Forbes, Graeme Alexander (2000) The practical application of an enhanced conveyance ...

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Forbes, Graeme Alexander (2000) The practical application of an
enhanced conveyance calculation in flood prediction. PhD thesis

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The University Glasgow
of
Civil Engineering
Department
of
UNIVERSITY
Of
GLASGOW
Enhanced
The Practical Application
of an
Conveyance Calculation in Flood Prediction
Graeme Alexander
(Hons. )
Forbes B. Eng
July
2000
A thesis in fulfilment the-regülations governing the award of
submitted of
degree Doctor Philosophy
the
of of
© Graeme A. Forbes, 2000
BEST COPY
AVAILABLE
Poor text in the
original
thesis.
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Abstract
for flood levels
An
enhanced one-dimensional mathematical model simulating and
is Enhanced
calculating stage-discharge relationships presented. conveyance
have been developed incorporated into the
and commercially available
subroutines
ISIS. The developed has been
river modelling software newly software verified using
field data.
experimental and
When its banks is interaction between
there
a river overtops a vigorous slow moving
flow. This interaction
flood flow faster
mechanism
plain and moving main channel
forty A
has been the focus intense the years. selective review of
of research over past
is detailed to the
this research with particular attention case of meandering channels.
discharge
The Ackers Method and the James & Wark Method are two capacity
be
methods that have emanated from this recent research and are considered to the
by Environment
indeed the
most practically suitable methods and are recommended
Agency England Wales. The for interaction
of and methods account effects when
flow is in It is
these
overbank a straight and meandering channel respectively.
have been incorporated industry
that into
methods the commercially available and
leading
ISIS
one-dimensional river model to enable an enhanced conveyance
calculation.
developed has been Flood Channel Facility
The software tested the
newly against
included
Series A B to level The testing
a satisfactory
and experiments of accuracy.
discharge level
prediction of stage relationships and water prediction.
is highly
In it has been to the River Dane in Cheshire
addition applied which
intended
James Wark This to
to the
meandering and suited and methodology. was
give practical advice concerning the use of the James and Wark Method and the
by
degree in `channel. ameters' this
the
of accuracy estimating which are required
in level
The
method. results of this work showed that a significant rise water
is Also, it that high
prediction the was clear a
obtained when using enhanced code.
degree `channel
in the
the parameters' with
of accuracy was not required
estimating
the
possible term.
exception of sinuosity
1
The to the River Kelvin Glasgow is
new software was also applied near which
dissimilar to the Flood Channel Facility the River Dane, however it is
and
British The James Wark Conveyance Method
representative of many rivers. and
was
19 km
to this the
applied reach and calibration results were compared using current
industry
standard method, the Divided Channel Method, and the James and Wark
Method. While improved locations
there
calibration results were obtained,
were
This
where significant adjustment of roughness coefficients was required.
the
application showed significance of applying an enhanced conveyance calculation
in involved in doing
the
a natural environment and practicalities so.
This has bridged in knowledge between improved discharge
the
research project gap
The
capacity or conveyance methods and practical one-dimensional river modelling.
has been developed is be
that to than the
enhanced software shown more accurate
industry
current standard method.
ii
Acknowledgements
The like to thank his Professor Garry Pender for his
author would supervisor
friendship,
few
support, encouragement, advice and supervision the
over past years.
His help is
greatly appreciated.
The
like
author would to the that
acknowledge support, encouragement and assistance
by his Mother Father during
was provided this
and research project.
In addition I would like to say a special thanks to Lynne Morrison for her belief
and
duration
throughout the this
encouragement of project.
The financial by Engineering
the the
author acknowledges
assistance provided and
Physical Sciences Research Council (EPSRC) in form Research Studentship.
the
of a
In I like to thank the Halcrow Group Consulting Engineers for
addition, would of
their in Mr Robert Binnie Mr John Drake Mr John
sponsorship,
particular, and
Dunbar. A
thanks Dr Konrad Adams Halcrow Consulting
special must also go to of
Engineers
helpful
who was very with support and technical queries
like
The to thank his fellow for friendship
author would also their the
researchers over
Dr Chris Fuller, Sharon
Sloan, Andy Macauley, Ruth Clarke, Dr
years, especially,
Vincent Peloutier, Herve Morvan, Grant
Finn, Alan Cuthbertson, Kevin McGinty,
Lindsay Beevers, Eliane Guiney, Lee Cunningham, David Watson, Chris Stirling,
Marc Buisson Dr Babaeyan-Koopaei.
and
Finally I would like to acknowledge the support of the Department of Civil
Engineering, University Glasgow Ken McColl for his invaluable
of especially
computer support.
