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HYDRAULIC MODELING OF
SIDE-CHANNEL SPILLWAY AT IVEN DAM
Reporter: Ayurzana.B, M Sc.
School of Civil Engineering and Architecture of MUST
MUST
School of Civil Engineering
and Architecture
EED
Hydraulics, Hydraulic structures
professor team

HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Research goals
Research object: Iven dam, Selenge province, Mongolia
•To determine and evaluate of flow regimes using Physical
and Numerical modeling with Probably Max discharge of
spillway at Iven dam
•To acquire and study usage of hydraulic modeling
methodology
•To identify approach of improve standard designing method

Pervious study
Hinds, 1926, Side channel spillways: Hydraulic theory and Experimental
determination of losses
Yen, Venzel et all, 1970, Spatially varied flow equation in Side
channel spillway
Sliskii.S, 1986, Hydraulic estimation of High-pressure hydraulic
structures
Mariana Maradjieva, 2007, Hydraulic research on side-channel
spillways based on physical modeling and optimization
Jerzy Machajski, 2010, Model investigations of side channel spillway
of The Pilchovice dam on the Bobr river

Pervious study
Physical model of The Pilchovice dam in Poland

Pervious study
R.Gabl, S.Achleitner et all, 2012, Side-channel spillway – Hybrid modeling

Research Methodology
Analytical Fluid dynamics AFD
Experimental Fluid dynamics EFD
Computational Fluid Dynamics CFD

Analytical Fluid dynamics AFD
We can obtain equation of
Side-channel spillway using
Momentum equation
/Reynolds Transport
theorem/ and Energy
equation
Momentum between from cross section 1 - 1 to 2 - 2

Analytical Fluid dynamics AFD
Spatially varied flow equation SVF
Energy Principle
Decreasing dischargeIncreasing discharge
Solving method: Fr = 1 and Finite difference method

Experimental Fluid Dynamics ЕFD
Geometry, kinematic, dynamic and mechanical similarity
Geometry similarity
Kinematic similarity
Dynamic similarity
Similarity criteria (numbers)
Otherwise

Experimental Fluid Dynamics ЕFD
Discharge relation

Computational Fluid Dynamics CFD
Шингэний динамикийг тооцоолон бодох арга
Computational fluid dynamic
Вычислительная гидродинамика

Reynolds Averaged
Navier-Stokes
(RANS)
Finite Volume method (FVM),
Finite Element Method (FEM),
Finite Difference method (FDM)
VoF (Volume of Fluid) have been given by Hoh, Woodward (1976)
K – E turbulence model

Standard design method- Flow regime
Probably max flow PMF - Design discharge Q5% = 131.0 m3/s
Water surface relation y = -0.0014x + 774.41
771.50
772.00
772.50
773.00
773.50
774.00
774.50
775.00
0 10 20 30 40 50 60
Elevation,m
Trough length , m
Water surface profile and bottom of channel (velocity increasing by linear relation)

Design discharge Q5% = 131.0 m3/s
Water surface relation y = -0.0019x + 774.4
771.50
772.00
772.50
773.00
773.50
774.00
774.50
775.00
0 10 20 30 40 50 60
Elevation,m
Trough bottom length , m
Water surface profile and bottom of channel (cross section area increasing by linear
relation)

Design discharge Q5% = 131.0 m3/s
773.03
772.53
772.21
771.99
771.82
771.68
772.69
772.12
771.87
771.77 771.73
771.73
771.50
772.00
772.50
773.00
773.50
774.00
774.50
775.00
0 10 20 30 40 50 60 70
Elevation,m
Length , m
Second solution
First solution
Fr Flow Cross section
1.78 Supercritical 0
0.77 Subcritical 1
0.80 Subcritical 2
0.82 Subcritical 3
0.84 Subcritical 4
0.85 Subcritical 5
0.87 Subcritical 6

Physical modeling
Physical model scale factor:
If prototype material is concrete which roughness is equal to
n = 0.017, model roughness would be:
Model discharge:

Physical modeling

CFD modeling
K-Epsilon Turbulence, Turbulent,
Water and air - Segregated Flow, water
temperature is not change - Segregated Fluid
Isothermal,
Define interaction between air and water -
Volume of Fluid model
Selected model was Implicit Unsteady because Flow was Eulerian Phases, Three
dimensional, unsteady flow and Dominated force is Gravity, and automatically
selected Reynolds Averaged Navier-Stokes
CFD domain
Trimmer mesh

Results
0.40
0.50
0.60
0.70
0.80
0.90
0 1 2 3 4 5
Depth,m
Crest length, trough x - axis, m
X ̅
0.91
0.70
0.54
0.40
0.50
0.60
0.70
0.80
0.90
1.00
0 1 2 3 4 5
Depth,m
Crest length, trough x - axis, m
1
0.92
0.68
0.53
0.40
0.50
0.60
0.70
0.80
0.90
1.00
0 1 2 3 4 5
Defth,m
Crest length, trough x-axis
X
0.40
0.50
0.69
0.35
0.40
0.45
0.50
0.55
0.60
0.65
0.70
0 1 2 3 4 5
Defth,m
Crest length, m
X
Average error 0,04m

Results

Results
3.08
3.24
3.52
y = 0.009x2 + 0.042x + 3.076
2.50
2.70
2.90
3.10
3.30
3.50
3.70
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Velocity,m/s
Crest length, m
X ̅
3.60
2.522.16
y = 0.057x2 + 2.16
2.00
2.20
2.40
2.60
2.80
3.00
3.20
3.40
3.60
3.80
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Velocity,m/s
Crest length, m
velocity
Physical modeling
CFD modeling
Relative error 2,27%

Results
Test №2
Test №1
Relative error 1,8% Test№2 VS Test№3
Relative error 72,3% Test VS SDM
Test №3
Standard designing method

Results
131m3/s

Results
106.5m3/s

Results
Cross section 3

Results
Cross section 6

Comparision Results
Water surface elevation
CFD
Physical model

Conclusion
1. As a result of the study, capacity of the side channel
spillway at Iven dam should be increased.
2. Before any hydraulic structure (dam, channel, weir, and
bypass construction etc) is built, the hydraulic structure
should be validated using physical and CFD modeling
3. From the studies, approach results of the spillway SDM
that have been effective nowadays, are defined to be not
matching with physical and CFD models. This informs us to
update or create a new approach to do SDM.

Recommendation
There for to improve the accurate of standard design
method, we should be assume below condition, then to
study using Physical and CFD model.
-Bottom slope is not changed trough the Side-Channel
-Similarity of all cross section according to geometry
similarity

Thanks for your attention

HYDRAULICS AND HYDRAULIC ENGINEERING TEAM
Future goals
-Deeply learn HEC Package
-Storm water management modeling in UB city (SWMM)
-CFD modeling of special hydraulic structure and river habitat
(Spillway, outlet and fish passage/ladder)

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