MohdFauziMohamadMFKA2008

i

PHYSICAL FLOOD MODELLING EVALUATION

OF RIVER MEANDERING CHANNEL IN

TIDAL EFFECTED REACH

MOHD FAUZI BIN MOHAMAD

A project report submitted in partial fulfillment of

the requirements for the award of the degree of

Master of Engineering (Civil –Hydrology And Water Resources)

Faculty of Civil Engineering

Universiti Teknologi Malaysia

November 2008

iii

This study is especially dedicated to my beloved Wife, my kids and my Mother

and Father, for their everlasting love, care and support, May Allah bless us all.

iv

ACKNOWLEDGEMENT

In the name of ALLAH S.W.T, the Most Gracious and the Most Merciful, all

the praises and thanks to ALLAH S.W.T the Lord of the Universe, for His Kindness,

this project report is finally completed successfully.

For the accomplishment of this project, I would like to extent the special and

greatest gratitude to my project supervisor Assoc. Prof. Dr. Norhan Abd Rahman of

Faculty of Civil Engineering, Universiti Teknologi Malaysia and co supervisor Hj

Abdul Jalil Hassan of Wallingford Software Sdn Bhd, for their enthusiastic effort and

concern. With their invaluable advice, guidance and encouragement, I was able to

complete this project.

I also gratefully acknowledge the support and understanding given by Director

General of NAHRIM in allowing the usage of the facilities and space in NAHRIM

Physical Laboratory and my collogues in NAHRIM for their cooperation and hard

working to ensure the success of the experiments and the data collections. Special

thanks to Mr. Mohd Kamarul Huda, Mr. Arshad Othman, Mr. Irwan Mohd Nor, Mr.

Ghazali Abdul Rahman, Mr. Sezali Baharudin, Mr. Fardzir Johari, Mr. Arif Mohd

Nor, Mr. Hairy Ijun, Mr. Hasmizamzurin, Mohd Syafawi bin Mat Ail, Pn. Suriani

Othman and Hafizun Othman and to all the lecturers and everyone that not mentioned

here who were ever willing to give their hand when ever I needed them.

Deepest thanks to my wife, kids and my parents especially for their

encouragement and support in my life. Without them I would not have been able to

complete this project.

v

ABSTRACT

Flood is one of the disasters in this country where around 29,000 km² or 9% of

the country was exposed to it. Understanding the flood phenomena along the river

and flood plain wolud be able to help in the assessment of the impact of human

activity in the river basin. Modelling of river and flood plain will form as a basis for

this understanding. The objectives of this study are to develop a physical model of

river meandering channel in tidal effected reach and to assess the flood plain and

water level for various flow under existing conditions and flood mitigation measures

using cut off system. Scope of this study includes the developement of physical

model and the assessment of flood plain and water level. It includes gathering the

available data and construction of physical model for parts of Selangor River at

NAHRIM laboratory. The model was tested for different flows with various

conditions. In the first part, the test was carried out at low water, mean sea and high

water for existing alignment. In the second part of the study, cut off was intruduce at

one stretch of the channel section and similar test cases were carried out. Readings

for velocity and water levels were taken at eight stations along the river channel and

another eight locations in the flood plain area. The results of the experiments shows

that the water levels increases as the flow increases and causes the flood. The

recorded velocity was inconsistent and fluctuates but reduces in value as the flow

increases. The introduction of cut off to the channel reduces the water levels and

proved to be effective to solve flood problem on meandering rivers to certain

discharge. The experiment also shows flood does not occurs near the rivermouth

under all conditions.

vi

ABSTRAK

Banjir merupakan salah satu masalah di negara ini di mana 29,000 km² atau

9% dari keluasan negara terdedah kepadanya. Memahami fenomena banjir di

sepanjang sungai dan dataran banjir membolehkan penilaian kepada kesan aktiviti

manusia di lembangan sungai. Pemodelan sungai dan dataran banjir merupakan asas

kepada pemahaman ini. Objektif kajian adalah untuk membina model fizikal sungai

berliku di kawasan yang di pengaruhi air pasang surut dan menilai dataran banjir dan

aras air dengan kuantiti luahan yang berbeza dalam keadaan asal dan likuan sungai

sebagai langkah tebatan banjir. Skop kajian merangkumi pengumpulan data,

pembinaan model fizikal bagi sebahagian Sungai Selangor di Makmal NAHRIM.

Model ini diuji dalam keadaan yang berbeza dengan nilai luahan yang berlainan.

Bahagian pertama, ujian dijalankan pada aras air rendah, aras air minima dan aras air

tinggi untuk keadaan asal. Pada bahagian kedua, ujian dijalankan dalam situasi yang

sama seperti bahagian pertama tetapi satu potongan dibuat kepada liku sungai. Lapan

bacaan untuk halaju dan aras air diambil dalam alur sungai dan dataran banjir.

Keputusan ujian menunjukkan aras air bertambah seiring dengan kuantiti luahan

seterusnya menyebabkan banjir. Bagi nilai halaju ianya tidak konsisten dan berubah-

rubah namun halaju berkurangan apabila nilai luahan bertambah. Potongan kepada

liku sungai telah mengurangkan aras air dan mungkin menjadi kaedah penyelesaian

kepada masalah banjir yang berkesan pada nilai luahan yang tertentu. Hasil kajian

juga menunjukkan banjir tidak berlaku di kawasan berhampiran muara dalam semua

keadaan kajian.

vii

TABLE OF CONTENTS

CHAPTER DESCRIPTION PAGE

TITLE i

DECLARATION ii

DEDICATION iii

ACKNOWLEDGEMENT iv

ABSTRACT v

ABSTRAK vi

LIST OF CONTENTS vii

LIST OF FIGURES xi

LIST OF TABLES xiv

LIST OF APPENDICES xv

1 INTRODUCTION

1.1 Introduction 1

1.2 Importance of Study 3

1.3 Objectives of the Study 4

1.4 Scope of the Study 4

1.5 Problem Statement 5

viii

2 LITERATURE REVIEW

2.1 Flood 7

2.2 Tides 8

2.3 Tidal Datum and Tidal Range 10

2.4 Influence of Tides to Flood Occurrence 11

2.5 River Catchment 14

2.6 Catchment Factor 14

2.6.1 Topography 15

2.6.2 Shape 15

2.6.3 Size 15

2.6.4 Soil Type 15

2.6.5 Land Use 16

2.7 River Sinuousity 16

2.8 Physical Laboratory Studies 17

2.8.1 General 17

2.8.2 Prototype Information Required 18

2.8.3 Design the Construction of

Model 19

2.8.4 Operational of Model 22

3 RESEARCH METHODOLOGY

3.1 Introduction 24

3.2 Planning and Literature Review 26

3.3 Methodology of Study 26

3.4 Data Collection and Analysis of Site Data 26

3.5 Data Input 27

3.6 Physical Model Construction 27

3.7 Instrumentations 30

3.7.1 Streamflow Velocity Meter 32

3.7.2 Isco 2150 Area Velocity Module 32

3.7.3 Streamflow Velocity Meter 32

ix

3.7.4 Isco 2150 Area Velocity Module 34

3.7.4.1 Continuous Wave Doppler

flow 34

3.8 Instrument Calibrations 35

3.9 Discharge Measurements 35

3.10 Site Location 36

3.11 Simulations 38

3.12 Model Calibrations 40

3.13 Problem Faced 42

3.14 Model Limitation 42

4 RESULTS ANALYSIS AND DISCUSSION

4.1 Introduction 44

4.2 Experimental Results 44

4.3 Model Calibrations Results 45

4.4 Types of Test Cases 45

4.5 Analysis of Test Results 46

4.5.1 Plot of longitudinal section versus

water level for different flows 46

4.5.2 Plot of observed flood plain without

and with cut off 47

4.5.3 Plot of water level, velocity versus

flow in flood plain without and

with cut off 48

4.5.4 Plot of water level versus flow

under tidal effect without and

with cut off 49

4.6 Discussion 68

5 CONCLUSIONS

5.1 Conclusions 70

5.2 Recommendations 71

x

REFERENCES 72

APPENDICES 74

xi

LIST OF FIGURES

FIGURE NO TITLE PAGE

2.1 Definition sketches of common type of tides 9

2.2 Tidal Datum and various tidal levels 10

2.3 Limit of tide as a function of upstream flow 12

2.4 Typical curve of tides in two locations of upstream 12

2.5 View of sinous river 17

2.6 Calculation of sinuosity 17

3.1 Methodology chart for the study 25

3.2a Schematic diagram of physical model showing the

locations of recording stations 29

3.2b Cross section of channel at station 6 29

3.2c Cross section of channel at station 8 29

3.3 Overall view of physical model from upstream 30

3.4a Miniature velocity meter 31

3.4b Water level gauge 31

3.4c Tidal gate controller 31

3.4d Streamflo velocity meter propeller 31

3.4e 430 Digital probes indicator 31

3.4f Isco 2150 area velocity module 31

3.5 Rating curve for V-Notch equation 36

3.6a Malaysia map that highlights the location study area 37

3.6b Selangor river catchment map that highlights the

locations of study area 37

4.1 Schematic diagram of channel cross section showing

the left bank, right bank, water level and bed level 49

4.2a Plot of water level along the longitudinal sections at

low, mean, high water, Q = 1 l/s 50

4.2b Plot of water level along the longitudinal sections at


xii

4.2c Plot of water level along the longitudinal sections at


4.2d Plot of water level along the longitudinal sections at


4.2e Plot of water level along the longitudinal sections at


4.2f Plot of water level along the longitudinal sections at


4.2g Plot of water level along the longitudinal sections at


4.2h Plot of water level along the longitudinal sections at


4.3a(i)&(ii) Flood plain - Comparison on observed flooded area

without and with cut off at mean sea level, Q = 2 l/s 54

4.3b(i)&(ii) Flood plain - Comparison on observed flooded area


4.3c(i)&(ii) Flood plain - Comparison on observed flooded area


4.3d(i)&(ii) Flood plain - Comparison on observed flooded area


4.4(i)&(ii) Plot of water level vs flow for the stations A, B, C, D,

E, F, G, H & H1 in flood plain at mean sea level 58

4.5(i)&(ii) Plot of velocity vs flow for the stations A, B, C, D, E,

F, G, H & H1 in flood plain at mean sea level 59

4.6a(i)&(ii) Plot of tidal cycle vs water level in the channel

without and with cut off, Q = 1 l/s 60

4.6b(i)&(ii) Plot of tidal cycle vs water level in the channel


4.6c(i)&(ii) Plot of tidal cycle vs water level in the channel


4.6d(i)&(ii) Plot of tidal cycle vs water level in the channel


4.6e(i)&(ii) Plot of tidal cycle vs water level in the channel


xiii

4.6f(i)&(ii) Plot of tidal cycle vs water level in the channel


4.6g(i)&(ii) Plot of tidal cycle vs water level in the channel


4.6h(i)&(ii) Plot of tidal cycle vs water level in the channe


xiv

LIST OF TABLES

TABLE NO TITLE PAGE

3.1 Data used for simulation experiments 27

3.2 Model condition for compliance with Froude Law 28

3.3 Measurements and their respective instruments 31

3.4 Cases of Simulations 39

3.5 Experimental records of Calibrated Flow 40

3.6 Annual peak flow at Rantau Panjang Station (m3/s) 41

3.7 Peak flow for different return period (Ranhill

Bersekutu Sdn Bhd & Sepakat Setia Perunding

Sdn Bhd, 2002) 41

4.1 Type of Analysis 46

xv

LIST OF APPENDICES

APPENDIX NO TITLE PAGE

A Streamflow Velocity Meter Accessories 74

B Isco 2150 Area Velocity Module 76

C1 Record of water level along the longitudinal

sections at low, mean, high water, Q = 1 & 2 l/s 80







D1 Plot of Water Level against Flow - Low Tide,

Mean Sea and High Tide (Station 1 & 2) 84







E1 Photographic view of flood plain with cut off

channel at Q = 1 l/s & 2 l/s 88







F1 Plot of Velocity and Water Level against Flow in

flood plain, at station A & B 92


flood plain, at station C & D 93

xvi


flood plain, at station E & F 94


flood plain, at station G & H 95

G1 Plot of Velocity (middle of channel) against Flow

(Stations 1, 2, 3, 4) - Low Tide, Mean Sea

and High Tide 96

G2 Plot of Velocity (middle of channel) against Flow

(Stations 5, 6, 7, 8) - Low Tide, Mean Sea

and High Tide 97

H1 Plot of Velocity (across the channel at Low Tide)

against Flow at Station 1 & 2 98







I1 Plot of Velocity (across the channel at Mean

Water) against Flow at Station 1 & 2 102







J1 Plot of Velocity (across the channel at High Water)








1

CHAPTER I

INTRODUCTION

1.1 Introduction

River is a gift from God to mankind. All land is part of river basin and all is

shaped by the water it flows over it and through it. Rivers derive their water from

precipitation, in the form of rain either directly from surface runoff, or indirectly

from springs and marshes. The roles of rivers are very wide to the earth and its

mankind. It has played an important role in the economic, social, cultural and

religious life of people.

The main function of river is as a source of water supply to the lives on the

planet earth. It is also serve as a source of food, transportation and irrigation. The

great milestones of human history took place by the banks of rivers. The first

civilizations emerged in the third millennium B.C. along the Euphrates, Tigris, Nile

and Indus, and a little later along the Yellow. In Malaysia, it can be clearly observed

that the main townships and early settlements are located either at the river banks or

estuaries. The Kampong Laut Mosque which is more than 400 year old was founded

at the banks of Kelantan River is another evidence of early settlement by the rivers.

