3
THE EFFECT OF HIGH TIDES ON SUNGAI DAMANSARA USING
INFOWORK RS
ZAMSALWANI BINTI ZAMRI
A project report submitted in partial fulfillment of the
requirements for the award of the degree of
Master of Engineering (Civil – Hydraulic and Hydrology)
Faculty of Civil Engineering
Universiti Teknologi Malaysia
MAY 2009
iv
5
This study is especially dedicated to my beloved parent, Hj Zamri b Ramli and Hjh
Saliah Bt Md Ariffin for their everlasting love, care and support.
Also to my brothers and sister, Zamsazli, Zamsazlan and Zamsalwana for their
unlimited patient and loving inspiration, which keep my spirit burning in achieving
my goals
May Allah bless us
v6
ACKNOWLEDGEMENT
I would like to extent the special and greatest gratitude to my project
supervisors, Assoc. Prof Dr Sobri Harun and Assoc. Prof. Dr Norhan Abd Rahman of
Faculty of Civil Engineering, Universiti Teknologi Malaysia and co supervisor, Hj
Abd. Jalil Hassan of Wallingford Software Sdn. Bhd for kind help and giving a
valuable suggestion, guidance and continuous encouragement throughout the entire
study. I am also very thankful to Puan Faizah Ahmad and staffs of Wallingford
Software who share their expertise, opinion and knowledge. Without their continuous
support and interest, this project report would have not been the same as presented
here.
I also gratefully acknowledge to the following department, Jabatan
Perkhidmatan Awam (JPA) and Jabatan Pengajian Politeknik and Kolej Komuniti
(JPPKK) who sponsors my study.
Deepest thanks to my family and all my friends for their encouragement and
and moral support throughout the whole study period.
7
vi
ABSTRACT
Tides are the cyclic rising and falling of the earth ocean surface. 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.
Damansara catchments is located at west of Kuala Lumpur. Rapid development
within the catchments has been on going over the years. Damansara area is an
industrial and commercial area. Sungai Damansara is a tributary of Sungai Klang.
Sungai Damansara catchment has an area of approximately 148 km2 which
comprises the six major tributaries. There are Sungai Pelemas, Sungai Pelumut,
Sungai Payong, Sungai Rumput, Sungai Air Kuning and Sungai Kayu Ara. Many
flood occurred in this catchment area but the worst flood occurred on 26th February
2006. Model calibration has been carried out at Taman Sri Muda water level station.
Manning coefficient, n = 0.03 is suitable value roughness coefficient. This model
was developed by using high and low flow as an input with different Return Period.
This study was conducted to investigate the limit of tide during high tide and low
tide. The results from the hydrodynamic modeling had indicated that the tidal effect
can be seen clearly up to Section 22. From this point up to Kampung Melayu Kebun
Bunga, a very small tidal variation was observed. Finally the tidal diminish at
somewhere at TTDI Jaya which can be concluded that this is the limit of tides.
8
vii
ABSTRAK
Air pasang merupakan keadaan di mana aras air laut mengalami keadaan naik
dan turun. Air pasang disebabkan tarikan bulan dan bintang pada bumi dan air. Bulan
mempunyai kekuatan yang lebih besar berbanding dengan matahari kerana bulan
terletak lebih dekat dengan bumi. Kawasan Damansara terletak di arah barat dari
Kuala Lumpur. Pembangunan yang berlaku di kawasan ini adalah cepat dari tahun ke
tahun. Damansara adalah kawasan perindustrian dan perdagangan. Sungai
Damansara merupakan cabang Sungai Klang. Kawasan Sungai Damansara
mempunyai keluasan kira-kira 148 m2 dan Sungai Damansara mempunyai enam
cabang sungai utama iaitu, Sungai Pelemas, Sungai Pelumut, Sungai Payong, Sungai
Rumput, Sungai Air Kuning dan Sungai Kayu Ara. Kejadian banjir sering berlaku di
kawasan ini tetapi banjir yang terburuk sekali telah berlaku pada 26 Februari 2006.
Model penentukur telah dilakukan di stesyen penyukat aras air Taman Sri Muda.
Pekali Manning, n = 0.03 adalah yang sesuai digunakan sebagai pekali kekasaran
pada model ini. Model ini dibangunkan dengan mengambil kira aliran tinggi dengan
pelbagai kala kembali dan aliran rendah. Tujuan kajian ini adalah untuk menyiasat
had limit air pasang besar. Berdasarkan keputusan daripada model hidrodinamik
yang dibangunkan, kesan pasang surut berlaku sehingga Seksyen 22. Daripada
kawasan ini sehingga Kampung Melayu Kebun Bunga, berlaku kejadian pasang surut
tetapi perubahannya adalah sangat kecil, Air pasang surut tidak berlaku di kawasan
TTDI Jaya yang mana ianya adalah melepasi had limit kawasan pasang surut.
9
viii
TABLE OF CONTENTS
CHAPTER
1
2
TITLE
PAGE
DECRALATION
iii
DEDICATION
iv
ACKNOWLEDGEMENT
v
ABSTRACT
vi
ABSTRAK
vii
TABLE OF CONTENT
viii
LIST OF FIGURES
xi
LIST OF TABLES
xvii
LIST OF APPENDICES
xviii
INTRODUCTION
1
1.1
Introduction
1
1.2
Problem Statement
3
1.3
Area of study
5
1.4
Objectives
7
1.5
Scope of study
8
LITERATURE REVIEW
9
2.1
Introduction
9
2.2
Types of tides
10
2.2.1 Semi diurnal tides
10
2.2.2 Diurnal tides
10
2.2.3 Mixed tides
11
Spring and neaps tides
12
2.3.1 Spring tides
12
2.3.2 Neap tides
12
2.4
Major tidal components
13
2.5
Tidal analysis
16
2.3
10
ix
3
2.6
Tidal datum and tidal ranges
18
2.7
Influence of tides to flood occurrence
19
2.8
Model
20
2.9
Modelling procedures
21
2.9.1 Data requirement
22
2.9.2 Basic input data
22
2.9.3 Solution methods
22
2.9.4 Numerical stability
22
2.9.5 Calibration and verification
23
2.9.6 Accuracy
23
2.9.7 Sensitivity analysis
23
2.9.8 Uncertainty analysis
23
2.9.9 Production runs
24
2.10
Hydrodynamic modelling
24
2.11
One dimensional modelling
25
2.12
Schematisation of river plan form, reach
and cross section
27
2.12.1 Plan form geometry
27
2.12.2 Reach geometry
27
2.12.3 Cross section geometry
28
2.12.4 Hydraulic characteristic
29
2.13
Unsteady state flow
29
2.14
Tidal flow modelling
31
2.15
Calibration of model parameters
32
2.16
Evaluation of model performance
33
METHODOLOGY
34
3.1
Introduction
34
3.2
River alignment
35
3.3
River profile
36
3.4
Hydrological data
36
3.5
Water level data
37
3.6
InfoWorks RS software
40
x11
4
5
3.7
River cross section
40
3.8
Longitudinal profile of the river
44
3.9
Manning value for roughness coefficient
47
3.10
Boundary condition
47
3.11
Initial condition
48
3.12
Harmonic constant
48
ANALYSIS
50
4.1
Introduction
50
4.2
Calibration of InfoWorks RS model
50
4.3
Model simulation for different Flood
Return Period
53
4.4
High flow for 100 years ARI
60
4.5
High flow for 50 years ARI
65
4.6
High flow for 10 years ARI
70
4.7
High Flow for 5 years ARI
75
4.8
High flow for 2 years ARI
80
4.9
Low flow with 20 m3/s
85
RESULTS AND DISCUSSION
90
5.1
Introduction
90
5.2
Model simulation results for high and low
5.3
6
flow during spring and neap tides
90
Discussion
97
CONCLUSIONS AND
RECOMMENDATIONS
98
6.1
Conclusion
98
6.2
Recommendations
99
REFERENCES
APPENDIX
xi
12
LIST OF FIGURES
FIGURE NO.
