The Asphalt Core Embankment Dam A Very Competitive Alternative Prof. Dr. Kaare Höeg Norwegian...

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

Svartevann Earth Core Rockfill Dam (129 m), Norway

Svartevann Dam under construction

Oddatjörn Earth Core Rockfill Dam, Norway (145 m)

Oddatjörn Dam

Storglomvatn Asphalt Core Dam, Norway(125m)

plinth

Storglomvatn Dam near completion (125m)

Compaction of asphalt concrete core and transition zones

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;

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.

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.

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.

Cross-section through a triaxial specimen

Fuller’s grain size curve for aggregates

Triaxial compression tests showing effect of confining stress level

0

500

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1500

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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

Splitting test of cylindrical specimen to determine tensile strength (Brazilian test)

Beam test to determine flexural (tensile) strength and strain before crack opens

Test to create crack in specimen

Regain of tensile strength under compressive stress and sealing of crack

Investigation of self-healing of crack 

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

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

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12

14

Stra

in (1

0-4

)

Stress

Strain

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

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)

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.

Asphalt core placing machine (paver)

Asphalt core paver – principle sketch

Preparation of concrete plinth (placing mastic)

Hand placement of first layers

Machine placement starts

Test strip on site prior to core construction

Compaction with 3 rollers

Field samples (0.5 m long) drilled out of dam core(no interface can be detected between layers)

Cutting field core into 5 test pieces

Controlling field porosity

Field control laboratory

Field laboratory testing of mix from plant and of samples drilled out of the core

Porosity control without sampling

Excavated core from field test strip

Demonstration of core flexibility in test section

Demonstration of core flexibility (cont’d)

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.

Effect of laboratory compaction procedure (how to best simulate field compaction in the lab.)

0

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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

Storglomvatn Dam near completion (125m)

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

Yele Asphalt Core Dam (125 m, China)

Fig.5

Core-cutoff connection at Yele Dam, China

Special testing of core-plinth interface

a) a)

0

0.1

0.2

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0.5

-30 20 70 120 170 220 270 320 370 420

B C D E FDistance (m)

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tlem

ent

(m)

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2700

Ele

vatio

n (m

)

Settlement

Plinth geometry

0

0.1

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-30 20 70 120 170 220 270 320 370 420

B C D E FDistance (m)

Set

tlem

ent

(m)

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2540

2580

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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

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

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.

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.

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;

Thank you for your attention