2

Water flows through the river is a bless as long as it maintain within the

banks. Problems only arise when water overflow the banks and encroach into the

river basins.

In United States only 5% of the total land area are flood plain and coastlines

but was inhibitat by 25% of its populations (Krimm, 1996). In Malaysia, the

estimated area exposed to the flood disaster is estimated around 29,000 km2 or 9%

of the entire country which affecting 2.7 million people or approximately 15% of the

total population of Malaysia (Hiew, 1996).

Flood is one of the main disasters in this country. Major floods recorded are

in 1926, 1931, 1947, 1957, 1967, 1971, 1973, 1979, 1983, 1995, 1998, 2003 dan

2005 (Abdullah, 2006) and most recently in December 2006 and January 2007

which occurred in Johor. The January 1971 flood that hit Kuala Lumpur and many

other states had resulted in a loss of more than RM 200 million then and the death of

61 persons. In fact, during the recent Johor 2006-2007 flood due to a couple of

“abnormally” heavy rainfall events which caused massive floods, the estimated total

cost of these flood disasters is RM 1.5 billion, considered as the most costly flood

events in Malaysian history. In United State, Federal Emergency Management

Agency (FEMA) spend 1 bilion USD for the flood mapping (Krimm, 1996).

Flood can be categorized as:

• Flash flood (very high intensity rain at very short period)

• Monsoon flood (prolong rain during monsoon season)

• Coastal flood (Due to High Tide effect)

In facing the flood problem in tidal effected reach, construction of tidal

control gates are commonly being used. In London, Thames Barrier which was built

in 1982 is one of the approaches in controlling flood due to spring tide. Whilst in

Malaysia, the construction of barrage in some of the rivers such as Sg. Muda, Sg.

Kerian and Sg. Besut is to control the effect of high tide.

3

However, it is crucial to have a clear understanding of the overall effect of

this type of structure as a solution to flood problems in order to provide the best

solution to the problems along the rivers.

Basically flood can occur at any reach of a river due to different factors. In

the upstream area it usually caused by the discharge which exceed bankfull flow and

that discharge cannot be sustained by river cross section and river bed. Whereas

flood occur in estuary area is caused by the tidal influences. However, at the middle

stretch of the open channel the occurence of flood is more complex to explain

because of the combination of both factors.

Presently there are still lack of research on open channel hydraulics under the

tidal influence, one of the main reasons is the limited data available such as water

level and flow along the river bed. The difficulty to produce rating curve in the tidal

influence area also influence the calibration process. Therefore, only one value is

normally used in hydraulic analysis, such as highest spring tide which will result in

very high water level and is inaccurate.

1.2 Importance of Study

Modelling of river and flood plain are required as a basis for the

understanding of flood phenomena along the river and flood plain. Understanding

of this phenomena wolud be able to help in the assessment of the impact of human

activity in the river basin. Outcome of this study may also be benifited in the

process of reducing the damages to the properties and lost of life as well as safe

guarding the environment due to flood.

The understanding of flood behaviour especially in tidal influence areas still

requires a thorough study. Results from this research will also be able to benefit in

4

the effort to overcome flood problem in tidal influence areas and thus shall produce

a more accurate design.

This research is expected to be able to help the relevent implementation

agencies responsible to river and river basin management to apply more efficient

approach for the purpose of analysing and producing the best design practise in

overcoming flood problems.

1.3 Objectives of the Study

The objectives of the study can be describe as follows:

• To develop a physical model of river meandering channel in tidal effected reach.

• To assess the flood plain and water level for various flow under existing

conditions and flood mitigation measures for cut off system in tidal effected

reach.

1.4 Scopes of the Study

The scopes of the study includes develop a physical model using the data

gathered for sections of Selangor River at National Hydraulic Research Institute of

Malaysia Physical Laboratory. Development of physical model including choosing

the model scale for construction, evaluating and setting up the instruments and

construcution of physical model.

5

Run the physical model experiment covering flow from low to high under

fixed water level at low tide, mean sea level and high tide and flows in tidal effected

reach. Two phase of experiment were carried out, firstly the test was carried out at

fixed low water, mean sea and high water and with tidal effect simulated by the

computer controlled tidal gate. In the second part of the study, cut off was intruduce

at one stretch of the channel section and test cases similar to first part was carried

out. Readings for velocity and water levels were taken at 8 stations along the river

channel and another 8 locations in the flood plain area.

1.5 Problem Statement

Water flows through the river is a bless as long as it maintain within the

banks. Problems only arise when flows overflow the banks and encroach into the

river basins. Flood is one of the main disasters in this country it basically occurs at

any reach of a river due to different factors. In the upstream area it usually caused

by the discharge which exceed bankfull flow and that discharge cannot be sustained

by river cross section and river bed. Whereas flood occur in estuary area is caused

by the tidal influences. However, at the middle stretch of the open channel the

occurence of flood is more complex to explain because of the combination of both

factors. Flow scenarios changes when water overflow the bank into the flood plain.

Flows in the flood plain will change drastically to various types such as from

subcritical to supercritical or vice versa or calm condition. The water also flow in

various directions to find the lowest level. The flow in flood plain will contribute or

give a great impact to the overall flood behaviour in aspect of maximum flow or

volume and thus directly influence the water level. Chow et. al. (1988) listed a few

difficulties in the analysis of flood plain. They are the major changes in obstacles,

river cross sections and flood plain. Cross (short cut) flow within the river

meandering, bank overflow of flood water to the sides causes the reduction of waves

and changes in flow time between flood plain and main channel. The present lack of

research on open channel hydraulics under at tidal effected reach mainly due to the

6

limited data available such as water level and flow along the river bed and the

difficulty to produce rating curve in this area which influence the calibration

process.

7

CHAPTER II

LITERATURE REVIEW

2.1 Flood

Flood is the most significant natural hazard in Malaysia in terms of

population affected, frequency, area extent, flood duration and social economic

damage. Having 189 river basins throughout Malaysia, including Sabah and

Sarawak, the rivers and their corridors of flood plains fulfill a variety of functions

both for human use and for the natural ecosystem, i.e. they are fundamental parts of

the natural, economic, and social system wherever they occur. At the same time,

rivers might be the largest threat to entire corridor areas.

The principle cause of flooding in most circumstances is prolonged or

intense rainfall. A proportion of the rainfall on a natural catchment will soak into the

ground raising the water table whilst the remainder finds its way into the streams

and river, can be defined as runoff. Normally, the percentage runoff in a storm will

be range of 20% to 45% of the incident rainfall but under exceptional circumstances

this can rise to 70% or more. (Paul, 2006). Thus the river flow occurring

immediately after a heavy rain will vary according to the recent rainfall pattern and

there may not be a direct correspondence between the frequency of the rainfall and

the frequency of the flooding.

8

Flood takes time to flow along the river with water building up rapidly in the

headwaters of the catchment but slowly in the downstream area. The speed of the

flow depend upon the river gradient, the shallower the gradient, the lower speed of

the water. For the downstream reaches of a major catchment, the arrival of the flood

peak may be takes several days after the rainfall which caused the flood.

2.2 Tides

Tides are the alternating rise and fall of the sea levels. Water levels in seas

and the rivers connected to them rise and fall approximately twice a day. Tides are

caused by the gravitational pull of the moon and the sun on the earth and its water.

The moon has a stronger effect than the sun because the moon is closer to earth. The

earth makes one complete rotation on its axis per day. Therefore, a site on earth will

face the moon once a day. For any place on earth, high tide occurs when the site is

nearest (faces) the moon. Water levels rise as the moon’s gravity pulls on the earth’s

water.

The second time this site experiences high tide is when the site is farthest

from the moon (about twelve hours later). At this moment, the moon’s gravity is

weakest. The water withstands being pulled away by the moon. And also, the

centrifugal force of spinning earth contributes to this high level of water. When the

earth turns, the site no longer faces the moon nor faces directly away from the moon,

sea and river levels lower as the moon pulls water away.

A rising tide called a flood tide. As ocean levels rise, seawater along the

coast is pushed up into rivers that are connected to the ocean. The flood tide

introduces seawater into freshwater environment of the river. Flood tides may travel

as fast as 25 km per hour. They may temporarily reverse downstream current, so that

the river flows upstream during the flood tide.

9

During certain days of the month, high tides are especially high, and low

tides are especially low. These are called spring tides. They occur about twice a

month. The moon makes one revolution around the earth each month (once every

29.5 days). Spring tides occur when the moon is lined up with the earth and sun.

These happen two ways, when the moon is in between the earth and the sun and

when the moon and sun are on opposite sides of the earth. The gravity of the sun and

moon line up and cause these especially high tides (Dominic et.al, 2004). Figure 2.1

illustrates the common types of tides.

Figure 2.1 Definition sketches of common type of tides

10

2.3 Tidal datum and tidal ranges

The oceans in the world consist of a network of interconnected basins. They

cover approximately 70% of the global surface and have an average depth of about 4

km. The maximum horizontal dimensions may be as much as 10,000 km. The ocean

boundaries are generally known as coastal areas and can be subdivided into beaches,

shores, continental slopes and deep seafloor.

The elevations of water in the coastal areas are expressed with reference to a

variety tidal datum in various parts of the world. Some of these datums and their

reference level are depicted in Figure 2.2.

Figure 2.2 Tidal datums and various tidal levels

Highest Astronomical Tide Level H.A.T

Mean High Water Spring M.H.W.S

Mean High Water Neap M.H.W.N

Mean Sea Level M.S.L

M.T.L Mean Tide Level

M.L.W.N Mean Low Water Neap

C.D

L.A.T

M.L.W.S

Note : M.S.L might equally be lower than M.T.L

11

1. Mean Sea Level (M.S.L) the average height of the surface of the sea in all

states of oscillation. This is taken as equivalent to the level which would

have existed

2. Mean Low Water Level (M.L.W.L) the average of all the low water level

3. Mean High Water (M.H.W) the average of all the high water levels

4. Mean Lower Low Water (M.L.L.W) the average of only the alternate lower

of low water levels

5. Mean Tide Level : the level halfway between M.L.W.L and M.H.W.L

6. Range : The difference in level between consecutive high and low water

7. CD : Chart Datum

8. L.A.T : Lowest Astronomical Tide

9. M.L.W.S.: Mean Low Water Spring

M.S.L, M.L.W.L and M.L.L.W are usually determined from tidal records

covering a period of 19 years.

2.4 Influence of Tides to Flood Occurrence

The characteristic of open channel flow is influence by tides especially area

near to estuary. Understanding the conditon at the estuary, i.e, the tides is very

improtant in order to understand the overall behaviour of flow. Ghosh (1998) prove

that water level and tidal level is closely related to flowrate and the height of sea

level (Figure 2.3). Water level in open channel changes with time and distance from

estuary.

12

HWL

LWL

LUAHAN RENDAH

HAD PASANG SURUTLUAHAN TINGGI

Figure 2.3: Limit of tide as a function of upstream flow

The water level at estuary (sea) influence by the location of moon and sun as

well as topography of the area. The tidal wave can be represented by mathematical

equation with combination of phase changes from sinusoidal curve and amplitude.

Figure 2.4: Typical curve of tides in two location of upstream

0 2 4 6 8 10 12 14 16

(Jam)

MuaraHulu(1)Hulu(2)

Estuary Upstream (1) Upstream (2)

HOUR

LOW FLOW

HIGH FLOW TIDAL LIMIT

13

Mean sea level depends on the total force which state as total cosine curve

for different amplitude and frequency. This value is influence by moon and sun

locations also known as constituent M2 dan S2. The value of subscript 2 shows the

type of tidal in half day.

Contributors to all constituent is express in the equations below:

h = fA.cos((E + u) - g)) (2.1)

where

h = water level related to mean sea level (m)

f = average amplitude effect modification factor of moon and sun orbit

changes

A = average amplitude

E = tidal force at anytime based on Meridian Greewich time

u = phase increasing due to changes of moon and sun orbit

g = pemalar fasa susulan t

The value of A and g in tidal constant is determine by the location. Tidal

level at any location can be determined by summation of the above formula.

Speed = o (degree/hour)

M2 – Main Constituent of Moon - 28.98

S2 – Main Constituent of Sun - 30.00

K1 and O1 taking into consideration of moon inclination = 15.04, 13.94

Simulation of mean sea level at main estuary can be obtain from Malaysian

Tide Table (Jilid 1) published by Division of Hydrography, Malaysian Royal Navy

and Jadual Air Pasang Surut (Tide Tables) Malaysia by Jabatan Ukur Dan Pemetaan

Malaysia in related year.

Study for Sungai Selangor being done by Hassan (2006) only base on

numerical model and comparison with the site condition at only one location under

high flow but not extreme flood conditon. All values adopted that was analyse in

the flood plain need further refinement.

14

2.5 River Catchment

The river catchment, or drainage basin, is all the land from the mountain to

the seashore, drained by a single river and its tributaries. Catchment areas vary

greatly in size - a big river may have a catchment area of several thousand square

kilometers, whereas a smaller tributary will have a catchment area of only a few

hectares.

