10
2
2.1
2.2
1
1.1
1.2
1.3
1.4
CHAPTER
TABLE OF CONTENTS
CONTENT
DECLARATION
DEDICATION
ACKNOWLEDMENTS
ABSTRACT
ABSTRAK
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
LIST OF SYMBOLS
LIST OF APPENDICES
INTRODUCTION
Introduction
Problem Statment
Objectives
Scope of Study
LITERATURE REVIEW
Open Channel Flow
Physical of Numerical Hydraulic Modelling
2.2.1 Overview of Hydraulic Theory
2.2.2 Fundamental Principles
2.2.2.1 Mass and Weight
1
5
5
1
3
8
9
6
6
9
10
PAGE ii iii xi xii xv xvii iv v vi vii

2.5
2.6
2.3
2.4
3
3.1
3.2
3.3
2.2.2.2 Mass in Motion
2.2.2.3 Velocity
2.2.2.4 Acceleration (The Rate of Change
Velocity)
2.2.2.5 Momentum
2.2.2.6 Mechanical Energy
2.2.3 Momentum Equation
2.2.4 One Dimension (1-D) Flow Equations
2.2.4.1 One Dimension Flow Variables
2.2.4.2 One Dimension Continuity Equation
2.2.4.3 1D Momentum Equation
2.2.4.4 1D Energy Equation
2.2.4.5 Energy and Hydraulic Grade Lines
Numerical Hydraulic Modelling Review
Modeling Software
2.4.1 The HEC – RAS Model
2.4.1.1 Steady Flow Water Surface Profiles
2.4.2 The HEC-HMS Model
Tides
2.5.1 Tidal Datum
2.5.2 Tidal Waterways
2.5.3 Tide-Generating Forces
Estuaries
2.6.1 Tidal Mixing And Saline Stratification
2.6.2 Highly Stratified Estuary
2.6.3 Partially-Mixed Estuary
2.6.4 Vertically Well-Mixed Estuary
2.6.5 Inverse Estuaries
STUDY AREA
Site Background
Study Area Location
Topographic Profile
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22
22
23
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24
27
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19
21
21
32
33
35
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30
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31
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39
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15
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11
12
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14

4.4
4.5
4.6
4.7
4.3
3.4
3.5
4.0
4.1
4.2
Types of Soil
Land Use
METHODOLOGY
Introduction
Data Collection
4.2.1 Water Level at CH 0 and CH 1040
4.2.2 Data Collection at CH 2607.5
4.2.2.1 Recorded Rainfall
4.2.2.2 Actual Flow
4.2.3 Reduced Level, RL
Frequency Analysis of Tide Levels
Hydrologic Model Calibration with HEC-HMS at
Catchment 1 (CH 2607.5)
4.4.1 Basin Model
4.4.1.1 Initial Constant Loss
4.4.1.2 Clark Unit Hydrograph Transform
4.4.1.3 Constant Monthly Baseflow
4.4.2 Meteorologic Model
4.4.3 Control Specifications
4.4.4 Hydrologic Model Calibration
4.4.5 Hydrologic Model Validation
Hydraulic Model Calibration HEC – RAS (CH 0 - CH
2607.5)
4.5.1 Geometry Data
4.5.2 Hydraulic Model Calibration
4.5.3 Hydraulic Model Validation
Flow Simulation (CH 1350)
Steady Flow Analysis (CH 0 TO CH 1350)
12
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58
58
60
60
60
61
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50
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13
5
5.1
5.2
5.3
5.4
6
6.1
ANALYSIS AND RESULTS
Modelling Procedure
5.1.1 Hydrologic Model Calibration
5.1.2 Result of Hydrologic Model Calibration
5.1.3 Hydrologic Model Validation
5.1.4 Hydraulic Model Calibration
5.1.5 Result of Hydraulic Model Calibration
5.1.6 Hydraulic Model Validation
Flow Simulation
5.2.1 Result of Flow Simulation
Steady Flow Analysis – HEC – RAS
5.3.1 Results of Steady Flow Analysis
Channel Cross Section Resizing and Bund Introduction
DISCUSSION AND CONCLUSION
Discussion
6.2
REFERENCES
Appendices
Energy Grade Line Analysis
6.2.1 Channel under flow from upstream only
6.2.2 Channel under high tide from downstream only
6.2.3 Channel under flow from upstream and high tide
from downstream
Conclusion
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91-95
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14
TABLE NO.
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
5.1
5.2
5.3
5.4
5.5
5.6
5.7
LIST OF TABLES
TITLE
Location, data and equipment used during data collection
Recorded Rainfall from Catchment 1 for Event 1
Recorded Rainfall from Catchment 1 for Event 2
Recorded Rainfall from Catchment 1 for Event 3
Reduced levels at sampling station
Highest Tide Level in LSD
Method selected for hydrologic model calibration
The starting and ending time during data collection
Input data for the basin model
Design rainfall with different return period
Input data for flow simulation in the basin model
Upstream and downstream boundary conditions
Water levels with different ARI
Comparisons between existing and proposed system
Water levels with different ARI
PAGE
45
49
49
50
53
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55
57
65
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80

