DIGITAL MODELING EVALUATION ON TIDAL EFFECT OF THE GALING

RIVER

AMIRUL JUWAIDY BIN OMAR

A thesis submitted in flulfiment of the

requirements for the award of the degree of

Bachelor of Civil Engineering

Faculty of Civil Engineering & Earth Resources

UniversitI Malaysia PAHANG

NOVEMBER, 2010

ABSTRACT

Galng River has been spotted by the Drainage and Irrigation of Department of Pahang

as one of the high potential area to be effected by flood. This river was chosen by the

state government for the "1 State 1 River" program. Flood is one of the main disasters

in this country it basically occurs at any reach of a river due to different factors. In the

14pstrcam area it i.stiai1y caused by the dischar ge which exceed bank flow and that

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

occurs in estuary area is caused by the tidal influences. Analysis of the Galing River

was conducted using the Info Works RS (river simulation) program software. The

analysis is based on the rainfall and tidal data taken from the Drainage and Irrigation of

Department for Kuantan area and the cross section of the river. Scope of this study

included the location area, data input fOr, each event and water level simulation of the

river. The simulation were analysed in three conditions. In the first analysis, the

simulation is carried out at high and low tidal. In the second analysis, the simulation is

carried out at high tidal with 50 Affi and 100 ARI rainfall events. In the third analysis,

the simulation was carried out at high tidal with existing bridge. The results of the

simulation showed that flood occured at the downstream of the river during high tidal,

The recorded data at each chainage showed that the water levels increase as the flow

increases.

V

AUSTRAK

Sungai Galing telah dikenal pasti sebagai sungai yg bensiko tinggi untuk mengalami

rnasa!ah banjir oleh Jabatan Pengairan dan Sal!ran Negeri Pahang (JPS). Sungai mi juga

telah. cipiiih olçi negeri untuk progr .. "Satu Negeri Satu Sungai" yang telah

dijalankan di seluruh Malaysia. Banjir merupakan saiah satu bencana utarna di negara

ki. d:., bcncana mi sngkali ted a4i pada setiap ba .. agian s ngai disebbk2 oleh

faktor4aktor yang berbeza. Pada bahagian hulu .sungai, bencana banjir selalu teijadi

disebabkan oleh limpahan air yang terlafu besar sehingga melebihi kapasiti sungai.

Manakala pada bahagian hilir dan muara pula adalah disebabkan oleh kejadan pasang

surut taut. Permodelan Sungai Galing dianalisa menggunakan aplikasi perisian

Info:WorksRS. Analisa dijalankan b.e.rdasarkan inakhirnat data hujan dan pasang surut

air taut yang di • bit dari JPS dái' Atigkataii Tentera Laut Diraja. Skop kajian

rnerangkurni lokasi sungai, data maktumat dan simulasi aras air sungai. Analisa sungai

dikaji berdasaikan tiga keadaan yang berbezi Afialisis yang pert ma thelibatkan

permodelan sungai ketika aras laut pasang dan ketika .aras taut surut. Analisis yang

kedua nielibatkan permodelan sungai ketika aras laut pasang untuk purata ketebatan

hujan sç1urn4 50 taluin don purata kelebatan bujap: selinia 100 *aw, Analisis yang

ketiga puta metibatkan permodelan sungai ketika aras taut pasang serta kewujudan

janbata :sun gal Yang asaL Keputusan sinnilasi nnøde1an sungai menurjukkan banjir

bertaku pada kawasan blur sungai ketika kejadian air laut pasang. Hasil daripada

pemerhatian data yang direkodkan pada setiap rantal keratan rentas sunga

menunjukkan aras aIr ungai bertambah seiring dengan air limpahan.