TITLE
PAGE
1.1
Flooded at area TTDI Jaya on 26th February 2006
4
1.2
Digital paper cutting on 27th January 2006
4
1.3
Sungai Damansara catchment area
6
1.4
The bridges at various location
7
2.1
Illustration the common types of tides
11
2.2
Illustrations of (a) Neap tides (b) Spring tides
13
2.3
Tidal prediction summing constituent
17
2.4
Tidal datum and various tidal levels
19
2.5
Tidal limit as a function of upland discharge
20
2.6
Illustration of 1D model geometric layout
25
2.7
Schematic cross section geometry using 9 nodes and
8 panels
28
3.1
Flow chart of the project processes
35
3.2
Hydrograph at TTDI Jaya with 100 years and 2 years ARI
37
3.3
Water lavel at Taman Sri Muda on 24th January 2009
39
3.4
Taman Sri Muda water level Station
39
3.5
184 nodes of river cross sections along Sungai Klang and
Sungai Damansara
41
3.6
River cross section at ch 2600 on Sungai Damansara
42
3.7
River cross section at ch 4000 on Sungai Damansara
42
xii
13
3.8
River cross section at ch 6000 on Sungai Damansara
43
3.9
River cross section at ch 10000 on Sungai Damansara
43
3.10
Longitudinal profile along Sungai Damansara and Sungai
Klang
45
3.11
Longitudinal profile for Sungai Klang
46
3.12
Longitudinal profile for Sungai Damansara
46
4.1
Comparison observed data and simulated result with n = 0.025 51
4.2
Comparison observed data and simulated result with n = 0.03
4.3
Comparison observed data and simulated result with n = 0.035 52
4.4
Comparison observed data with simulated results with different
Manning Coefficient
52
4.5
Hydrograph for 100 years ARI
54
4.6
Hydrograph for 50 years ARI
54
4.7
Hydrograph for 10 years ARI
55
4.8
Hydrograph for 5 years ARI
55
4.9
Hydrograph for 2 years ARI
56
4.10
Tides prediction for year 2009
57
4.11
Tides prediction for January 2009
58
4.12
Nine locations selected for comparison
59
4.13 (a)
The comparison between spring and neap tides for 100 years
ARI at Port Klang
60
The comparison between spring and neap tides for 100 years
ARI at ch 1000 (s.klang)
60
The comparison between spring and neap tides for 100 years
ARI at ch 11500 (s.klang)
61
The comparison between spring and neap tides for 100 years
ARI at Taman Sri Muda
61
4.13 (b)
4.13 (c)
4.13 (d)
51
14
xiii
4.13 (e)
4.13 (f)
4.13 (g)
4.13 (h)
4.13 (i)
4.14 (a)
4.14 (b)
4.14 (c)
4.14 (d)
4.14 (e)
4.14 (f)
4.14 (g)
4.14 (h)
4.14 (i)
4.15 (a)
4.15 (b)
The comparison between spring and neap tides for 100 years
ARI at Section 23
62
The comparison between spring and neap tides for 100 years
ARI at Section 22
62
The comparison between spring and neap tides for 100 years
ARI at Kampung Melayu Kebun Bunga
63
The comparison between spring and neap tides for 100 years
ARI at TTDI Jaya
63
The comparison between spring and neap tides for 100 years
ARI at U2
64
The comparison between spring and neap tides for 50 years
ARI at Port Klang
65
The comparison between spring and neap tides for 50 years
ARI at ch 1000 (s.klang)
65
The comparison between spring and neap tides for 50 years
ARI at ch 11500 (s.klang)
66
The comparison between spring and neap tides for 50 years
ARI at Taman Sri Muda
66
The comparison between spring and neap tides for 50 years
ARI at Section 23
67
The comparison between spring and neap tides for 50 years
ARI at Section 22
67
The comparison between spring and neap tides for 50 years
ARI at Kampung Melayu Kebun Bunga
68
The comparison between spring and neap tides for 50 years
ARI at TTDI Jaya
68
The comparison between spring and neap tides for 50 years
ARI at U2
69
The comparison between spring and neap tides for 10 years
ARI at Port Klang
70
The comparison between spring and neap tides for 10 years
ARI at ch 1000 (s.klang)
70
xiv
15
4.15 (c)
4.15 (d)
4.15 (e)
4.15 (f)
4.15 (g)
4.15 (h)
4.15 (i)
4.16 (a)
4.16 (b)
4.16 (c)
4.16 (d)
4.16 (e)
4.16 (f)
4.16 (g)
4.16 (h)
4.16 (i)
The comparison between spring and neap tides for 10 years
ARI at ch 11500 (s.klang)
71
The comparison between spring and neap tides for 10 years
ARI at Taman Sri Muda
71
The comparison between spring and neap tides for 10 years
ARI at Section 23
72
The comparison between spring and neap tides for 10 years
ARI at Section 22
72
The comparison between spring and neap tides for 10 years
ARI at Kampung Melayu Kebun Bunga
73
The comparison between spring and neap tides for 10 years
ARI at TTDI Jaya
73
The comparison between spring and neap tides for 10 years
ARI at U2
74
The comparison between spring and neap tides for 5 years
ARI at Port Klang
75
The comparison between spring and neap tides for 5 years
ARI at ch 1000 (s.klang)
75
The comparison between spring and neap tides for 5 years
ARI at ch 11500 (s.klang)
76
The comparison between spring and neap tides for 5 years
ARI at Taman Sri Muda
76
The comparison between spring and neap tides for 5 years
ARI at Section 23
77
The comparison between spring and neap tides for 5 years
ARI at Section 22
77
The comparison between spring and neap tides for 5 years
ARI at Kampung Melayu Kebun Bunga
78
The comparison between spring and neap tides for 5 years
ARI at TTDI Jaya
78
The comparison between spring and neap tides for 5 years
ARI at U2
79
xv
16
4.17 (a)
4.17 (b)
4.17 (c)
4.17 (d)
4.17 (e)
4.17 (f)
4.17 (g)
4.17 (h)
4.17 (i)
4.18 (a)
4.18 (b)
4.18 (c)
4.18 (d)
4.18 (e)
4.18 (f)
The comparison between spring and neap tides for 2 years
ARI at Port Klang
80
The comparison between spring and neap tides for 2 years
ARI at ch 1000 (s.klang)
80
The comparison between spring and neap tides for 2 years
ARI at ch 11500 (s.klang)
81
The comparison between spring and neap tides for 2 years
ARI at Taman Sri Muda
81
The comparison between spring and neap tides for 2 years
ARI at Section 23
82
The comparison between spring and neap tides for 2 years
ARI at Section 22
82
The comparison between spring and neap tides for 2 years
ARI at Kampung Melayu Kebun Bunga
83
The comparison between spring and neap tides for 2 years
ARI at TTDI Jaya
83
The comparison between spring and neap tides for 2 years
ARI at U2
84
The comparison between spring and neap tides for low flow
at Port Klang
85
The comparison between spring and neap tides for low flow
at ch 1000 (s.klang)
85
The comparison between spring and neap tides for low flow
at ch 11500 (s.klang)
86
The comparison between spring and neap tides for low flow
at Taman Sri Muda
86
The comparison between spring and neap tides for low flow
at Section 23
87
The comparison between spring and neap tides for low flow
at Section 22
87
17
xvi
4.18 (g)
The comparison between spring and neap tides for low flow
at Kampung Melayu Kebun Bunga
88
The comparison between spring and neap tides for 2 years
ARI at TTDI Jaya
88
The comparison between spring and neap tides for 2 years
ARI at U2
89
5.1
Simulation for 100 years ARI during spring tides
91
5.2
Simulation for 100 years ARI during neap tides
91
5.3
Simulation for 50 years ARI during spring tides
92
5.4
Simulation for 50 years ARI during neap tides
92
5.5
Simulation for 10 years ARI during spring tides
93
5.6
Simulation for 10 years ARI during neap tides
93
5.7
Simulation for 5 years ARI during spring tides
94
5.8
Simulation for 5 years ARI during neap tides
94
5.9
Simulation for 2 years ARI during spring tides
95
5.10
Simulation for 2 years ARI during neap tides
95
5.11
Simulation for low flow during spring tides
96
5.12
Simulation for low flow during neap tides
96
6.1
Limit of tides location
99
4.18 (h)
4.18 (i)
xvii
18
LIST OF TABLES
TABLE NO.
TITLE
PAGE
2.1
Semi diurnal constituents
13
2.2
Diurnal constituents
14
2.3
Quarter diurnal constituents
14
2.4
Other constituents
15
3.1
Bed levels for Sungai Klang and Sungai Damansara
36
3.2
Water level on 24th January 2008 at Taman Sri Muda
Water Level Station
38
3.3
The value of constant harmonic component
49
4.1
Calibration statistic reports
53
19
xviii
LIST OF APPENDICES
APPENDIX.
TITLE
A
River alignment for Sungai Damansara
B
Network for Sungai Klang and Sungai Damansara
C
River cross section drawing for Sungai Damansara
20
iii
CHAPTER 1
INTRODUCTION
1.1
Introduction
River is a natural watercourse, flowing toward an ocean or another river. A
river is part of the hydrological cycle. Water within the river is generally collected
from precipitation through surface runoff and groundwater recharge. The water in
river usually confined to a channel, made up of stream bed between banks. In larger
rivers there is also a wider floodplain shaped by flood water over topping the
channel. The floodplain may be very wide in relation to the size of the river channel.
This distinction between river channel and floodplain can be blurred especially in
urban areas where the floodplain of river channel can become greatly developed by
housing and industry.
Malaysia has the most beautiful river in the world. There are about 200 river
systems in Malaysia. 150 river systems in Peninsular Malaysia while 50 river
systems in Sabah and Sarawak.
Rivers played a major and important role for
shipping and influencing the development of the nation. Major towns in Malaysia are
almost located beside the river. Malaysian river provided a means of transport,
helped to establish ports and towns, provided a livelihood for riverine people
irrigated the land, generated hydropower and influenced the culture and traditions of
the people. Rivers in Malaysia have a wide variety of flora and fauna for recreational
opportunities.
21
2
Malaysia located in humid tropic generally endow with fairly abundant
rainfall in the order of 3000 mm annually with 57 per cent of surface runoff. 60 per
cent of rain falls between November and January annually. In the recent past, rapid
economic growth brought the problems of water imbalance especially where
development is concentrated in water stress regions.
Malaysia also influenced by the alternating north east monsoon from mid
November to March and south west monsoon. North east monsoon bringing with it
heavy rain and flood, mainly hitting the east coast of Peninsular Malaysia. 9 per cent
of the total land area in Malaysia is prone to flooding. It will affect approximately 2.7
million people. The annual average flood damage has been estimated at around
RM100 million at 1982 price level. With the rapid pace of industrialisation and
urbanization, the occurrence of flash flood in urban areas and along highways have
also been in the rise.
Tides definitions relate to the alternate rise and fall of the surface of oceans,
seas, and the bays, rivers, etc. connected with them, caused by the attraction of the
moon and sun (Macmillan, 1966). It may occur twice in each period of 24 hours and
50 minutes, which is the time of one rotation of the earth with respect to the moon.
And high tides can be defined as the highest level of high water and time when the
tide is at this level.
Damansara catchment was located west of Kuala Lumpur. Development
within the catchments has been on going over the years. The development has been
gradual with areas in the fringes of Kuala Lumpur such as Damansara, Taman Tun
Ismail being developed about 30 to 40 years ago. Sg.Damansara catchment now
estimated to have a population of 226,000 in the year 2000 (Jurutera Perunding
Zaaba Sdn. Bhd., 2008). The area contains important industries and areas of
commercial and economic significance to the state
InfoWorks RS includes full solution modeling of open channels, floodplains,
embankments and hydraulic structures. Uses the "ISIS" simulation engine, which is
renowned for its flexibility The advantages of using this software are incorporates
rainfall-runoff, flow routing, steady-state and full hydrodynamic methods within a
223
single simulation environment, includes continuous and event based rainfall-runoff
simulation, solves the St-Venant equations using the Preissman 4-point scheme
which is stable across a wide range of flow conditions, unparalleled support for
modeling structures including weirs, sluices, bridges, pumps and culverts and also
accommodates simulation of super-critical flows in both the steady-state and
unsteady flow solvers.
1.2
Problem statement
Flood disaster emergencies are generally very sudden, the recent Shah Alam
flood on Sunday 26th Febuary 2006, when more than 2,000 flood victims had to run
for their safety suddenly after a rainstorm at 5.00 am in the pre-dawn morning as
shown in Figure 1.1. The New Klang Valley Expressway and the Malaysian
Commuter Train railway were also suddenly closed at that time due to the flood. This
area has experienced 12 flood events since 1994. The big flood occurred on
December 1995, 6 December 1999, 5 January 2000 and the worst was on 26th
February 2006. The Majlis Bandaraya Shah Alam (MBSA) has estimated numbers of
house flooded was 1842 units with total damage was RM 27 million where average
damage / house are RM 15,000. And also MBSA has estimated numbers of car
submerged are 2800 units with total damages is around RM 14 million where
average damage per car is cost about RM 5000.
Paper cutting on 27th February 2006, Utusan Malaysia reported that the flood
occurred at TTDI Jaya and Batu 3 always connected due to high tide at that time. The
worst flood occurred on 26th February 2006.
Figure 1.2 shows the digital paper
cutting reported that the king of tide occurs during this event. However, based on the
tidal cycle, the high tide occur when the moon is full or new, the gravitational pull of
the moon and sun are combined. The moon is full on 3/4 of the month and moon is
new on ¼ of the month based on Islamic calendar.
23
4
Figure 1.1 : Flooded at area TTDI Jaya on 26th February 2006
Figure 1.2 : Digital paper cutting on 27th February 2006
24
5
1.3
Area of study
Sungai Damansara is a tributary of Sungai Klang. The river originates from the
northern hilly forest of Sungai Buloh and flows towards the south and southeast. It is
about 21 km long on its journey downstream. It joins with its major tributaries before
eventually joining Sungai Klang. Sungai Damansara catchment has an area of
approximately 148 km2 which comprises the main Sungai Damansara and six major
tributaries. These tributaries are Sungai Pelumut, Sungai Pelampas, Sungai Payong,
Sungai Rumput, Sungai Kayu Ara and Sungai Air Kuning.