15
2.2
2.3
2.4
2.5
2.6
2.7
1.2
1.3
2.1
2.8
2.9
2.10
2.11
2.12
2.13
2.14
2.15
2.16
FIGURE NO.
1.1
LIST OF FIGURES
TITLE
Sungai Damansara overflowing its banks and waters flooded 3 000 houses in Shah Alam, Selangor.
Flood occur due to the creation of back water from tide at Pelabuhan Klang, Selangor
Flooded area at Shah Alam, Selangor due to high tide
Prismatic channels
Relationship between Mass and Weight
Relationship between Mass and Acceleration
Direction of Velocity Magnitude
Illustration of Momentum
Illustration of Mechanical Energy
One Dimension Flow Variables
One Dimension Energy Equation
Estuary
Bay and Inlet
Passages
Barrier Islands forming complex tidal systems
Schematic of an estuary showing division into different regions
Schematic vertical section of a salt-wedge estuary
Schematic vertical section of a partially-mixed estuary
Schematic vertical section of a vertically well-mixed estuary
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11
12
13
14
16
3
7
2
18
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26
26
27
29
31
32
33
PAGE
2

4.7
4.8
4.9
4.10
4.11
4.12
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
5.10
5.11
4.1
4.2
4.3
4.4
4.5
4.6
2.17
3.1
3.2
3.3
3.4
3.5
Schematic vertical section of an inverse estuary
Aerial View of Sungai Sengkuang
Aerial View of Sungai Sengkuang and its vicinity
Soil Type within Catchment Area
Land Use and Main Tributaries
Sungai Sengkuang Catchment Area
Hydrologic and Hydraulic Analysis of Sg Sengkuang
Sampling station for model calibrations
Water Level at CH 0
Water Level at CH 1040
Cross section at CH 2607.5
Discharge from Catchment 1 for Event 1
Discharge from Catchment 1 for Event 2
Discharge from Catchment 1 for Event 3
Part of Analysis in Sungai Sengkuang
Schematic Diagram for Sg Sengkuang from CH 0 to
CH 2607.5
Cross-section of Culvert at CH 1350
Procedure to obtain the Peak Flow with different ARI
Actual rainfall data for Event 1
Actual rainfall data for Event 2
Actual rainfall data for Event 3
Result of Hydrologic Model Calibration for Event 1
Result of Hydrologic Model Calibration for Event 2
Actual discharge from catchment 1 ; upstream boundary condition
Actual tide level at CH 0; downstream boundary condition
Water level calibration at CH 1040
Water level validation at CH 1040
Discharges with 5 ARI, 20 ARI, 50 ARI and 100 ARI from HEC-HMS flow simulation.
Water surface profile plot at CH 1350
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66
66
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52
57
59
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16

5.18
6.1
6.2
6.3
5.12
5.13
5.14
5.15
5.16
5.17
6.4
6.5
6.6
6.7
Water surface profile plot at CH 1350
Cross section of CH 1350 with different ARI
Water Levels along the channel with different ARI
Proposed cross section of channel
Water surface profile plot of proposed channel
Water surface profile plot of proposed channel
Water Levels along the proposed channel with different ARI
Water surface profile plot of proposed channel with bund
Water level at CH 0 after resizing work
Water level at CH 550 after resizing work
Water level at CH 1350 after resizing work
Energy grade line without tide
Energy grade line without flow
Energy grade line with flow from upstream and high tide from downstream
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83
84
84
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79
79
85
86
87
88
17

b
-
B -
H -
R y c y o
S
RL -
LSD -
-
-
-
-
E -
V
2
/2g - t c
-
Q peak
-
P -
S o
-
ARI -
L -
C d
-
F
A
Q
P
V t m -
M -
-
-
-
-
-
-
LIST OF SYMBOLS velocity time mass momentum force acting on the mass area,
Flow rate
Cross Section “Wetted Perimeter”,
Average Bed Shear Stress weir base width (m) head above weir crest excluding velocity head (m)
Reduced level (m)
Land Survey Datum (m)
Storage Coefficient
Critical depth
Normal depth
Slope of stream flow path, m/km
Specific Energy
Specific velocity (m)
Time of concentration, hr
Peak discharge, m
3
/s
Rainfall depth, mm
Slope of channel bed
Average recurrence interval (year)
Length of flow path catchment divide to outlet (km) orifice discharge coefficient (0.40 – 0.62)
18

g
Z
A
0
-
D o
-
H o
-
-
-
Z b q
1
-
Z w
-
- q
2
- n g
ρ p a
Ώ q m
-
β -
-
-
-
-
- area of orifice (m
2
) orifice diametre (m) effective head on the orifice measured from the centre of the
opening (m) acceleration due to gravity (9.81 m/s
2
) vertical direction, bed elevation, zb + H = water surface elevation
UH = unit flow rate in the x direction
VH = unit flow rate in the y direction
mass inflow rate (positive) or outflow rate (negative) per unit area isotropic momentum flux correction coefficient that accounts for the variation of velocity in the vertical direction gravitational acceleration water mass density
Atmospheric pressure at the water surface
Coriolis parameter manning’s
19

LIST OF APPENDICES
APPENDIX
A
B
C
TITLE
Summary of Data Collection and Calculation
Summary of Steady Flow Analysis without Flow
Summary of Steady Flow Analysis with Flow from
Upstream and High Tide From Downstream
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91
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95
20