extended report: hydrology analysis sungai lereh, malacca

AQSP/R.No:10072/Final/August 2016

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Extended Report: Hydrology Analysis Sungai Lereh, Malacca

AQSP/R.No:10103/Extended Report/March 2018

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Extended Report: Hydrology Analysis Sungai Lereh,

Malacca

COASTAL HYDRAULIC STUDY FOR “THE PROJEK

PENAMBAKAN LAUT SELUAS 120 EKAR DI MUKIM

KLEBANG BESAR”, CENTRAL DISTRICT OF MALACCA,

MALACCA



Document Information

Project Title

Coastal Hydraulic Study for “The Projek Penambakan Laut

Seluas 120 Ekar Di Mukim Klebang Besar”, Central District of

Malacca, Malacca (Extended Report)

Subject Sungai Lereh,Malacca Hydrology Analysis

Sponsoring/Monitoring

Agency Awan Plasma Sdn Bhd

Performing

Organization Aqvaspace Sdn Bhd

Document No. AQSP/RPT/01-2018/ AWANPLASMA/MDL/10103

Number of Pages

Key Words

Reclamation at Malacca

MIKE 21

Mike 11

Hydrodynamic Model

Hydrology



DECLARATION FROM HYDRAULIC STUDY TEAM LEADER

TITLE : Extended Hydrology Analysis for Sg. Lereh Malacca

“COASTAL HYDRAULIC STUDY FOR “THE PROJEK PENAMBAKAN LAUT SELUAS

120 EKAR DI MUKIM KLEBANG BESAR”, CENTRAL DISTRICT OF MALACCA, ”

TEAM LEADER : Mr. KARTHIGEYAN VEERASAMY

I declare the following:

i) I have read and checked the content of this Hydraulic Report;

ii) My study team members have conducted the study professionally acceptable

methodologies;

iii) The study findings are correct to the best of my knowledge; and have not been

altered in any manner;

iv) The mitigating measures proposed (whenever relevant) to the best of my

knowledge are reliable, practical and adequate with the relevant legal

requirement; and

v) Myself and my team shall be accountable for any misleading information in any

part of the report.

Signature & Official Stamp :

Name : KARTHIGEYAN A/L VEERASAMY

I/C No. : 791203 –12- 5027

Position : DIRECTOR

Company/Organization : AQVASPACE SDN BHD

Date : MARCH 2018



TABLE OF CONTENTS

ABBREVIATIONS

LIST OF FIGURES

LIST OF TABLES

1 INTRODUCTION 1

1.1 Background 1

1.2 Project Objectives 2

2 PROJECT OVERVIEW 3

3 STUDY AREA 12

3.1 Site Assessment 12

3.2 Climate 21

3.3 Tourism 21

3.4 Environmentally Sensitive Area 21

3.5 Hydrological Characteristics of Project Area 22

3.6 Meteo-Marine Scenarios 23

3.6.1 Melaka River System 28

3.6.2 Sungai Melaka Basin 28

3.6.3 Hydrological data 31

4 DATA COLLECTION 36

4.1 Coastal Data Measurement 36

4.1.1 Bathymetry 36



4.1.2 Current Measurement 36

4.1.3 Water Level Measurement 36

4.1.4 Seabed Sediment Sampling 37

4.2 River Hydrology Data Measurement 45

4.2.1 River Hydrology Measurement 45

4.2.2 Current Measurement 47

4.2.3 Water Level Measurement 48

4.2.4 River Cross section 49

4.2.5 River Discharge 49

4.2.6 Rainfall Data 75

5 MODEL DESCRIPTION AND SETUP 76

5.1 Hydrodynamic Model for Coastal Modelling 76

5.1.1 Model Domain 76

5.1.2 Grid Generation and Bathymetry 76

5.1.3 Boundary Conditions 80

5.1.4 Calibration and Verification 80

5.1.4.1 Water Level 83

5.1.4.2 Currents 83

5.2 Hydrological Model 89

5.2.1 Introduction 89

5.2.2 Model Setup 89

5.2.3 Hydrodynamic Model 92

5.2.4 Model Calibration 93



5.2.5 Calibration Index 94

5.2.6 Calibration Water Level and Current Speed 95

5.2.7 Extreme Value Analysis 97

5.2.7.1 Long-term Simulation of Hydrological 97

Model

5.2.8 Selection of Best Suited Frequency Distribution 99

6 MODEL RESULTS 106

6.1 Coastal Modelling Scenarios 106

6.1.1 Extracted Result from Water Level Impact into 109

aaaaaSg. Lereh and Sg. Udang

6.2 Scenario Simulation 113

7 CONCLUSION 115



APPENDICES

Appendix A Marine Data Collection Report



ABBREVIATIONS

ADCP Acoustic Doppler Current Profiler

CD Chart Datum

DHI Danish Hydraulic Institute

DID Department of Irrigation and Drainage

FM Flexible Mesh

HD Hydrodynamic Model

mg/l Milligram per Litre

m/mth Meter per Month

MSL Mean Sea Level

MT Mud Transport Model

NE Northeast

RMSE Root Mean Square Error

SW Southwest

SW Spectral Wave Model



LIST OF FIGURES

Figure 2.1 Aerial Photograph of the Strait of Malacca 4

Figure 2.2 Proposed Reclamation Area at Malacca (Project Site) 5

Figure 2.3 Project Location Map 6

Figure 2.4 Overview of Revetment around Reclamation area at Project

Site

7

Figure 2.5 Drawing for Cross-section of Revetment 8

Figure 2.6 Area to be reclaimed 9

Figure 2.7 Drawing for Breakwater around Sg.Lereh River Mouth 10

Figure 2.8 Drawing for Cross-section of Breakwater 11

Figure 3.1 District of Melaka 13

Figure 3.1a Aerial Photograph of Study Area 14

Figure 3.1.1 Pulau Depan Tg Keling 16

Figure 3.1.2 Kampung Hailam 16

Figure 3.1.3 Everly Resort Hotel 16

Figure 3.1.4 Sungai Lereh River Mouth 17

Figure 3.1.5 Three Towers 17

Figure 3.1.6 Dredging 17

Figure 3.1.7 Past Reclamation 18

Figure 3.1.8 Klebang Besar 18

Figure 3.1.9 Tidal Gate 18

Figure 3.1.10 Sungai Klebang Besar River Mouth 19



Figure 3.1.11 Barge 19

Figure 3.1.12 Jetty at Pulau Upeh 19

Figure 3.2 View of Groin and Sand Dune at Study Area 15

Figure 3.3 Outlook of Sg. Lereh 20

Figure 3.4 Environmentally Sensitive Area (Pulau Upeh) around

Project Site

22

Figure 3.5 Monthly Average High and Low Temperature Round the

Year in Malacca

22

Figure 3.6 Monthly Average Precipitation and Rainfall Days Round

the Year Malacca

23

Figure 3.7 Monsoons season affecting Melaka State 24

Figure 3.8 Annual Wind Rose Plot at Project Area 25

Figure 3.9 Monthly Wind Rose for NE Monsoon 26

Figure 3.10 Monthly Wind Rose for SW Monsoon 27

Figure 3.11 Main river basins in the Flood Mitigation Master for

Melaka

29

Figure 3.12 Sg. Melaka river basin 30

Figure 3.13 Melaka River Study extent 30

Figure 3.14 Main River Distribution at Malacca State 31

Figure 3.15 Rainfall and streamflow stations in the study area 32

Figure 3.16 Monthly variations of rainfall at study area 33

Figure 3.17 Isohyets of mean annual rainfall 33

Figure 3.18 Isohyets of rainfall IDF-Curves depths (mm) for 100-yr

ARI Storms (durations of 0.5,1,3 and 6 hours)

34



Figure 3.19 Isohyets of rainfall IDF-Curve depths (mm) for 100-yr ARI

Storms (durations of 0.5,1,3 and 6 hours)