Sungai Damansara and its tributaries have no major river regulating structures
such as dams,or barrages. Most of the river stretches passing urban areas however
have been channelized and straightened. Some stretches along Sungai Pelumut and
Sungai Kayu Ara have been lined with concrete. Bunds have been constructed
alongside Sungai Damansara from the confluence with Sungai Klang up to Subang
Airport. Due to space constraints, bunds alongside Taman TTDI were replaced by
flood walls.
This study is carried out around area of Sungai Damansara at Taman Tun Dr
Ismail Jaya, (TTDI Jaya) at Section U2, Shah Alam. Figure 1.3 shows Sungai
Damansara catchment area from the satellite image.
625
Sg.P
ayon
g
Sg.Pelampas Kg.Melayu
Subang
Sg.Pencala
MR
Kota
Damansara
TTDI
Sg.Rumput
Sg.Pelumut
RRIM
Sg.Kayu Ara
Bandar
Utama
Sg.Ayer Kuning
TTDI
Jaya
NKVE
FEDERAL HIGHWAY
Sec 15
Figure 1.3 : Sungai Damansara catchment area
Sungai Damansara catchment has an area of approximately 148 km2 with
16.2 km length. Sungai Damansara on average is about 20 m wide for the 10 km
stretch from the confluence with Sungai Klang. At the same stretch, the depth of the
river varies from 1 m to 2 m during normal flow. There are 33 bridges across Sungai
Damansara and its tributaries. Figure 1.4 shows the bridges at various locations.
726
Ch 1280
Ch 2400
Ch 4730
Ch 4940
Figure 1.4 : The bridges at various location
1.4
Objectives
The objectives of this study are :
1. To develop a hydrodynamic computational model covering from river
mouth
2. To investigate the effect of high tides and the location of tidal limit on the
Sungai Damansara
8
27
1.5
Scope of study
1. Develop a hydrodynamic model from computational model from river
mouth (Port Klang) to upstream of TTDI Jaya where limit of tide is
expected.
2. It will include flow from Sungai Klang upstream of the confluence
3. Carry out calibration at location which have tidal influence
4. Carry out hydraulic and hydrology simulation for high and low flow
5. Compare the water level at specific location to determine tidal effect
iii
28
CHAPTER 2
LITERATURE REVIEW
2.1
Introduction
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
10
29
25 km per hour. They may temporarily reverse downstream current, so that the river
flows upstream during the flood tides.
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.
2.2
Types of tides
There are three common types tides (Figure 2.1) :
1. Semi diurnal – two high and two low tides per day about equal range
2. Diurnal - one high and one low tide per day (24 hours)
3. Mixed – two high and two low tides per day but different ranges
2.2.1
Semi diurnal tides
High – low water sequence repeated twice a day. These tides usually reach
about the same level at high and low tides each day
2.2.2
Diurnal tides
At coastal area, there is a regular pattern of one high and one low tides each
day.
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30
2.2.3
Mixed tides
Tides has two high and low tides a day but the tides reach different high and
low level during a daily rhythm.
Figure 2.1: Illustration the common types of tides.
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31
2.3
Spring and neap tides
During the 29 ½ days it takes the moon to orbit the earth, the sun and the
moon move in and out of phase with each other. Figure 2.2 show the orientation of
the sun, moon and earth on the quarter points of the moon’s revolution about the
earth.
2.3.1
Spring tides
When the moon is full or new, the gravitational pull of the moon and sun are
combined. At these times, the high tides are very high and low tides are very low.
These are spring high tides. Spring tides are especially strong tides. They occur when
the earth, the sun and the moon are in a line. Spring tides occur during the full moon
and the new moon.
2.3.2
Neap tides
During the moon’s quarter phases the sun and moon work at right angles,
causing the bulges to cancel each other. The result is smaller difference between high
and low tides and is known as a neap tides. Neap tides are especially weak tides.
They occur when the gravitational forces of the moon and the sun are perpendicular
to one another. Neap tides occur during quarter moons.
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32
(a)
(b)
Figure 2.2 : Illustrations of (a) Neap tides (b) Spring Tides
2.4
Major tidal components
Doodson (1941) provided a list of eight of the major components with their
common symbols, period and relative strength, which M2, S2 N2, K2, K1, O1 and
P1. As general tidal constituents represent in Table 2.1, 2.2, 2.3 and 2.4.
Table 2.1 : Semi-diurnal Constituents
Name
M2
S2
N2
L2
K2
T2
Description
Principal lunar constituent
Principal solar constituent
Allow for the changes in the Moon's distance
due to its elliptic orbit round the Earth
Allow for the effect of the declination of the
Sun and Moon and of changes in the Sun's
distance
Hourly
Speed (°)
28.98
30.00
28.44
29.53
30.08
InfoWorks
UNIT CODE
M2
S2
N2
L2
K2
29.96
T2
33
14
Table 2.2 : Diurnal Constituents
Name
K1
O1
K1
P1
Q1
M1
J1
Description
Allow for the effect of the Moon's
declination
Allow for the effect of the Sun's
declination
Allow for the effect of changes in the
Moon's distance on K1 and O1
Hourly
Speed (°)
15.04
13.94
InfoWorks UNIT
CODE
K1
O1
14.96
13.40
14.49
15.59
P1
Q1
M1
J1
Table 2.3 : Quarter-diurnal Constituents
Name
Description
First shallow water harmonic of M2 with a
speed twice that of M2
Shallow water constituent produced by the
MS4 interaction of M2 and S2, with speed equal to
sum of speeds of M2 and S2
M4
Hourly
Speed (°)
InfoWorks
UNIT CODE
57.98
M4
58.98
MS4
1534
Table 2.4 : Other Constituents
InfoWorks
Name Description Hourly Speed (°)
Sa
SSa
Mm
MSf
Mf
0.041
0.082
0.544
1.015
1.098
UNIT CODE
SA
SSA
MM
MSF
MF
1
2N2
µ2
14.92
PI1
27.90
27.97
2N2
MU2
2
M3
M6
2MS6
2SM6
M8
28.51
NU2
43.48
86.95
87.97
88.98
115.94
M3
M6
2MS6
2SM6
M8
The total tide-raising force may be expressed as the sum of a number of
cosine curves of different amplitude and frequency. The amplitude and phase of the
contributory factors to tidal motion are known as tidal constituents, the principal of
which are called M2 and S2, relating to synodic tides of the Moon and Sun
respectively; the subscript 2 indicates that they are both semi-diurnal constituents.
The contribution of every tidal constituent may be expressed as:
h = fA.cos((E + u) - g)
(2.1)
where :
h = the height relative to mean sea level
f = the mean amplitude modification factor due to the variation of the
Moon’s and/ or Sun’s orbit
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35
A = the mean amplitude
E = the tidal rising force calculated for any time on the Greenwich
meridian
u = the increase phase due to the variation of the Moon’s and/or orbit
g = the phase lag constant
The quantities A and g form the tidal constants for a particular location. The
tidal level at any particular time and location is given by the sum of the above
expression derived for each tidal constituent
Thus the water level at the Tidal Harmonics Boundary is given by:
H = h + S + X0
(2.2)
Where :
H = Water level (m AD)
h = tidal component (m)
S = surge component (m)
X0 = Mean Sea Level for the location (m AD)
2.5
Tidal analysis
This analysis can be done using the knowledge of the period of forcing and
physical mathematic. The resulting amplitudes and phases can be used to predict the
expected tides. These are usually dominated by constituent near 12 hours (semi
diurnal constituents) but there are major constituents near 24 hours (diurnal) as well.
Long term constituent are 14 days of fortnightly, monthly and semiannual.
17
36
In the semi diurnal areas, the primary constituents M2 and S2 periods differ
slightly so the relative phases and thus the amplitude of combined tides, change
fortnightly (14 days period).
Refer to Figure 2.3, M2 plot each cotidal line differs by one hour from its
neighbor and the thicker lines show tides in phase with equilibrium at Greenwich.
The lines rotate around the amphidromic points counterclockwise in the northern
hemisphere. In southern hemisphere this direction is clockwise. Each tidal
constituent has a different pattern of amplitudes, phases and amphidromic points.
Figure 2.3 : Tidal prediction summing constituent
N2 is the tidal constituent due to the ellipticity of the moon’s orbit, K2 is
associated with the variation of declination of both moon and sun, K1 is the most
pronounced of the diurnal tides and is due to variation of both declinations, O1 is
lunar while P1 is solar in origin.
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18
The character of tide determined in the following way. The ratio F =
(K1 + O1)/(M2 + S2) and the tidal symbols denote the amplitudes of the respective
tidal constituent. The diurnal inequality varies with the ratio F. The roems of tide
may be classified as follows:
1.
F = 0.0 – 0.25 (semi-diurnal form) Two high and low waters of
approximately the same height. Mean spring tide range is 2 (M2 + S2)
2.
F = 0.25 – 1.50 (mixed, predominantly semi-diurnal). Two high and low
waters daily. Mean spring tide range is 2(M2 + S2)
3.
F = 1.50 – 300 (mixed, predominantly diurnal). One or two high waters per
day. Mean spring tide range is 2(K1 + O1)
4.
F > 3.00 (diurnal form). One high water per day. Mean spring tide range is
2(K1 + O1)
2.6
Tidal datum and tidal ranges
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 2.4.
1.
Mean Sea Level (M.S.L) the average height of the surface of the sea in all
states of oscillations. 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. i.e
low tide 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 and M.H.W
6.
Range : The difference in level between consecutive high and low water
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38
Highest Astronomical Tide Level
H.A.T
Mean High Water Spring
M.H.W.S
Mean High Water Neap
M.H.W.N
Note :
M.S.L might equally be
lower than M.T.L
Mean Sea Level
M.S.L
M.T.L
Mean Tide Level
M.L.W.N
Mean Low Water Neap
M.L.W.S
C.D
L.A.T
Figure 2.4 : Tidal datum and various tidal levels.
M.S.L, M.L.W and M.L.L.W are usually determined from tidal records
covering a period of 19 years.
2.7
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 2.5). Water level in open channel changes with time and distance from
estuary.
39
20
TIDAL LIMITS
HWL
HIGH DISCHARGE
LOW DISCHARGE
LWL
Figure 2.5 : Tidal limit as a function of upland discharge
2.8
Model
The word model in the Oxford English Dictionary is defined as a
representation of a design or natural object, proportioned in all dimensions. The most
importance features are the representation and the proportioned. In context of the
hydrological and hydrodynamic modeling, the representation is abstract rather the
physical. To achieve the good representation of the important features of the real life
phenomenon of flooding. It will represent the flood by the numbers and pictures
(graph, map and animation). A fundamental representation is the hydrograph, which
is a time series of numbers measuring total flow rate (discharge), water level (stage),
depth, velocity or other important parameter. Floods are generated usually by high
precipitation, the time series of rainfall however is termed a hyetograph. One branch
of hydrological modeling covers the science of transforming the hyetographs and
hydrograph representing the flows into a river system into other hydrographs at
interior and outflow points. In many cases, the transformation will be non linear but
in some cases a linear model can suffice. Another branch of hydrological modelling
21
40
provides estimates of hypothetical flow conditions based upon statistical analysis of
data from river system or surrogate information typical of the region.
