# Sediment and Cavitation Erosion Studies through Dam Tunnels

Authors: Muhammad Abid; Jamal Saeed; Hafiz Abdul Wajid
Journal: Journal of Engineering
 (2016)

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## Abstract

This paper presents results of sediment and cavitation erosion through Tunnel 2 and Tunnel 3 of Tarbela Dam in Pakistan. Main bend and main branch of Tunnel 2 and outlet 1 and outlet 3 of Tunnel 3 are concluded to be critical for cavitation and sediment erosion. Studies are also performed for increased sediments flow rate, concluding 5 kg/sec as the critical value for sudden increase in erosion rate density. Erosion rate is concluded to be the function of sediment flow rate and head condition. Particulate mass presently observed is reasonably low, hence presently not affecting the velocity and the flow field.


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## Body

## 1. Introduction

In recent studies, it is highlighted that sediments are gradually accumulated in Tarbela Dam reservoir, resulting in gradual decrease in reservoir water storage capacity, increased load on embankment wall, and damage to tunnels and turbines [1–3]. Among the tunnels of Tarbela Dam, Tunnel 2 and Tunnel 3 are observed to be the most critical [3, 4]; their parameters are given in Table 1. Tunnel 3 is a bigger tunnel with horizontal inlet at the reservoir bed and intake of 2415.64 m3/sec whereas Tunnel 2 has vertical inlet and intake of 978.63 m3/sec. Both tunnels are used for irrigation and power generation purposes. Abid et al. in [4–7] have highlighted erosion of the walls of tunnels with present sediment flow rate through them. As sediment accumulation is increased, the number of sediments particles also changes through the tunnels; hence their effect on the tunnels life needs to be investigated. Reynolds Stress Model (RSM) due to its advantage of performing well in highly chaotic and swirling flows and uneven geometries is used to predict flow separation [8]. Continuity and modified Navier Stokes equation [1–3] shows Reynolds’ Stress σ which is a flow property and is taken as zero in nonturbulent flows. The constant and coefficients in the RSM used are given in Table 2. Hence,(1)
∂
ρ
∂
t
+
∇
·
ρ
U
c
=
0
,
∂
ρ
U
c
∂
t
+
∇
·
ρ
U
c
⊗
U
c
=
B
+
∇
·
-
ρ
u
′
⊗
u
′
+
σ
,where (2)
σ
=
p
ρ
I
+
μ
ρ
∇
U
c
+
∇
U
c
T
.Lagrangian particle tracking is used as particles experience a number of forces while passing through the domain including buoyancy, lift, drag, and weight. However, buoyancy, for particles having high density, is neglected as this force is negligible. The drag force thus experienced by a particle is calculated using carrier velocity U
c and particle velocity U
p as per relation in (3)
d
U
p
d
x
=
F
D
U
c
-
U
p
.The drag force per unit mass F
D of the particle is calculated using (4), where C
D is the Drag Coefficient and is taken as 0.44 for the two-way coupling considered:(4)
F
D
=
1
τ
p
C
D
R
e
p
24
.Particle’s response time to change in flow and particles Reynolds’ number are calculated using (5) and (6), respectively. These equations are given as follows:(5)
τ
p
=
ρ
p
d
p
2
18
μ
,
(6)
R
e
p
=
d
p
U
-
U
p
ν
,where U is the carrier phase velocity while U
p is the particle velocity and ν is the carrier phase dynamic viscosity.Table 1
Tunnels parameters.
Parameters
Tunnel 2
Tunnel 3
Length (m)
846.51
907.41
Inlet Elevation (m)
373
360.43
Outlet Elevation (m)
337.11
340.46
Inlet Diameter (m)
10.96
48.87
Outlet Branches Diameter (m)
4.87
7.32
Average Volume Flow Rate of Water (m3/sec)
978.63
2415.64
Average Available Head (m)
950.91
918.15
Power Generation Capacity (MW)
1050
1728Table 2
Constant and coefficients used in RS Model.
Anisotropic Diffusion Constant
C
μ
0.09
Turbulent Schmidt Number
σ
k
1.00
Reynolds’ Stress Coefficients
C
s
1
1.80
C
s
2
0.60
C
1
ε
1.44
C
2
ε
1.92Finnie erosion model given in (7) is used in conjunction with Lagrangian particle tracking in ANSYS CFX® [8, 9]. Water passing through the tunnels carries sediment particles and in the regions where there is discontinuity in the direction of flow or turbulence, particles disassociate themselves from the water and follow a path dictated by its inertia because of high Stokes number [10]. In these regions, particles strike the walls of the tunnels resulting in erosion. Erosion due to sediment particles is a function of impact velocity and impact angle of the particles. The exponent n in the Finnie erosion model is taken as 2 and k is taken as 1. Two-way coupling or multiphase flow conditions are considered as the effect of increased number of sediment particles for erosion is studied [10]. Hence,(7)
E
=
k
·
V
p
n
·
f
γ
,where f
γ
=
1
/
3
c
o
s
2
γ when t
a
n
⁡
(
γ
)
>
1
/
3 and f
γ
=
sin
⁡
γ
-
3
s
i
n
2
γ when tan
⁡
γ
<
1
/
3.Cavitation is a phenomenon that results from a pressure drop of the liquid phase below saturation pressure of the liquid under the conditions. Based on the tunnels geometry, S bend and outlet branches sharp bends, pressure drop of water is expected along these locations. Therefore, erosion due to cavitation phenomenon is studied. Rayleigh-Plesset’s model given in (8) is used to govern the water vapors formation and condensation [11] and different variables used in the model are summarized in Table 3. Therefore,(8)
R
B
d
2
R
B
d
t
2
+
1.5
d
R
B
d
t
2
+
2
σ
ρ
f
R
B
=
p
v
-
p
ρ
f
,where R
B is nucleation radius of the bubble, p
v is vapor pressure,p is reference pressure, and ρ
f is the fluid density.Table 3
Variables used in Rayleigh-Plesset’s cavitation model.
P
s
4240 Pa
F
c
o
n
d
0.01
F
v
a
p
50
ρ
r
1000
r
n
u
c
5e − 4
R
f
0.25
R
B
1μm