35

Figure 4.1 Bathymetry Survey (Primary Data) at Project Area 38

Figure 4.2 Bathymetry Survey (Secondary Data) around Strait of

Malacca

39

Figure 4.3 Locations of ADCPs Deployment 40

Figure 4.4 Measured Current Speed 41

Figure 4.5 Measured Current Direction 42

Figure 4.6 Measured Water Level 43

Figure 4.7 Location for Seabed Sediment Collection around Project

Area

44

Figure 4.8 Location of Measurement Point of Sungai Lereh and

Sungai Udang

46

Figure 4.9 Current and Water Level Measurement Locations at Sungai

Lereh and Sungai Udang

47

Figure 4.10 River Cross Section at Sungai Lereh 49

Figure 4.11 River Cross Section at Sungai Udang 50

Figure 4.12 Water Level at station TG1 at Sungai Lereh Melaka 51

Figure 4.13 Water Level at station TG2 at Sungai Lereh 52

Figure 4.14 Water Level at station TG3 at Sungai Udang 52

Figure 4.15 River Cross Section at Sungai Lereh (CH1-CH3) 53







Figure 4.20 River Cross Section at Sungai Udang (CH1-CH3) 58




Figure 4.24 River Cross Section at Sungai Udang (CH13-15) 62

Figure 4.24 Drawing For River Cross Section at CH6 Sungai Lereh 63

Figure 4.25 Flow Rate, Q (Discharge) at Sungai Lereh (07/02/2018) 64



Figure 4.28 Drawing For River Cross Section at CH4 Sungai Udang 72

Figure 4.29 Flow Rate, Q (Discharge) at Sungai Udang (07/02/2018) 72

Figure 4.30 Flow Rate, Q (Discharge) at Sungai Udang (08/02/2018) 72

Figure 4.31 Location of Hydrological Station at Melaka Tengah 75

Figure 5.1 Project Area - Model Domain 77

Figure 5.2 Grid Distribution of Flexible Mesh at Model Domain 78

Figure 5.3 Model Bathymetry 79

Figure 5.4 Bathymetry of the Project Area 80

Figure 5.5 Location of Boundaries 81

Figure 5.6 Water Levels at Three Open Boundaries 82

Figure 5.7 Tidal Stations around Project Area 84

Figure 5.8 Model Calibration: Comparison between Predicted and

Simulated Water Level

85



Figure 5.9 Model Calibration: Comparison between Measured and

Simulated Water Level

86


Simulated Current Speed

87


Simulated Current Direction

88

Figure 5.12 Flow diagram of Rainfall Runoff Model 90

Figure 5.13 Catchment Area 91

Figure 5.14 River network at and Around Study Area 93

Figure 5.15 Calibration point (TG-2) 95

Figure 5.16 Water level calibration at TG-2 96

Figure 5.17 Current Speed Calibration TG-2 96

Figure 5.18 Annual Total Rainfall in the Study Area 97

Figure 5.19 Yearly Maximum Flow in the Study Area from

Rainfall-Runoff Contribution

98

Figure 5.20 Frequency Plot and Probability Plot for Generalized

Extreme Value (GEV) and Generalized Pareto (GP)

101

Figure 5.21 Frequency Plot and Probability Plot for Gumble (GUM)

and Log-Pearson Type 3 (LP3)

102

Figure 5.22 Frequency Plot and Probability Plot for Log Normal (LN2)

and Weibull (WEI)

103

Figure 5.23 Frequency plot and Probability plot for Frechet (FRE),

Pearson 3 (P3) and Square-root Exponential (SQE)

104

Figure 6.1 Data Extraction Boundary for Baseline Model 107

Figure 6.2 Data Extraction Boundary for Baseline Model 108



Figure 6.3 Water level Extraction for Base Modelling options (NE and

SW Monsoon) at 3 level stream points

109

Figure 6.4 Water level Extraction for Structure Modelling option (NE

and SW Monsoon) at 3 level stream points

109

Figure 6.5 Water level Extraction comparison for Base and Structure

modelling option for NE Monsoon at 3 level stream points

110

Figure 6.6 Water level Extraction comparison for Base and Structure

modelling option for SW Monsoon at 3 level stream point

110

Figure 6.7 Water level Extraction comparison for Downstream point

ARI 2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years

111

Figure 6.8 Water level Extraction comparison for Midstream point

ARI 2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years

111

Figure 6.9 Water level Extraction comparison for Upstream point ARI

2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years

112

Figure 6.10 Maximum Water Level along the River Udang and Lereh

for Scenario-1

114


for Scenario-2

114


for Scenario-3

114



LIST OF TABLES

Table 3.1 The Major Sub Catchment of Sungai Melaka 29

Table 3.2 D.I.D. rainfall recording station in study area 31

Table 3.3 Mean Monthly and Annual Rainfall Depths (mm) 32

Table 4.1 Malacca Tanjung Keling Tidal Station Datum Level

Information (Royal Malaysian Navy)

37

Table 4.2 Summary of Particle Size around proposed Project Area 45

Table 4.3 Specification of field data 46

Table 4.4 Current Meter Measurement Location 47

Table 4.5 Water level Measurement Location 48

Table 4.6 Water discharge Data at Sungai Lereh (07/02/2018) 65



Table 4.9 Water discharge Data at Sungai Udang (07/02/2018) 73

Table 4.10 Water discharge Data at Sungai Udang (08/02/2018) 74

Table 5.1 Root Mean Squared Error Values for Measured Vs. Simulated

Water Levels

83

Table 5.2 Root Mean Squared Error Values for Measured Vs. Simulated

Currents

83

Table 5.3 Available Rainfall 91

Table 5.4 Quality Index and JPS Guideline 97

Table 5.5 Analysed Distributions along with Their Characteristics 99

Table 5.6 Goodness-of-fit statistics using Chi-squared, Kolmogorov-

Smirnov and Log-likelihood

100

Table 5.7 Flow in the Udang-Lereh Catchment for Different ARI 105

Table 6.1 Model Simulation for Two Scenarios with Different Monsoon 106

Table 6.2 ARI from Mike 11 Analysis 107

Table 6.3 Extracted Analysis Points for Backwater Effect 108

Table 6.4 Tidal Characteristics at the Outfall of Sg Lereh 113

Table 6.5 Worst Scenarios 113


AQSP/R.No:10103/Extended Report/March 2018 Page | 1

1. INTRODUCTION

1.1 Background

A proposal from Awan Plasma Sdn Bhd for resources development led to an assessment

of impact which carried out by Aqvaspace Sdn Bhd to achieve the project scope. Coastal zones

are one of the most important areas for human activities and infrastructure growth. However,

the systems are dynamic and need to be studied extensively before any infrastructure is planned

in order to avoid damages due to natural processes such as erosion. An important tool to assess

these systems is numerical modelling to predict the environmental characteristics of the area.

The primary objective of numerical modelling is to simulate the effects of changes in the

velocities, bed thickness, erosion and deposition, and sediment mobility. Successful models

can be used to estimate water-surface elevations, velocities, erosion, deposition, and sediment

transport for flows of varying magnitudes and stages.

A hydraulic study is required to determine the impact due to the reclamation on coastal

processes and the environment are considered as shorefront development based on Department

of Irrigation and Drainage, Malaysia (DID) guideline. The hydraulic study shall comply with

the ‘Guidelines for Preparation of Coastal engineering Hydraulic Study and Impact Evaluation’

(for Hydraulic Study Using Numerical models, Fifth Edition, 2001 by DID) and ‘Guideline on

Erosion Control for Development Projects in the Coastal Zone’ (1997). Based on the above

condition imposed, this report summarizes the hydraulic study for the proposed. In order to

conduct the study, the main approach taken was the use of the MIKE 21 and Mike 11 computer

modelling package.

The approval of the reclamation works was obtain from Jabatan Pengairan dan Saliran

Malaysia on 2 August 2017 for coastal reclamation work with some condition. Malacca

State Economic Development Unit was requested the developer to build a breakwater at

river mouth to protect Sungai Lereh river mouth from higher wave and strong current

intrusion into Sungai Lereh. To fulfil the requirement of JPS, consultant had requested to

conduct the hydrology modelling work to ensure the reclamation work to ensure there is

no site effect to the river flow and back water effect.



1.2 Project Objectives

The study was undertaken to meet the following key project scopes:

a) Establishment of baseline condition on hydrodynamic status based on primary

and secondary data, numerical model results and previous study reports

b) Develop 1D hydrological model and 2D coastal model.

c) Assess the impact of proposed reclamation work on hydrodynamic at coastal

specifically to Sungai Lereh region

d) To collect the meteo-marine data relevant for the study model set-up and

calibration

e) To study and assess the changes of current patterns/flow and back water effect

before and after project implementation at Sungai Lereh

f) Recommend mitigation measures to reduce the impact of the proposed project

on the environment.



2. PROJECT OVERVIEW

The coastal zone is an important natural resource, fulfilling environmental, economic

and social roles in the development at Malacca. The Strait of Malacca is a narrow, 890 km

stretch of water between the Malay Peninsula (Peninsular Malaysia) and the Indonesian island

of Sumatra. The city of Malacca is located on both sides of the Malacca River near its mouth

into the Strait of Malacca. The modern city has grown in all directions from this historic core,

including to the south (because the present coastline of the Strait of Malacca is somewhat

further down to the south than its original location due to land reclamation).

This study carried out to determine the optimum structural measures that will allow for

safe during periods of strong wind and high wave activity and to enhance tourism and

recreational potential in these areas. The current project comprises the impact of proposed

reclamation work on hydrodynamic and morphological condition at Malacca (Figure 2.1), aims

to create a model to represent the hydrodynamics, wave and mud transport patterns prevalent

at the study site, using MIKE 21 developed by DHI. Proposed layout for Malacca reclamation

work along with revetment structure and breakwater in front of Sg. Lereh river mouth shown

at Figure 2.4 to Figure 2.8.