Thus our view of a model covers statistical assessments, prediction based
upon regression relationship of geographical information and computer codes based
upon detailed description of catchment and hydrodynamic flow processes.
There are no universal hydrological model which can be applied in
circumstances. The choice of method and model will depend upon the intended use
of the final results. There are at least five main areas of application :1.
Design of engineering interventions in the river
2.
Flow forecasting in real time
3.
Reconstruction of past floods
4.
Investigation of future planning scenarios
5.
Operation and maintenance activities
Each of these requires different information on the flow regime in a
catchment and different model are appropriate.
2.9
Modelling procedures
The important things before use the software, we must assemble and check all
the requirement data on design rainfall, design cross section, hydraulic roughness,
runoff coefficients and rainfall abstraction parameters. We should be able to select an
appropriate modeling procedure and software to suit the desired purpose (DID vol 6,
2000).
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41
2.9.1
Data requirement
There are three types of required data. There are model input data, calibration
data and verification data. Input data consist of requirement to run the model such as
rainfall, area, imperviousness and other quantity prediction parameters. Calibration is
the process of parameter adjustment to obtain a match between predicted and
measurement output. Verification holds parameters constant and test the calibration
on an independent data set. Calibration is use to estimate the value of these
parameters and verification is use to test the validity of the estimate.
2.9.2
Basic input data
The data include catchment areas, imperviousness, slopes, roughness,
characteristic of hydraulic structures, depth–area-volume-outflow for the storage,
information at downstream hydraulic control such as water level or tidal elevation.
2.9.3
Solution methods
Methods of various types have been developed for the numerical solution of
the equations describing unsteady and varied flow included characteristic methods,
finite difference methods and finite element methods.
2.9.4
Numerical stability
If a numerical model is to yield useful results, it is essential that the scheme of
computation on which the model is based should cause errors in calculated parameter
values to decay rather than to propagate with increasing amplitude as the calculation
proceeds forward in time.
42
23
2.9.5
Calibration and verification
Calibration is the process to adjust the model to reproduce with an acceptable
degree of precision. Verification of the model involves further confirmation after
calibration process has been completed. The ability of the model to reproduce known
prototype behavior.
2.9.6
Accuracy
The inherent accuracy of the computation scheme will depend upon the
extent to which higher order terms are included in the finite difference. Expressions
derived from the basic differential equations or use of higher order elements in finite
element method.
2.9.7
Sensitivity analysis
The user should perform a sensitivity analysis, varying key parameters by
known percentages and inspecting the change in output.
2.9.8
Uncertainty analysis
Uncertainty analysis is rapidly becoming part of accepted modeling practice.
It involves varying the model input the parameters and examining the effect on the
output. It will help in evaluating the relationship between field data sampling and
modeling.
24
43
2.9.9
Production runs
After successful calibration and verification, the model ready for application
to the practical problem. During this phase, all the parameter and result should be
double checked for reasonableness.
2.10
Hydrodynamic modelling
Hydrodynamic models perform hydraulic computations for channel,
overbanks, bridges and culverts and the models should be set up to include areas
filled during daily tides and areas of potential inundation during storm tides.
Dynamic models yield the most accurate hydraulic analysis for scour computations.
The governing equations used in these models are full dynamic equations for
conservation of mass and momentum. All hydrodynamic models solve one form or
other of the same governing equation for oceanic motions. (Abbott and Basco, 1989)
One dimensional modeling is applicable for estuaries with well defined channels and
for bays with single or multiple inlets.
In an estuarine system, it is important that flow and transport resulting from
meteorological forcing is simulated in the hydrodynamic modelling. Changing
atmospheric pressure conditions and strong winds can significantly alter tidal
patterns in the relatively shallow estuary environments.
Hydrodynamic models
are driven by tidal,
discharge, wave
and
meteorological forcing. At the offshore, tidal forcing drives the model. This
boundary tide is usually specified by a water level series, a velocity time series or a
set of tidal harmonics. An advantage of using tidal harmonics is that model can be
run over any period of time. Results from hydrodynamic models can be used in two
main ways (Dyke, 1966). Predictions of current can be used to assist interpretation of
sediment transport and pathways. Alternatively, results from the hydrodynamic
models can be used by other models to estimate the sediment transport rate and
pathways directly.
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44
2.11
One dimensional modelling
As illustrated in Figure 2.6, one dimensional models use a series of reaches to
represent the network of channels that form the waterway. Each reach represented by
a series of cross sections that includes channel and overbank geometry. The cross
sections provide a two dimensional represented of the channel geometry, elevation
and geometry. The model is considered one dimensional because the flow is assumed
along the channel perpendicular to the cross sections.
Figure 2.6 : Illustration of 1D model geometric layout
The schematization of river, including its floodplain, is an important element
in constructing a successful mathematical simulation model. General rules for the
locations of cross section and the data requirement for 1-D model are given in
Samuel (1990 and 1995) and Defalque et al. (1993). Detailed information on
calibration criteria for 1-D, boundary roughness effects in routing models and
influence of lateral flow over a floodplain. Without an appreciation of these effects,
any 1-D is liable to be less accurate and useful than it might otherwise be, given
approximation already inherent in the 1-D approach. Quality assurance criteria
should also not be neglected, as indicated by Seed, Samuels and Ramsbottom (1993).
26
45
The advantages of 1-D models are that they are relatively easy to develop and
they are much faster to run. One-dimensional models provide excellent results for
many tidal or river flow conditions provided that the 1-D modeling assumptions are
not violated. These assumptions include :
1. Flow perpendicular to the entire cross section,
2. Level water surface across the entire cross section,
3. Discharge is distributed within a cross section based on the conveyance
distribution
4. The energy slope is uniform across the entire cross section.
Therefore, the limitation of 1-D models is the fact that they are not 2-D models. As
hydraulic conditions become more complex, the 1-D model assumptions listed above
will be violated and 2-D modeling should be used.
1-D modeling can be either for steady flow or fully unsteady flow. Steady
flow are in the wide spread use, especially in the US where the HEC 2 code is a
standard tool for flood analysis. This model has recently has been revised with a new
windows interface. There are many unsteady river flow available examples. Such as
1. CARIMA from SOGREAH
2. FLDWAV from US National Weather Service
3. ISIS from the ISIS joint venture between HR Wallingford and Halcrow
4. Mike 11 from DHI
5. SOBEK from Delft Hydraulics.
All these models are based upon the implicit finite different methods to solve
St. Venant equations. This methods have good numerical properties and offer robust
computation. Some of the codes provide super critical flow simulation through the
mathematical model to ensure stability. These models can simulate flows in generally
connected river and flood plain system, taking account of the effects of the bridges,
weirs, hydraulic gates, embankments etc. Thus they provide general purpose tools for
the analysis and prediction flood levels, particularly for the design of flood defence
infrastructure. 1-D model also stripped down form have been included into real time
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46
flood forecasting systems where accurate forecasting requires explicit simulation of
the flow dynamics.
2.12
Schematization of river plan form, reach and cross section
2.12.1 Plan form geometry
At the first schematization is the plan form of the river. The overall plan form
geometry of river and its associated floodplain boundaries, as well as other large
topographical features, will inevitably steer the flow into certain patterns and produce
large scale or macro flow structures. The variation shape of the river channel around
a meander bend likewise causes significant variation in the longitudinal flow pattern.
Convective accelerations and decelerations along the channel will not only affect
turbulence levels and resistance, but the balance terms in the 1-D equation. Non
prismatic floodplain will produce transverse fluxes of mass and momentum that need
accounting for. (Bousmar, 2002)
2.12.2 Reach Geometry
A distinction should be made between cross section and reach data. Although
survey data is collected routinely. This is importance when dealing with energy
losses over a specific distance. Although care may be taken in identify ing reaches
that are approximately prismatic, there will be inevitably some longitudinal variation
in shape and energy gradient that will cause discontinuities in hydraulic parameters
in the stream. The use of 1-D models to determine the appropriate bankfull discharge
along the river is illustrated by Navratil et al. (2004)
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47
2.12.3 Cross section geometry
For the purposes of flood routing, it is suggested that the main river channel
be schematized by overlaying cross section data at bankfull level, using the water
surface and making lateral adjustments until all the main flow areas are roughly
aligned. A simple schematic five point representation may then be made for most
main river channel geometries, dividing the cross section into four linear elements as
shown by the central region of Figure 2.7. In many cases a four point representation
may be sufficient, approximating the river cross section as a simple trapezoidal
channel.
Figure 2.7 : Schematic cross section geometry using nine nodes and eight
panels, together with a typical distribution of depth averaged velocity across a
channel for overbank flow. (Knight, 2004)
The general rules for selecting cross section are summarized by Samuels (1990) as
follows :
1.
At model limits (boundary conditions)
2.
Either side of structures (for afflux or energy loss calculations)
3.
At all flow and level measuring stations (for calibration purposes)
4.
At all sites of prime interest to the client
5.
Representative of the channel geometry
6.
About 20 B apart ( first estimate only)
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48
7.
A maximum of L/30 apart where L is the length scale of the physically
important wave (flood or tide)
8.
The area lies between 2/3 and 3/2 for successive sections
2.12.4 Hydraulic characteristic
The schematatisation of the geometry and hydraulic data should be
undertaken together to capture the gross features that influence the flow structures in
the model.
2.13
Unsteady state flow
Unsteady flow is described by the conservation form of the Saint-Venant
equations. This form provides the flexibility to simulate a wide range of flows from
gradual flood waves in rivers to pipe flows, and can simulate lateral inflows or
outflows such as weirs and pumping. The equations are given below (Chow et al,
1988).
Continuity equation
(2.3)
Momentum equation
(2.4)
where,
x = longitudinal distance along the conveyance
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49
t = time
A = cross-sectional area of flow
A0 = cross-sectional area of dead storage (off-channel)
Q = lateral inflow per unit length along the conveyance
H = water-surface elevation
vx = velocity of lateral flow in the direction of flow
Sf = friction slope
Se = eddy loss slope
B = width of the conveyance at the water surface
Wf = wind shear force
Β = momentum correction factor
g = acceleration due to gravity
The Saint-Venant equations operate under the following assumptions (DID vol 5,
2000) :
1.
The flow is one-dimensional with depth and velocity varying only in the
longitudinal direction of the conveyance. This implies that the velocity is
constant and the water surface is horizontal across any section perpendicular to
the longitudinal axis.
2.
There is gradually varied flow along the channel so that hydrostatic pressure
prevails and vertical accelerations can be neglected.
3.
The longitudinal axis of the channel is approximated as a straight line.
4.
The bottom slope of the channel is small and the bed is fixed, resulting in
negligible effects of scour and deposition.