2.6 Catchment Factors

The catchment is the most significant factor determining the amount or like

hood of flooding. Catchment factors are

1. Topography shape

2. Shape

3. Size

4. Soil type

5. Land use.

Catchment topography and shape can be determined as the time taken for

rain to reach the river. Catchment size, soil type and development determine the

amount of water to reach the river.

15

2.6.1 Topography

Topography determines the speed with which the runoff will reach a river

clearly a river, clearly rain that falls in the steep mountainous areas will reach the

river faster than flat or gently sloping areas.

2.6.2 Shape

Shape will contribute to the speed with the runoff reaches a river. A long thin

catchment will take longer to drain than a circular catchment.

2.6.3 Size

Size will help determine the amount of water reaching the river, as the lager

the catchment the greater the potential for flooding.

2.6.4 Soil type

Soil type will help to determine how much water reaches the river. Certain

soil types such as sandy soils are very free draining and rainfall on sandy soil is

likely to be absorbed by the ground. However, soils containing clay can be almost

16

impermeable and therefore rainfall on clay soils will run off and contribute to flood

volumes. After prolonged rainfall even free draining soil can become saturated

meaning that any further rainfall will reach the river rather than being absorbed by

the ground.

2.6.5 Land use

Land use will contribute to the volume of water reaching the river, in a

similar way to clay soils. Rainfall on roofs, pavement and roads will be collected by

rivers with almost no absorption into groundwater.

2.7 River Sinuosity

The sinuosity of a stream is defined by stream length divided by the valley

length. Figure 2.5 shows the view of sinuous river. A river is considered

meandering if the degree sinuosity exceeded 1.5. Figure 2.6 shows the calculations

of sinuosity, where LR is the actual length of river and LS is the straight length and

sinuosity S = LR/LS. The sinuosity will indicate the stability of the river where

erosion and deposition will be dominant within this area.

17

Figure 2.5 : View of sinuous river Figure 2.6 : Calculation of sinuosity

The effect of sinuosity to the river are the distance travel along the river is

longer and hence will produce gentle slope and more sediment will be deposited and

if the flood water over top the bank , flow in the flood plain will be shorten.

Straightening (cut) the river, which is common practice in the country may create

instability to the river regime.

2.8 Physical Laboratory Studies

2.8.1 General

If the application of established design procedures and available information

fails to provide a solution to a hydraulic problem, then a laboratory study should be

made. A laboratory study is defined as any investigation of a hydraulic problem

carried out by the laboratory staff. An investigation may consist of analytical

studies, laboratory experimentation, field testing, or a combination of these.

The hydraulic problems should be thoroughly examined and discussed by

design and laboratory engineers. The laboratory engineer thus acquires a familiarity

LR

Ls

Sinuosity S = LR/LS

18

with design considerations as well as the limits of laboratory study of the problem.

A mutual selection can then be made of the appropriate study technique that will

assure development of a practical solution to the problem.

Defining the problems involved in a study is not always possible before

construction of a model. If this is the case, selection of a model scale and

construction of the model must then proceed on the basis of experience with similar

studies. Discussion of the study may indicate uncertainty with respect to general

arrangement of the sources of trouble.

Before constructing a model, account must be taken of limitations composed

by funds, time, and availability of personnel in relation to the size of type of model.

The desired accuracy of the final result will also materially affect the type and extent

of the investigation. For example, a small spillway model may be adequate to

indicate upstream or downstream river flow conditions. Limitations of space or

pumping facilities are additional factors controlling model size. In designing the

model, careful consideration of the type of data and method of analysis eases the

interpretation of results as the investigation progresses.

2.8.2 Prototype Information Required

Information for use in planning a model should include drawings depicting

an overall plan and cross sections of the proposed or existing prototype structure.

Sufficient detail should be given to determine the shapes and characteristics of all

surfaces over which the flow will pass. Topography of the site and surrounding

area, results of foundation test boring, and details of other related structures

(particularly the hydraulic features) may be necessary for successful model plans.

Knowledge of the types and condition of materials composing the riverbed and

banks may be useful in establishing the rugosity of the model channel. In analyzing

river or estuary problems, historical data, such as discharge, water stage, tide

19

salinity, sediment-carrying capacity, cross sections of channels, natural hydraulic

gradient controls, and depths, are essential. Problems relating to a model study of

the structure should be discussed with the responsible persons familiar with the

project. Full knowledge of local and general design conditions affecting hydraulic

performance will often save considerable work and time. The importance of

becoming thoroughly familiar with design requirements early in the study cannot be

overemphasized.

2.8.3 Design the construction of Model

(a) Scale.- Success in achieving the desired results from a laboratory study in

the least time and with the least expense depends largely on the design of the model.

The first and most important step in the design is the careful selection of a model

scale. In general, large rather that small model should be built, as permitted by

available space and water supply. A large model (Lr = 1:5) is more useful that a

small one, and improves the accuracy of measurements, but at some point the cost

and difficulty of operation will offset the advantage of large size.

The following scale ratios have been used successfully in Bureau of

Reclamation model studies and may be useful as a guide. Spillways for large dams

have been constructed on scale ratios ranging from 1:30 to 1:100. The range of

horizontal scale ratios for river models is usually between 1:100 and 1:1000, and the

vertical scale ratio for distorted river models, between 1:20 and 1:100 (US

Department of the Interior, 1980).

(b) Materials.- A model need not be made of the same materials as the

prototype. If surfaces over which the water flows are reproduced in shape, and the

roughness of the surfaces is approximately to scale (Normally should be smoother in

the model than in the prototype), the model will usually be satisfactory. Materials

20

for models are selected according to the availability, cost, and precision of

construction necessary in the particular part of the structure.

Models of canal structures are constructed of painted wood, wood covered

with sheet metal, ply board impregnated with a waterproof coating, or cement

mortar.

(c) Instruments.- Instruments are essential in model testing. Their proper

installation and use are strongly emphasized because comparison of measurements

provides the basis for studying the effects of changes made in hydraulic designs.

Provisions should be made for instrumentation while the model is still in the design

stage since instrument connections and piezometers are relatively easy to install

early in the construction, but very difficult after the model is completed.

Piezometers are relatively inexpensive and should be provided in generous numbers

to adequately define the critical pressure areas.

(d) Model Drawings.- Accurate and easily understood model drawings

prevent time-consuming errors in construction. Drawings should contain sufficient

information to allow the building of a model conforming to the design specifications

for the structure. Details are usually shown of the structure, of special features that

are new in concept, should be detailed completely. Having model makers who are

experienced in hydraulic model construction reduces the need for detailed drawings,

and many of the construction methods may be left to the shop manager.

Working drawings that includes all information necessary for installation of

instruments, such as piezometers, flow meters, velocity measuring devices, etc.,

make extensive changes unnecessary after model completion.

(e) Construction.- Models must be constructed with a high degree of

accuracy with skilled craftsmen to perform their work to close tolerances.

Tolerances are particularly closed in critical areas such as spillway crest and models

valves. Greatest accuracy should be maintained where there will be rapid changes in

direction of flow and where high velocities will prevail. The stage of the testing

program will affect the type and accuracy of construction. In early tests, when many

21

schemes are tried for feasibility, the construction need not be as carefully performed

as later when the data acquired are to be used for constructing and operating the

prototype structure.

A head box and a tail box are usually built for each model. The head box

serves as the reservoir upstream from the structure and ensures calm approach

conditions. The box must be watertight for accurate discharge measurements

through the model, and it usually contains a head gage for measuring the elevation

of the water surface in the reservoir.

The tail box at the downstream end of the model contains a gate or other

device used to vary the tailwater level. The gate may automatically adjust the

tailwater depth but is normally adjusted manually. Gravel or special absorbers are

placed in the tail box aids to provide the stability of water inside it. The size of the

model box is designed to contain the important flow features of the structure.

In building a flow channel, contours are scaled from area maps and drawn on

wrapping paper to model size. Profiles are shaped with scaled cross-sectional

templates, and a coating of cement-sand mortar is used to finish the flow surface of

the channel. This type of contouring is adaptable to shallow, wide channels where

slopes are less than the angle of repose of the material.

Models of river systems may be constructed of cement-sand mortar when a

fixed bed is desired or entirely of sand or granulated plastic materials when sediment

movement is part of the study. For calming the flow of water as it enters the model

reservoir, rock baffles or special absorber upstream from the control structure are

provided.

22

2.8.4 Operation of Model

The operating program should be carefully planned to properly evaluate the

worth of the design under study. In general, the evaluation includes proving, by

qualitative and quantitative tests, that the design meets the operation requirements.

For an undistorted model, the operating program can be divided into two phases -

adjustment and testing.

The adjustment phase includes preliminary trials to reveal model defects and

inadequacies. This important phase should not be hurried; time should be taken to

make certain that the model performs as intended and that the instrumentation is

satisfactory. The need for partial redesign, revision, or shifting of measuring

instruments is often indicated by these trial tests. During the adjustment phase, the

investigator becomes acquainted with the peculiarities of the model and becomes

adept in its operations.

Testing should include a systematic examination of each features of a

proposed design for operation improvement, possible reduction in cost of

construction, and reduction in maintenance costs. The investigator must exercise

patience, imagination, and ingenuity, and be capable of interpreting the model

results correctly. Data should be analyzed concurrently with the testing to prevent

accumulation of unnecessary information. As the study progresses, functional

relationships among the different variables should be examined to aid in detection of

measurement errors.

In addition to the regular testing, the investigator should obtain information

to aid in generalizing the results of studies made on other structures of the same

type. Results of studies on many models are usually required in assembling general

design information. It is a waste of time and money to construct models and not

obtain general as well as specific information.

23

Some of these data are obtained in routine testing, but care should be taken to

obtain the remaining general information when possible. Such information can be

valuable for verifications studies by actual field measurements.

Because the end product of any model study is the report which transmits the

findings and recommendations, the investigator must maintain a complete and

accurate set of notes on measurements and observations, and keep a diary, since

dates may be of special significance in the future. Negative as well as positive

results should be recorded. A complete photographic record of all important tests is

indispensable and often eliminates the necessity of repeating test. Video tape

records of portions of the study for comparison of progressive stages serve to recall

the effect of model changes. The tapes may be reviewed while observing model

operation of proposed changes. The importance of presenting a clear, concise, well-

organize, and well-illustrated report of the investigation cannot be overemphasized.

24

CHAPTER III

RESEARCH METHODOLOGY

3.1 Introduction

This chapter will explain the methods of running the project or study

according to the best technique. It will clarify the concept of study, tools that were

used, needed data information and techniques of study carried out. Briefly, the study

methodology chart is reflected in Figure 3.1.

Several approaches have been taken in planning and implementing the

identified works to ensure the study could be conducted smoothly. Generally, there

are three stages and approaches that were used. Firstly, it involves the planning and

literature review phase. The second approach involve with data and information

collection regarding the study. The third approach is the implementation of study

techniques.

25

Figure 3.1: Methodology chart for the study

Introduction Objectives and scope

Data Collection for Physical Model Construction

Physical Model Construction (scale 1:100)

Model Calibration

Model Experiment (9 cases) - Case 1 (Flow only) - Case 4a (Straight cut & case 2a) - Case 2a (Low tide) - Case 4b (Straight cut & case 2b) - Case 2b (Mean sea) - Case 4c (Straight cut & case 2c) - Case 2c (High tide) - Case 5 (Straight cut & case 3) - Case 3 (Under tidal effect)

Data Collection (Water level, Flow, Velocity) - 8 stations for case 2a, 2b, 2c, 4a, 4b, 4c - 3 stations of case 3 & case 5

Literature Review - Study concept - Past studies review

Results and Analysis - Q vs Water level (Case 2a, 2b, 2c, Case 4a, 4b, 4c) - Graph of velocity vs Q (Case 2a, 2b, 2c & Case 4a, 4b, 4c) - Graph of water level vs Q (Case 2a, 2b, 2c & Case 4a, 4b, 4c) - Flood prone (Case 2b & Case 4b) - Graph of tidal cycle vs water level (Case 3 & Case 5)

Conclusion

26

3.2 Planning and Literature Review

In the early stage of the study, works such as sites observation, information’s

collection on location and conditions of study area have been conducted. Apart

from that, the planning of the suitable scale of the physical model is done so that the

constructed model would be able to fit with the available space in the laboratory.

Besides the availability of space in the physical laboratory, the type of equipments

that is available is also very important to ensure that the experiment can be

successfully carried out. All information that is obtained at this phase will assist in

implementing the study.

3.3 Methodology of study

The method of research identified are as follows:

• To develop a physical model which have the tides control instruments at the

estuary.

• To assess the water level at flood plain which includes open channel and flood

plain including tidal area.

• Carry out simulations under flooding and high tides conditions.

3.4 Data collection and analysis of site data

Site data as per Table 3.1 are used in the development of the physical model.

27

Table 3.1: Data used for simulation works

Types of data Brief Discription

River channel Cross section, river alingment and hydraulic

structure

Flood plain Cross section, infrastructure information and

topography

Hydrology Flow from the upstream which is not effected by

tides

Water level at the

rivermouth

Information on changes of water level at

rivermouth

3.5 Data Input

Cross sections data and informations of strucutre along the river are available

in Department of Drainage and Irrigation, Malaysia. The cross sections data is the

main input to the physical model experiment.

