The document summarizes a study on hydraulic modeling of a side-channel spillway at Iven Dam in Mongolia. The goals were to determine flow regimes using physical and numerical modeling, study hydraulic modeling methodology, and identify ways to improve standard design methods. Hydraulic modeling methods used included analytical fluid dynamics, experimental fluid dynamics with a physical model, and computational fluid dynamics. Results from physical and CFD models showed significant differences from the standard design method, indicating the need to update standard methods. The study concluded the spillway capacity should be increased and validated all hydraulic structures with physical and numerical models before construction.
OPEN CHANNEL FLOW AND HYDRAULIC MACHINERY
Open channel flow: Types of flows – Type of channels – Velocity distribution – Energy and momentum correction factors – Chezy’s, Manning’s; and Bazin formula for uniform flow – Most Economical sections. Critical flow: Specific energy-critical depth – computation of critical depth – critical sub-critical – super critical flows
Non-uniform flows –Dynamic equation for G.V.F., Mild, Critical, Steep, horizontal and adverse slopes-surface profiles-direct step method- Rapidly varied flow, hydraulic jump, energy dissipation
Bligh’S CREEP THEORY
LIMITATIONS OF BLIGH’S THEORY
LANE’S WEIGHTED CREEP THEORY
KHOSLA’S THEORY AND CONCEPT OF FLOW NETS
COMPARISON OF BLIGH’S THEORY AND KHOSLA’S THEORY
Topics:
1. Causes of Failures of Weirs on Permeable Foundations
2. Bligh’s Creep Theory
3. Lane’s Weighted Creep Theory
4. Khosla’s Theory
5. Application of Correction Factors
6. Launching Apron
OPEN CHANNEL FLOW AND HYDRAULIC MACHINERY
Open channel flow: Types of flows – Type of channels – Velocity distribution – Energy and momentum correction factors – Chezy’s, Manning’s; and Bazin formula for uniform flow – Most Economical sections. Critical flow: Specific energy-critical depth – computation of critical depth – critical sub-critical – super critical flows
Non-uniform flows –Dynamic equation for G.V.F., Mild, Critical, Steep, horizontal and adverse slopes-surface profiles-direct step method- Rapidly varied flow, hydraulic jump, energy dissipation
Bligh’S CREEP THEORY
LIMITATIONS OF BLIGH’S THEORY
LANE’S WEIGHTED CREEP THEORY
KHOSLA’S THEORY AND CONCEPT OF FLOW NETS
COMPARISON OF BLIGH’S THEORY AND KHOSLA’S THEORY
Topics:
1. Causes of Failures of Weirs on Permeable Foundations
2. Bligh’s Creep Theory
3. Lane’s Weighted Creep Theory
4. Khosla’s Theory
5. Application of Correction Factors
6. Launching Apron
International Journal of Engineering Research and Development is an international premier peer reviewed open access engineering and technology journal promoting the discovery, innovation, advancement and dissemination of basic and transitional knowledge in engineering, technology and related disciplines.
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lab 4 requermenrt.pdf
MECH202 – Fluid Mechanics – 2015 Lab 4
Fluid Friction Loss
Introduction
In this experiment you will investigate the relationship between head loss due to fluid friction and
velocity for flow of water through both smooth and rough pipes. To do this you will:
1) Express the mathematical relationship between head loss and flow velocity
2) Compare measured and calculated head losses
3) Estimate unknown pipe roughness
Background
When a fluid is flowing through a pipe, it experiences some resistance due to shear stresses, which
converts some of its energy into unwanted heat. Energy loss through friction is referred to as “head
loss due to friction” and is a function of the; pipe length, pipe diameter, mean flow velocity,
properties of the fluid and roughness of the pipe (the later only being a factor for turbulent flows),
but is independent of pressure under with which the water flows. Mathematically, for a turbulent
flow, this can be expressed as:
hL=f
L
D
V
2
2 g
(Eq.1)
where
hL = Head loss due to friction (m)
f = Friction factor
L = Length of pipe (m)
V = Average flow velocity (m/s)
g = Gravitational acceleration (m/s^2)
Friction head losses in straight pipes of different sizes can be investigated over a wide range of
Reynolds' numbers to cover the laminar, transitional, and turbulent flow regimes in smooth pipes. A
further test pipe is artificially roughened and, at the higher Reynolds' numbers, shows a clear
departure from typical smooth bore pipe characteristics.
Experiment 4: Fluid Friction Loss
The head loss and flow velocity can also be expressed as:
1) hL∝V −whe n flow islaminar
2) hL∝V
n
−whe n flow isturbulent
where hL is the head loss due to friction and V is the fluid velocity. These two types of flow are
seperated by a trasition phase where no definite relationship between hL and V exist. Graphs
of hL −V and log (hL) − log (V ) are shown in Figure 1,
Figure 1. Relationship between hL ( expressed by h) and V ( expressed by u ) ;
as well as log (hL) and log ( V )
Experiment 4: Fluid Friction Loss
Experimental Apparatus
In Figure 2, the fluid friction apparatus is shown on the right while the Hydraulic bench that
supplies the water to the fluid friction apparatus is shown on the left. The flow rate that the
hydraulic bench provides can be measured by measuring the time required to collect a known
volume.
Figure 2. Experimental Apparatus
Experimental Procedure
1) Prime the pipe network with water by running the system until no air appears to be discharging
from the fluid friction apparatus.
2) Open and close the appropriate valves to obtain water flow through the required test pipe, the four
lowest pipes of the fluid friction apparatus will be used for this experiment. From the bottom to the
top, these are; the rough pipe with large diameter and then smooth pipes with three successively
smaller diameters.
3) Measure head loss ...
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1. 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
2. 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
3. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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
4. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Pervious study
Physical model of The Pilchovice dam in Poland
5. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Pervious study
R.Gabl, S.Achleitner et all, 2012, Side-channel spillway – Hybrid modeling
6. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Research Methodology
Analytical Fluid dynamics AFD
Experimental Fluid dynamics EFD
Computational Fluid Dynamics CFD
7. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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
8. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Analytical Fluid dynamics AFD
Spatially varied flow equation SVF
Energy Principle
Decreasing dischargeIncreasing discharge
Solving method: Fr = 1 and Finite difference method
9. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Experimental Fluid Dynamics ЕFD
Geometry, kinematic, dynamic and mechanical similarity
Geometry similarity
Kinematic similarity
Dynamic similarity
Similarity criteria (numbers)
Otherwise
10. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Experimental Fluid Dynamics ЕFD
Discharge relation
11. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Computational Fluid Dynamics CFD
Шингэний динамикийг тооцоолон бодох арга
Computational fluid dynamic
Вычислительная гидродинамика
12. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Computational Fluid Dynamics CFD
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
13. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Computational Fluid Dynamics CFD
14. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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)
15. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
Standard design method- Flow regime
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)
17. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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:
20. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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
21. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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
25. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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
35. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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.
36. HYDRAULIC MODELING OF SIDE-CHANNEL SPILLWAY ON IVEN DAM
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
38. 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)