5.
Resistance coefficients for steady uniform turbulent flow are applicable,
allowing for a use of Manning's equation to described resistance effects.
6.
The fluid is incompressible and of constant density throughout the flow. The
momentum equation consists of terms for the physical processes that govern
flow momentum. When the water level or flow rate is changed at a certain point
in a channel with a sub-critical flow, the effects of these changes propagate back
upstream. These backwater effects can be incorporated into distributed routing
methods through the local acceleration, convective acceleration, and pressure
terms.
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50
2.14
Tidal flow modelling
Tidal flow modeling for engineering applications, the effects of the earth’s
rotation need to be included. The hydrostatic approximation may also be made.
Neglecting stratification effects, so that the density is assumed to be constant, the
equations of motion are expressible in the form (Reeve et al, 2004) :
(2.5a)
(2.5b)
(2.5c)
Where
H=
+h
(x,y)
- Total water depth
- surface elevation about the undisturbed water level (z = 0)
H (x,y)
- Seabed depth below the still water level
Tbx and Tby
- The component of bottom stress along the directions of the x
and y axes respectively
The assumption of constant density and the hydrostatic relation imply that the
pressure force is independent of height. By assuming the velocity is initially
independent of height, it will remain. So, the terms relating to vertical advection have
been omitted from equation 2.5. Integrating equation 2.5c over the depth of fluid
gives
(2.6)
The vertical velocity w = dz/dt at the upper boundary represents the rate at
which the free surface is rising. w
= d /dt. The vertical velocity at the lower
boundary represents the rate at which the fluid is flowing vertically in accordance
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51
with the requirement that there is no flow through the seabed surface. The seabed
surface is taken to be fixed I time and so wh = dh/dt. Thus the equation of continuity
can be written as
(2.7)
Equation 2.5 (a)(b)(c) and 2.7 are the governing equations and form the basis of tidal
flow prediction model.
Tidal model can be used to investigate three important phenomena
1.
Short term transport of pollutants and fine sediment
2.
Asymmetry in the tidal flow leading to a pattern of net long term flows
3.
Prediction of tide wave propagation in narrow seas and gulfs.
2.15
Calibration of model parameters
When the parameters of the model are physically meaningful there is a
possibility of their values a priori from the available knowledge of field conditions.
The values of the physically meaningful parameters can be obtain from direct field
measurement and previously published data. The model involve some degree of
approximation to the reality. Therefore, in most cases, their physically meaningful
parameters are not more than indices of the physical quantities represented. Hence
there are no guarantee that a priori estimates of the parameter would be the best
prediction and it may be inevitable that parameter values require modification to be
the best possible prediction. (Assad, 2006) Some hydrologist argue that the
parameter which are estimated from sensibly physical considerations should be
retained in the model even if the model simulated outputs deviate substantially from
actual observes outputs. (Pilgrim, 1975).
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52
2.16
Evaluation of model performance
The model attempt to simulate complex hydrological phenomena which in
practice cannot be completely reflected in such model. The model adopt different
levels of approximations to achieve such simulation thus, not expectedly, no model is
perfect and all model s may be anticipated to fail in some circumstances. Therefore,
obviously, quantitative and qualitative measure of success and failure of the model
are needed.
53
iii
CHAPTER 3
METHODOLOGY
3.1
Introduction
This chapter discussed the methods of running the project. It will clarify the
concept of study, tools that were used, data requirement and techniques of study.
Briefly, the study methodology chart is reflected in Figure 3.1
In order to carry out the hydrodynamic model, actual data needs are river
cross section, roughness and tidal data. Hydrological data is required from Dr. Nik &
Associates Sdn. Bhd. (2003) and Jurutera Perunding Zaaba Sdn. Bhd. (2008).
35
54
Introduction
Objectives and scope
-
Data Collection
River alignment
River cross Section
Hydrological data
Roughness coefficient
Tidal data
Development of hydrodynamic model
Model Calibration
Hydrodynamic model simulation
Results and Analysis
Conclusion
Figure 3.1: Flow chart of the project processes
3.2
River alignment
The hydrodynamic model required a real representative of the river alignment.
The river alignment would really pointed at the correct location on the ground. The
river information is based from survey done by license surveyor and adopted from
Hydrology Division, Jurutera Perunding Zaaba. Appendix A shows the river
alignment for Sungai Damansara and Appendix B shows the river network for
Sungai Klang and Sungai Damansara.
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55
3.3
River profile
River cross section was the main input to develop the hydrodynamic model.
The river cross sections indicate the channel shape along the river. This information
was obtained from Hydrology Division, Jurutera Perunding Zaaba Sdn. Bhd. In this
model, the river cross section was done within 200 m interval along Sungai
Damansara. 55 cross section data obtained. At Sungai Klang, the river cross section
was done within 500 m interval long approximately 64 km from 151 km. The width
of the Sungai Damansara is 150 m on the both side of the river bank inclusive
floodplain. The width at Sungai Klang with varies from 100 m to 250 m. The bed
levels of the river are as shown in Table 3.1
Table 3.1 : Bed levels for Sungai Klang and Sungai Damansara
Chainage
From Port Klang to Taman Sri Muda
From Taman Sri Muda to Bandar Puchong
Jaya
Along Sg. Damansara
3.4
Slope
1: 5000
1 : 3500
Comment
Flat
Gentle
1: 1300
Mild
Hydrological data
The hydrological data needed as an input for the rainfall model and
calibration process. In this study, the hydrological data adopted from Dr. Nik &
Associates Sdn. Bhd (2003) and Jurutera Perunding Zaaba Sdn. Bhd. (2008) report.
Hydrograph of 100, 50, 10, 5 and 2 years Annual Rainfall Intensity (ARI) for high
flow input and 20 m3/s as an input for low flow. Figure 3.2 shows the hydrograph for
high flow with 100 and 2 years ARI at TTDI Jaya of Sungai Damansara. For Sungai
Klang, the value of 70 m3/s has been used. This value was calculated based on
Hydrological Procedure No. 11. (HP 11) (DID, 1994). Akan and Robert (2003)
explained that the outflow hydrograph could be determined by using the base flow as
an input to the model
50
37
56
0
10
12
14
16
18
20
22
0
24
2
4
6
8
10
Time
ayu Ara with 100yr and 2 yr ARI
ent Area = 2.56 ha
Flow (cms)
2yr
16
18
20
22
24
Hydrograph at TTDI Jaya of Sg Damansara
with 100yr and 2 yr ARI
Catchment Area = 105.67 ha
900
100yr
12 14
Time
800
100yr
700
2yr
600
500
400
300
200
100
0
10
12
Time
14
16
18
20
22
24
0
2
4
6
8
10
12
Time
14
16
18
20
22
24
Figure 3.2 : Hydrograph at TTDI Jaya with 100 years and 2 years ARI
(Jurutera Perunding Zaaba Sdn. Bhd., 2008)
bun Bunga of Sg Damansara
00yr and 2 yr ARI
nt Area = 138.41 ha
100yr
3.5
Water level data
2yr
Water levels record at Taman Sri Muda has been downloaded from
www.infobanjir.water.gov.my. Taman Sri Muda water level station located at
downstream of Sungai Damansara and Sungai Klang confluence. The water level
data used for the calibration process on 24th January 2009. Table 3.2 shows the water
level data on 24th January 2009 at Taman Sri Muda water level station as shown in
10
12 14
Time
16
18
Figure 3.4. From this table, the data has been transformed to the graph as shown in
20
22
24
Figure 3.3.
38
57
Table 3.2 : Water level on 24th January 2009 at Taman Sri Muda Water level Station
Time
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Water level (m)
0.21
0.12
0.13
0.15
0.55
0.94
1.12
1.14
0.94
0.82
0.68
0.55
0.39
0.33
0.24
0.3
0.41
0.89
1.16
1.37
1.38
1.34
1.32
1.18
39
58
1.6
1.4
Stage (m)
1.2
1
0.8
0.6
0.4
0.2
0
12:00 AM
4:48 AM
9:36 AM
2:24 PM
7:12 PM
12:00 AM
4:48 AM
Time
Figure 3.3 : Water level at Taman Sri Muda station on 24th January 2009
Figure 3.4 : Taman Sri Muda water level station
5940
3.6
InfoWorks RS software
Hydraulic modeling using ISIS software developed by Halcrow Group Ltd.
and HR Wallingford. This software using one dimension simulator with St.Venant
equation.
Q
A
0
x
t
V
V
y
V
g
t
x
x
(3.1)
g (So
Sf )
0
(3.2)
Steady uniform flow
Steady non uniform flow
Unsteady non uniform flow
Where,
Q = Discharge (m3/s)
V = Velocity (m/s)
g = gravity
So = Channel slope
Sf = Loss of friction
This model can simulate unsteady state flow, river branches and loops,
structures at river such as, bridges, culverts, sluice gates etc with input the data of
rainfall data, perimeter watershed, cross section of the river, geometry of the
structures and Manning’s coefficient.
3.7
River cross section
The main input for the model is river cross section. The process of data input
for channel involved 60 river cross sections approximately on Sungai Damansara
while on Sungai Klang 124 river cross sections involved. Figure 3.5 shows 184 river
cross sections nodes approximately involved on Sungai Damansara and Sungai
41
60
Klang. The river system alignment was used as a base map for locating the section to
it actual location as on the ground. After the alignment of the river is confirmed, the
value of each river cross section be input to the model. The river cross sections
design as shown in Appendix C for Sungai Damansara. Each node representing
different cross section. Figure 3.6, 3.7, 3.8 and 3.9 show the river cross sections at ch
2600, ch 4000 and ch 6000 and ch 10000 respectively on Sungai Damansara as
examples.
Figure 3.5 : 184 nodes of river cross sections along Sungai Klang and Sungai
Damansara
42
61
Figure 3.6: River cross section at ch 2600 on Sungai Damansara
Figure 3.7 : River cross section at ch 4000 on Sungai Damansara
43
62
Figure 3.8 : River cross section at ch 6000 on Sungai Damansara
Figure 3.9 : River cross section at ch 10000 on Sungai Damansara
44
63
3.8
Longitudinal profile of the river
By using the function in the software, the longitudinal profile can be
generated from the input of river cross section is completed. Figure 3.10 shows the
combination longitudinal profile along Sungai Klang and Sungai Damansara. Figure
3.11 and 3.12 show the longitudinal profile along Sungai Klang and Sungai
Damansara respectively.