3.6 Physical model construction

Physical model which was developed covering the tidal influences area. The

non distorted scale of 1:100 was used in the physical model after considering the

practicality of the size in term of space available, construction cost and time required

for the construction. Model of the channel was constructed of cement-sand mortar

with different which produce lower Manning, n value comparing to the actual river

conditions. The different Manning, n values can be referred to Chow (1959), French

28

(1986) atau Sturm (2001). Gravity is the predominant factor influencing fluid

motion in free surface flow. Therefore in compliance with the Froude Law, F =

[V/√ (gL)], (US Department of the Interior, 1980) the corresponding model

conditions are as summarized in Table 3.2.

Table 3.2 : Model Conditions For Compliance With Froude Law

Quantity Dimensions Scale Ratio

Length L 1:x = 1:100

Time T 1:x½ = 1:10

Velocity LT-1 1:x½ = 1:10

Discharge L3T-1 1:x2.5 = 1:100000

Pressure ML-1T-2 1:x = 1:100

Force MLT-2 1:x3 = 1: 106

Energy ML2T-2 1:x4 = 1: 108

Power ML-1T-3 1:x3.5 = 1: 107

The overall size of physical model is 10m x 40m and a scale of 1:100. The

scale and overall size of the model was chosen based on the available space in

NAHRIM physical laboratory and the availability of the equipments. This covers 10

km stretch of Selangor River. Figure 3.2a, shows schematic diagram showing the

recording stations, Figure 3.2b shows cross section of channel at station 6 and 3.2c

shows cross section channel at station 8 of the physical model. Figure 3.3 shows the

overall view of the constructed physical model view from upstream.

29

Figure 3.2a: Schematic diagram of physical model showing the location of recording stations

Figure 3.2b: Cross Section of Channel at Station 6 Figure 3.2c: Cross Section of Channel at Station 8

30

Figure 3.3 : Overall view of physical model view from upstream

3.7 Instrumentations

Types of instrumentations used for the measurements are provided in Table

3.3.

31

Table 3.3 : Measurements and Their Respective Instruments

Quantity Instrument Discharge V-notch placed at the outlet of the model system Water Level 1) Movable point gauges

2) Adhesive ruler scales 3) Automatic water level

Velocity Small and miniature current meter Tidal Tidal gate controller

Figure 3.4a, 3.4b, 3.4c, 3.4d, 3.4e and 3.4f shows the type of instrument used

in the physical model experiment.

Figure 3.4a: Miniature Figure 3.4b: Water Level Figure 3.4c: Tidal Velocity Meter Gauge Gate Controller

Figure 3.4d: Streamflo Figure 3.4e: 430 Digital Figure 3.4f: Isco Velocity Meter Propeller Probes Indicator 2150 Area Velocity Module

32

3.7.1 Water Level Gauge

Figure 3.4b shows the water level gauge which is used to measure the water

level in the channel and flood plain during the experiment. Measuring unit used was

in mm.

3.7.2 Tidal Gate Controller

Tidal gate controller as shown in Figure 3.4c operated using the computer

aided controller will control the water level at the downstream storage tank to the

condition and level required.

3.7.3 Streamflow Velocity Meter

The Streamflow series of instruments are used to measure, indicate and

record very low velocities of water and other conductive fluids. Figure 3.4a shows

the Velocity Meter being used during the experiment and Figure 3.4d shows the

close up view of Streamflo Velocity Meter Propeller. Designed primarily for

laboratory and specialised industrial use, the miniature head of the flow sensing

probe can be inserted into small ducts and channels where it has the ability to

measure velocities as low as 5.0 cm/sec. It is thus suitable for measuring accurately

the velocities in hydraulic models of river estuaries, dams, harbours, etc., in addition

to field measurements of clean water flows, (Nixon Flowmeters, 2008).

33

Using indicator model 430, Figure 3.4e, a completely portable system

requiring no mains supply is available. This is ideal for carrying around from one

measuring point to the next.

The use of two probes allows the range of detectable flow rates to be

extended up to 300 cm/sec. All components have been chosen carefully to give

long reliable life with the minimum changes in calibration within the operating

temperature range stated under specification.

The sensing probe was originally designed by the British Department of

Scientific and Industrial Research. Further development by Nixon Flowmeters has

resulted in a compact system offering digital indication with optional recording

facilities.

The sensing probe is a measuring head joined by a slim tube to the plug and

socket which connects to the measuring instrument.

The measuring head comprises a five bladed PVC rotor mounted on a hard

stainless steel spindle, itself terminating in fine burnished conical pivots which run

in jewels mounted in a shrouded frame. Minimum frictional resistance is thus

ensured. An insulated gold wire contained within the tube terminates 0.1 mm from

the rotor blade tips. When the rotor is revolved by the movement of a conductive

liquid, the passage of the rotor blades past the gold wire tip slightly varies the

measurable impedance between the tip and the tube. This variation is used to

modulate a 15 kHz carrier signal, generated within the indicating instrument which

in turn is applied to the electronic detector circuits. All components have been

chosen carefully to give long reliable life with the minimum changes in calibration

within the operating temperature range stated under specification.

Automatic compensation is made for changes in liquid conductivity.

Following amplification and filtering out of the carrier frequency, a square wave

signal is obtained. In the digital indicator the pulses are counted over a known time

period to obtain a digital reading.

Appendix A describes the Streamflow Velocity Meter Accessories.

34

3.7.4 Isco 2150 Area Velocity Module

Figure 3.4f: Isco 2150 Area Velocity Module which consist of 2150 Flow

Module and 2150 Area Velocity Sensor (ISCO Flow Modules, 2006).

3.7.4.1 Continuous Wave Doppler flow

The 2150 Flow Module uses continuous wave Doppler technology to

measure mean velocity. The sensor transmits a continuous ultrasonic wave, and then

measures the frequency shift of returned echoes reflected by air bubbles or particles

in the flow.

The 2150’s “smart” area velocity probe is built on digital electronics, so the

analog level is digitized in the sensor itself to overcome electromagnetic

interference. The probe is also factory-calibrated for 10-foot (3 meter) span at

different temperatures. This built-in calibration eliminates drift in the level signal,

providing long-term level stability that reduces recalibration frequency and

completely eliminates span recalibration.

In field use, the 2150 is typically powered either by two alkaline, or Isco

Rechargeable Lead-acid batteries, within a 2191 Battery Module. Highly efficient

power management extends battery life up to 15 months at 15-minute data storage

intervals. Other power options (including solar) are available.

Appendix B describes the details of Isco 2150 Area Velocity Modules.

35

3.8 Instruments Calibration

All instruments used should undergo an inspection of its function

effectiveness. The flowmeter device must be tested in the lab for flow measurement

accuracy compare with the actual flow rate. The calibration should be conducted

every time before measuring any kind of flow. The calibration results will indicate

whether the flowmeter device can be used or not for the flow measurement. If the

percentage difference of the actual flow rate and the device flow rate reading in the

lab shows more than 10% difference; the device has to be repaired by sending the

flowmeter to the supplier or replacing the flowmeter sensor with a new one.

3.9 Discharge Measurement

A 900 V-notch sharp overflow weir with a calibrated discharge coefficient,

Cd, of 0.6 was placed perpendicular to the flow at the outlet of the model system.

The head-discharge relationship is derived from Equation 3.1 (flow through V-

notch).

25

2tan2

158 hgCQ d ⎟

⎠⎞

⎜⎝⎛=θ (3.1)

where, h is the flow depth over the weir and θ is the notch angle.

36

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0 0.02 0.04 0.06 0.08 0.1 0.12

Q (cumecs)

H (m

m)

Figure 3.5 : Rating Curve for V-Notch Equation

In addition to the above, flow patterns will be obtained using photographs

and other flow visualization techniques such as a digital camera.

3.10 Site Location

Figure 3.6a indicates the study area in the state of Selangor and Figure 3.6b

shows the stretch of the Selangor River used in the physical model experiments.

About 10 km stretch was selected and constructed in NAHRIM physical laboratory

and located at about 15 km away from rivermouth. Observation done by NAHRIM

shows that tidal influence extended up to 40 km upstream to Kg. Asahan near

Batang Berjuntai where water level station was installed. This means that the

selected stretch is in the tidal effected reach.

37

Figure 3.6a: Malaysia map that highlights the study area locations of parts of

Selangor River

Figure 3.6b: Selangor River catchment map that highlights the study area locations

Sg. Rawang

Sg. Kerling

Sg. Batang Kali

Rizab Raja Musa

Sg. Se langor (hu lu)

Sg. Bu loh

Sg. Rening

Kg Lubok

Sg. Gerachi

Ladang Holmwood

Ladang Kg. Baharu

Sg. Kubu

Ladang Tg. PasirKuala Se langor Kanan

Sg. Baharu

Kuala Se langor KiriKg. Asahan

Sg. Raba

Ladang Tenamaram

Sg. Roh

Sg. Kempas

Kg. T imah

Sg. Gapih

Sg. Ke lub i

Sg. Darah

Ladang Kempsey

Sg. Gahau

Sg. Mengkuang

Rantau Panjang

Sg. Kayu Ara

Batang Berjuntai

20 0 20 40 Kilometers

N

EW

S

Tadahan Sg. SelangorTadahan.shp

Batang BerjuntaiBukit Batu Pahat dBukit Batu Pahat uBukit BujangKg LubokKg. AsahanKg. TimahKuala Selangor K ananKuala Selangor K iriLadang HolmwoodLadang KempseyLadang Kg. BaharuLadang TenamaramLadang Tg. Pas irRantau PanjangRizab Ampang P echahRizab Raja MusaSg. BaharuSg. Batang KaliSg. BulohSg. DarahSg. EngkakSg. GahauSg. GapihSg. GerachiSg. Kayu AraSg. KelubiSg. KempasSg. KerlingSg. KubuSg. MengkuangSg. RabaSg. RawangSg. ReningSg. RohSg. Selangor (hulu)Sg. SerusaTg. Kajang

Sungai

38

3.11 Simulations

Simulation process was carried out and the result of each experiments was

recorded. The experiments was done under different scenarios, at different flow

rates and tides conditions where the readings was recorded at eight (8) stations in the

physical model as shown in the plan in Figure 3.1a for the static condition. For tidal

conditons the reading were recorded at three (3) stations. The flow values of 1 l/s –

8 l/s was used in the experiment to represent the prototype and a total of nine cases

of simulations were carried out as describe in Table 3.4.

Existing analysis indicates that 1971 flood (≈ 100 yr ARI), maximum flow

values was about 450 cumec, but that was bassed on 1971 land use i.e rural (Hassan,

A.J. 2006). The catchment is currently has developed especially Rawang Catchment

and the flood is expected to increase, hence 8 l/s was taken as the maximum flow

values for the experiment.

39

Table 3.4 : Cases of Simulations

No Test Case

Tide Conditons

Flow (l/s) Notes Readings Recorded at 8 Stations

1

Case 1

Flow only (without tidal effect downstream)

1,2, 3 Model Calibration

2 Case 2a Low tide 1,2,3,4,5,6,7,8 3 Velocity, 1 Water Level

3 Case 2b Mean Sea 1,2,3,4,5,6,7,8 3 Velocity, 1 Water Level, Flood plain

4 Case 2c High tide 1,2,3,4,5,6,7,8 3 Velocity, 1 Water Level

5 Case 3 Under Tidal Effect

1,2,3,4,5,6,7,8 1 Velocity, 1 Water Level (reading at 3 stations)

6 Case 4a Straight cut & case 2a

1,2,3,4,5,6,7,8 Cut straight at one section

3 Velocity, 1 Water Level

7 Case 4b Straight cut & case 2b

1,2,3,4,5,6,7,8 3 Velocity, 1 Water Level, Flood plain

8 Case 4c Straight cut & case 2c

1,2,3,4,5,6,7,8 3 Velocity, 1 Water Level

9 Case 5 Straight cut & case 3

1,2,3,4,5,6,7,8 1 Velocity. 1 Water Level (reading at 3 stations)

The experiment were carried out for various scenarios with a total of nine test cases

were carried out as describe above. The data of water level and velocity for each

experiment were recorded at eight (8) identified stations with eight different values

of flows with the exception for case 1. At each location three (3) readings were

taken for velocity i.e at the middle and two sides of the channel and one (1) reading

for water level i.e at the middle of the channel. Flow and velocity were taken for

three (3) different water levels (fixed) at the downstream i.e low water, mean sea

and high water. For the tidal effect simulations one reading for water level and

velocity was taken. These levels are based on the tide data taken at the refered

locations.

40

3.12 Model Calibration

The model calibration was carried out by measuring the flow at the

downstream after the measured upstream flow was release (Case 1). This was done

by recording the time taken to fill up the fixed volume container. 27 liter container

was used for this purposed.

The average value of flow for 3 different flows shows the variance of less

than 10% and is acceptable. The records of flows are as shown in Table 3.5 below.

Table 3.5 : Experimental Records of Calibrated Flow

Upstream flow : 1 l/s Upstream flow : 2 l/s Upstream flow : 3 l/s

Time, s

Vol, l

Flow l/s

Time, s

Vol, l

Flow l/s

Time, s

Vol, l

Flow l/s

26.6 27 1.02 13.2 27 2.05 9.0 27 3.0

26.1 27 1.03 13.4 27 2.01 8.8 27 3.07

25.8 27 1.05 13.3 27 2.05 8.6 27 3.14

26.0 27 1.04 13.3 27 2.03 8.5 27 3.18

26.3 27 1.04 13.3 27 2.03 8.9 27 3.03

The calibration process was also carried out by making comparisons of the

model conditions with the historical data. The experiment shows that the water is

content within the river bank at 2 l/s flowrate and started to overflow the bank to the

flood plain at 3 l/s flowrate. This scenario confirm with the recorded historical data

whereby the flood started to occur when the recorded flow is about 250 cumec

(equivalent to 2.5 l/s in physical model). Table 3.6 taken from JPS (from reports of

study by Ranhill Bersekutu Sdn Bhd & Sepakat Setia Perunding Sdn Bhd, 2002)

shows the historical data on annual peak flow at Rantau Panjang station. Table 3.7

shows the return period computed by frequency analysis using Gumbel Extreme

Value Type I (Ranhill Bersekutu Sdn Bhd & Sepakat Setia Perunding Sdn Bhd,

2002).