Contents Page
TITLE PAGE
L
ABSTRACT
iii
ACKNOWLEDGEMENT
IV
CONTENTS PAGE
ix
LIST OF FIGURES
LIST OF TABLES Xlll
LIST OF PICTURES
xiv
LIST OF FLOW CHARTS xiv
CHAPTER 1 INTRODUCTION
I
1.0 Introduction
CHAPTER 2 LITERATURE REVIEW
4
2.0 Introduction
4
2.1 Straight Compound Channel Research
7
2.2 Straight Compound Channel Modelling Techniques
2.2.1 Single Channel Method (SCM) 8
2.2.2 Divided Channel Method (DCM) 8
New Methods 9
2.2.3
2.2.3.1 Apparent Shear Methods 9
9
2.2.3.2 Adjustment Factor Methods
10
Methods (LDM)
2.2.3.3 Lateral Distribution
12
2.2.3.4 The Ackers Method
16
2.3 Meandering Compound Channel Research
16
2.3.1 United States Army Vicksburg (1956)
18
2.3.2 Toebes Sooky (1967), Sooky (1964)
and
19
2.3.3 Kiely (1989 &1990)
20
2.3.4 Willetts Hardwick (1990)
and
22
2.3.5 Lorena (1992)
2.3.6 Ervine Willets Sellin Lorena (1993) 22
and
2.3.7 Liu James (1997) 23
and
2.3.8 FCF Series B Extension Programme 24
iv
2.4 Meandering Compound Channel Modelling Techniques
26
2.4.1 Toebes Sooky (1967)
and 26
2.4.2 James Brown (1977)
and 26
2.4.3 Yen Yen (1983)
and 27
2.4.4 Ervine Ellis (1987)
27
and
2.4.5 James Wark (1992)
29
and
2.4.6 Greenhill
Sellin (1993)
32
and
2.4.7 Muto (1997)
33
2.4.8 Willetts Rameshwarran (1998)
34
and
2.4.9 Koopaei Ervine (2000)
34
and
2.5 Field Studies
36
2.5.1 River Severn
36
2.5.2 River Main
36
2.5.3 River Blackwater
38
2.5.4 Rive Dane
38
2.5.5 River Roding
39
CHAPTER 3 NUMERICAL
RIVER MODELLING THEORY
3.0 Numerical River Modelling
41
3.1 Model Data Requirements
41
3.1.1 Boundary Conditions
46
3.1.2 Boundary Layer Roughness
46
3.2 Steady Flow Analysis
47
3.2.1 Unsteady Flow Analysis
48
3.3 Numerical Derivation St Venant
Equations 49
of
3.3.1 St Venant Equations
50
3.3.2 Conservation Momentum 51
of
3.3.3 Bed Slope
52
3.3.4 General Cross-section
53
3.3.5 Bed Shear Stress
55
3.3.6
Evaluation
Friction Slope
55
of
3.3.6.1
Conveyance
56
3.3.6.2 Beta
Parameter
56
3.3.6.3 Cross-Sections
57
V
3.3.7 Final Equations 58
3.4 Numerical Solution Preissmann Scheme 59
-
CHAPTER 4 CODE DEVELOPMENTAND TESTING
4.0 Incorporation New Methods To ISIS 62
of
62
4.1 Identification Requirements
of
4.2 The Working ISIS Subroutine PRRVR 63
of
4.3 Coding New Subroutines 66
of
66
4.3.1 The Ackers Method Subroutine
71
4.3.2 The James Wark Method Subroutine
and
4.3.3 Additional Adjustments to ISIS Source Code 74
77
4.4 The Flood Channel Facility (FCF)
84
4.4.1 Potential Errors in FCF Data
85
4.4.2 FCF Test Case
86
4.4.3 FCF Series B Testing Introduction
87
4.4.4 Experiment B26 Stage Discharge Prediction
4.4.5 Experiment B39 Stage Discharge Prediction 89
4.4.6 Discussion Stage Discharge Tests B26 B39 90
of
and
4.5 Water Level Prediction 92
4.5.1 Experiment B26 Water Surface Profile 92
4.5.2 Experiment B39 Water Surface Profile 94
4.5.3 Experiment B34 Water Surface Profile 95
4.5.4 Discussion Water Surface Profile Tests B26 B34 98
of and
99
4.6 Testing the Ackers Subroutine
of
100
4.6.1 Hypothetical Test 1
101
4.6.2 Test 2
104
4.6.3 Test 3
106
4.7 Reach Averaging
CHAPTER 5 THE RIVER DANE
5.0 Numerical Modelling The River Dane 111
of
5.1 Location Features The River Dane 111
and of
5.1.1 Rudheath Gauging Station 115
5.2 ISIS Modelling The River Dane 116
of
VI
5.3 Method 1
118
5.3.1 1995 Flood Event
120
5.3.2 1946 Flood Event
122
5.4 Method 2
125
5.5 Discussion
129
5.6 Sensitivity Analysis
130
5.6.1 Effect Error in Sinuosity Term
131
of
5.6.2 Effect Error in Meander Wavelength Term
133
of
5.6.3 Effect Error in Meander Belt Width Term
134
of
5.6.4 Discussion
137
CHAPTER 6 THE RIVER KELVIN
6.0 Numerical Modelling The River Kelvin 138
of
6.1 Catchment Area The River Kelvin 139
of
6.2 Hydrology The River Kelvin Catchment 147
of
6.3 River Flow Simulation
148
6.3.1 Gauging Stations Within
the Kelvin Catchment 148
6.4 Kelvin Model
152
6.4.1 Survey Information
152
6.4.2 Downstream Boundary
154
6.5 Calibration
154
6.5.1 September 1985 Flood Event DCM
157
6.5.2 December 1994 Flood Event DCM
158
6.6 Calibration by James Wark Method 160
and
6.6.1 Reach Averaged Cross-Section 161
6.6.2 October 1995 Flood Event 165
6.6.3 September 1984 Flood Event 165
6.6.4 December 1994 Flood Event 166
6.7 Bridges
The Kelvin 168
on
6.8
Accuracy
Survey Data 170
of
6.9
River Kelvin Discussion Results 172
of
-
6.9.1
Basic Model
173
6.9.2
DCM Calibration
173
6.9.3 J+W Calibration
175
vii