Sungai
Damansara
Sungai Klang
Figure 3.10 : Longitudinal profile along Sungai Damansara and Sungai Klang
45
46
11.0
Network
>sg damansara>damansara>damansara without bridge>damansara without bridge 25/3
Simulation >sg damansara>100 yrs>steady max flow new>max 100 yrs ARI
Left Bank
Right Bank
Left Spill
Right Spill
9.0
7.0
5.0
3.0
m AD
1.0
-1.0
-3.0
-5.0
-7.0
-9.0
11359 14859 18359 21859 25342 29171 32671 36171 39669 43174 46984 50484 53984 57484 60984 64484
Sg Klang 1
Node
Bed Level (m AD)
1768 4859 7859
Node
Bed Level (m AD)
69424
muara sg klang
-10.364
-11.0
m
Figure 3.10: Longitudinal profile for Sungai Klang
24.0
Network
>sg damansara>damansara>damansara without bridge>damansara without bridge 25/3
Simulation >sg damansara>100 yrs>steady max flow new>max 100 yrs ARI
Left Bank
Right Bank
Left Spill
Right Spill
22.0
20.0
18.0
16.0
14.0
m AD
12.0
10.0
8.0
6.0
4.0
2.0
8193
8793
9392
9992 10592
Figure 3.11: Longitudinal profile for Sungai Damansara
Node
Bed Level (m AD)
11390
12195
ch1000
ch800
-0.480
ch600
-0.610
-0.900
ch200
-2.530
6945 7493
ch2200
ch2000
0.340
ch1800
0.240
0.040
6344
ch4400
ch4200
0.940
ch4000
0.900
0.800
ch3600
ch3400
0.970
ch3200
0.930
0.700
ch2800
0.310
5189 5742
ch5600
1.900
3976 4540
ch6200
2.160
3376
ch6800
2.500
2677
ch8400
3.550
ch10600
5.030
TTDI
Node
Bed Level (m AD)
1579 2078
ch9200
ch9000
3.240
3.010
-4.0
m
ch7600 (TTDI) (Bridge 16a)
3.070
0.0
-2.0
47
3.9
Manning value for roughness coefficient
The Manning section models the flow of water in natural and man-made
channel based on the one dimensional from Saint Venant equations, which express
the conservation of mass and momentum of water body. From previous report,
Jurutera Perunding Zaaba Sdn. Bhd. (2008) suggested the Manning’s value is 0.03
which is applied for the whole river cross section in this model. Chow (1975) define
the value 0.03 is natural stream with clean, straight, full stage and no rifts or deep
pools.
3.10
Boundary condition
Boundary conditions are among the most important parameters needed as an
input to the model for upstream areas. InfoWorks RS described that the boundary
conditions can be divided into two types
1.
Boundaries - user defined boundary conditions not based on
hydrological data
2.
Hydrological Boundaries - boundaries based on observed or predicted
hydrological parameters
Boundary condition must be attached at all the upstream and downstream end
points of the network by doing:
1.
Applying an upstream boundary condition to a river node at an
upstream point in the network
2.
Connecting a boundary condition into the system as a point inflow at a
junction or storage area.
3.
Connecting a boundary as a lateral inflow to cross section or flood
routing node.
All boundary conditions must be connected into the network using a
boundary node. Physical parameters relating to the boundary are defined at the
boundary node as part of the network data. Time series data associated with the
48
boundary is defined in the event and linked with the boundary node via the general
data page of the boundary node grid view of the nodes grid.
3.11
Initial condition
Initial conditions describe the initial state of the network. Every node and link
within the network must have initial conditions defined before the simulation can
carry out.
There are two ways to define initial conditions:
1.
By specifying initial conditions for all network objects using the initial
condition fields on the grids or property sheets
2.
Initial conditions can be used for :
1.
A steady state simulation
2.
A specified time step from an unsteady simulation
3.
A specified time step from a boundary mode simulation
Initial conditions are defined for objects on the network object grid views or
object property sheets. There are two main types of object as far as initial conditions
are concerned - nodes and control structures. In this study, the harmonic constant as
an input to the initial condition.
3.12
Harmonic constant
The Tidal Harmonics Boundary calculated the tide levels at a specified time
and location from a set up to 28 tidal constituents derived from the Admiralty Tide
Tables (time zone referenced by Greenwich Mean Time (GMT)). The calculations
are based on the Admiralty method of Tidal Prediction which uses the harmonic
constants and table of tide angles and factors documented in the Admiralty Tide
Tables.
49
In many estuaries, tidal properties can be an important factor to both the
hydrodynamics and the water quality. A representation of the tides is therefore
required if an understanding of the system is to be gained. A tidal wave can be
represented mathematically by a combination of sinusoidal curves of varying phase
and amplitude, namely the tidal constituents.
A tidal boundary is a head-time boundary which can either be generated by
analyzing field data and entering the data as a Head Time Boundary, or by using
numerical methods based upon the Admiralty Tide Tables and the Constituent
Harmonics of the tide for a given location and date.
The Tidal Harmonics Boundary data can be viewed in graphical form by
carrying out a Boundary Mode Simulation and then viewing the results.
The constant harmonic that has been used refers to Port Klang gauging
station. The type of tides at Port Klang is semi diurnal. Table 3.2 shows the value of
harmonic constant.
Table 3.3: The value of harmonic constant component ( Tentera Laut Diraja
Malaysia, 2007)
Symbol
M2
S2
L2
T2
K2
N2
H (cm)
145.3
68.6
10.0
4.4
13
27.6
K (Deg)
128.6
168.9
120.5
166.6
174.2
121.2
50
CHAPTER 4
ANALYSIS
4.1
Introduction
This chapter discusses the analysis from the works as mention previous
chapter. The analysis contains the hydraulic model calibration on the particular for
tidal input and analysis from InfoWorks RS simulation for tides effect on Sungai
Damansara.
4.2
Calibration of InfoWorks RS model
The model was calibrated using harmonic constant at Port Klang. The
predicted series based on this constituent. The results of simulated tides level with
different Manning coefficient, n = 0.03, n = 0.025 and n = 0.035 compared to the
observed water level at Taman Sri Muda station. Figure 4.1, 4.2 and 4.3 show the
results of simulation for n = 0.025, n = 0.03 and n = 0.035 respectively compared
with observed data. And Figure 4.4 shows the comparison observed data with the
different Manning Coefficient results.
51
Stage
...amans ara>1 0 0 yrs >low flow jan 2 4 0 .0 2 5 >bas e flow 2 5 /3
M in
-0 .0 0 6
M ax
1 .2 9 2
Figure 4.1 : Comparison observed data and simulated result with n = 0.025
Stage
>s g damans ara>1 0 0 yrs >low flow jan 2 4 >bas e flow 2 5 /3
M in
0 .1 4 7
M ax
1 .2 2 7
Figure 4.2 : Comparison observed data and simulated result with n = 0.03
52
Figure 4.3 : Comparison with n = 0.035
S tage
M in
0 .2 8 5
...amans ara>1 0 0 yrs >low flow jan 2 4 0 .0 3 5 >bas e flow 2 5 /3
M ax
1 .1 8 4
Figure 4.3 : Comparison observed data and simulated result with n = 0.035
Stage
M in
0 .2 8 5
- 0 .0 0 6
0 .1 4 7
n=>s0.035
g damans ara>1 0 0 yrs >low flow jan 2 4 0 .0 3 5 >bas e flow 2 5 /3
>s g damans ara>1 0 0 yrs >low flow jan 2 4 0 .0 2 5 >bas e flow 2 5 /3
>s g damans ara>1 0 0 yrs >low flow jan 2 4 >bas e flow 2 5 /3
n= 0.025
M ax
1 .1 8 4
1 .2 9 2
1 .2 2 7
n= 0.03
Observed data
Figure 4.4 : Comparison observed data and simulated results with different Manning
Coefficient
53
Table 4.1 : Calibration statistic report
n=
Mean
Difference
0.03
0.025
0.035
0.0205
-0.0197
0.0624
Standard
Deviation
of
Difference
0.0649
0.1085
0.1079
Variance of
Difference
Pearson
Correlation
Coefficient
Coefficient of
Determination
Nash-Sutcliffe
Coefficient of
Efficiency
0.0042
0.0118
0.0116
0.9842
0.9820
0.9712
0.9687
0.9643
0.9432
0.9652
0.9090
0.8824
Figure 4.4 shows the graph with n = 0.03 closed with the observed data
compared to others graph. And Table 4.1 shows the results and statistic report for the
calibration. Statistical analysis for Pearson Correlation Coefficient was done using
the built module in InfoWorks RS. The results show the accuracy of the model for n
= 0.03, n = 0.025 and n = 0.035 with
98.42 per cent, 98.2 per cent and 97.12 per
cent respectively. For any Manning Coefficient, the model achieved more than 83%
accuracy. From these results, the Manning Coefficient, n = 0.03 is the best result.
4.3
Model simulation for different Flood Return Period
After the model was calibrated and could achieve the expected accuracy of
tides prediction, simulation of the model for 100, 50, 10, 5 and 2 years return period
of high flow and 20 m3/s as a low flow values had used. Figure 4.5, 4.6, 4.7, 4.8 and
4.9 show the hydrograph with different return period adopted from Jurutera
Perunding Zaaba Sdn. Bhd. (2008). For every high and low flow, simulation was
done during spring and neap tides to simulate the impact of tides to the water level.
54
800
700
Flow (m3/s)
600
500
400
300
200
100
0
0
2
4
6
7
8
8.5
12
14
16
18
20
Time (hour)
Figure 4.5 : Hydrograph for 100 years ARI
700
600
Flow (m3/s)
500
400
300
200
100
0
0
4
7
8.5
12
16
Time (hour)
Figure 4.6 : Hydrograph for 50 years ARI
20
22
24
55
600
500
Flow (m3/s)
400
300
200
100
0
0
4
7
8.5
14
Time (hour)
18
22
Figure 4.7 : Hydrograph for 10 years ARI
450
400
350
Flow (m3/s)
300
250
200
150
100
50
0
0
4
7
8.5
14
Time (hour)
18
Figure 4.8 : Hydrograph for 5 years ARI
22
56
400
350
Flow ( m3/s)
300
250
200
150
100
50
0
0
2
4
6
7
8
8.5
14
16
18
20
22
24
Time (hour)
Figure 4.9 : Hydrograph for 2 years ARI
The simulation has been done for one year and the results as shown in Figure
4.10. This figure shows the tide prediction for year 2009 and Figure 4.11 shows the
tides prediction for January 2009. From this figure, spring tides occur on 12th January
2009 while neap tides occur on 20th January 2009.
57
Figure 4.10 : Tides prediction for year 2009
57
Figure 4.11 : Tides prediction for January 2009
58
59
For every high and low flow, simulation was done during spring and neap
tides to simulate the impact of tides to the water level. For the purpose of
comparison, nine locations in which the river cross sections was input is selected to
compare the water level at the sections. The selected locations are at river mouth
(Port Klang), ch 1000 (s.Klang), ch 11500 (s.klang), Taman Sri Muda, Section 23,
Section 22, Kampung Melayu Kebun Bunga, TTDI Jaya and U2. The nine locations
selected for comparison as shown in Figure 4.12.