Figure 2.1: Aerial Photograph of the Strait of Malacca



Figure 2.2: Proposed Reclamation Area at Malacca (Project Site)



Figure 2.3: Project Location Map



Figure 2.4: Overview of Revetment around Reclamation Area at Project Site



Figure 2.5: Drawing for Cross-section of Revetment



Figure 2.6: Area to be reclaimed



Figure 2.7: Drawing for Breakwater around Sg.Lereh River Mouth



Figure 2.8: Drawing for Cross-section of Breakwater



3. STUDY AREA

The Strait of Malacca is a narrow, 890 km stretch of water between the Malay

Peninsula (Peninsular Malaysia) and the Indonesian island of Sumatra. The city of Malacca

is located on both sides of the Malacca River near its mouth into the Strait of Malacca. The

historic central area of the city is located near the old coastline, includes St Paul's Hill with

the ruins of the Portuguese fortress, A Famosa and the Dutch Square on the right (eastern)

bank of the river, and the old Chinatown on the left (western) bank. The modern city has

grown in all directions from this historic core, including to the south (because the present

coastline of the Strait of Malacca is somewhat further down to the south than its original

location due to land reclamation).

The state of Melaka has three (3) districts, i.e. Melaka Tengah, Alor Gajah and Jasin district as

shown in Figure 3.1. The North-South Highway cuts across the center of the state while the

Malaysian railway track in located near the northern boundary of the state. More than half of

state is below elevation RL. +20 meters. The hilly areas of higher ground are located in the

northern boundary of the state. A substantial portion of the river Sg. Melaka, Sg. Duyong, Sg.

Kesang and Sg. Linggi adjacent the river mouth is subject to tidal water level fluctuations.

Melaka is located at the southwest coastline of Peninsular Malaysia at about latitude 2°N and

longitude 102°E. It lies at the south of the main mountain range of the Peninsular Malaysia and

both the northeast monsoon (November-March) coming from the South China Sea and the

Southwest monsoon (May-September) coming from the Straits of Melaka. During the inter-

monsoon months of April and October, occasional convection rainstorm may occur, thus,

making Melaka a state which is subject to possible flooding round the year. Figure 3.7 shows

the location of the State of Melaka and the monsoon seasons affecting it.

3.1 Site Assessment

Figure 3.1a shows aerial photograph of project area. Pulau Depan Tg Keling is next

to Jeti Tanjung Beruas and is located in Malacca (Figure 3.1.1). The beach of Tanjung Kling

is one of the more recent developments of the Malacca tourism industry. Kampung Hailam

is half way towards Tanjung Kling from the city centre, along the small road leading to

Pantai Kundor is a milestone standing next to a shabby Malay shop house marking the



entrance to Hainanese Village (Figure 3.1.2). The Everly Resort Hotel Malacca is

characterised by Roman pillars and columns (Figure 3.1.3). It is located at the beachfront of

Tanjung Kling and is 20 minutes’ drive to Malacca City. Formerly known as the Riviera

Bay Resort Melaka. Sungai Lereh river mouth connects with waters of the Straits of Malacca

is shown in Figure 3.1.4. Due to some coastal zone management activities the dredging and

partially reclaimed lands are revealed in Figure 3.1.6 and Figure 3.1.7. The tiny island of

Upeh is located near Klebang town in Malacca. Pulau Upeh is a peaceful getaway for locals

and tourists (Figure 3.1.12). It act as a sanctuary for nesting Hawksbills, one of the rarest

species of sea turtles. During the egg-laying season between March and June, visitors can

come here to catch a glimpse of Hawksbills coming on the beach to nest. Figure 3.2 and

Figure 3.3 displays the view of groin and sand dune around study area and an outlook of Sg.

Lereh.

Figure 3.1: Districts of Melaka



Figure 3.1a: Aerial Photograph of Study Area



Figure 3.2: View of Groin and Sand Dune at Study Area



Figure 3.1.1: Pulau Depan Tg Keling

Figure 3.1.2: Kampung Hailam

Figure 3.1.3: Everly Resort Hotel



Figure 3.1.4: Sungai Lereh River Mouth

Figure 3.1.5: Three Towers

Figure 3.1.6: Dredging



Figure 3.1.7: Past Reclamation

Figure 3.1.8: Klebang Besar

Figure 3.1.9: Tidal Gate



Figure 3.1.10: Sungai Klebang Besar River Mouth

Figure 3.1.11: Barge

Figure 3.1.12: Jetty at Pulau Upeh



Figure 3.3: Outlook of Sg. Lereh



3.2 Climate

Malacca's weather is hot and humid throughout the year with rainfall, the intensity

of which depends on the time of the year. It is one of the driest city in Malaysia which

receives just below 2,000 mm of rainfall annually beside Sitiawan. Malacca features tropical

rainforest climate, under the Köppen climate classification. The relatively stable weather

allows Malacca to be visited all-year-round. Temperatures generally range between 30 °C –

35 °C during the day and 27 °C – 29 °C at night. It may get cooler after periods of heavy

rainfall.

3.3 Tourism

Tourism is the key service industry in the Malacca and has grown to become one of

the most important economic activities. Most tourist attractions are concentrated in its small

city centre which encompasses Jonker Walk which houses Malacca's traditional Chinatown

that exhibits Peranakan architecture. A Famosa Fort, St. Paul's Hill is among the tourist

attractions located in the Bandar Hilir, old city area. The Malacca Straits Mosque is located

here. There are numerous islands which include Pulau Upeh near Klebang Beach (currently

undergoing reclamation works) and Pulau Besar is located near Umbai and approximately

10 km south of Malacca, Pulau Besar or ‘Big Island’ is the biggest of the eight islands off

the coast of Malacca.

3.4 Environmentally Sensitive Area

Coastal development will cause environmental impacts, such as rising temperatures,

pollution of water, air and noise and sudden loss of green areas. These issues simply and

solely involve environmentally sensitive areas. The present study area covers with

mangroves, fresh water mixing zone and good water quality for tourism activities. The tiny

island of Upeh is located near Klebang town in Malacca. Pulau Upeh is a peaceful getaway

for locals and tourists. It act as a sanctuary for nesting Hawksbills, one of the rarest species

of sea turtles. During the egg-laying season between March and June, visitors can come here

to catch a glimpse of Hawksbills coming on the beach to nest. Figure 3.4 shows the

environmentally sensitive area near project site.



Figure 3.4: Environmentally Sensitive Area (Pulau Upeh) around Project Site

3.5 Weather Characteristics of Project Area

Hydrological condition of the study area was also assessed from secondary data

sources. Figure 3.5 shows the temperature trend of Malacca for the whole in a monthly basis.

It is clear from the figure that maximum temperature varies from 31ºC to 33ºC and minimum

temperature varies from 23ºC to 24ºC round the year. Figure 3.6 shows the trend of average

monthly rainfall and average rainfall days in Malacca. It is evident from the figure that

maximum rainfall occurs in the month of November.

Figure 3.5: Monthly Average High and Low Temperature Round the Year in Malacca



(Source MMD, MALAYSIA)

Figure 3.6: Monthly Average Precipitation and Rainfall Days Round the Year Malacca

3.6 Meteo-Marine Scenarios

Two different meteo-marine scenarios have been defined to evaluate the potential

impacts of the proposed reclamation project to describe the characteristic of environmental

conditions like tidal conditions, current and wave patterns and mud transport in the study

region, especially seasonal variations of the meteorological conditions that include a

combination of tides and wind effect. Based on three monsoonal scenarios the inter monsoon

condition does not show any significant changes. Accordingly the present study covers only

two monsoonal scenarios such as northeast monsoon and southwest monsoon.

Annual extracted wind data was made at the project site as illustrated in Figure 3.7.

Based on the extracted wind data, two monsoonal scenarios were determined as follows:

Northeast monsoon conditions (NE) that represent flows during northeast monsoon

periods when wind and tidal currents interact. This condition has been represented with

a local wind of an average 5.5 m/s (see Figure 3.9) blowing as illustrated in Figure 3.8

Southwest monsoon conditions (SW) that represent southwest monsoon periods when

wind and tidal currents interact. This condition has been represented with a local wind

of an average 4.5 m/s (see Figure 3.10) blowing as illustrated in Figure 3.8



Figure 3.7: Monsoon seasons affecting Melaka State



Figure 3.8: Annual Wind Rose Plots at Project Site



Figure 3.9: Monthly Wind Rose for NE Monsoon



Figure 3.10: Monthly Wind Rose for SW Monsoon



3.6.1 Malacca River System

Malacca state has two main rivers which are Sungai Melaka and Sungai Kesang, where both

of these rivers are partly served by catchments within Negeri Sembilan and Johor. Other minor

rivers are Sungai Siput, a tributary of Sungai Linggi, Sungai Duyong, Sungai Lereh and Sungai

Sri Melaka.