41

Table 3.6 : Annual peak flow at Rantau Panjang Station (m3/s)

Year Peak Flow Year Peak

Flow

Peak Flow

(JKR) Year Peak

Flow

1922 290 1957 300 1982 191 1923 233 1958 239 1983 338 1924 319 1959 239 1984 181 1925 367 1960 271 1985 195 1926 377 1961 172 1986 176 1927 399 1962 225 1987 202 1928 223 1963 267 1988 218 1929 174 1964 161 1989 252 1930 138 1965 236 187 1990 163 1931 248 1966 216 178 1991 224 1932 279 1967 271 214 1992 181 1933 238 1968 225 178 1993 259 1934 215 1969 236 179 1994 156 1935 249 1970 234 172 1995 210 1936 232 1971 408 595 1996 210 1937 209 1972 230 238 1997 148 1938 131 1973 282 271 1939 173 1974 136 140 1940 214 1975 192 189 1950 245 1976 178 183 1951 260 1977 200 177 1952 223 1978 143 203 1953 239 1979 187 204 1954 278 1980 175 206 1955 208 1981 160

Table 3.7 : Peak flow for different return period (Ranhill Bersekutu Sdn Bhd &

Sepakat Setia Perunding Sdn Bhd, 2002)

Return Period (Year) Peak Flow (m3/s)

5 293

20 384

50 441

100 484

42

3.13 Problem Faced

Normally for every study, there is a number of problems associated with the

study will be face. Followings are some of the problems faced during this study:

a) The choice of physical model scales, instruments to be used is very crucial in

order to ascertain the experiments can be carried out successfully.

b) Constructions of physical model required more time and fundings as

compare to numerical model.

c) Accuracy of the physical model constructions very much depending on the

skills and expertise of the model constructor.

d) The instrument used for the data measurements is not working at times.

e) Data collection during experimentation too requires a lot of manpower.

f) Modifying the physical model too requires additional fundings and times.

3.14 Model Limitation

There are several limitations on the constructed model as listed below.

a) Constructed flood plain in the physical model are flat whereas in actual case

the topography is undulating, with an existance of infrastructure, tress and

forest. Buildings such as houses, offices, schools and other public buildings

too are not included. All of these factors will produces very high mannings

value as compare with the lower manning value use for the model.

b) Fixed water level were used in the experiment due to limitation of the

available equipments in the laboratory.

c) Allingment of the the model has been slightly adjusted and is defferent from

the actual due to the limited space available in the laboratory.

43

d) The physical model is unable to simulate actual tidal conditions accurately in

the experiment thus producing questionable experimental results for the

cases under tidal effect.

44

CHAPTER IV

RESULTS ANALYSIS AND DISCUSSION

4.1 Introduction

This section will be discussing and explains the results and analysis of the

study base on the cases of the experiments being carried out.

The results and analysis for this study are focusing on the effect to the river

channel flow and its surrounding flood plain as the results of the changes in flow

rate. Water level and velocity at the selected stations are observed and recorded.

4.2 Experimental Results

The experiment were carried out for various scenarios as describe in para 3.11 of

Chapter 3. The data of water level and velocity for each experiment were recorded

at eight (8) identified stations with eight different values of flows with the exception

for case 1. At each location three (3) readings were taken for velocity i.e. at the

45

middle and two sides of the channel and one (1) reading for water level i.e at the

middle of the channel. Flow and velocity were taken for three (3) different water

levels (fixed) at the downstream i.e low water, mean sea and high water. For the

tidal effect one reading for water level and velocity were taken. These levels are

based on the tide data taken at the refered locations. Outcome of the analysis obtain

from physical modeling were analyse.

4.3 Model Calibrations Results

The model calibration was carried out and as explained in Para 3.12 of

Chapter III.

4.4 Types of Test Cases

A total of 9 test case were carried out in the experiment and the discussion

and analysis of the cases are as stated in Table 4.1 below.

46

Table 4.1 : Type of Analysis

Analysis No

Test Case Analysis Type

1 Case 2a, 2b & 2c Q vs Water Level

2 Case 2a, 2b & 2c Graph of velocity vs Q (8 stations)

3 Case 2a, 2b & 2c Graph of water level vs Q (8 stations)

4 Case 2b Flood prone (Q from 1 – 8 l/s) 8 stations

5 Case 3 Graph of tidal cycle vs water level (Q from 1 – 8

l/s)

6 Case 4a, 4b & 4c Q vs Water Level

7 Case 4a, 4b & 4c Graph of velocity vs Q (8 stations)

8 Case 4a, 4b & 4c Graph of water level vs Q (8 stations)

9 Case 4b Flood prone (Q from 1 – 8 l/s) 8 stations

10 Case 5 Graph of tidal cycle vs water level (Q from 1 – 8

l/s)

4.5 Analysis of Test Results

The results of the above test cases were analysed and below are the

discussions on the selected cases.

4.5.1 Plot of longitudinal section versus water level for different flows

From the graph plotted in Figure 4.2a to 4.2h, it shows that the water level in

the channel increases as the flow increases. The water level were contain in the

47

river channel during low flow but start to increase higher than the banks as the flow

rate increases. The experiment shows that the water overflow the bank at 3 l/s.

Records also shows that the water level in the channel is higher when the tide

increases, that is the overall water level in the channel at mean sea level is higher

than water level at low tide and the water level at high tide is higher than at mean

sea level.

Appendices C1 – C4 shows the detail records of water level under existing

condition along the longitudinal sections at low, mean, high water for flow, Q from

1 l/s to 8 l/s, Apendices D1 – D4 shows the detail records and plot of water level

against flow under existing condition for low, mean, high water at stations 1 to 8.

4.5.2 Plot of observed flood plain without cut off (existing condition) and with

cut off

Figure 4.3a(i) to 4.3d(ii) shows the extend of flooded area under existing

condition and with cut off, for the existing condition the experiment shows the water

is content within the river bank when flow is 2l/s and overflow to the flood plain and

flooded when flow is 3l/s and worsen as the flow rate increases. As for the cut off

section the experiment shows the water start to overflow the bank when flow is 4l/s

and flooded when flow is 5l/s and worsen when the flow increases.

Once the cut off was introduced, the water level lowered down . These

lower water level help to reduce water surface profile along the river. However

when the flow was increased to 4 l/s, the cut off is not contributing to reduce the

water level which indicates the conveyence of the section had reach the limit.

48

At the riverouth it is observed that the water level is contain within the river

bank and does not overflow into the flood plain at all time and irrespective of with

or without cut off.

Appendices E1 - E4 shows the photographic view of flood plain with cut off

channel for flow, Q from 1 l/s to 8 l/s.

4.5.3 Plot of water level, velocity versus flow in flood plain and along the

channel without cut off (existing condition) and with cut off

The plot of water level versus flow shows that water level increases as the

flow increases, this means that as more water goes into the river system the water

level in the channel increases. The increasing trend will continue as long as the

water is contain within the river banks. Once the water level exceeded the river

banks it will flow into the flood plain and fill up the lower area. During this process

the water level in the river will remain constant as it has reached it limit until all the

area in the flood plain being filled up and the water level will start to increase over

the whole area i.e river channel and flood plain.

Comparing the overall water level of the channel between the existing

condition and the introduction of cut off, the records shows that the water level was

reduced and becoming lower under the cut off case. This implies that introductin of

cut off at certain stretches may be able to reduce flooding to the area. Figure 4.4(i)

and (ii) shows these plots at mean sea level.

The recorded values for velocity are inconsistence but shows the decreasing

trends as the flow increases. The trend are the same for both of the cases, under

existing condition and with cut off. Figure 4.5(i) and (ii) shows the plot of velocity

versus flow for the two cases. This trend is due to the water which overflow the

river bank flow into the flood plain to fill up the lower ground area and subsequently

49

inundates all the area. During this process the velocity changes from high to low as

the water inundates the catchment area. These trends are similar for both cases

under existing condition and with cut off.

Appendices F1 to F4 shows the recorded values of velocity and water level

against flow in the flood plain which illustrates the similar trend.

Appendices G1, G2, H1 to H4, I1 to I4 and J1 to J4 shows the recorded

values of velocity against flow in the river channel which also illustrates the similar

trends as discussed above.

4.5.4 Plot of water level versus flow under tidal effect without and with cut off

Figure 4.4 shows the plot of water level versus flow under tidal influence

without and with cut off. For the cases without cut off the recorded water level

flluctuates at station 6, closest to the tidal area but no fluctuation in water level for

other stations. As for the cut off cases the are no observed fluctuation in water level

recorded for all the stations. This scenario occurs due to the limitation of the

physical model where the actual tidal conditions cannot be simulated accurately in

the experiment.

Figure 4.1 : Schematic diagram of channel cross section showing

the left bank, right bank, water level and bed level

50

Figure 4.2a : Plot of water level along the longitudinal sections at low, mean, high water, Q = 1 l/s

Figure 4.2b : Plot of water level along the longitudinal sections at low, mean, high water, Q = 2 l/s

51

Figure 4.2c : Plot of water level along the longitudinal sections at low, mean, high water, Q = 3 l/s

Figure 4.2d : Plot of water level along the longitudinal sections at low, mean, high water, Q = 4 l/s

52

Figure 4.2e : Plot of water level along the longitudinal sections at low, mean, high water, Q = 5 l/s

Figure 4.2f : Plot of water level along the longitudinal sections at low, mean, high water, Q = 6 l/s

53

Figure 4.2g : Plot of water level along the longitudinal sections at low, mean, high water, Q = 7 l/s

Figure 4.2h : Plot of water level along the longitudinal sections at low, mean, high water, Q = 8 l/s

54

Figure 4.3a(i) :Flood plain - Observed flooded area without cut off at mean sea level, Q = 2 l/s

Figure 4.3a(ii) : Flood plain - Observed flooded area with cut off at mean sea level, Q = 2 l/s

55

Figure 4.3b(i) :Flood plain - Observed flooded area without cut off at mean sea level, Q = 3 l/s

Figure 4.3b(ii) : Flood plain - Observed flooded area with cut off at mean sea level, Q = 3 l/s

56

Figure 4.3c(i) : Flood plain - Observed flooded area without cut off at mean sea level, Q = 4 l/s

Figure 4.3c(ii) : Flood plain - Observed flooded area with cut off at mean sea level, Q = 4 l/s

57

Figure 4.3d(i) : Flood plain - Observed flooded area without cut off at mean sea level, Q = 5 l/s

Figure 4.3d(ii) : Flood plain - Observed flooded area with cut off at mean sea level, Q = 5 l/s

58

Figure 4.4(i) : Plot of water level vs flow for the stations A, B, C, D, E, F, G, H

in flood plain at mean sea level without cut off

Figure 4.4(ii) : Plot of water level vs flow for the stations A, B, C, D, E, F, G, H1

in flood plain at mean sea level with cut off

59

Figure 4.5(i) : Plot of water velocity vs flow for the stations A, B, C, D, E, F, G, H

in flood plain at mean sea level without cut off

Figure 4.5(ii) : Plot of water level vs flow for the stations A, B, C, D, E, F, G,H1

in flood plain at mean sea level with cut off

60

Figure 4.6a(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 1 l/s

Figure 4.6a(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 1 l/s

61

Figure 4.6b(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 2 l/s

Figure 4.6b(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 2 l/s

62

Figure 4.6c(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 3 l/s

Figure 4.6c(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 3 l/s

63

Figure 4.6d(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 4 l/s

Figure 4.6d(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 4 l/s

64

Figure 4.6e(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 5 l/s

Figure 4.6e(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 5 l/s

65

Figure 4.6f(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 6 l/s

Figure 4.6f(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 6 l/s

66

Figure 4.6g(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 7 l/s

Figure 4.6g(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 7 l/s

67

Figure 4.6h(i) : Plot of tidal cycle vs water level in the channel without cut off, Q = 8 l/s

Figure 4.6h(ii) : Plot of tidal cycle vs water level in the channel with cut off, Q = 8 l/s

68

4.6 Discussion

There are several factors that influence flow of water into the river channel

and its surroundings. The factors that are normally associated with this problem are

the intensity of rainfall, physical properties of the river channel such as size, shape

and degree of sinuosity of channel cross sections, categories of land use in the

surrounding areas, locations of the river and tides conditions.

The problems with the river flow arises when it overflow the banks and

encroach into the river basins which causes flooding to the surrounding areas. The

flood could occur at any reach of a river due to different factors. In the upstream

area it usually caused by the discharge which exceeded bankfull flow and that

discharge cannot be sustained by river cross section and river bed. Whereas flood

occur in estuary area is caused by the tidal influences. However, at the middle

stretch of an open channel the occurence of flood is more complex to explain

because of the combination of both factors.

