erosion during construction;
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Thank you for your attention