Sg. Melaka is originates from the northern border with Negeri Sembilan at Batang Melaka. It

is about 71km long and flows through Alor Gajah area where it enters into relatively flat terrain

and goes through the flood plain at Durian Tunggal before meandering through the city of

Melaka and discharging into the Straits of Malacca. There are two water supply dams in this

river basin, namely the Durian Tunggal Dam and Jus Dam, but there is no flood mitigation

dam. Along the Sg. Melaka at Malim Jaya near the city of Melaka, a diversion regulator

structure, Malim weir, has been constructed to divert excess river flow during flood into a

nearby river called Sg. Malim which discharges into the Straits of Malacca at Klebang. The

diversion channel from Sg. Melaka to Sg. Malim has already been constructed and it has an

inlet regulation structure with a fixed - height concrete low weir at its channel bed. The

diversion channel conveys flood flows from Sg. Melaka to discharge into Sg. Malim so that it

does not flood the city of Melaka. The fixed height weir at its channel bed serves to ensure a

certain minimum low flow is maintained in the original Sg. Melaka river course which enters

into the city of Melaka.

3.6.2 Sg Melaka Basin

Sg Melaka has a catchment area of about 627 km². During early part of the century most of the

coastal plain was converted from swamp land into paddy areas by an intense network of canals

and drains. The subsequent growth of Melaka town has resulted in urbanization of most of the

coastal plain and abandonment of the paddy fields. The northern portion of the basin consists

of hills covered with forest reserves. The lower slopes of the hills and the central section of the

basin are predominated by oil palm trees.

The Sg. Melaka basin, its major sub-catchments and study extent are illustrated in Figure 3.11

Sg. Melaka system has also been investigated in previous studies, such as “Kajian Pencegahan

Pencemaran dan Peningkatan Kualiti Air Sungai Melaka”commissioned by Jabatan Alam

Sekitar in 2004 [Jurutera Perunding Zaaba (2004)]. All available and compiled secondary



sources of information are utilized to confirm the designation of major sub-catchments and

their computed areas (summarized in Table 3.1) for this study.

Table 3.1: The major sub-catchments of Sg. Melaka

Sub-catchment Area (km²)

Tampin 90.3

Kemuning 48.8

Jus 24.1

Batang Melaka 150.5

Melaka (Gadek-EGangsa) 95.7

Durian Tunggal Dam 45.7

Durian Tunggal 55.9

Cheng 39.9

Melaka (Durian Tunggal –

Malim Weir)

14.1

Melaka (Malim-weir Putat) 9.8

Putat 24.9

Ayer Salak 39.6

Malim Upstream 9.4

Malim Downstream 7.1

Melaka Downstream 13.8

TOTAL 669.6

Figure 3.11: Main river basins in the Flood Mitigation Master for Melaka



Figure 3.12: Sg. Melaka river basin

Figure 3.13: Sg. Melaka River Study extent



Figure 3.14: Main River Distribution at Malacca State

3.6.3 Hydrological data

The hydrologic and hydraulic analyses of rivers in the study area for determining their flood

responses require a thorough understanding of storm events that have occurred in the past.

D.I.D have installed several rainfall recording stations which are in operation since the 1950s

throughout the country. For this study, the location of relevant station is shown in Table 3.2.

The recorded data have been acquired from D.I.D. Hydrology data was obtained from DID

hydrology section which is identified as Pusat Pertanian Sg. Udang (2221008) for the duration

of 2007 – 2017.



Figure 3.15: Rainfall and streamflow stations in the study area

Table 3.2 :D.I.D. rainfall recording station in study area

No. Station Name Latitude Longitude Type and Period

of Records

2221008 Pusat Pertanian

Sg. Udang

02°17’30” 102°08’00” M (1953 – 2007)

A (1994 –

current)

Table 3.3: Mean monthly and annual rainfall depths (mm)

NO: 2221008

STATION NAME: PUSAT PERTANIAN

SG. UDANG

JAN 77

FEB 76

MAR 116

APR 179

MAY 175

JUN 172

JUL 197

AUG 194

SEP 219

OCT 217

NOV 239

DEC 138

ANNUAL 2011



Figure 3.16: Monthly variations of rainfall at study area

Figure 3.17: Isohyets of mean annual rainfall

0

50

100

150

200

250

300

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

2221008



Figure 3.18: Isohyets of rainfall IDF-Curves depths (mm) for 100-yr ARI Storms (durations of 0.5,1,3 and 6 hours)



Figure 3.19: Isohyets of rainfall IDF-Curve depths (mm) for 100-yr ARI Storms (durations of 0.5,1,3 and 6 hours)



4 DATA COLLECTION

4.1 Coastal Data Measurements

In order to assess the potential impact of the proposed reclamation work in the study

area, it is important to establish the baseline conditions so that once the impacts are quantified

it is possible to evaluate the relative changes to the existing water environment. Prior to the

modelling work, the major data have been collected around the study area such as current,

water level, bathymetry data and sediment samples. The measurements are described in the

sub-sections below and the location of the water level and current measurements is depicted in

the figures below.

The scope of work and specifications for the field data collection is based on the

guidelines for preparation of coastal engineering hydraulic study and impact evaluation

(additional requirement – 2013). These were presented and approved by the JPS Malaysia.

4.1.1 Bathymetry

A bathymetric survey of the study area was carried as illustrated in Figure 4.1 and the

secondary data for Malacca Strait is presented in Figure 4.2. The data together with sea chart

information obtained from C-MAP, an electronic database for the regional area, has been

applied to be incorporated and interpolated into unstructured meshes for HD and SW models.

4.1.2 Current Measurements

The current measurements were performed by two ADCPs from 5th May 2015 to 23rd

May 2015 deployed in the project site (Figure 4.3 for location). ADCP 1 presented current

speeds to around 0.91 m/s while the current speeds in ADCP 2 reached up to 1.13 m/s. The

water level also measured by using ADCPs. The data acquired from ADCP the recording made

at the study area are depicted in Figures 4.4 to 4.6.

4.1.3 Water Level Measurements

The tide at the project site is semi-diurnal, i.e. two high water levels and low water

levels in a tidal day with comparatively little diurnal inequality. The nearest standard port from



the project site is Tanjung Keling. The typical tidal levels published in Tide Tables Malaysia

2017 by National Hydrographic Centre of the Royal Malaysian Navy (Table 4.1). Differential

datum differential from Mean Sea Level to CD are 1.19 meter. All the Datum differential are

mention below.

Table 4.1: Malacca Tanjung Keling Tidal Station Datum Level Information (Royal

Malaysian Navy)

4.1.4 Seabed Sediment Sampling

Seabed sampling measurements has been taken during the deployment period (15 days)

at 10 stations and the stations are well distributed at the location of the proposed reclamation

area. Figure 4.7 and Table 4.2 shows the location of the sediment collection station and the

grain size distribution around project site at Malacca.

TIDAL LEVEL ELEVATION IN

NGVD ( m )

ELEVATION

IN CD (m )

HIGHEST ASTRONOMICAL TIDE (HAT) 1.56 2.65

MEAN HIGH WATER SPRING (MHWS) 1.01 2.10

MEAN HIGH WATER NEAP (MHWN) 0.42 1.51

MEAN SEA LEVEL ( MSL ) 0.10 1.19

LAND SURVEY DATUM (NGVD) 0.00 1.09

MEAN LOW WATER NEAP (MLWN) -0.21 0.88

MEAN LOW WATER SPRING (MLWS) -0.80 0.29

LOWEST ASTRONOMICAL TIDE

(LAT)/CD -1.09 0.00



Figure 4.1: Bathymetry Survey (Primary Data) at Project Area



Figure 4.2: Bathymetry Survey (Secondary Data) around Strait of Malacca



Figure 4.3: Locations of ADCPs Deployment



Figure 4.4: Measured Current Speed

ADCP 2

ADCP 1



Figure 4.5: Measured Current Direction

ADCP 2

ADCP 1



Figure 4.6: Measured Water Level

ADCP 2

ADCP 1



Figure 4.7: Location for Seabed Sediment Collection around Project Area



Table 4.2: Summary of Particle Size around Proposed Project Area

4.2 River Hydrology Data Measurements

4.2.1 River Hydrology Measurements

Data is essential to characterize the study area and to understand the past and present

hydrological and hydraulic conditions in the river system. In the context of model setup,

calibration, and validation, data are essential and need to collect from available sources.

All the required data set on the cross-section, rainfall, evaporation, water level, flow and current

speed will be collected from primary and secondary sources. In addition, all the information

relevant to the study such as study reports, maps and satellite images will be reviewed in the

perspective of collating information and knowledge that are useful for the present study.

Analysis of data enables in understanding the present hydrological and hydraulic condition of

Sg.Lereh and Sg.Udang sub catchment.