vi

TABLE OF CONTENTS

CHAPTER

DESCRIPTION

PAGE

TITLE

I

DECLARATION

U

DEDICATION

111

ACKNOWLEDGEMENT iv

ABSTRACT

V

AESTRAX

A

LIST OF CONTENTS

VU

LIST OF FIGURES

x

LIST OF TABLES

xiv

LIST OF ABBREVIATION

xv

LIST OF APPENDICES

xvi

1

1.1 introduction

1

12 Project Objectives

3

13 Significant of Study

3

1.4 Scope of the Study

4

1.5 Problem Statement

5

vii

2

3

LITERATURE REVIEW

2.1 Introduction 6

2.2 Conceptual study 9

2.2.1 Hydrological 9

2.2.2 Rainfall-runoff Relationship 10

2.23 Hydrograph 12

2.2.4 Tidal 13

2.3 Data of Analysis 18

2.3.1 The Rational for Seasonal Forecasting 18

(cQ1pgica1 Data 21

233 GIS and CAD 22

23.4 Urban Storm Water Management (MSMA) 23

2.4 River Analysis Method 24

2.4.1 Unit Hydrogniph (1111) Method 24

2.4.2 River Analysis Software 25

RESEARCH METHODOLOGY

3.1 Introduction 28

3.2 Area of Study 30

3.3 Reference and Preliminary Study 30

3.4 Data Collection 31

34.1 Digital map 32

3.4.2 Cross section of the River 32

3.4.3 Hydrological Data i3

3.4.4 Tidal Data 38

3.4.5 Field Visit 39

3.5 Data Analysis 42

3.6 Discussion 50

viii

ix

4 RESULTS ANALYSIS AND DISCUSSION

4.1 Introduction 51

4.2 Experimental Results 53

4.3 Types of Simulation 54

4.4 Analysis of Test Results 55

4.4.1 Graph of Flow and Stage Versus Time

for Low and High Tide Event

(Cases ia and lb) 55

4.4.2 Graph of Flow and Stage for

Rainfall Event with Different

Intensity, 5. 0 MU and 100 AR!

(Cases 2a and 2b) 60

4.4.3 Graph of Flow and Stage for

Network with Existing Bridge

(Case 3) 70

4.4.4 Proposed Flood Mitigation

Analysis at Dowifrcani 78

4.5 Discussion 81

5 CONCLUSIONS AND RECOMMENDATIONS

5.1 Conclusions 83

5.2 Recommendations 85

REFERENCES 86

APPENDICES 90

LIST OF FIGURES

FIGURE NO TITLE PAGE

1.1 Water Level Station 2

2.1 The location of Galing Rivçr, Kuantan 8

2.2 The Hydrological Cycle 9

Hydrograph

2.4 Definition Sketches of Common Types of Tides 15

2.5 Tidal Datumns and Tidal Levels 17

2.6 The Location of Rainfall Station in Pahang 20

2.7 Geographical Model Building over PIS and CAD 27

.1 Methodology of the Study 29

3.2 Example of Rainfall Data 33

3.3 Illustration of Galing River Catchment Area 34

3.4 The Soil Properties Of Galing River 40

3.5 Pollution of the River near the Housing Area 40

3.6 River Modeling Process 41

3.7 I.i.gi.tal Map of Galing River 4.

3.8 Event Type 43

3,9 Insert Historical Rainfall Data. 43

3.10 US SCS Event Data 44

3.11 Detail of Catchment 44

3.12 }1drograph Produced by InfóV orks RS 45

3.13 Output Window 45

3.14 Run Group 46

Steady Simulation 46

316 Unsteady Simulation 48

3.17 Produce Graph 49

318 Example of Graph 49

4.1 The Network of Galin g River 52

4.2 The Location of the Station along the River 53

4.3 Water Levels over Longitudinal Section of the River

During Low Tide Event 55

44 Water Levels over Longitudinal Section of the River

During High Tide Event 55

4.5a Graph of Flow and Stage versus Timç at

Station I (Downstream) 57

4.5b Graph of Flow and Stage versus Time at Station 2 57

4.5-c Graph of Flow and Stage versus Time at Station 3 (Middle) 58

4.5d Graph of Flow and Stage versus Time at Station 4 58

4,5e Graph of Flow and Stage versus, Time at (Upstream) 5

4.6a Water Level dining High Tide for 50 ARI 61

46b Water Level during High Tide for 100 AU 61

4.7a Graph of Flow versus Time for 50 ART (5 Stations) 62

4.7b Graph of Flow versus Time for 100 ART (5 Stations) 63

48a Graph of Stage versus Time for 50 MU (5Stations) 63

48b Graph of Stage versus Time for 100 AR! (5 Stations) 64

49a Graph of Stage versus Time for 50 AR! and 100 ART

at Downstream 65

4.9b Graph of Stage versus Time for 50 ART and 100 AR!

at near Downstream 65

xi

4.9c Graph Of Stage versus Time for 50 ART and 100 ART

near Upstream . 66

4.9d Graph of Stage versus Time for 50 ART and 100 AR! at

Upstream

4.1:0*1 Graph of Flow versus Time for 50 ARJ and 100 A].... at.

