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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

MUSTSchool of Civil Engineering and Architecture

EEDHydraulics, 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 AFDExperimental Fluid dynamics EFDComputational 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 dynamicВычислительная 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 regimeProbably max flow PMF - Design discharge Q5% = 131.0 m3/s

0 10 20 30 40 50 60770.00

770.50

771.00

771.50

772.00

772.50

773.00

773.50

774.00

774.50

775.00

f(x) = − 0.00139193381655364 x + 774.40944769083

Trough length , m

Ele

vatio

n, m

Water surface profile and bottom of channel (velocity increasing by linear relation)


Standard design method- Flow regimeDesign discharge Q5% = 131.0 m3/s

0 10 20 30 40 50 60770.00

770.50

771.00

771.50

772.00

772.50

773.00

773.50

774.00

774.50

775.00

f(x) = − 0.00193703778469983 x + 774.399967143917

Trough bottom length , m

Ele

vatio

n, m

Water surface profile and bottom of channel (cross section area increasing by linear relation)


Standard design method- Flow regimeDesign discharge Q5% = 131.0 m3/s

0 10 20 30 40 50 60 70770.00

770.50

771.00

771.50

772.00

772.50

773.00

773.50

774.00

774.50

775.00

772.69

772.12771.87 771.77 771.73

771.73

773.03

772.53772.21

771.99

771.82771.68

Length , m

Ele

vatio

n, m

Second solution

First solution

Fr Flow Cross section1.78 Supercritical 0 0.77 Subcritical 10.80 Subcritical 20.82 Subcritical 30.84 Subcritical 40.85 Subcritical 50.87 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 0.5 1 1.5 2 2.5 3 3.5 4 4.5 50.400.450.500.550.600.650.700.750.800.85

X `

Crest length, trough x - axis, m

Dept

h,m

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 50.40

0.50

0.60

0.70

0.80

0.90

1.00

0.91

0.70

0.54

1

Crest length, trough x - axis, m

Dep

th, m

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 50.40

0.50

0.60

0.70

0.80

0.90

1.00

0.92

0.68

0.53

Crest length, trough x-axis

Def

th, m

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 50.35

0.40

0.45

0.50

0.55

0.60

0.65

0.70

0.40

0.50

0.69

Crest length, m

Def

th, m

Average error 0,04m


Results


Results

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 52.50

2.70

2.90

3.10

3.30

3.50

3.70

3.08

3.24

3.52f(x) = 2.90635495115232 x^0.118172403571405f(x) = 0.00912126310558319 x² + 0.0421723699357739 x + 3.07628697826975

X $

Crest length, m

Vel

ocit

y, m

/s

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 52.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

3.60

2.522.16

f(x) = 0.0576 x² − 1.88411095042053E-16 x + 2.16

velocity

Crest length, m

Vel

ocit

y, m

/s

Physical modeling

CFD modeling

Relative error 2,27%


Results


Results

Test №2

Test №1

Relative error 1,8% Test№2 VS Test№3

Relative error 72,3% Test VS SDMTest №3

Standard designing method


Results

131m3/s


Results

106.5m3/s


Results


Results

Cross section 3


Results

Cross section 6


Comparision ResultsWater surface elevation

CFD

Physical model


Results


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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