Primary data is essential to establish the existing condition of the project site and to calibrate

and validate the Hydrological and Hydrodynamic Model. A detailed field measurements

programme will be prepared to collect the primary data on cross-section, water level, current

Location

ID Longitude E Latitude N

Particle Size

D50 (mm)

Classification

Name

GS 1 102.174864 2.215797 0.0054 Silt Fine

GS 2 102.182289 2.215892 0.0051 Silt Fine

GS 3 102.161256 2.211633 0.3 Sand Medium

GS 4 102.148275 2.202653 0.0053 Silt Fine

GS 5 102.169247 2.210869 0.0048 Silt Fine

GS 6 102.175544 2.209167 0.0042 Silt Fine

GS 7 102.169328 2.206669 0.0041 Silt Fine

GS 8 102.199431 2.198675 0.0048 Silt Fine

GS 9 102.211692 2.191575 0.75 Sand Coarse

GS 10 102.175933 2.220461 0.27 Sand Medium



speed, and flow. Table 4.3 shows the data collection plan for Lereh river system and Figure 4.8

represents the location of all the measurement points.

Table 4.3: Specification of field data

Type Number of

Stations Duration Remark

Cross Section

Sg Lereh

and Sg

Udang

Once Sg Lereh: @ 250m

Sg Udang: @ 500m

Water Level 2 15 Days Minimum half hourly data

Current Speed 1 72 hours velocity

measurements in spring tide

At mid-depth ( 0.6d,d= total

water depth )

Flow 2 Twice in a day for three

days

Where there is no tidal

effect, one in Sg Lereh and

one in Sg Udang

Figure 4.8: Location of measurement point of Sungai Lereh and Sungai Udang



4.2.2 CURRENT MEASUREMENT

Current measurement using Valeport 106 will be carried out at CM_1 and CM_2 as shown in

Figure 4.9 to measure the current speed and current direction. The duration of the current

measurement shall be of minimum eight (8) hours, concurrent with the water level

measurement, during neap tide and spring tide. Both current meter deployments are planned

according to the suitability of the study area. Deployment location is very important to ensure

the stable calibration process later in numerical modelling process. The current meter

measurement location coordinate is shown in Table 4.4.

Table 4.4: Current Meter Measurement Location

Figure 4.9: Current and Water Level Measurement Location at Sungai Lereh and

Sungai Udang

SAMPLE ID Latitude (Y) Longitude (X)

CM_1 2.23308 102.1728

CM_2 2.25821 102.15627



4.2.3 WATER LEVEL MEASUREMENT

Water level measurement using pressure gauge will be carried out at three (3) locations (refer

Figure 4.8 – TG_1, TG_2 and TG_3) for a consecutive period of 15days which includes neap

and spring tide. All the water level readings shall be relative to Mean Sea Level Datum. The

data shall be logged at 10 minutes interval and with a resolution of 0.01 m. The water level

measurement location coordinate is shown in Table 4.5

Table 4.5: Water Level Measurement Location

SAMPLE ID Latitude (Y) Longitude (X)

TG_1 2.22218 102.1748

TG_2 2.23308 102.1728

TG_3 2.25821 102.1563

4.2.4 RIVER CROSS SECTION

The river cross section survey carried out at 250m for Sungai Lereh and 500m for Sungai

Udang intervals generally along of this study area. The river cross section of Sungai Lereh and

Sungai Udang was illustrated in Figure 4.10 and Figure 4.11. Sg Lereh Crossection extended

up to 14 and estimated distance is 3.5 km and Sg Udang Chainage extended upto Chainage 12

which is the distance estimated to be 6km.

4.2.5 RIVER DISCHARGE

Discharge is the volume of water moving down a stream or river per unit of time, commonly

expressed in cubic feet per second. In general, river discharge is computed by multiplying the

area of water in a channel cross section by the average velocity of the water in that cross section:

Discharge (Q) = Area (A) x Velocity (V)



Figure 4.10: River Cross Section at Sungai Lereh



Figure 4.11: River Cross Section at Sungai Udang



The Hobo water level logger was deployed in the selected location at Sungai Lereh and

Sungai Udang, data collection was carried out on 6th February 2018 and the retrieval was done

on 20th February 2018. Before deployment, the Temporary Bench Mark (TBM) was established

near the station by the surveyor. The data was recorded for 15 days with interval of 5 minutes.

TBM value was used to correct the tide data according to National Geodetic Vertical Datum

(NGVD).

The data acquired from water level logger at the study area are represented in Figure 4.12 to

4.14. Water level at station TG1 varying from -0.497m to 1.293m while in station TG2 water

level varies from -0.345m to 1.052m. The water level at Sungai Udang, Melaka varies from

3.204m to 3.347m.

Figure 4.12: Water levels at station TG1 at Sungai Lereh, Melaka



Figure 4.13: Water levels at station TG2 at Sungai Lereh.

Figure 4.14: Water levels at station TG3 at Sungai Udang

3.2

3.22

3.24

3.26

3.28

3.3

3.32

3.34

06

/02

/20

18

16

:25

07

/02

/20

18

02

:10

07

/02

/20

18

11

:55

07

/02

/20

18

21

:40

08

/02

/20

18

07

:25

08

/02

/20

18

17

:10

09

/02

/20

18

02

:55

09

/02

/20

18

12

:40

09

/02

/20

18

22

:25

10

/02

/20

18

08

:10

10

/02

/20

18

17

:55

11

/02

/20

18

03

:40

11

/02

/20

18

13

:25

11

/02

/20

18

23

:10

12

/02

/20

18

08

:55

12

/02

/20

18

18

:40

13

/02

/20

18

04

:25

13

/02

/20

18

14

:10

13

/02

/20

18

23

:55

14

/02

/20

18

09

:40

14

/02

/20

18

19

:25

15

/02

/20

18

05

:10

15

/02

/20

18

14

:55

16

/02

/20

18

00

:40

16

/02

/20

18

10

:25

16

/02

/20

18

20

:10

17

/02

/20

18

05

:55

17

/02

/20

18

15

:40

18

/02

/20

18

01

:25

18

/02

/20

18

11

:10

18

/02

/20

18

20

:55

19

/02

/20

18

06

:40

19

/02

/20

18

16

:25

20

/02

/20

18

02

:10

20

/02

/20

18

11

:55

WATER LEVEL AT TG 3 SG UDANG, MELAKA



Figure 4.15 : River Cross Section at Sungai Lereh (CH1 – CH3)



Figure 4.16: River Cross Section at Sungai Lereh (CH4 – CH6)



Figure 4.20: River Cross Section at Sungai Udang (CH1 – CH3)



The velocity of the river is measured using a current meter. Current Meter were deployed at

two locations, CH6 at Sungai Lereh and CH4 at Sungai Udang. The discharge rate (Q) varied

from 0.00 m³/s to 3.5313 m³/s on 7th February 2018, 0.00 m³/s to 3.27204 m³/s on 8th February

2018 and 0.00 m³/s to 3.50637 m³/s on 17th February 2018 at Sungai Lereh. While at Sungai

Udang, the discharge rate (Q) varied from 0.3153 m³/s to 0.6229 m³/s on 7th February 2018 and

from 0.4291 m³/s to 0.6398 m³/s on 8th February 2018. The discharge data for Sungai Lereh

and Sungai Udang are depicted in Figure 4.24 – 4.30 and Table 4.6 – 4.10.

Figure 4.25: Drawing for River Cross Section at CH6 Sungai Lereh



Figure 4.26: Flow rate, Q (Discharge) at Sungai Lereh (07/02/2018)





Table 4.6: Water Discharge Data at Sungai Lereh (07/02/2018)

