This document analyzes an ancient masonry dam built in Italy in the 1920s on unfavorable geological conditions. Over nearly a century of monitoring, the dam exhibits significant seepage through the underlying morain deposit, causing cyclic horizontal movements that drag the dam's right shoulder. A geological model and careful back-analysis using soil mechanics principles reveal the complex interaction between the reservoir, subsoil, and dam structure. Proposed remedial works on the morain are not conclusively shown to improve dam behavior. Continuous monitoring and back-analysis remain essential for safe reservoir operation.
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Ancient Dam Built in Unfavorable Geology Analyzed
1. GEOTECHNICAL ANALYSIS OF AN ANCIENT DAM
BUILT IN UNFAVOURABLE GEOLOGICAL CONDITIONS
P. Croce, G. Modoni, A. Rasulo & M. Saroli
University of Cassino and Southern Lazio
Department of Civil and Mechanical
Engineering
2. Alpe Cavalli dam
Padova
Al
p
Roma
Cheggio Mt.
e
Ca
va
lli
La
ke
Alpe Cavalli dam
Alpe Cheggio
Loranco River
Cheggio Mt.
Alpe Cavalli dam
Alpe Cheggio
Alpe Cavalli dam
Alpe Cheggio
Alpe Cavalli Lake
Loranco River
3. ELECTRIC POWER PRODUCTION
Alpe Cavalli
reservoir
Cingino
Alpe Cavalli
Camposecco
~
Campiccioli
Antrona
Antrona reserv.
Rovesca
power plant
~
Rovesca
ALPE CAVALLI
Qmax = 4.3 m3/s
Campiccioli
reservoir
∆h = 711.2 m
P = 10.8 MW
6. Geological Model
view from upstream
lake
dam
C’
Alluvial deposit
Morain deposit
Metamorphic rock
Metamorphic rock
Morain deposit
Morain deposit
Alluvial deposit
Metamorphic rock
Metamorphic rock
11. SEEPAGE
From the beginning of reservoir operation
a relevant seepage was observed
under the dam body and through the morain deposit.
SHISTS
MORAIN
Left Shoulder
Right Shoulder
10 years after dam completion
extensive grouting was performed under the dam body
20. DAM HORIZONTAL DISPLACEMENTS
A’ (centre dam)
cumulated displacement
1.6 mm/year
C’: (close to left shoulder)
no permanent displacement
AIN
ROCK
MORAIN
C’
A’
21. MORAIN HORIZONTAL DISPLACEMENTS
back
hor. movements
forth
....
20
water level
H - H min (m)
15
10
y = -0.0511x2 + 2.4767x
R2 = 0.8929
5
0
0
2
4
6
8
10
12
14
W - W min (mm)
morain movements versus reservoir level
23. CHOISE OF
MORAIN YOUNG MODULUS
Constant Modulus ?
pressuremeter tests
B.A. from previous cases
SPOSTAMENTO - QUOTA INVASO
Horizontal Movement (mm)
H - H Level ....
Water min (m) (m)
20
SPERIMENTALE
Monitoring
15
E=190MPa
E=170MPa
E=150MPa
E=130MPa
E=110MPa
E=90 MPa
E=70 MPa
10
5
0
0
2
4
6
8
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
W - W min (mm)
24. Stiffness modulus (MPa)
-50
50
0
E= Eo *z 0.5
250
350
Model
Pressumeter tests
20
30
40
50
60
CHOISE OF
MORAIN YOUNG MODULUS
Modulus increasing
with effective stress
70
80
90
w.l. I
w.l. II
w.l. III
100
water level
w.l. IV
Water level in the reservoir
(m) .
Depth below g.l. (m) .
10
150
25
20
15
10
5
0
0
5
10
15
Horizontal Displacements of Morain (mm)
model
measurement year 2001
measurement year 2002
26. POSSIBLE REMEDIAL WORKS
Impervious Facing
PARAMENTO IMPERMEABILE
[m]
1520
[m]
1520
STRATO DRENANTE
1500
Foot Drainage
1500
1480
1480
1460
Rio
Loranco
1460
Rio
Loranco
1440
1420
1440
1420
1400
1400
1380
1380
1360
1360
20
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
20
440 [m]
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
440 [m]
B) Drainage
A) Waterproofing
SPOSTAMENTO ORIZZONTALE
20
....
Rio
Loranco
H - H min (m)
Grouting
CONSOLIDAMENTO
1500
A
B
C
[m]
1520
15
1480
1460
1440
1420
1400
no works
FEM consolidato
soil improv.
FEM dreno
drainage
FEM
10
5
1380
FEM paramento impermeabile
waterprooof
1360
20
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
420
440 [m]
0
C) Soil Improvement
0
2
4
6
8
10
12
14
16
W - W min (mm)
DISPLACEMENTS
18
20
22
27. CONCLUSIONS
a) In the Italian Alps there are several ancient masonry dams, similar to
Alpe Cavalli, built almost a century ago and still in operation for electric
power production.
b) Continuous monitoring over almost a century has provided the
essential data for back analysis.
c) Careful back analysis was based on the peculiar geological model and
was performed according to the principles of soil mechanics.
d) The dam behaviour depends on the complex interaction among
reservoir, subsoil and dam structure.
e) Water level fluctuations induce cyclic movements of the morain deposit,
which drags the right shoulder of the dam.
f) Possible remedial works onto the morain deposit don’t seem to provide
conclusive improvement.
g) Continuous monitoring and back-analysis seem to be the most useful
approach for safe operation of the reservoir.