The experiment conducted using physical model is mainly to look at the

behaviour along the river with tidal influence. Within this area the river longitudinal

slope is very gentle which is lower than 1:10000. It creates some difficulty to

construct an accurate model with a scale of 1:100. The flood plain model is

represented by a flat surface even though in real situation, the flood plain is

undulating with many infrastructures crossing and parallel to the river. The approach

taken in this exercise however is to look at the conveyance of the river and the flood

plain behave as a simple storage area.

The experiment was conducted for various flows from upstream under two

main conditions i.e. under existing and flood mitigation measure using cut off

system. The tide level for downstream boundary was set to low, mean and high tide

for above condition.

69

Under existing condition, the model accurately shown flood water start to

overspill to the flood plain when flow reached 3 l/s which is equivalent to 300 m3/s

as reported by consultant and Drainage And Irrigation Department’s record.

Based on this result, it was confidently proceed to experimenting the flood

mitigation measure.

From flood mitigation experiment, it was observed that the propose cut off is

effective measure to mitigate flood problem at a mild slope river. However the

effectiveness need to be further investigate for high flow.

The flood plain in this experiment serve as a storage. It shown water

overspill from the bank as an indicator to the flood extent. Water level in this area

increase as the discharge from upstream increase. Flood behavior in the flood plain

however requires further investigation since it properties does not really represent

the true condition.

70

CHAPTER V

CONCLUSIONS

5.1 Conclusions

The main objective of the study was to develop a physical model covering a

tide reach area. Due to limited space available, a undistorted model can only be

constructed at the scale of 1:100. This approach was taken to produce a simple to

construct model.

Tidal effect was represented as low, mean and high at the downstream end of

the model base on scaled water level from actual value at site. Flow from upstream

was based from value produce from study by consultant.

After performing a few experiment and study on the physical model at

National Hydraulic Research Institute of Malaysia (NAHRIM) and analyzing all the

data, several conclusions have been made from the study results.

The analysis shows that the water level in the channel increases as the flow

increases. The water level were contain in the river channel during low flow but

overflow the bank at 3 l/s. The records of water level in the channel is higher as the

tide increases from low water to mean sea and highest at the high water.

71

Experimental records shows the water level reduces when the cut off is

introduced. These lower water level help to reduce water surface profile along the

river. However when the flow was increased to 4 l/s, the cut off is not contributing

to reduce the water level which indicates the conveyence of the section had reach the

limit.

At the riverouth it is observed that the water level is contained within the

river bank and does not overflow into the flood plain at all time and irrespective of

with or without cut off. This shows that the flood does not normally occur within

the estuary areas.

From the experiment it also shows that the cut off had proved to be effective

to solve flood problem on meandering rivers to certain discharge. This technique

could be a cheap solution for higher sinousity without disturbing the river as the cut

off portion is done at the shortest distance.

The experiment shown that the objective of the study was successfully

achieved however further improvement can be done such as to develop a distorted

model.

5.2 Recommendations

It is recommended that further experiment shall be carried out to study the

different cases such as;

i. Introduce cut off at different river sections

ii. Introduce more than one cut off

iii. Creating bunds along certain stretches of river banks

iv. Introduce cut off for high flow while for normal and below 5 ARI, the

flow follow existing allignment (maintain river morphology).

72

REFERENCES

1 Abdullah, (2006). Managing Water Resources in Malaysia: The Use of Isotope

Technique and Its Potential. In: Seminar on Water Resources and Environment,

3-5 April 2006, Bukit Merah, Taiping. Department of Drainage and Irrigation,

Malaysia.

2 Chow, V.T, Maidment, D. R, Mays, L.W. (1988). Applied Hydrology.

Singapore: McGraw-Hill International Edition.

3 Chow, V.T. (1959). Open Channel Hydraulic. New York: Mc Graw-Hill

International Edition.

4 Dominic Reeve, Andrew Chadwick and Christopher Fleming, (2004). Coastal

Engineering Processes, Theory and Design Practice: Spon Press

5 French, R.H. (1986). Open Channel Hydraulic. New York: Mc Graw-Hill

International Edition.

6 Ghosh, S.N. (1998). Tidal Hydrailic Engineering. Netherland: A.A. Balkema

Publishers. Pp. 15.

7 Hassan, A.J. (2006). Pemodelan Sungai Dan Dataran Banjir Untuk Penjanaan

Peta Risiko Banjir : Kajian Kes Sg. Selangor. Master thesis, Universiti Sains

Malaysia.

8 Hiew, K.L. (1996). Flood mitigation and flood risk management in Malaysia.

Proceedings of an International Workshop on Flood plain Risk Management, 11-

13 November 1996, Hiroshima, Japan. pp.229-241.

9 ISCO Flow Modules, (2006). Technical Specifications.

10 Jabatan Ukur Dan Pemetaan Malaysia. (2007). Jadual Ramalan Air Pasang

Surut (Tide Tables) Malaysia.

11 Krimm, R. W. (1996). Reducing flood losses in the United States. Proceedings

of an International Workshop on Flood plain Risk management, 11-13 Nov

1996, Hiroshima, Japan. pp.3-11.

12 Nixon Flowmeters, (2008). Technical Specifications.

13 Paul G. Samuel, (2006). The European Perspective and Reseach on Flooding.

Taylor & Francis/Balkema, River Basin Modelling for Flood Mitigation. Pp 21-

58.

73

14 Ranhill Bersekutu Sdn Bhd & Sepakat Setia Perunding Sdn Bhd. (2002).

Master Plan Study on Flood Mitigation and River Management for Sg.Selangor

River Basin. Kuala Lumpur: Department of Drainage and Irrigation, Selangor.

15 Sturm, T.W. (2001). Open Channel Hydraulic. New York: Mc Graw Hill Higher

Education.

16 Tentera Laut DiRaja Malaysia. (2005). Jadual Pasang Surut – Tide Table

Malaysia. Kuala Lumpur: Tentera Diraja Malaysia.

17 US Department of the Interior, (1980). Hydraulic Laboratory Techniques: A

Water Resources Technical Publication.

74

APPENDIX A

Streamflow Velocity Meter Accessories

a. Probes

• 4O3 - Standard low speed velocity probe for the range 5.0 to 150 cm/sec.

• 4O4 - Standard high speed velocity probe for the range 60 to 300 cm/sec.

Fitted with streamlined fairing to provide additional mechanical

strength and freedom from turbulence at higher velocities. 150

cm/sec.

• 423 - 90 Degree angles probe to measure vertical velocities over the range

5.0 to 150 cm/sec

With all probes, increased immersion depths can be provided to special

order. The maximum length of probes is only restricted by shipping constraints.

Sealed probe/cable connectors have been supplied to enable immersion of the cable

and probe assembly.

b. Probe Parts & Materials

• Rotor - 11.6 mm diameter PVC machined from solid and balanced

• Spindle - Hardened stainless steel with conical ends

• Bearings - Synthetic sapphire vee jewels Cage Heavy Chromium plated brass

• Stem - Stainless steel

• Input Socket - BNC

• Weight - 0.20 kg

c. 430 Digital Indicator

The 430 digital indicator has been designed to replace all previous models of

indicator, and provides all required functions in one compact unit. The power

75

supply/charger is truly universal and incorporates a range of mains type fittings to

enable the unit to be used virtually anywhere in the world at 110 or 220 V a.c. 50 or

60 Hz. The indicator is supplied with a full set of Nickel metal hydride batteries

allowing over 7 days continuous operation on one change.

The indicator can read frequency over 1 second or 10 second, can be set to

count total pulses, or can be programmed to read velocity directly in cm/sec using

data from the individual probes calibration certificate. A 0 to 5 V DC output is

available for driving data loggers and chart recorders and this can be programmed to

any frequency range.

d. Indicator Specification

• Indication - 3 1/2 Digit LCD display

• Controls - On/off and 1 second/10 second buttons

• Input socket - BNC

• Output socket - Miniature DIN type with plug supplied

• Output - 0.5 V DC

• Supply - Nickel metal hydride battery or mains power

• Weight - 540 gms

e. Technical Data

• Velocity Range - 5 to 150 & 60 to 300 cm/sec using two sensing probes

• Accuracy - ±1.5% of true velocity

• Scaling - digital indicators scaled in Hz or cm/sec. Conversion to cm/sec by

means of individual calibration curves

• Operating temperature - 0 to 50°C

• Operating Medium - Water or other fluid having similar conductive

properties

76

APPENDIX B

Isco 2150 Area Velocity Module

a. Standard Features

• Portable and permanent-site AV flow monitoring for inflow and infiltration,

capacity assessment, sewer overflow, and other sewer studies.

• Measuring shallow flows in small pipes. Our low-profile area velocity sensor

minimizes flow stream obstruction and senses velocity in flows down to 1

inch (25 mm) in depth.

• Rugged, submersible enclosure meets NEMA 4X, 6P (IP68) environmental

specs.

• Chemically resistant epoxy-encapsulated sensor withstands abuse, resists oil

and grease fouling, and eliminates the need for frequent cleaning.

• Replaceable high-capacity internal desiccant cartridge and hydrophobic filter

protect sensor reference from water entry and internal moisture.

• Pressure transducer vent system automatically compensates for atmospheric

pressure changes to maintain accuracy.

• The quick-connect sensor can be easily removed and interchanged in the

field without requiring recalibration.

• Up to four 2100 Series flow modules can be networked by stacking and/or

extension cables.

• Secure data storage. All data are continuously stored in flash memory to

protect against loss in case of power failure

• Easy to upgrade. New operating software can be downloaded into non-

volatile flash memory, without affecting stored program and data.

• Records and stores input voltage and temperature data.

• Variable rate data storage lets you change the data storage interval when

programmed conditions occur. This feature assures maximum information

about an exceptional event – such as an overflow – while conserving power

and data capacity during normal conditions.

• 38,400 bps communications provides speedy setup and data retrieval.

77

b. Applications

• Stack modules you need to build a compact, integrated system.

• Monitor multiple flow streams at the same time.

• Obtain redundant measurements to guarantee integrity.

• Remotely locate modules and connect them via cable.

• Expand your monitoring system as your requirements evolve.

c. Specifications

Table A1 below shows the specifications of the Isco 2150 Area Velocity Module instruments.

Table A1 : Specifications of the Isco 2150 Area Velocity Module.

2150 Flow Module Size (HxWxD): 2.9 x 11.3 x 7.5 in (74 x 287 x 191 mm) Weight: 2.0 lb (0.9 kg) Materials of construction: High-impact polystyrene, stainless steel

Enclosure (self-certified): NEMA 4X, 6P (IP68)

Temperature Range: -40° to 140° F (-40° to 60° C) operating and storage

Power Required: 12 VDC nominal (7.0 to 16.6 VDC), 100 mA typical, 1 mA standby

Power Source: Typically, an Isco 2191 Battery Module, containing 2 alkaline or 2 rechargeable lead-acid batteries. (Other power options are available; ask for details.)

Typical Battery Life:

(using 15-minute data storage interval) Energizer® Model 529 alkaline - 15 months; Isco rechargeable lead-acid - 2.5 months

Program Memory: Non-volatile programmable flash; can be updated using PC without opening enclosure; retains user program after updating.

Built-in Conversions Flow Rate Conversions:

Up to 2 independent level-to-area conversions and/or level-to-flow rate conversions.

Level-to-Area Conversions:

Channel Shapes - round, U-shaped, rectangular, trapezoidal, elliptical, with silt correction; Data Points - Up to 50 level-area points.

Level-to-Flow Most common weirs and flumes; Manning Formula; Data Points

78

Conversions: (up to 50 level-flow points); 2-term polynomial equation Total Flow Calculations:

Up to 2 independent, net, positive or negative, based on either flow rate conversion

Data Handling and Communications

Data Storage:

Non-volatile flash; retains stored data during program updates. Capacity 395,000 bytes (up to 79,000 readings, equal to over 270 days of level and velocity readings at 15-minute intervals, plus total flow and input voltage readings at 24-hour intervals)

Data Types: Level, velocity, flow rate 1, flow rate 2, total flow 1, total flow 2, input voltage, temperature

Storage Mode: Rollover; 5 bytes per reading.

Storage Interval: 15 or 30 seconds; 1, 2, 5, 15, or 30 minutes; or 1, 2, 4, 12, or 24 hours; Storage rate variable based on level, velocity, flow rate, total flow, or input voltage

Data Retrieval: Serial connection to PC or optional 2101 Field Wizard module; optional modules for spread spectrum radio; land-line or cellular modem; 1xRTT. Modbus and 4-20 mA analog available.

Software: Isco Flowlink for setup, data retrieval, editing, analysis, and reporting

Multi-module networking:

Up to four 2100 Series Flow Modules, stacked and/or remotely connected. Max distance between modules 3300 ft (1000 m).

Serial Communication Speed:

38,400 bps

2150 Area Velocity Sensor Size (HxWxD): 0.75 x 1.3 x 6.0 in (19 x 33 x 152 mm) Cable (Length x Diameter):

25 ft x 0.37 in (7.6 m x 9 mm) standard. Custom lengths available on request.

Weight (including cable): 2.2 lbs (1 kg)

Materials of construction:

Sensor - Epoxy, chlorinated polyvinyl chloride (CPVC), stainless steel; Cable - Polyvinyl chloride (PVC), chlorinated polyvinyl chloride (CPVC)

Operating Temperature: 32° to 140° F (0° to 60° C)

Level Measurement Method: Submerged pressure transducer mounted in the flow stream Transducer Type: Differential linear integrated circuit pressure transducer

Range: (standard) 0.033 to 10 ft (0.010 to 3.05 m); (optional) up to 30 ft (9.15 m).