Figure 4.12 : Nine locations selected for comparison
Stage (m AD)
-0.5
-1
-2.5
-0.5
-1
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
4.4
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
Stage (m AD)
60
High flow for 100 years ARI
2.5
2
1.5
1
0.5
0
Neap tides
1
0.5
at ch 1000 (s.klang)
Spring Tides
-1.5
-2
Time
Figure 4.13 (a) : The comparison between spring and neap tides for 100 years ARI
at Port Klang
3
2.5
2
1.5
Neap tides
Spring Tides
0
Time
Figure 4.13 (b) : The comparison between spring and neap tides for 100 years ARI
at Taman Sri Muda
12:00:00 AM
11:00:00 PM
10:00:00 PM
9:00:00 PM
8:00:00 PM
7:00:00 PM
6:00:00 PM
5:00:00 PM
4:00:00 PM
3:00:00 PM
2:00:00 PM
1:00:00 PM
12:00:00 PM
11:00:00 AM
10:00:00 AM
9:00:00 AM
8:00:00 AM
7:00:00 AM
6:00:00 AM
5:00:00 AM
4:00:00 AM
3:00:00 AM
12:00:00 AM
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
-0.5
2:00:00 AM
1:00:00 AM
Stage (m AD)
Stage (m AD)
61
3
2.5
2
1.5
1
Neap tides
0.5
Spring Tides
0
Time
Figure 4.13 (c) : The comparison between spring and neap tides for 100 years ARI at
ch 11500 (s.klang)
4.5
4
3.5
3
2.5
2
1.5
Neap tides
1
Spring Tides
0.5
0
Time
Figure 4.13 (d) : The comparison between spring and neap tides for 100 years ARI
12:00:00 AM
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
Stage (m AD)
12:00:00 AM
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
Stage (m AD)
62
6
5
4
3
2
Neap tides
Spring Tides
1
0
Time
Figure 4.13 (e) : The comparison between spring and neap tides for 100 years ARI at
Section 23
7
6
5
4
3
2
Neap tides
Spring Tides
1
0
Time
Figure 4.13 (f) : The comparison between spring and neap tides for 100 years ARI at
Section 22
12:00:00 AM
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
Stage (m AD)
12:00:00 AM
1:00:00 AM
2:00:00 AM
3:00:00 AM
4:00:00 AM
5:00:00 AM
6:00:00 AM
7:00:00 AM
8:00:00 AM
9:00:00 AM
10:00:00 AM
11:00:00 AM
12:00:00 PM
1:00:00 PM
2:00:00 PM
3:00:00 PM
4:00:00 PM
5:00:00 PM
6:00:00 PM
7:00:00 PM
8:00:00 PM
9:00:00 PM
10:00:00 PM
11:00:00 PM
12:00:00 AM
Stage (m AD)
63
8
7
6
5
4
3
Neap tides
2
Spring Tides
1
0
Time
Figure 4.13 (g) : The comparison between spring and neap tides for 100 years ARI
at Kampung Melayu Kebun Bunga
12
10
8
6
4
Neap tides
Spring Tides
2
0
Time
Figure 4.13 (h) : The comparison between spring and neap tides for 100 years ARI
at TTDI Jaya
64
12
Stage (mAD)
10
8
6
4
Neap tides
2
Spring Tides
12:00:00 AM
10:30:00 PM
9:00:00 PM
7:30:00 PM
6:00:00 PM
4:30:00 PM
3:00:00 PM
1:30:00 PM
12:00:00 PM
10:30:00 AM
9:00:00 AM
7:30:00 AM
6:00:00 AM
4:30:00 AM
3:00:00 AM
1:30:00 AM
12:00:00 AM
0
Time
Figure 4.13 (i) : The comparison between spring and neap tides for 100 years ARI at
U2
Figure 4.13 (a), (b), (c) and (d) show the water level during spring and neap
tides have such obvious difference. So, tides effect can be seen at these locations.
Figure 4.13 (e), (f) and (g) show the water level during spring and neap tides are
approximately equivalent. In this case, tides effect variation is small. While, from
Section 22 up to U2, (Figure 4.13 (h) and (i)) there are no tides effects. At these
locations, the water level during spring and neap are in the same level.
-0.5
-1
-1.5
ch 1000 (s.klang)
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
-2.5
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
8:00:00 AM
5:00:00 AM
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
-2
11:00:00 AM
-1.5
8:00:00 AM
-1
2:00:00 AM
-0.5
5:00:00 AM
Stage (mAD)
4.5
2:00:00 AM
Stage (mAD)
65
High flow for 50 years ARI
2.5
2
1.5
1
0.5
0
Spring Tides
1
0.5
Neap Tides
Time
Figure 4.14 (a) : The comparison between spring and neap tides for 50 years ARI at
Port Klang
3
2.5
2
1.5
Spring tides
Neap tides
0
Time
Figure 4.14 (b) : The comparison between spring and neap tides for 50 years ARI at
Taman Sri Muda
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
-1.5
6:00:00 AM
-1
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-0.5
3:00:00 AM
12:00:00 AM
Stage (mAD)
Stage (mAD)
66
3.5
3
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.14 (c) : The comparison between spring and neap tides for 50 years ARI at
ch 11500 (s.klang)
4.5
4
3.5
3
2.5
2
1.5
Spring tides
1
Neap tides
0.5
0
Time
Figure 4.14 (d) : The comparison between spring and neap tides for 50 years ARI at
Section 22
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
67
6
5
4
3
2
1
Spring tides
Neap tides
0
Time
Figure 4.14 (e) : The comparison between spring and neap tides for 50 years ARI at
Section 23
7
6
5
4
3
2
Spring tides
1
0
Neap tides
Time
Figure 4.14 (f) : The comparison between spring and neap tides for 50 years ARI at
TTDI Jaya
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
68
8
7
6
5
4
3
2
Spring tides
1
Neap tides
0
Time
Figure 4.14 (g) : The comparison between spring and neap tides for 50 years ARI at
Kampung Melayu Kebun Bunga
12
10
8
6
4
2
Spring tides
0
Neap tides
Time
Figure 4.14 (h) : The comparison between spring and neap tides for 50 years ARI at
69
12
Stage (mAD)
10
8
6
4
Spring tides
Neap tides
2
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
0
Time
Figure 4.14 (i) : The comparison between spring and neap tides for 50 years ARI at
U2
Figure 4.14 (a), (b), (c) and (d) show the water level during spring and neap
tides have such obvious difference. So, tides effect can be seen at these locations.
Figure 4.14 (e) and (f) show the small variation of tides because the water level
during spring and neaps tides are approximately equivalent. From Kampung Melayu
Kebun Bunga up to U2, (Figure 4.14 (g), (h) and (i)) there are no tides effects. At
these locations, the water level during spring and neap are in the same level
-0.5
-1
-1.5
-2
ch 1000 (s.klang)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-2.5
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
-1.5
6:00:00 AM
-1
6:00:00 PM
9:00:00 PM
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
9:00:00 AM
12:00:00 PM
3:00:00 PM
12:00:00 AM
3:00:00 AM
6:00:00 AM
-0.5
3:00:00 AM
Stage (mAD)
4.6
12:00:00 AM
Stage (mAD)
70
High flow for 10 years ARI
2.5
2
1.5
1
0.5
0
Spring tides
0.5
0
Neap tides
-2
Time
Figure 4.15 (a) : The comparison between spring and neap tides for 10 years ARI at
Port Klang
3
2.5
2
1.5
1
Spring tides
Neap tides
Time
Figure 4.15 (b) : The comparison between spring and neap tides for 10 years ARI at
-1
-1.5
-0.5
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
-0.5
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
Stage (mAD)
Stage (mAD)
71
3
2.5
2
1.5
1
0.5
Spring tides
Neap tides
0
Time
Figure 4.15 (c) : The comparison between spring and neap tides for 10 years ARI at
ch 11500 (s.klang)
3.5
3
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.15 (d) : The comparison between spring and neap tides for 10 years ARI at
Taman Sri Muda
Section 22
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
Stage (mAD)
72
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0
Spring tides
Neap tides
Time
Figure 4.15 (e) : The comparison between spring and neap tides for 10 years ARI at
Section 23
6
5
4
3
2
1
Spring tides
Neap tides
0
Time
Figure 4.15 (f) : The comparison between spring and neap tides for 10 years ARI at
TTDI Jaya
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
73
7
6
5
4
3
2
Spring tides
1
Neap tides
0
Time
Figure 4.15 (g) : The comparison between spring and neap tides for 10 years ARI at
Kampung Melayu Kebun Bunga
10
9
8
7
6
5
4
3
Spring tides
2
1
Neap tides
0
Time
Figure 4.15 (h) : The comparison between spring and neap tides for 10 years ARI at
74
12
Stage (mAD)
10
8
6
4
Spring tides
2
Neap tides
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
12:00:00 AM
3:00:00 AM
6:00:00 AM
9:00:00 AM
12:00:00 PM
3:00:00 PM
6:00:00 PM
9:00:00 PM
0
Time
Figure 4.15 (i) : The comparison between spring and neap tides for 10 years ARI at
U2
Figure 4.15 (a), (b), (c), (d) and (e) show the water level during spring and
neap tides have such obvious difference. In this case, tides effect can be seen at these
locations. Figure 4.15 (f) and (g) show the water level during spring and neap tides
are approximately equivalent. So, at these locations, tides effect variation is small.
While, from TTDI Jaya up to U2, (Figure 4.15 (h) and (i)) there are no tides effects.
At these locations, the water level during spring and neap are in the same level
-0.5
-1
-1.5
-2
ch 1000 (s.klang)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-2.5
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
-1.5
6:00:00 AM
-1
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-0.5
3:00:00 AM
Stage (mDA)
4.7
12:00:00 AM
Stage (mDA)
75
High flow for 5 years ARI
2.5
2
1.5
1
0.5
0
Spring tides
0.5
0
Neap tides
-2
Time
Figure 4.16 (a) : The comparison between spring and neap tides for 5 years ARI at
Port Klang
3
2.5
2
1.5
1
Spring tides
Neap tides
Time
Figure 4.16 (b) : The comparison between spring and neap tides for 5 years ARI at
-0.5
Taman Sri Muda
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
-1.5
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-1
3:00:00 AM
-0.5
12:00:00 AM
Stage (mDA)
Stage (mDA)
76
3
2.5
2
1.5
1
0.5
Spring tides
Neap tides
0
Time
Figure 4.16 (c) : The comparison between spring and neap tides for 5 years ARI at
ch 11500 (s.klang)
3.5
3
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.16 (d) : The comparison between spring and neap tides for 5 years ARI at
Section 22
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mDA)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mDA)
77
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0
Spring tides
Neap tides
Time
Figure 4.16 (e) : The comparison between spring and neap tides for 5 years ARI at
Section 23
6
5
4
3
2
1
Spring tides
Neap tides
0
Time
Figure 4.16 (f) : The comparison between spring and neap tides for 5 years ARI at
TTDI Jaya
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mDA)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mDA)
78
7
6
5
4
3
2
Spring tides
1
Neap tides
0
Time
Figure 4.16 (g) : The comparison between spring and neap tides for 5 years ARI at
Kampung Melayu Kebun Bunga
10
9
8
7
6
5
4
3
2
1
0
Spring tides
Neap tides
Time
Figure 4.16 (h) : The comparison between spring and neap tides for 5 years ARI at
10
9
8
7
6
5
4
3
2
1
0
Spring tides
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
Neap tides
12:00:00 AM
Stage (mDA)
79
Time
Figure 4.16 (i) : The comparison between spring and neap tides for 5 years ARI at
U2
Figure 4.16 (a), (b), (c), (d) and (e) show the water level during spring and
neap tides have such obvious difference. At these locations, tides effect variation can
be seen. Figure 4.16 (f) and (g) show the water level during spring and neap tides are
approximately equivalent. So, at these locations, tides effect variation is small.