## 2. Modeling, Meshing, and Boundary Conditions

Both tunnels are modeled in Pro-Engineer software [12] (Figure 1) and mesh is generated in ANSYS ICEM CFD® [8]. In order to capture erosion along inner walls, a higher number of elements with prism elements are added in finite element model of Abid et al. [3–7] (Figure 2). Table 4 shows results of mesh sensitivity analysis including number and size of elements, computational time, and other variables [13]. Table 5 shows general CFD parameters used in ANSYS CFX®. Table 6 shows boundary conditions, initialization condition, and hypothetical sediment flow rate in the tunnels to study the effect of increased number of particles on erosion rate density during winter, average, and summer seasons, that is, low, medium, and high water heads. To save computational time and resource, velocities have been initialized to get converged solution sooner. Particle injection is considered uniform based on the geometry of the tunnels.Table 4
Mesh sensitivity analysis.
Equations
Mesh size
1
2
3
5
U-Momentum Bulk
1.06E − 04
1.42E − 04
1.66E − 04
2.46E − 04
V-Momentum Bulk
5.56E − 05
5.35E − 05
4.46E − 05
3.49E − 05
W-Momentum Bulk
7.62E − 05
7.99E − 05
5.68E − 05
8.05E − 05
Mass of Water
1.19E − 05
1.72E − 05
1.87E − 05
2.47E − 05
uu-RS
5.12E − 04
4.47E − 04
9.12E − 04
1.00E − 03
vv-RS
6.16E − 04
4.06E − 04
5.19E − 04
4.16E − 04
ww-RS
1.03E − 03
4.98E − 04
4.98E − 04
4.67E − 04
uv-RS
9.94E − 05
5.43E − 05
1.96E − 04
2.49E − 04
uw-RS
1.90E − 04
2.54E − 04
1.91E − 04
2.04E − 04
vw-RS
2.71E − 04
1.19E − 04
6.00E − 05
6.25E − 05
E-Dissipation K
1.71E − 04
1.20E − 04
9.42E − 05
4.88E − 05
Computational time (sec)
4310
1900
1104
1623Table 5
Various constants and coefficients used in simulation.
Parameter
Detail
Tunnel 2
Tunnel 3
Erosion
Finnie Model
k
=
1, n
=
2
k
=
1, n
=
2
Particles injection
Uniform injection
Two-way coupled
Two-way coupled
Restitution Coefficient
Perpendicular and parallel
0.9 and 1, respectively
0.9 and 1, respectively
Drag Coefficient
Schiller and Neumann Correlation
0.44 forR
e
d
>
1000
0.44 forR
e
d
>
1000
Particle Integration
Tracking distance and time
1200 m, 300 sec
1200 m, 300 secTable 6
Boundary conditions, initialization condition, and sediment flow rates at different heads.
Type
Head
Tunnel 2
Tunnel 3
Boundary conditions
Pressure (kPa)
High
1323.53
1290.76
Medium
950.91
918.15
Low
578.30
545.53
Initial conditions
Velocity (m/sec)
High
11.55
2.05
Medium
10.33
1.70
Low
7.57
1.31
Sediment flow rates at different heads (kg/sec)
5 × 10−5, 5 × 10−4, 5 × 10−3, 5 × 10−2, 5 × 10−1, 5, and 50Figure 1
Modeling of Tunnel 2: (a) main bend, (b) main branch, (c) outlets: Tunnel 3, (d) S bend, and (e) outlets.
(a)
(b)
(c)
(d)
(e)Figure 2
Meshing: Tunnel 2 (a–c) and Tunnel 3 (d–f).
(a)
(b)
(c)
(d)
(e)
(f)