Maximum Allowable Level: 34 ft (10.5 m)

79

Accuracy: ±0.01 ft from 0.033 to 10 ft, (±0.003 m from 0.01 to 3.05 m) Long-Term Stability: ±0.023 ft/yr (±0.007 m/yr)

Compensated Range: 32° to 122°F (0° to 50°C)

Velocity Measurement Method: Doppler ultrasonic, frequency 500 kHz Typical Minimum Depth: 0.08 ft (25 mm)

Range: -5 to +20 ft/s (-1.5 to +6.1 m/s)

Accuracy:

(in water with uniform velocity profile, speed of sound = 4850 ft/s, for indicated velocity range); ±0.1 ft/s from -5 to 5 ft/s (±0.03 m/s from -1.5 to +1.5 m/s); ±2% of reading from 5 to 20 ft/s (1.5 to 6.1 m/s)

Temperature Measurement Accuracy: ±3.6° F (±2° C) 2191 Battery Module Size (HxWxD): 6.0 x 9.6 x 7.6 in (152 x 244 x 193 mm) Weight (without batteries): 3.2 lb (1.4 kg)

Materials of construction: High-impact polystyrene, stainless steel

Enclosure (self certified): NEMA 4X, 6P, (IP68)

Batteries: Two 6-volt Energizer Model 529* alkaline (25 Ahrs capacity) or Isco Rechargeable Lead-acid (5 Ahrs capacity) recommended. *Note – Energizer 529 ER does not give specified life.

80

APPENDIX C1

Record of water level along the longitudinal sections at low, mean, high water, Q = 1 l/s

Station Distance (m) Left Bank Level (mAD) Bed Level (mAD) Right Bank Level (mAD) Low(mAD) Mean(mAD) High(mAD)

U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.2954 10.3006 10.3075

2 40.1 10.318 10.237 10.3 10.296 10.2966 10.3017

8 56.2 10.308 10.22 10.307 10.2853 10.2954 10.305

3 66.8 10.329 10.266 10.329 10.295 10.302 10.312

7 76.9 10.324 10.261 10.329 10.306 10.3118 10.3242

4 85.4 10.33 10.259 10.334 10.2959 10.3034 10.3115

5 91.5 10.331 10.253 10.325 10.2834 10.289 10.297

6 96.2 10.328 10.255 10.334 10.2985 10.303 10.3052

D/S 99 10.315 10.242 10.323


Station Distance (m) Left Bank Level (mAD) Bed Level (mAD) Right Bank Level (mAD) Low(mAD) Mean(mAD) High(mAD)

U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.3153 10.316 10.3165

2 40.1 10.318 10.237 10.3 10.3146 10.3194 10.3227

8 56.2 10.308 10.22 10.307 10.3058 10.3092 10.316

3 66.8 10.329 10.266 10.329 10.3013 10.3069 10.3099

7 76.9 10.324 10.261 10.329 10.321 10.3219 10.3259

4 85.4 10.33 10.259 10.334 10.3087 10.3118 10.3137

5 91.5 10.331 10.253 10.325 10.2969 10.301 10.3012

6 96.2 10.328 10.255 10.334 10.297 10.3002 10.3048

D/S 99 10.315 10.242 10.323

81

APPENDIX C2


Station Distance (m) Left Bank Level (mAD) Bed Level (mAD) Right Bank Level

(mAD) Low(mAD) Mean(mAD) High(mAD)

U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.3224 10.3211 10.3216

2 40.1 10.318 10.237 10.3 10.3191 10.3234 10.3277

8 56.2 10.308 10.22 10.307 10.3128 10.312 10.3178

3 66.8 10.329 10.266 10.329 10.3175 10.3164 10.3194

7 76.9 10.324 10.261 10.329 10.3278 10.3286 10.3253

4 85.4 10.33 10.259 10.334 10.3151 10.3119 10.3184

5 91.5 10.331 10.253 10.325 10.3044 10.3086 10.3086

6 96.2 10.328 10.255 10.334 10.3019 10.3078 10.3124

D/S 99 10.315 10.242 10.323




U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.324 10.328 10.3345

2 40.1 10.318 10.237 10.3 10.3232 10.3261 10.329

8 56.2 10.308 10.22 10.307 10.3168 10.3207 10.329

3 66.8 10.329 10.266 10.329 10.3205 10.3136 10.3275

7 76.9 10.324 10.261 10.329 10.3325 10.3288 10.3354

4 85.4 10.33 10.259 10.334 10.3184 10.3145 10.3271

5 91.5 10.331 10.253 10.325 10.3072 10.309 10.3117

6 96.2 10.328 10.255 10.334 10.3044 10.3106 10.3124

D/S 99 10.315 10.242 10.323

82

APPENDIX C3




U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.3327 10.336 10.3375

2 40.1 10.318 10.237 10.3 10.332 10.3301 10.3381

8 56.2 10.308 10.22 10.307 10.3243 10.3302 10.3342

3 66.8 10.329 10.266 10.329 10.329 10.3315 10.3332

7 76.9 10.324 10.261 10.329 10.3388 10.342 10.3405

4 85.4 10.33 10.259 10.334 10.3245 10.3275 10.3283

5 91.5 10.331 10.253 10.325 10.3144 10.3163 10.3156

6 96.2 10.328 10.255 10.334 10.3082 10.3129 10.3132

D/S 99 10.315 10.242 10.323




U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.336 10.3366 10.3414

2 40.1 10.318 10.237 10.3 10.336 10.3395 10.3435

8 56.2 10.308 10.22 10.307 10.3266 10.3274 10.3343

3 66.8 10.329 10.266 10.329 10.3344 10.3358 10.3389

7 76.9 10.324 10.261 10.329 10.3433 10.341 10.3467

4 85.4 10.33 10.259 10.334 10.3285 10.3279 10.3306

5 91.5 10.331 10.253 10.325 10.314 10.3185 10.3214

6 96.2 10.328 10.255 10.334 10.3136 10.317 10.317

D/S 99 10.315 10.242 10.323

83

APPENDIX C4




U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.337 10.34 10.3445

2 40.1 10.318 10.237 10.3 10.3333 10.341 10.3495

8 56.2 10.308 10.22 10.307 10.3419 10.344 10.3454

3 66.8 10.329 10.266 10.329 10.3447 10.3409 10.3393

7 76.9 10.324 10.261 10.329 10.3453 10.3487 10.3467

4 85.4 10.33 10.259 10.334 10.3293 10.3315 10.3339

5 91.5 10.331 10.253 10.325 10.319 10.321 10.3219

6 96.2 10.328 10.255 10.334 10.3155 10.3187 10.3201

D/S 99 10.315 10.242 10.323




U/S 0 10.438 10.284 10.438

1 22.1 10.314 10.248 10.3 10.3412 10.3446 10.3503

2 40.1 10.318 10.237 10.3 10.3433 10.3462 10.3536

8 56.2 10.308 10.22 10.307 10.3489 10.3494 10.354

3 66.8 10.329 10.266 10.329 10.3413 10.3444 10.3484

7 76.9 10.324 10.261 10.329 10.3523 10.3583 10.3678

4 85.4 10.33 10.259 10.334 10.3354 10.339 10.3424

5 91.5 10.331 10.253 10.325 10.3236 10.3326 10.3314

6 96.2 10.328 10.255 10.334 10.3205 10.3285 10.327

D/S 99 10.315 10.242 10.323

84

APPENDIX D1

Plot of Water Level against Flow - Low Tide, Mean Sea and High Tide (Station 1 & 2)

Station 1

Water Level (cm) Q, l/s low Mean High

1 4.74 5.26 5.95 2 6.73 6.8 6.85 3 7.44 7.31 7.36 4 7.6 8 8.65 5 8.47 8.8 8.95 6 8.8 8.86 9.34 7 8.9 9.2 9.65 8 9.32 9.66 10.23

Station 2

Water Level (cm) Q, l/s low mean High

1 5.9 5.96 6.47 2 7.76 8.24 8.57 3 8.21 8.64 9.07 4 8.62 8.91 9.2 5 9.5 9.31 10.11 6 9.9 10.25 10.65 7 9.63 10.4 11.25 8 10.6 10.92 11.66

85

APPENDIX D2


Station 3


1 2.9 3.6 4.6 2 3.53 4.09 4.39 3 5.15 5.04 5.34 4 5.45 4.76 6.15 5 6.3 6.55 6.72 6 6.84 6.98 7.29 7 7.87 7.49 7.33 8 7.53 7.84 8.24

Station 4

Water Level (cm)

Q, l/s low mean High

1 3.69 4.44 5.25 2 4.97 5.28 5.47 3 5.61 5.29 5.94 4 5.94 5.55 6.81 5 6.55 6.85 6.93 6 6.95 6.89 7.16 7 7.03 7.25 7.49 8 7.64 8 8.34

86

APPENDIX D3


Station 5


1 3.04 3.6 4.4 2 4.39 4.8 4.82 3 5.14 5.56 5.56 4 5.42 5.6 5.87 5 6.14 6.33 6.26 6 6.1 6.55 6.84 7 6.6 6.8 6.89 8 7.06 7.96 7.84

Station 6

Water Level (cm) Q, l/s Low mean High

1 4.35 4.8 5.02 2 4.2 4.52 4.98 3 4.69 5.28 5.74 4 4.94 5.56 5.74 5 5.32 5.79 5.82 6 5.86 6.2 6.2 7 6.05 6.37 6.51 8 6.55 7.35 7.2

87

APPENDIX D4


Station 7


1 4.5 5.08 6.32 2 6 6.09 6.49 3 6.68 6.76 6.43 4 7.15 6.78 7.44 5 7.78 8.1 7.95 6 8.23 8 8.57 7 8.43 8.77 8.57 8 9.13 9.73 10.68

Station 8


1 6.53 7.54 9.49 2 8.58 8.92 9.92 3 9.28 9.2 9.78 4 9.68 10.07 10.9 5 10.4 11.02 11.42 6 10.7 10.74 11.43 7 12.2 12.4 12.54

8.22 12.9 12.94 13.4

88

APPENDIX E1

i. Photographic view of flood plain with cut off channel at Q = 1 l/s

ii. Photographic view of flood plain with cut off channel at Q = 2 l/s

89

APPENDIX E2

iii. Photographic view of flood plain with cut off channel at Q = 3 l/s

iv. Photographic view of flood plain with cut off channel at Q = 4 l/s

90

APPENDIX E3

v. Photographic view of flood plain with cut off channel at Q = 5 l/s

vi. Photographic view of flood plain with cut off channel at Q = 6 l/s

91

APPENDIX E4

vii. Photographic view of flood plain with cut off channel at Q = 7 l/s

viii. Photographic view of flood plain with cut off channel at Q = 8 l/s

92

Velocity at Station A

05

10152025

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

, cm

Water Level at Station A

01234

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

Velocity at Station B

0

5

10

15

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

, cm

APPENDIX F1

Plot of Velocity and Water Level against Flow in flood plain, at station A & B

i. Station A

Discharge, Q (l /s)

Velocity, cm/s

Water Level, Cm

4 15.5 1.6 5 6 1.6 6 22.2 2.3 7 10.1 2.4 8 19.5 2.9

ii. Station B

Discharge, Q l /s

Velocity, cm/s

Water Level, Cm

4 10.1 3.3 5 2 4.2 6 2 4.8 7 2 4.8 8 2 5

Water Level at Station B

0

2

4

6

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

avel

(cm

93

Velocity at Station C

05

10152025

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

, cm

Water Level at Station C

0

2

4

6

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

Velocity at Point D

05

10

1520

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

(cm

/

APPENDIX F2

Plot of Velocity and Water Level against Flow in flood plain, at station C & D

iii. Station C

Discharge, Q l /s

Velocity, cm/s

Water Level,

Cm 4 0 3.4 5 14.1 3.9 6 14.1 4.5 7 19.5 4.6 8 16.8 4.9

iv. Station D

Discharge, Q l /s

Velocity, cm/s

Water Level,

Cm 4 15.5 2.2 5 4.7 4.2 6 2 4.3 7 2 4.8 8 2 5.1

Water Level at Sation D

0123456

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

94

APPENDIX F3

Plot of Velocity and Water Level against Flow in flood plain, at station E & F

v. Station E

Discharge, Q l /s

Velocity, cm/s

Water Level, Cm

4 11.4 2 5 17.8 2.6 6 14.1 3 7 7.4 3.1 8 7.4 3.7

vi. Station F

Discharge, Q l /s

Velocity, cm/s

Water Level,

Cm 4 5 10.1 2.4 6 8.7 2.9 7 3.3 3 8 7.4 3.3

Velocity at Point E

05

101520

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

(cm

/Water Level at Point E

01234

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

Velocity at Point F

0

5

10

15

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

(cm

/

Water Level at Point F

012

34

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

95

APPENDIX F4

Plot of Velocity and Water Level against Flow in flood plain, at station G & H

vii. Station G

Discharge, Q l /s

Velocity, cm/s

Water Level,

Cm 4 5 10.1 1.5 6 7.4 1.8 7 12.8 2.3 8 22.2 2.6

viii. Station H

Discharge, Q l /s

Velocity, cm/s

Water Level, Cm

4 5 19.5 1.3 6 18.2 1.8 7 14.1 2.1 8 43.8 2.9

Velocity at Point G

05

10152025

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

(cm

/

Water Level at Point G

0

1

2

3

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

Water Level at Point H

01234

0 2 4 6 8 10

Discharge, Q (l/s)