Downstream 67

4lOb Graph of Flow versus Time for 50 ART and 100 ARI

near Downstream 68

4.10c Graph of Plow versus Time for 50 ARI and 100 AR!

near Upstream 68

4.104 Graph of Flow versus Time for 50 ART and 100 ART

at Upstream 69

4.11 Water Levels during High Tide for a Network with

existing Bridge 70

4.12 The CrossectiOñ of the River and Bridge

(CH750 - CH800) 71

413a Graph of Flow versus Time for Network with existing

Bridge (5 stations) 72

4.13b Graph of Stage versus Time for Network with existiig

Bridge (5 Stations) 72

4.14a Graph of Stage versus Time for Network with

existing Bridge at Downstream 73

4.14b Graph of Stage versus Time for Network with

existing Bridge near Downstream 74

4.14c Graph of Stage versus Time for Network with

existing Bridge near Upstrea.m 74 4.14d Graph of Stage versus Time for Network with

existing Bridge at Upstream 75

xii

4.15a Graph of Flow versus Time for Network with

Existing Bridge at Downstream

4.15b Graph of Flow versus Time for Network with

existing Bridge near Downstream

4.15e Graph of Flow versus Time ibr wc,rk with

existing Bridge near Upstream

435d Graph of Flow versus Time for Network with

Existing Bridge at Upstream

4.16a Existing River Cross section at CII 100 and CII 150

416b Proposed Cross section of CH 100 and CH 10

br flood Mitigation

4.17 Longitudinal Section for Proposed Flood

Mitigation Program

75

77

79

80

81

XII!

LIST OF TABLES

TABLE NO TITLE PAGE

21 Runoff Factor for Rational equation 11

2.2 Recent Flood Event During Monsoon Season 19

3.1 information and Data Required 31

3.2 Semi4iurnal Constituent 38 3.3 Diurnal Constituent 39

3.4 Simulation Icon Explanation 47

4.1 Type of Analysis 54

4.2 50 ARI and 100 AR! Rainfall Data 60

xiv

LIST OF ABBREVIATION

NO ABBREVIATION

1 DID Department of Irrigation and Drainage

2 MPK Kuantan Municipal council

3 DSM Department of Survey and Mapping

4 MACRES Department Of Remote Sensing Malaysia

5 DOA Department of Agriculture

6 GIS Geographic Information System

7 CN Curve Number

8 1-1) One Dimensional

9 2-1) Two Dimensional

10 3.1) Three Dimensional

11 MSMA Mammal Saliran Mesra Alani

12 AIR.I Average Reoccurrences Intensity

13 OR Chainage

14 Q Flow Rate of Water m3/s)

Time of Concentration

16 Fc Conversion Factor

17 L Length of Flow Path from Catchment clevided

to outlet (km)

18 A Area Of the Catchment

19 S Slope of Stream Flow

20 1 Rainfall Intensity (mni/hr)

21 P Rainfall Depth (mm)

22 RI Average Rainfall Intensity for ARI

23 t Duration, time (lit, mm, see)

24 a, b, c, d Fitting Constant from IDF curie

xv

LIST OF APPENDICES

APPENDIX NO TITLE PAGE

A Recorded Rainfall Data

B List Chainage of the Gaing River 93

C Cross. section of the Galing River 94

x

CHAPTER I

INTRODUCTION

1.1 Introduction

Kuantan River is the main river that flow in the middle of Kuantan town Its

runs from Lembing River through Kuantan city before flowing out to South China Sea.

Galing River is one of major contributor to Kuantan River and covers the area from

Semambu, Bukit Sekilau and flowing out to Kuantan River at the end of Kampung Tok

Keratuat.

Galing River has been spotted by the Drainage and Irrigation of Department of

Pahang as one of the high potential area to be effected by flood. This river was chosen

by the state governnent for the "1 State 1 River" program. This river also being

classified as class IV for its pollution level This is due to the rapid developmentm the

basin area which is lead to many unfortunate events such as flooding, poor water quality,

lack of clean water, resources and erosion.

2

Galing River located near the Shore at the east coast of peninsular Malaysia.

Similar to the other places within this area, Galing River is also effected by the monsoon

season. This area receives a heavy rainfall during the monsoon season at the end of

November until December each year. Heavy rainfall causes the increasing of water

level at a low ground level surface along Galing river area. Figure 1.1 shown the water

level station monitored by the Department of Drainage and Irrigation Kuantan (DID) at

Galing River.

Base on the study conducted by the DID, there were three factors that contribute

to the flood event:

• Heavy rainfall (monsoon season)

• Tide (due to the location of Galing River which is near to South China Sea)

• River estuary

Analysis of the Galing River was conducted using the InfoWorks RS (river

simulation) program software. The analysis was based on the rainfall data taken from

the DID for Kuajitan area and the cross section of the river. Other geographical factors

of the river were also taken into consideration. At the end of the analysis, the best

solution in conducting the river management and flood mitigation were produced.