## 3. Results and Discussion

The velocity of water at different critical locations of Tunnel 2 and Tunnel 3 for different head condition and sediments flow rate is summarized in Tables7 and 8, respectively. No change in velocity of the water with variation in sediments flow rate is observed and is concluded due to small particulate mass, hence no effect on the flow field. Along different tunnel sections, different velocities are recorded. Maximum and minimum velocity are observed at maximum and minimum water heads, respectively. It is also concluded that any change in water velocity results in change in sediment velocity.Table 7
Velocity at different locations of Tunnel 2 under different head and varying sediment flow rates.
Head
Sediment flow rate (kg/sec)
Main bend
Main branch
Out1
Out2
Out3
Out4
Out5
Out6
High
0.00005
41.4
54.8
38.7
17.0
20.4
32.9
43.7
30.2
50
41.4
54.8
38.7
17.0
20.4
32.9
43.7
30.2
Low
0.00005
31.0
41.0
29.0
12.8
15.3
24.6
32.8
22.6
50
31.0
41.0
29.0
12.8
15.3
24.6
32.8
22.6Table 8
Velocity at different locations of Tunnel 3 under different head and varying sediment flow rates.
Head
Sediment flow rate (kg/sec)
S1
S2
Out1
Out2
Out3
Out4
Medium
0.00005
30.4
25.0
22.5
19.9
20.9
26.5
50
30.4
25.0
22.5
19.9
20.9
26.5
Low
0.00005
22.4
18.4
16.6
14.7
15.5
19.5
50
22.4
18.4
16.6
14.7
15.5
19.5Erosion rate density is observed to be increased with increase in sediment flow rate. For high head condition, the change can be easily attributed to the increase in velocities at all critical locations of both tunnels. Figures3 and 4 show changes in erosion rate for Tunnel 2 and Tunnel 3, respectively, with change in sediment flow rate at different head conditions. As velocity does not change at any location under the same head condition for different sediments flow rate, the minor variation in erosion rate density is concluded due to the slight variation in impact angle. For both tunnels, until 5 kg/sec sediment flow rate, almost zero erosion rate density is observed which however started increasing rapidly after this and became prominent at the sediment flow rate of 50 kg/sec. This concludes that the sediment flow rate should be carefully measured to avoid any catastrophic failure of the tunnels. Main branch of Tunnel 2 and outlet 3 of Tunnel 3 are concluded to be critical for sediment erosion. Results for sediment erosion density rate for Tunnel 2 and Tunnel 3 are summarized in Tables 9 and 10, respectively.Table 9
Erosion rate density (kg/m⋅sec) in Tunnel 2 under various head conditions and at fixed sediment flow rate of 50 kg/sec.
Head
Main bend
Main branch
Out1
Out2
Out3
Out4
Out5
Out6
High
45
324
269
34
49
52
62
107
Medium
28
237
198
30
38
34
60
62
Low
17
130
98
15
17
20
27
40Table 10
Erosion rate density (kg/m⋅sec) in Tunnel 3 under various head conditions and at fixed sediment flow rate of 50 kg/sec.
Head
S1
S2
Out1
Out2
Out3
Out4
High
28
2.3
16
23
60
11
Medium
20
1.3
11
15
42
7
Low
12
1.0
7
8
24
2Figure 3
Erosion rate density at main branch for all head conditions and different sediment flow rate in Tunnel 2 (BM: main branch; H: high head; M: medium head; L: low head).Figure 4
Erosion rate density at outlet 3 for all head conditions and different sediment flow rate in Tunnel 3 (Out: outlet; H: high head; M: medium head; L: low head).It is observed from water and sediment flow through the tunnels that pressure at the inside of the bends or sharp corners drops below saturation pressure resulting in water vapors formation. Analyses were performed for the various head conditions, that is, high, medium, and low. A significant pressure drop is observed at the main bend, main branch, and outlet branches in Tunnel 2 and S bend and outlet branches in Tunnel 3. The volume