Date/Time Speed Direction Q=AV

m/s Deg

07-02-18 9:35 0.039 143.8 0.34866

07-02-18 9:40 0.054 143.7 0.48276

07-02-18 9:45 0.006 143.6 0.05364

07-02-18 9:50 0.008 143.6 0.07152

07-02-18 9:55 0.002 143.6 0.01788

07-02-18 10:00 0.048 143.8 0.42912

07-02-18 10:05 0.072 143.7 0.64368

07-02-18 10:10 0.043 143.7 0.38442

07-02-18 10:15 0.077 143.6 0.68838

07-02-18 10:20 0.091 143.5 0.81354

07-02-18 10:25 0.084 143.5 0.75096

07-02-18 10:30 0.085 143.5 0.7599

07-02-18 10:35 0.105 143.4 0.9387

07-02-18 10:40 0.077 143.4 0.68838

07-02-18 10:45 0.078 138 0.69732

07-02-18 10:50 0.173 326.4 1.54662

07-02-18 10:55 0.146 327 1.30524

07-02-18 11:00 0.112 325.8 1.00128

07-02-18 11:05 0.12 321 1.0728

07-02-18 11:10 0.1 322.4 0.894



07-02-18 11:15 0.093 322.3 0.83142

07-02-18 11:20 0.132 320.7 1.18008

07-02-18 11:25 0.138 319.6 1.23372

07-02-18 11:30 0.085 308.1 0.7599

07-02-18 11:35 0.027 305 0.24138

07-02-18 11:40 0.017 303.9 0.15198

07-02-18 11:45 0.001 300.4 0.00894

07-02-18 11:50 0.023 303.3 0.20562

07-02-18 11:55 0.066 306.2 0.59004

07-02-18 12:00 0.025 304.1 0.2235

07-02-18 12:05 0 294.2 0

07-02-18 12:10 0.005 296 0.0447

07-02-18 12:15 0.008 299.6 0.07152

07-02-18 12:20 0.03 300.7 0.2682

07-02-18 12:25 0.014 310.7 0.12516

07-02-18 12:30 0.026 313.6 0.23244

07-02-18 12:35 0.04 310.2 0.3576

07-02-18 12:40 0.019 312.9 0.16986

07-02-18 12:45 0.035 311.4 0.3129

07-02-18 12:50 0.081 300.4 0.72414

07-02-18 12:55 0.083 286.5 0.74202

07-02-18 13:00 0.091 262.2 0.81354

07-02-18 13:05 0.076 264.4 0.67944

07-02-18 13:10 0.09 260.1 0.8046

07-02-18 13:15 0.004 241.4 0.03576

07-02-18 13:20 0.038 168.9 0.33972

07-02-18 13:25 0.117 157 1.04598

07-02-18 13:30 0.121 155.1 1.08174

07-02-18 13:35 0.153 150.9 1.36782

07-02-18 13:40 0.179 144.7 1.60026

07-02-18 13:45 0.208 143.9 1.85952

07-02-18 13:50 0.203 143.4 1.81482

07-02-18 13:55 0.209 143 1.86846

07-02-18 14:00 0.195 142.8 1.7433

07-02-18 14:05 0.207 141.8 1.85058

07-02-18 14:10 0.233 140.3 2.08302

07-02-18 14:15 0.22 140.9 1.9668

07-02-18 14:20 0.214 141.2 1.91316

07-02-18 14:25 0.226 141.2 2.02044

07-02-18 14:30 0.248 140.1 2.21712

07-02-18 14:35 0.276 139.1 2.46744

07-02-18 14:40 0.306 138.9 2.73564

07-02-18 14:45 0.236 150.6 2.10984

07-02-18 14:50 0.206 158 1.84164

07-02-18 14:55 0.215 158.3 1.9221

07-02-18 15:00 0.225 158 2.0115

07-02-18 15:05 0.229 158 2.04726

07-02-18 15:10 0.256 158.4 2.28864



07-02-18 15:15 0.238 158.7 2.12772

07-02-18 15:20 0.241 157.7 2.15454

07-02-18 15:25 0.26 157.2 2.3244

07-02-18 15:30 0.271 157.2 2.42274

07-02-18 15:35 0.279 156.7 2.49426

07-02-18 15:40 0.285 155.5 2.5479

07-02-18 15:45 0.306 154.1 2.73564

07-02-18 15:50 0.312 153.8 2.78928

07-02-18 15:55 0.306 153.3 2.73564

07-02-18 16:00 0.314 153.3 2.80716

07-02-18 16:05 0.327 153.1 2.92338

07-02-18 16:10 0.32 152.2 2.8608

07-02-18 16:15 0.334 153.3 2.98596

07-02-18 16:20 0.332 155.7 2.96808

07-02-18 16:25 0.339 155.5 3.03066

07-02-18 16:30 0.343 155.5 3.06642

07-02-18 16:35 0.356 155.4 3.18264

07-02-18 16:40 0.365 155.4 3.2631

07-02-18 16:45 0.37 155.2 3.3078

07-02-18 16:50 0.378 154.5 3.37932

07-02-18 16:55 0.385 153.5 3.4419

07-02-18 17:00 0.388 152.5 3.46872

07-02-18 17:05 0.395 151.5 3.5313

07-02-18 17:10 0.395 150.7 3.5313

07-02-18 17:15 0.35 142.9 3.129

07-02-18 17:20 0.323 131.1 2.88762

07-02-18 17:25 0.331 131.1 2.95914

07-02-18 17:30 0.34 131.1 3.0396

07-02-18 17:35 0.339 131.3 3.03066

07-02-18 17:40 0.333 131.3 2.97702

07-02-18 17:45 0.341 131.2 3.04854

07-02-18 17:50 0.083 128.2 0.74202



m/s Deg

08-02-18 8:56 0.175 145.6 1.5645

08-02-18 9:01 0.185 146.5 1.6539

08-02-18 9:06 0.186 144.7 1.66284

08-02-18 9:11 0.234 150.6 2.09196

08-02-18 9:16 0.213 146.4 1.90422

08-02-18 9:21 0.2 146.3 1.788

08-02-18 9:26 0.192 146.3 1.71648

08-02-18 9:31 0.181 146.2 1.61814

08-02-18 9:36 0.195 146.3 1.7433

08-02-18 9:41 0.177 146.2 1.58238



08-02-18 9:46 0.182 146.2 1.62708

08-02-18 9:51 0.145 146.1 1.2963

08-02-18 9:56 0.099 147.8 0.88506

08-02-18 10:01 0.106 150 0.94764

08-02-18 10:06 0.101 158 0.90294

08-02-18 10:11 0.106 150.5 0.94764

08-02-18 10:16 0.073 155.9 0.65262

08-02-18 10:21 0.064 150 0.57216

08-02-18 10:26 0.034 149.8 0.30396

08-02-18 10:31 0.051 149.9 0.45594

08-02-18 10:36 0.049 150 0.43806

08-02-18 10:41 0.029 149.9 0.25926

08-02-18 10:46 0.043 151.4 0.38442

08-02-18 10:51 0.006 147.4 0.05364

08-02-18 10:56 0.009 150.1 0.08046

08-02-18 11:01 0.001 150.5 0.00894

08-02-18 11:06 0.006 150.1 0.05364

08-02-18 11:11 0.026 150.4 0.23244

08-02-18 11:16 0.007 150.8 0.06258

08-02-18 11:21 0.017 150 0.15198

08-02-18 11:26 0.008 152.3 0.07152

08-02-18 11:31 0.05 151.3 0.447

08-02-18 11:36 0.01 153.5 0.0894

08-02-18 11:41 0.028 152.3 0.25032

08-02-18 11:46 0.048 151.7 0.42912

08-02-18 11:51 0 153.5 0

08-02-18 11:56 0.001 154.5 0.00894

08-02-18 12:01 0.002 152.9 0.01788

08-02-18 12:06 0.005 153.3 0.0447

08-02-18 12:11 0.011 154.1 0.09834

08-02-18 12:16 0.025 151.7 0.2235

08-02-18 12:21 0.003 153.2 0.02682

08-02-18 12:26 0.006 152.7 0.05364

08-02-18 12:31 0 153.7 0

08-02-18 12:36 0.004 154.3 0.03576

08-02-18 12:41 0.001 155.1 0.00894

08-02-18 12:46 0.035 152.7 0.3129

08-02-18 12:51 0.068 151.8 0.60792

08-02-18 12:56 0.008 152.4 0.07152

08-02-18 13:01 0.04 151.1 0.3576

08-02-18 13:06 0.008 152.7 0.07152

08-02-18 13:11 0.031 152.7 0.27714

08-02-18 13:16 0.071 151.2 0.63474

08-02-18 13:21 0.089 150.6 0.79566

08-02-18 13:26 0.073 151.7 0.65262



08-02-18 13:31 0.083 151.3 0.74202

08-02-18 13:36 0.111 150.2 0.99234

08-02-18 13:41 0.122 149.9 1.09068

08-02-18 13:46 0.122 149.4 1.09068

08-02-18 13:51 0.136 149.3 1.21584

08-02-18 13:56 0.082 149.4 0.73308

08-02-18 14:01 0.132 148.4 1.18008

08-02-18 14:06 0.165 148.2 1.4751

08-02-18 14:11 0.169 147.6 1.51086

08-02-18 14:16 0.187 147.9 1.67178

08-02-18 14:21 0.17 148.4 1.5198

08-02-18 14:26 0.184 148.5 1.64496

08-02-18 14:31 0.151 148.2 1.34994

08-02-18 14:36 0.189 148.5 1.68966

08-02-18 14:41 0.201 147.7 1.79694

08-02-18 14:46 0.174 147.5 1.55556

08-02-18 14:51 0.208 148.3 1.85952

08-02-18 14:56 0.212 148 1.89528

08-02-18 15:01 0.201 148.3 1.79694

08-02-18 15:06 0.227 148.5 2.02938

08-02-18 15:11 0.241 148.7 2.15454

08-02-18 15:16 0.219 148.8 1.95786

08-02-18 15:21 0.219 148.1 1.95786

08-02-18 15:26 0.233 148.6 2.08302

08-02-18 15:31 0.238 147.1 2.12772