,7

, W4

Figure 1.1 Water Level Station

3

1.2 Project Objectives

The objectives of this study are:

L To develop a 2 dimensional model of the Galing River using the cross

section and the longitudinal section of the river

ii. To investigate the effect of rainfall and tidal to the flow of the river by

using river simUlation software (InfoWorks RS)

iii. To propose the suitable solution for future development of Galing River.

1.3 Significant of Study

The importance of the study are:

L The analysis of the Galing river using the real rainfall event can be used

for future river construction and mitigation program.

ii. The result will determine the cause of overflow for Galing river.

iii. Designation for flood mitigation can be determined in order to prevent

future flooding.

0

4

1.4 Scope of the Study

in oder to fulfill the objective of this study, there are three scopes of work that

need to be conducted:

I. Location

This study was carried out along the Galing River and at the river bank of

Kuantan River. Information about the status of Galing River is being carried out by the

DID Kuantan. interview session with local residents at the area along the Galing River

were be conducted to getmore information about the recent flood event.

II. Data

All the data required for the study and analysis were from the DID, Malaysian

Meteorological Department, Royal Malaysian Navy and Department of survey and

Mapping J1JPEM.

IlL Software

The analysis of the river was conducted using a very, integrated software solution

for simulating lows in rivers, in channels and on foodplains. The InfoWorks RS

software is very sophisticated program that allowed planners and engineers to carry out

fast and accurate modeling

5

1.5 Problem Statement

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

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

Flood is one of the main disasters in this country where it basically occurs at any reach

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

discharge which exceed bank full flow and that discharge cannot be sustained by river

cross section and river, bed. Whereas flood occurs in estuary area is caused by the tidal

influences. However, at the middle stretch of the open channel the occurrence of flood is

more complex to explain because of the combination of both factors Flow scenarios

changes when water overflow the bank into the flood plain Flows in the flood plain will

change drastically to various types such as from sub pritical to supercritical or vice versa

or calm condition. The water also flows in various directions to find the lowest level.

The flowin flood plain will contribute or give a great impact to the overall flood

behavior in aspect of maximum flow or volume and thus directly influence the water

level. The present lack of research on open channel hydraulics under the Influence of

tidal may due to the limited data available such as water level and flow along the river

bed,

CHAPTER II

LITERATURE R_EVIEWS

2.1 Introduction

The hydrological analysis had become a must in a development area. One of the

main objectives in the hydrological analysis is to make sure that the development 'does

not give any bad influence to the catchment area.

Based oil the information given by the Dpa' : trent of Social Welfare (JKM)

Pahang state, the total victim from recent flood event in Pahang which is during (the end

of 2007 untIl the early of 2008) was about 4000 people and during (the end of 2008 until

the early of 2009) the total lof the victim was about 3200 people From these

information, the flood has causes serious damaged to the people and property in Pahang,

especially at Kuantan area.

7

Flood is one in many ways which human population interact with hydrological

systerL Water is one of the basic needs for human to survive. People need water for

drinking, washing and preparing meals every day, farmers need water to plant

vegetation, development and industry need water as a raw material and for cooling

agent, and river are use as a transportation network and transferring waste to the sea.

(Nigel Arnell,2002.)

Flooding in Pahang, especially at Kuantan River catchment are generally caused

by étrenié irécipitation during monsoon season, tidal baëkWater generate from the

South China Sea, high initial soil moisture and vegetation at the bottom of the river

bases Politician, the public and journalists have speculated that human activity may

also contribute to the severe of flood event in Kuantan river, The activity including

rapid devciopnient within catchment area, rubbish clumping and domestic waste from

commercial areas, housing, village, squners and other placements, waste poisons or

chemicals from industrial and sewage is

not treated properly, waste oil from the

workshop, waste from wet markets, restaurants and food premises and lastly, the

invasion reserves river with many activity contribute to the flooding phenomenon (R.

Singh, M.J. Helmers, W.G. Crumpton, D.W. Lemke, 2007).

For the purpose of the study, Galing River which is one of tributaries for

Kuantan River were chosen. The river is situated near the river bank of Kuantan River

and have a frequent flood event within its area. Figure 2.1 shown the location of the

Galing River.. The estimate size of the river basin Is 22.65km2 and the length of the river

is 7.2 km.(DID). This river also located at the core of development area in Kuantan city,

A flood forecasting system m- ay include all .or some of the following three sic

elements: (Yen-Ming Chiang , Kuo-Li Hsu , Fl-John Chang, Yang Hong ,Soroosh

Sorooshian, 2007).