fraction of water vapors is on the higher side at the critical locations of the tunnels, highlighting the notion that these locations are prone to erosion, and is concluded due to the cavitation effect. Cavitation erosion is therefore further superposed on the sediments erosion already observed. The presence of water vapors will bring these locations under a greater threat. The maximum water vapor volume fraction gradient, maximum volume fraction of water vapors, and Euler or cavitation numbers at different heads are summarized in Tables11 and 12 for Tunnel 2 and Tunnel 3, respectively. It is concluded that the sharper bends have greater tendency of water vapors formation due to greater pressure drop at these locations. Critical locations are also identified based on the Euler or cavitation number calculated at these locations. Atmospheric pressure is taken to be the reference pressure. For Euler number less than 1, the region is termed “critical.” Cavitation erosion is shown along different locations for Tunnel 2 and Tunnel 3 in Figures 5 and 6, respectively. Main bend of Tunnel 2 and outlet 1 of Tunnel 3 are concluded to be critical for cavitation erosion.Table 11
Volume fraction of water vapors and volume fraction gradient in Tunnel 2 under various head conditions.
Head
Main bend
Main branch
Outlet branchesOut1~Out6
Max. water vapor volume fraction gradient (m−1)
Max. volume fraction of water vapors
Volume fraction of water vapors and volume fraction gradient
High
0.75
0.98
0.98
1.729
0.980
Medium
0.73
0.97
0.97
1.792
0.977
Low
0.72
0.96
0.96
1.764
0.967
Euler or cavitation numbers
High
0.09
0.24
0.13
—
—
Medium
0.43
1.11
0.63
—
—
Low
0.41
1.23
0.36
—
—Table 12
Volume fraction of water vapors, volume fraction gradient, and Euler or cavitation numbers in Tunnel 3 under various head conditions.
Head
S1
S2
Out1
Out2
Out3
Out4
Max. water vapor volume fraction gradient (m−1)
Max. volume fraction of water vapor
Volume fraction of water vapors and volume fraction gradient
High
0.95
0.95
0.48
0.82
0.82
0.97
1.746
0.971
Medium
0.86
0.95
0.91
0.73
0.76
0.95
1.916
0.958
Low
0.87
0.72
0.67
0.45
0.57
0.74
1.416
0.906
Euler or cavitation numbers
High
0.86
1.09
0.41
0.39
0.51
0.96
—
—
Medium
0.97
1.12
0.49
0.68
0.80
1.12
—
—
Low
1.09
1.38
0.69
1.00
1.88
2.40
—
—Figure 5
Cavitation erosion (water vapors) at different locations of Tunnel 2.
(a)
(b)
(c)Figure 6
Cavitation erosion (water vapors) at different locations of Tunnel 3.
(a)
(b)


## 4. Conclusion

Flow profile is observed to be not affected by the increase in sediment flow rate through the tunnels because of small particulate mass and negligible particle-to-particle interaction. The tracks followed by particles remained unchanged and any rise in erosion rate density is concluded as a direct consequence of head and sediment flow rate. Main branch of Tunnel 2 and outlet 3 of Tunnel 3 are concluded to be critical for sediment erosion.Keeping in view the expected increased sediment flow rate in the tunnels due to sediment delta movement towards main embankment wall, for both tunnels, until 5 kg/sec sediment flow rate, almost zero erosion rate density is observed which however started increasing rapidly after this and became prominent at the sediment flow rate of 50 kg/sec. Hence, the possibility of catastrophic failure of the tunnels due to increased sediment flow rate cannot be ignored.Cavitation is observed to be threatening at several locations. Main bend of Tunnel 2 and outlet 1 of Tunnel 3 are concluded to be critical for cavitation erosion. The combined effect of both erosion due to sediments and cavitation further increases the erosion rate density.



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*Source: 8645789-2016-03-13.xml*