08-02-18 15:36 0.258 143.8 2.30652

08-02-18 15:41 0.257 144 2.29758

08-02-18 15:46 0.275 144.5 2.4585

08-02-18 15:51 0.263 144.4 2.35122

08-02-18 15:56 0.284 144.7 2.53896

08-02-18 16:01 0.282 144.6 2.52108

08-02-18 16:06 0.264 143.8 2.36016

08-02-18 16:11 0.295 145.1 2.6373

08-02-18 16:16 0.289 146.8 2.58366

08-02-18 16:21 0.304 146.8 2.71776

08-02-18 16:26 0.321 147 2.86974

08-02-18 16:31 0.315 146.7 2.8161

08-02-18 16:36 0.32 146.3 2.8608

08-02-18 16:41 0.301 146.5 2.69094

08-02-18 16:46 0.324 146.2 2.89656

08-02-18 16:51 0.329 146.9 2.94126

08-02-18 16:56 0.333 149.6 2.97702

08-02-18 17:01 0.346 148.2 3.09324

08-02-18 17:06 0.348 148.3 3.11112

08-02-18 17:11 0.349 148.1 3.12006



08-02-18 17:16 0.361 147.8 3.22734

08-02-18 17:21 0.366 147.3 3.27204

08-02-18 17:26 0.309 146.7 2.76246



m/s Deg

17-02-18 9:05 0.005 340.4 0.04245

17-02-18 9:10 0.031 323.9 0.26319

17-02-18 9:15 0.001 325.4 0.00849

17-02-18 9:20 0.002 325.7 0.01698

17-02-18 9:25 0 334.5 0

17-02-18 9:30 0 6.8 0

17-02-18 9:35 0 356.9 0

17-02-18 9:40 0 352.8 0

17-02-18 9:45 0 350.6 0

17-02-18 9:50 0 6.5 0

17-02-18 9:55 0 47.5 0

17-02-18 10:00 0 25.3 0

17-02-18 10:05 0 25.5 0

17-02-18 10:10 0 21.8 0

17-02-18 10:15 0.01 126.9 0.0849

17-02-18 10:20 0.099 131.4 0.84051

17-02-18 10:25 0.113 132.1 0.95937

17-02-18 10:30 0.044 127.4 0.37356

17-02-18 10:35 0.044 136.5 0.37356

17-02-18 10:40 0.15 124.2 1.2735

17-02-18 10:45 0.209 127.1 1.77441

17-02-18 10:50 0.228 128.9 1.93572

17-02-18 10:55 0.214 130 1.81686

17-02-18 11:00 0.215 135.7 1.82535

17-02-18 11:05 0.227 138.5 1.92723

17-02-18 11:10 0.17 145 1.4433

17-02-18 11:15 0.118 140.5 1.00182

17-02-18 11:20 0.149 149 1.26501

17-02-18 11:25 0.173 151.9 1.46877

17-02-18 11:30 0.182 161 1.54518

17-02-18 11:35 0.196 152.1 1.66404

17-02-18 11:40 0.216 134.2 1.83384

17-02-18 11:45 0.227 134.2 1.92723

17-02-18 11:50 0.252 135.3 2.13948

17-02-18 11:55 0.357 129.7 3.03093

17-02-18 12:00 0.413 127.9 3.50637



17-02-18 12:05 0.394 132.5 3.34506

17-02-18 12:10 0.359 133.6 3.04791

17-02-18 12:15 0.338 134.2 2.86962

17-02-18 12:20 0.365 138.9 3.09885

17-02-18 12:25 0.347 137.8 2.94603

17-02-18 12:30 0.344 137.7 2.92056

17-02-18 12:35 0.334 138.2 2.83566

17-02-18 12:40 0.325 138.4 2.75925

17-02-18 12:45 0.345 139.9 2.92905

17-02-18 12:50 0.35 140.9 2.9715

17-02-18 12:55 0.355 141.4 3.01395

17-02-18 13:00 0.329 142.6 2.79321

17-02-18 13:05 0.289 148 2.45361

17-02-18 13:10 0.278 147.2 2.36022

17-02-18 13:15 0.299 150.2 2.53851

17-02-18 13:20 0.306 150.4 2.59794

17-02-18 13:25 0.32 150.4 2.7168

17-02-18 13:30 0.314 150.2 2.66586

17-02-18 13:35 0.335 150 2.84415

17-02-18 13:40 0.335 149.4 2.84415

17-02-18 13:45 0.344 149.1 2.92056

17-02-18 13:50 0.359 149 3.04791

17-02-18 13:55 0.362 148.3 3.07338

17-02-18 14:00 0.371 147.5 3.14979

17-02-18 14:05 0.364 144.9 3.09036

17-02-18 14:10 0.365 144.5 3.09885

17-02-18 14:15 0.355 144.7 3.01395

17-02-18 14:20 0.349 144.9 2.96301

17-02-18 14:25 0.35 144.8 2.9715

17-02-18 14:30 0.336 144.3 2.85264

17-02-18 14:35 0.324 144.5 2.75076

17-02-18 14:40 0.328 144.2 2.78472

17-02-18 14:45 0.312 144.1 2.64888

17-02-18 14:50 0.334 144.9 2.83566

17-02-18 14:55 0.353 145.5 2.99697

17-02-18 15:00 0.357 145.5 3.03093



Figure 4.29: Drawing for River Cross Section at CH4 Sungai Udang

Figure 4.30: Flow rate, Q (Discharge) at Sungai Udang (07/02/2018)



Figure 4.31: Flow rate, Q (Discharge) at Sungai Udang (08/02/2018)

Table 4.9: Water Discharge Data at Sungai Udang (07/02/2018)


measure time (8.52-10.54) m/s Deg

07-02-18 8:58 0.205 215.4 0.3153

07-02-18 9:03 0.368 211.1 0.5660

07-02-18 9:08 0.375 210.8 0.5768

07-02-18 9:13 0.378 210.6 0.5814

07-02-18 9:18 0.385 211 0.5921

07-02-18 9:23 0.388 210.4 0.5967

07-02-18 9:28 0.394 210.5 0.6060

07-02-18 9:33 0.398 210 0.6121

07-02-18 9:38 0.404 211 0.6214

07-02-18 9:43 0.396 210.8 0.6090

07-02-18 9:48 0.402 210.5 0.6183

07-02-18 9:53 0.396 210 0.6090

07-02-18 9:58 0.393 210.4 0.6044

07-02-18 10:03 0.405 210.7 0.6229

07-02-18 10:08 0.395 210.4 0.6075

07-02-18 10:13 0.394 210.2 0.6060

07-02-18 10:18 0.391 210.1 0.6014

07-02-18 10:23 0.393 210.6 0.6044

07-02-18 10:28 0.395 210.5 0.6075

07-02-18 10:33 0.399 210.7 0.6137



07-02-18 10:38 0.396 210.4 0.6090

07-02-18 10:43 0.393 210.7 0.6044

07-02-18 10:48 0.395 210.5 0.6075

07-02-18 10:53 0.34 211.8 0.5229

measure time (10.58-11.14)

07-02-18 11:04 0.265 209.7 0.40757

07-02-18 11:09 0.337 209.8 0.518306

07-02-18 11:14 0.29 210.1 0.44602


07-02-18 12:04 0.265 210.4 0.40757

07-02-18 12:09 0.356 210.4 0.547528

07-02-18 12:14 0.36 211 0.55368


07-02-18 13:04 0.277 210.7 0.426026

07-02-18 13:09 0.355 210.6 0.54599

07-02-18 13:14 0.345 210.7 0.53061


07-02-18 14:03 0.272 210.3 0.418336

07-02-18 14:08 0.343 209.7 0.527534

07-02-18 14:13 0.297 210.4 0.456786


07-02-18 15:02 0.271 210.1 0.416798

07-02-18 15:07 0.353 211.5 0.542914

07-02-18 15:12 0.356 212.2 0.547528


07-02-18 16:02 0.271 210.9 0.416798

07-02-18 16:07 0.353 210.6 0.542914

07-02-18 16:12 0.343 210.5 0.527534


07-02-18 17:03 0.287 210.8 0.441406

07-02-18 17:08 0.359 211.9 0.552142

07-02-18 17:13 0.307 211.3 0.472166

Table 4.10: Water Discharge Data at Sungai Udang (08/02/2018)


measure time 08.59-09.14 m/s Deg

08-02-18 9:03 0.279 212.6 0.4291

08-02-18 9:08 0.321 212.5 0.4937

08-02-18 9:13 0.299 212.1 0.4599

measure time 09.57-10.13

08-02-18 10:01 0.344 208.5 0.5291

08-02-18 10:06 0.4 210.7 0.6152

08-02-18 10:11 0.411 210.6 0.6321


08-02-18 11:01 0.323 210.1 0.4968

08-02-18 11:06 0.416 210.2 0.6398

08-02-18 11:11 0.401 209.4 0.6167




08-02-18 12:00 0.358 210.5 0.5506

08-02-18 12:05 0.375 208.5 0.5768

08-02-18 12:10 0.355 207.1 0.5460


08-02-18 13:02 0.32 209.4 0.4922

08-02-18 13:07 0.382 210.4 0.5875

08-02-18 13:12 0.371 210.1 0.5706

measure time= 13.57-14.12

08-02-18 14:02 0.32 209.4 0.4922

08-02-18 14:07 0.381 210.2 0.5860


08-02-18 15:03 0.333 210.1 0.5122

08-02-18 15:08 0.377 209.9 0.5798


08-02-18 16:04 0.336 209.2 0.5168

08-02-18 16:09 0.37 209.1 0.5691


08-02-18 17:03 0.339 210.1 0.5214

08-02-18 17:08 0.377 209.8 0.5798

4.2.6 RAINFALL DATA

Data on rainfall will be collected from Water Resources Management & Hydrology Division,

Department of Irrigation & Drainage. The location of Hydrological Station shown in Figure

4.31.