(i) A rainfall forecasting model

(ii) A rainfall-runoff forecasting model

(iii) A flood routing model

The principle cause of flooding in most circumstances is prolonged or inten

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

raising the water table whilst the remainder finds its way into the streams and river, c

be defined as runoff. Normally, the percentage runoff in a storm will be range of 20%

450/6 of the incident rainfall but under exceptional circumstances this can rise to 70%

more (Peter Pollard, Michael Devlin, David Holloway, 2001). Thus the river fic

occurring immediately after a heavy rain will vary according to the recent rainf,

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

rainfall and the frequency of the flooding.

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

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

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

For the downstream reaches of a major catchment, the arrival of the flood peak may 1

takes several days after the rainfall which caused the flood.

Figure 21 The Location of Galing River, Kuafttan (Google Earth, 2005)

2.2 Conceptual Study

2.2.1 Hydrological Cycle

Hydrology is an earth science. It is a combination of occurrence, distributioi

movement, and properties of water. A knowledge on hydrology is the key item I

manipulating and making decision in any problem where water involve. (Warre

Viessman, Jr, Gary L. Lewis, 2003)

A process where water is driven from the sea to the air to the land and back tF

sea is call hydrological cycle. As most of the water are in the ocean, it is best to assuni

that the cycle is started with the ocean. Then, water evaporate at the surface of tI

ocean. The amount of water evaporate varies, being greatest at near the equator, whei

solar radiation is more intense. Evaporated water is pure, because when it is carried ot

from the ocean the salt is left behind. The water vapor move to the atmosphere an

when the condition is suitable, water droplets is forming. These droplets then fall to Ui

land and becoming precipitation or may revaporize.(C.W Fetter, 2001). Figure 2.

shows the hydrologic cycles described in terms of six major elements, precipitatiol

infiltration, evaporation, transpiration, surface runoff and groundwater flow.

StO In MO.tn,..v.r Ind .. -

f Ef,...l.nd f

Figure 2.2 The Hydrological Cycle (C.W Fetter, 2001)

10

2.2.2 Rainfall runoff Relationship

Rainfall is precipitation consisting of water drops larger than 0.5 mm. It can be

classified as light rain when the intensity is smaller than 2.5 mm/h, moderate when it is

between 2.5 and 75 mm/h, and heavy when it exceeds 7.5 mm/h. (Wilfried

Brutsaert,2005)

After raining, the catchment urface area will he flowing with runoff. Runoff is

described as a water flow over a surface, where then it will become stream flow when it

reaches a defined channel. Rain falling on the watershed in an amount exceeding the

soil or vegetation uptake becomes surface runoff. During rainfall, water is continually

being abscb by the upper level of the soil after being intercept by vegetation within

evaporate at the same tine.

Many elements that Involve during the rainfall event making it very difficult to

predict the amount of runoff that will occur on the area involve There are many

structures that involve in the carrying surface runoff is design basis from the peak

runoff. So, the method or predicting the runoff is imp ornt 10 carry cut the lest

simulation and analysis. According to C.W. Fetter, the most simple way on predicting

the runoff is by applying the rational equation. This equation assumes that both the

rainfall rate and the rate of infiltration are constant. The rational method is very suitable

when used in analysis of small drainage basin of 200 ac (100 ha) or less. The equation Is

I Q=cIA

Where,

Q Peak runoff rate (L 3/ T; ft3Is or m3/s)

I Average râinfãll intensity (LIT; ftJs or mis)

A = Drainage area (Li; ft2 or m2)

C = Runoff coefficient

ii

Table 2.1 Runoff Factor for Rational equation (DID).

Description of Area C Business Downtown 030495 Neighborhood 0.50-0.70 Residential Single-family 0.30-0.50 Multiunits, detached 0.40-0.60 Mtiltiunits, attached 0.6070.75 Residential suburban 0.25-0.40 Apartment 0.50-0.70 Industrial

jglfl 0.50-0.80 Heavy 0.60-0.90 Parks, cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard 0.20-0.35 Unimproved 0.10-0.30 Character of surface Pavement Asphalt and concrete 0.70-0.95 Bricks 0.70485 Roof 035495 Lawns, sandy soil Flat, up to 2% grade 0.05410 Average, 2%-7% grade 0.10-0.15 Steep, over 7% 0.15-0.20 Lawns, heavy soil Fiat, up to 2% grade 013417 Average, 2%-7% grade 0.18-0.22 Steep, over 7% 0.25-0.35

Table 2.1 depicted the list of C value for different rate of infiltration. For each

type of land for the area, a range of the value of C is given. The lower number is used

for storms of a low intensity, storms with greater intensity will have proportionally more

runoff, justifying the use of a higher C factor. (DID)