Wat

er L

evel

(cm

Velocity at Point H

01020304050

0 2 4 6 8 10

Discharge, Q (l/s)

Velo

city

(cm

/

96

APPENDIX G1

Plot of Velocity (middle of channel) against Flow (Stations 1, 2, 3, 4) - Low Tide, Mean Sea and High Tide

i. Station 1 ii. Station 2

Q (L/s) low Mean high

Q (L/s) Low mean high

1 17.4 19 13.5 1 21.3 17.5 29.2 2 17 13.2 15.6 2 18.3 16.4 44.6 3 21.3 12.5 14.1 3 13.2 10 14.1 4 15 10.5 16.8 4 18.3 8.5 4.7 5 13.2 13 14.1 5 10.8 7.9 7.4 6 17.4 9.8 15.5 6 13.2 5.9 4.7 7 15.7 5.9 16.8 7 6.5 7.9 4.7 8 6.3 6.5 14.1 8 6.8 5.6 3.3

iii. Station 3 iv. Station 4



1 18.3 51.2 27.9 1 15.7 24 15.7 2 17 31 31.9 2 5.8 25.6 15.5 3 17 25.6 35.7 3 22.4 15.8 34.4 4 21.3 15.5 37.1 4 17 17.4 43.8 5 18.3 20.8 26.3 5 18.2 13.8 47.9 6 17.4 15 10.1 6 19.6 14.2 53.3 7 9.2 11.8 6 7 2.6 11.5 60 8 9.3 11.5 2 8 13 9.2 53.3

97

APPENDIX G2

Plot of Velocity (middle of channel) against Flow (Stations 5, 6, 7, 8) - Low Tide, Mean Sea and High Tide

v. Station 5 vi.Station 6



1 3.4 38.5 24.5 1 18.3 27 7.8 2 19.6 24 18.5 2 19 21.5 26.3 3 15 10 43.8 3 26.5 14.2 56 4 15.7 15.7 42.5 4 25.6 24 54.6 5 14.1 17.4 42.5 5 17.4 36 61.4 6 12.5 14.3 41.1 6 18.3 48 68.1 7 4.2 13.5 39.8 7 3.3 69.5 68.1 8 6.7 9 26.3 8 6.5 83 43.8

vii. Station 7 viii. Station 8



1 33.5 12.6 7.9 1 27.3 9 6 2 23.3 11.5 15.5 2 27.3 2 12.8 3 37 9.2 24.9 3 40.5 5.1 12.8 4 26.5 9.2 31.7 4 47 5.9 2 5 19.6 24 34.4 5 54.5 2 2 6 17.4 25.6 34.4 6 7.5 2 2 7 2 27.6 35.7 7 5 2 3.3 8 3.1 29 42.5 8 11.6 2 2

98

APPENDIX H1

Plot of Velocity (across the channel at Low Tide) against Flow at Station 1 & 2

i. Station 1

Q Velocity (cm/s) Water Level

(cm) l/s left,1 mid,2 right,3 Middle 1 55.3 17.4 12.5 4.74 2 14.1 17 9.2 6.73 3 18.3 21.3 14.1 7.44 4 17.4 15 16.5 7.6 5 19 13.2 12.5 8.47 6 3.3 17.4 8.2 8.8 7 36 15.7 11.6 8.9 8 1.95 6.3 3.6 9.32

ii. Station 2


(cm) l/s left,1 mid,2 right,3 Middle 1 22.4 21.3 20.7 5.9 2 14.1 18.3 17 7.76 3 15.7 13.2 17.4 8.21 4 10.8 18.3 17.4 8.62 5 9.9 10.8 17.4 9.5 6 12.5 13.2 15 9.9 7 5 6.5 5.1 9.63 8 3.3 6.8 14.2 10.63

99

APPENDIX H2


iii. Station 3


(cm) l/s left,1 mid,2 right,3 Middle 1 15.7 18.3 21.3 2.9 2 15.7 17 17 3.53 3 15.7 17 14.1 5.15 4 15 21.3 17 5.45 5 10 18.3 9.8 6.3 6 10.8 17.4 14.1 6.84 7 15 9.2 11 7.87 8 6.2 9.3 16.1 7.53

iv. Station 4 Q Velocity (cm/s)

Water Level (cm)

l/s left,1 mid,2 right,3 Middle 1 20.7 15.7 11.6 3.69 2 10 5.8 8.2 4.97 3 17 22.4 15 5.61 4 17.4 17 17.2 5.94 5 11.6 18.2 9.2 6.55 6 8.2 19.6 10.1 6.95 7 2.8 2.6 3.3 7.03 8 2.7 13 8 7.64

100

APPENDIX H3


v. Station 5


(cm) l/s left,1 mid,2 right,3 Middle 1 3.3 3.4 3.5 3.04 2 17 19.6 17.4 4.39 3 21.3 15 20.7 5.14 4 12.5 15.7 10.8 5.42 5 11.3 14.1 13.2 6.14 6 11.6 12.5 10.8 6.1 7 3.3 4.2 10 6.6 8 3 6.7 10.9 7.06

vi. Station 6


(cm) l/s left,1 mid,2 right,3 Middle 1 29 18.3 32.5 4.35 2 20.7 19 17.4 4.2 3 24.4 26.5 28.2 4.69 4 23.3 25.6 24.9 4.94 5 14.1 17.4 17 5.32 6 18.3 18.3 17.4 5.86 7 2.8 3.3 3.3 6.05 8 4 6.5 6 6.55

101

APPENDIX H4


vii. Station 7


(cm) l/s left,1 mid,2 right,3 Middle 1 45 33.5 46.5 4.5 2 18.5 23.3 24.9 6 3 39.5 37 24.9 6.68 4 23.3 26.5 22.4 7.15 5 6.5 19.6 4.8 7.78 6 18 17.4 19.6 8.23 7 1.9 2 2.6 8.43 8 1.95 3.1 2 9.13

viii. Station 8


(cm) l/s left,1 mid,2 right,3 Middle 1 13.2 27.3 13 6.53 2 29 27.3 38.5 8.58 3 42.5 40.5 37 9.28 4 38.5 47 35.5 9.68 5 39.5 54.5 49 10.43 6 5.1 7.5 4.9 10.66 7 5.1 5 5.9 12.19 8 4 11.6 5.2 12.89

102

APPENDIX I1

Plot of Velocity (across the channel at Mean Water) against Flow at Station 1 & 2

i. Station 1


(cm) l/s left,1 mid,2 right,3 Middle 1 19.8 19 22.7 5.26 2 20.8 13.2 29 6.8 3 22.4 12.5 19 7.31 4 15 10.5 8 8 5 12.5 13 21 8.8 6 14.8 9.8 14.8 8.86 7 16.7 5.9 15 9.2 8 7.5 6.5 14.8 9.66

ii. Station 2


(cm) l/s Left,1 mid,2 right,3 middle 1 35 17.5 10 5.96 2 29 16.4 32.5 8.24 3 19 10 15.5 8.64 4 8.5 8.5 10.3 8.91 5 14.8 7.9 19 9.31 6 11.5 5.9 14.8 10.25 7 15 7.9 19 10.4 8 15.7 5.6 17.5 10.92

103

APPENDIX I2


iii. Station 3


(cm) l/s Left,1 mid,2 right,3 middle 1 40.4 51.2 57.7 3.6 2 33.5 31 67.5 4.09 3 62.5 25.6 56 5.04 4 19 15.5 22.3 4.76 5 18 20.8 14.2 6.55 6 25.6 15 25.3 6.98 7 21.5 11.8 47.5 7.49 8 32.5 11.5 17.7 7.84

iv. Station 4


(cm) l/s left,1 mid,2 right,3 middle 1 29 24 27.7 4.44 2 29 25.6 33.5 5.28 3 27.4 15.8 10 5.29 4 39.5 17.4 14.2 5.55 5 24.6 13.8 19.7 6.85 6 56 14.2 12 6.89 7 27.6 11.5 7.5 7.25 8 19 9.2 14.8 8

104

APPENDIX I3


v. Station 5


(cm) l/s left,1 mid,2 right,3 middle 1 8.75 38.5 37.5 3.6 2 33.5 24 40 4.8 3 26.2 10 52.5 5.56 4 51.5 15.7 15.7 5.6 5 19.7 17.4 39.5 6.33 6 26.4 14.3 20.8 6.55 7 18.5 13.5 8.2 6.8 8 9.5 9 9.6 7.96

vi. Station 6


(cm) l/s Left,1 mid,2 right,3 middle 1 24 27 32.5 4.8 2 19.8 21.5 15 4.52 3 13 14.2 17.5 5.28 4 19.7 24 25.6 5.56 5 39.5 36 33.5 5.79 6 48.5 48 48 6.2 7 64.1 69.5 69.5 6.37 8 74.9 83 78.9 7.35

105

APPENDIX I4


vii. Station 7


(cm) l/s Left,1 mid,2 right,3 middle 1 14 12.6 17.4 5.08 2 19 11.5 24 6.09 3 2.9 9.2 15 6.76 4 20.7 9.2 21.5 6.78 5 21.4 24 25.6 8.1 6 15.6 25.6 23 8 7 23.6 27.6 31.7 8.77 8 22.2 29 31.7 9.73

viii. Station 8


(cm) l/s Left,1 mid,2 right,3 middle 1 20.4 9 29 7.54 2 2 2 2 8.92 3 7 5.1 9.3 9.2 4 18.8 5.9 9.5 10.07 5 2 2 2 11.02 6 2 2 2 10.74 7 2 2 2 12.4 8 2 2 2 12.94

106

APPENDIX J1

Plot of Velocity (across the channel at High Water) against Flow at Station 1 & 2

i. Station 1


(cm) l/s Left,1 mid,2 right,3 middle 1 20.9 13.5 35.8 13.5 2 23.5 15.6 21.7 15.6 3 8.7 14.1 15.5 14.1 4 11.4 16.8 11.4 16.8 5 10.1 14.1 11.8 14.1 6 12.8 15.5 15.5 15.5 7 10.1 16.8 20.9 16.8 8 6 14.1 16.8 14.1

ii. Station 2


(cm) l/s Left,1 mid,2 right,3 middle 1 28.1 29.2 16.4 6.47 2 32.7 44.6 39.9 8.57 3 16.8 14.1 10.1 9.07 4 7.4 4.7 4.7 9.2 5 10.1 7.4 8.7 10.11 6 7.4 4.7 4.7 10.65 7 4.7 4.7 4.7 11.25

APPENDIX H1

107

APPENDIX J2


iii. Station 3


(cm) l/s Left,1 mid,2 right,3 middle 1 45.1 27.9 21.7 4.6 2 30.1 31.9 31.6 4.39 3 34.4 35.7 37.1 5.34 4 31.7 37.1 35.7 6.15 5 22.2 26.3 23.6 6.72 6 10.1 10.1 8.7 7.29 7 4.7 6 4.7 7.33 8 2 2 4.7 8.24

iv. Station 4


(cm) l/s Left,1 mid,2 right,3 middle 1 27.6 15.7 47.5 5.25 2 18.9 15.5 54.1 5.47 3 29 34.4 38.4 5.94 4 33 43.8 49.2 6.81 5 39.8 47.9 47.9 6.93 6 47.9 53.3 60 7.16 7 49.2 60 62.7 7.49 8 60 53.3 51.9 8.34

108

APPENDIX J3


v. Station 5 Q Velocity (cm/s)

Water Level (cm)

l/s Left,1 mid,2 right,3 middle 1 29.4 24.5 28.6 4.4 2 25.5 18.5 22.7 4.82 3 11.4 43.8 38.4 5.56 4 33.4 42.5 43.8 5.87 5 26.3 42.5 38.4 6.26 6 7.6 41.1 45.2 6.84 7 31.7 39.8 56 6.89 8 23.6 26.3 34.4 7.84

vi. Station 6


(cm) l/s Left,1 mid,2 right,3 middle 1 10.1 7.8 4.7 5.02 2 22.2 26.3 12.8 4.98 3 50.6 56 35.7 5.74 4 51.9 54.6 43.8 5.74 5 56 61.4 54.6 5.82 6 57.3 68.1 53.3 6.2 7 64.1 68.1 58.7 6.51 8 37.1 43.8 39.8 7.2

109

APPENDIX J4


vii. Station 7


(cm) l/s left,1 mid,2 right,3 middle 1 10.1 7.9 4.7 6.32 2 16.8 15.5 12.8 6.49 3 23.6 24.9 20.9 6.43 4 24.9 31.7 4.7 7.44 5 27.6 34.4 20.9 7.95 6 27.6 34.4 56 8.57 7 43.8 35.7 29 8.57 8 18.2 42.5 20.9 10.68

viii. Station 8


(cm) l/s left,1 mid,2 right,3 middle 1 4.7 6 3.3 9.49 2 6 12.8 7.4 9.92 3 8.7 12.8 8.7 9.78 4 2 2 6 10.9 5 2 2 2 11.42 6 2 2 3.3 11.43 7 2 3.3 2 12.54 8 2 2 2 13.4

MohdFauziMohamadMFKA2008

Documents

Transcript of MohdFauziMohamadMFKA2008