While, from TTDI Jaya up to U2, (Figure 4.16 (h) and (i)) tides are diminish because
at these locations, the water level during spring and neap are in the same level.
Stage (mAD)
-0.5
-1
-1.5
-2
ch 1000 (s.klang)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-2.5
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
-1.5
6:00:00 AM
-1
3:00:00 AM
-0.5
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
4.8
12:00:00 AM
Stage (mAD)
80
High flow for 2 years ARI
2.5
2
1.5
1
0.5
0
Spring tides
0.5
0
Neap tides
-2
Time
Figure 4.17 (a) : The comparison between spring and neap tides for 2 years ARI at
Port Klang
2.5
2
1.5
1
Spring tides
Neap tides
Time
Figure 4.17 (b) : The comparison between spring and neap tides for 2 years ARI at
-0.5
Taman Sri Muda
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-1.5
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
-1
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
-0.5
12:00:00 AM
Stage (mAD)
Stage (mAD)
81
2.5
2
1.5
1
0.5
Spring tides
0
Neap tides
Time
Figure 4.17 (c) : The comparison between spring and neap tides for 2 years ARI at
ch 11500 (s.klang)
3
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.17 (d) : The comparison between spring and neap tides for 2 years ARI at
Section 22
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
82
4
3.5
3
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.17 (e) : The comparison between spring and neap tides for 2 years ARI at
Section 23
6
5
4
3
2
Spring tides
1
Neap tides
0
Time
Figure 4.17 (f) : The comparison between spring and neap tides for 2 years ARI at
TTDI Jaya
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
Stage (mAD)
83
6
5
4
3
2
1
Spring tides
Neap tides
0
Time
Figure 4.17 (g) : The comparison between spring and neap tides for 2 years ARI at
Kampung Melayu Kebun Bunga
9
8
7
6
5
4
3
2
1
0
Spring tides
Neap tides
Time
Figure 4.17 (h) : The comparison between spring and neap tides for 2 years ARI at
10
9
8
7
6
5
4
3
2
1
0
Spring tides
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
12:00:00 AM
9:00:00 PM
6:00:00 PM
3:00:00 PM
12:00:00 PM
9:00:00 AM
6:00:00 AM
3:00:00 AM
Neap tides
12:00:00 AM
Stage (mAD)
84
Time
Figure 4.17 (i) : The comparison between spring and neap tides for 2 years ARI at
U2
Figure 4.17 (a), (b), (c), (d) and (e) show the water level during spring and
neap tides have such obvious difference. At these locations, tides effect variation can
be seen. Figure 4.17 (f) shows the water level during spring and neap tides are
approximately equivalent. So, at this location, tides effect variation is small. While,
from Kampung Melayu Kebun Bunga up to U2, (Figure 4.17 (g), (h) and (i)) tides
are diminish because at these locations, the water level during spring and neap are in
the same level.
-0.5
-1
-2
ch 1000 (s.klang)
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
-1
5:00:00 AM
-0.5
10:00:00 PM
8:00:00 PM
6:00:00 PM
4:00:00 PM
2:00:00 PM
12:00:00 PM
10:00:00 AM
8:00:00 AM
6:00:00 AM
4:00:00 AM
2:00:00 AM
12:00:00 AM
10:00:00 PM
8:00:00 PM
6:00:00 PM
4:00:00 PM
2:00:00 PM
12:00:00 PM
10:00:00 AM
8:00:00 AM
6:00:00 AM
4:00:00 AM
Stage (mAD)
4.9
2:00:00 AM
Stage (mAD)
85
Low flow with 20 m3/s
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.18 (a) : The comparison between spring and neap tides for low flow at
Port Klang
2.5
2
1.5
1
0.5
Spring tides
0
Neap tides
-1.5
Time
Figure 4.18 (b) : The comparison between spring and neap tides for low flow at
6:00:00 AM
8:00:00 AM
10:00:00 AM
12:00:00 PM
2:00:00 PM
4:00:00 PM
6:00:00 PM
8:00:00 PM
10:00:00 PM
12:00:00 AM
2:00:00 AM
4:00:00 AM
6:00:00 AM
8:00:00 AM
10:00:00 AM
12:00:00 PM
2:00:00 PM
4:00:00 PM
6:00:00 PM
8:00:00 PM
10:00:00 PM
Stage (mAD)
-0.5
-1
Taman Sri Muda
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
Stage (mAD)
86
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.18 (c) : The comparison between spring and neap tides for low flow at
ch 11500 (s.klang)
2.5
2
1.5
1
Spring tides
0.5
Neap tides
0
Time
Figure 4.18 (d) : The comparison between spring and neap tides for low flow at
Section 22
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
Stage (mAD)
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
Stage (mAD)
87
2.5
2
1.5
1
0.5
Spring tides
Neap tides
0
Time
Figure 4.18 (e) : The comparison between spring and neap tides for low flow at
Section 23
3
2.5
2
1.5
Spring tides
1
Neap tides
Time
Figure 4.18 (f) : The comparison between spring and neap tides for low flow at
TTDI Jaya
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
Stage (mAD)
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
11:00:00 PM
8:00:00 PM
5:00:00 PM
2:00:00 PM
11:00:00 AM
8:00:00 AM
5:00:00 AM
2:00:00 AM
Stage (mAD)
88
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
Spring tides
Neap tides
Time
Figure 4.18 (g) : The comparison between spring and neap tides for low flow at
Kampung Melayu Kebun Bunga
5
4.5
4
3.5
3
2.5
2
1.5
1
Spring tides
Neap tides
Time
Figure 4.18 (h) : The comparison between spring and neap tides for low flow at
89
6
Stage (mAD)
5
4
3
2
Spring tides
1
Neap tides
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
10:00:00 PM
7:00:00 PM
4:00:00 PM
1:00:00 PM
10:00:00 AM
7:00:00 AM
4:00:00 AM
1:00:00 AM
0
Time
Figure 4.18 (i) : The comparison between spring and neap tides for low flow at
U2
Figure 4.18 (a), (b), (c), (d) and (e) show the water level during spring and
neap tides have such obvious difference. At these locations, tides effect variation can
be seen. Figure 4.18 (f) and (g) show the water level during spring and neap tides are
also difference. In these cases, during neap tides the water level is not changing. So,
tides effect variation is small. While, from TTDI Jaya up to U2, (Figure 4.18 (h) and
(i)) tides are diminish because at these locations, the water level during spring and
neap are in the same level and not changing.
90
CHAPTER 5
RESULTS AND DISCUSSION
5.1
Introduction
This chapter discusses the results from the analysis as mention previous
chapter. The results from hydrodynamic simulation for tides effect on Sungai Klang
and Sungai Damansara.
5.2
Model simulation results for high and low flow during spring and neap
tides
The model simulation results show from Figure 5.1 until Figure 5.12. These
results show the comparison of water level at different location during spring and
neap tides. The simulations have been done on 12th January 2009 for spring tides and
20th January 2009 for neap tides.
91
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.1 : Simulation for 100 years ARI during spring tides
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.2 : Simulation for 100 years ARI during neap tides
92
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.3 : Simulation for 50 years ARI during spring tides
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.4 : Simulation for 50 years ARI during neap tides
93
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.5 : Simulation for 10 years ARI during spring tides
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.6 : Simulation for 10 years ARI during neap tides
94
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.7 : Simulation for 5 years ARI during spring tides
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.8 : Simulation for 5 years ARI during neap tides
95
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.9 : Simulation for 2 years ARI during spring tides
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.10 : Simulation for 2 years ARI during neap tides
96
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.11 : Simulation for low flow during spring tides
Port Klang
Section 23
Ch 1000 (s.klang)
Section 22
Ch 11500 (s.klang)
TTDI Jaya
Taman Sri Muda
U2
Kampung Melayu Kebun Bunga
Figure 5.12 : Simulation for low flow during neap tides
97
5.3
Discussion
The simulations had been carried out with high and low flow. For high flow,
the simulations had been carried out with 100, 50, 10, 5 and 2 years ARI. And for
low flow, the value of 20 m3/s had been used. There are nine locations selected for
the simulation. There are four points at Sungai Klang and five points at Sungai
Damansara. Figure 5.1 until figure 5.12 show the simulations during spring and
neaps tides for different flow.
Figure 5.1 until Figure 5.10 show the high flow simulations with 100, 50, 10,
5 and 2 years ARI. These figures show that tides occurred from river mouth (Port
Klang) until Taman Sri Muda (entrance of Sungai Damansara) during spring and
neap tides. From Section 23 until Kampung Melayu Kebun Bunga, a very small tidal
variation was observed. The tidal was diminishing at this point up to upstream of
Sungai Damansara.
Figure 5.11 and 5.12 show the low flow simulation by using value of 20 m 3/s
These two figures show that tides occured along Sungai Klang and several point at
Sungai Damansara. Tides occur can be seen especially during spring tides. Tides
occured until Kampung Melayu Kebun Bunga with a very small tidal variation. From
this point up to U2, the tidal was diminishing.
From above discussion, the effect of high tides occurs with low flow
simulation until Kampung Melayu Kebun Bunga. So that, limit of tides at this point
and its’ diminish somewhere at TTDI Jaya.
98
CHAPTER 6
CONCLUSIONS AND RECOMMENDATIONS
6.0
Conclusion
The main objective of this study was to investigate the effect of high tides and
tidal limit on Sungai Damansara. In this study, hydrodynamic model simulation is
presented. The developed model is simulated by using InfoWorks RS. This software
is capable to consider the tidal harmonic constant and simulate the behavior of tides.
The results from the hydrodynamic modeling had indicated that the tidal effect
can be seen clearly up to Section 22. From this point up to Kampung Melayu Kebun
Bunga, a very small tidal variation was observed during low flow and high flow. The
tidal diminish at somewhere at TTDI Jaya which can be concluded that this is the
limit of tide as shown in Figure 6.1.
Finally, from the results show, the worst flood occurred on 26th February
2006 is not because of spring tides on that day. The flood occurred may be due to
heavy rain from upstream of Sungai Damansara and the capacity of the channel is not
adequate cause of rapidly development on this area.
99
Limit
of
tides
Figure 6.1: Limit of tides location
6.2
Recommendations
Further to this study, some recommendations can be proposed for further
improvement to the analysis. The recommendation as follow :
1.
It is important to investigate more detail on the tidal constituent which
effect the high and low tide. More observation is requires along the
river between the confluence of Sungai Damansara and river mouth.
2.
It is understand that tidal pattern will affect the water level along the
river which will have influence on the design of river channel to carry
maximum capacity.
3.
The hydrodynamic model is suitable can be used to simulate water
level flow and tidal zone area.
100
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