Figure 4.32: Location of Hydrological Station at Melaka Tengah



5 MODEL DESCRIPTION AND SETUP

5.1 Hydrodynamic Model for Coastal Modelling

5.1.1 Model Domain

A detailed hydrodynamic model is needed to carry out the study objectives

appropriately. The main objective of this study is to assess the change in hydraulic condition

such as change in water level and current speed pattern after implementation of the project and

the Hydrodynamic Model is suitable for those calculations. A preliminary domain has been

selected to develop the hydrodynamic model and it is shown in the Figure 5.1.

5.1.2 Grid Generation and Bathymetry

The latest flexible mesh technology of MIKE 21 FM has been used under this study to

produce the grid system of the model. The grid distribution is shown in the Figure 5.2. It is

evident from the Figure 5.2 that coarser grids have been prepared near upstream and

downstream of the model which is far from our point of interest and finer grids have been

produced in and around the area of interest. Model domain bathymetry was prepared based on

the grid and bathymetric data from field survey and MIKE C-MAP data Bathymetry was

developed based on MSL shown in the Figure 5.3 and Figure 5.4.



Figure 5.1: Project Area - Model Domain



Figure 5.2: Grid Distribution of Flexible Mesh at Model Domain



Figure 5.3: Model Bathymetry



Figure 5.4: Bathymetry of the Project Area

5.1.3 Boundary Conditions

The most important thing in developing a model is to prepare an accurate boundary

condition. Three boundaries have been selected during this project to carry out the modelling

study. One is at the upstream side (north) and the other is at the downstream side (south) and

western side where predicted water level was used as boundary condition. The locations of the

boundaries are shown in the Figure 5.5. All the water level boundaries were predicted using

Global Tide Model by MIKE series (Figure 5.6).

5.1.4 Calibration and Verification

Model needs to be calibrate and verified against measured data from the calibration

period to achieve good agreement between observed and simulated data. Model calibration is

a process of adjusting the value of empirical parameters and dimensions of simplified

geometrical elements so that the model can reproduce the flow event as accurately as in the

natural system. The main governing conditions affecting performance of the hydrodynamic

model are boundary conditions, bathymetry, and bed resistance and eddy viscosity. Water

levels and currents were used to calibrate and verify the hydrodynamic model.



Figure 5.5: Location of Boundaries



Figure 5.6: Water Levels at Three Open Boundaries

Bnd_2

Bnd_3

Bnd_4



5.1.4.1 Water Levels

Figure 5.7 shows the tidal stations around project Area. Comparisons between

simulated and predicted water levels at three locations were shown in Figure 5.8. Water levels

from simulated and measured stations as shown in Figure 5.9 were used to calibrate and verify

the HD model. The deviation between measured and simulated data, a root mean square error

(RMSE) was used to measure the difference between values simulated and measured values.

Table 5.1 shows that the extracted water levels from the model simulation agree well with the

measured tides with a RMSE of less than 10 %, which is below the acceptable deviation

specified in the JPS guidelines (JPS, 2013).

Table 5.1: Root Mean Squared Error Values for Measured Vs. Simulated Water Levels

Locations RMSE (%) According to JPS

(Minimum Limit) Remark

WL 1 3 % 10 % Satisfied

WL 2 2 % 10 % Satisfied

5.1.4.2 Currents

Measured currents were compared with the extracted data from the modelling results.

Results of the model calibration are shown in Figure 5.10 and Figure 5.11. The current speed

and current direction from the model simulation compared with measured data with RMSE as

shown in Table 5.2. These values are below the acceptable deviation for current speed and

current direction as specified in the JPS guidelines.

Table 5.2: Root Mean Squared Error Values for Measured Vs. Simulated Currents

Locations

RMSE (%) According to JPS

(Minimum Limit) Remark

Current

Speed

Current

Direction

Current

Speed

Current

Direction

ADCP 1 19 % 19 º 20 % 20 º Satisfied

ADCP 2 15 % 16 º 20 % 20 º Satisfied



Figure 5.7: Tidal Stations around Project Area



Figure 5.8: Model Calibration: Comparison between Predicted and Simulated Water Level



Figure 5.9: Model Calibration: Comparison between Measured and Simulated Water Level



Figure 5.10: Model Calibration: Comparison between Measured and Simulated Current Speed



Figure 5.11: Model Calibration: Comparison between Measured and Simulated Current Direction



5.2 Hydrological Model

5.2.1 Introduction

Accurate calculation of rainfall runoff is essential to carry out hydrological model which finally

can be used for flood forecasting, drought analysis, flow availability and so on. There are a lot

of approaches to hydrologic forecasting that have been used in the last few decades. These can

be grouped into three categories (i) lumped conceptual models, (ii) models based on physical

distributions and (iii) empirical black box models. Lumped conceptual models require

substantial amounts of calibration data and also need extensive experience of the user to

implement and calibrate. On the other hand, physical distribution based models need a large

amount of data about topology, soil, vegetation and geological characteristics of the catchment

areas. However, the accuracy of empirical black box models requires good quality of observed

data and they are useful operational tools where there are not enough meteorological data

available [Bojkow 2001]. Precipitation distribution, evaporation, transpiration, abstraction,

watershed topography, and soil types are implicit and explicit factors which are affecting the

rainfall-runoff process in the modeling [Dawson et al., 2000].

The Rational Method [McPherson 1969], Soil Conservation Service- Curve Number Method

[Maidment 1993], and Green and Ampt Method [Green and Ampt 1991] are the widely known

rainfall runoff models identified. The Genetic Danish MIKE11 NAM (1972) is one of the

complex models identified which should provide better runoff estimation [Supiah and Normala

2002] and this model is used under this study.

MIKE11 NAM is a rainfall runoff model which is part of the MIKE11 RR module. It is a well-

proven engineering tool that has been applied to a number of catchments around the world

[Resfsgaard and Knudsen 1996, Thompson et al. 2004, Keskin et al.2007, Liu et al. 2007,

Kamel 2008 and Makungo et al. 2010], representing many different hydrological regimes and

climatic conditions.

The NAM (Nedbør Affstrømnings Model) is a deterministic, lumped conceptual rainfall-runoff

model which is originally developed by Technical University of Denmark [Beck 1987].

Lumped means the catchment regarded as one unit and parameters are averaged. A

mathematical hydrological model like NAM is a set of linked mathematical statements

describing, in a simplified quantitative form, the behavior of the land phase of the hydrological

cycle. NAM represents various components of the rainfall-runoff process by continuously



accounting for the water content in four different and mutually interrelated storages. Each

storage represents different physical elements of the catchment. NAM can be used either for

continuous hydrological modelling over a range of flows or for simulating single events. Based

on the meteorological input data NAM produces catchment runoff as well as information about

other elements of the land phase of the hydrological cycle, such as the temporal variation of

the evapotranspiration, soil moisture content, groundwater recharge, and groundwater levels.

The resulting catchment runoff is splited conceptually into overland flow, interflow and base

flow components. Figure 5.12 shows the flow diagram of NAM rainfall model.

Figure 5.12: Flow Diagram of Rainfall Runoff Model



5.2.2 Model Setup

In this study DHI’s MIKE 11 NAM module was adopted and developed for the whole Udang-

Lereh catchment (Figure 5.13) to calculate the contribution of rainfall runoff from each

catchment.

Figure 5.13: Catchment Distribution

Table 5.3: Available Rainfall Data

Sl.

No.

Station

No. Station District

Data availability

1 2221008

Pusat

Pertanian

Sungai Udang

Melaka January 1997 to December 2017

Parameters that were using in the model are as follows:

Parameters for surface root-zone

i. Maximum water content in surface storage (Umax)

ii. Maximum water content in root zone storage (Lmax)

iii. Overland flow runoff coefficient (CQOF)

iv. Time constant for interflow (CKIF)

v. Time constants for routing overland flow (CK1, 2)

vi. Root zone threshold value for overland flow (TOF)

vii. Root zone threshold value for inter flow (TIF)



Parameters for ground water

i. Time constant for routing baseflow (CKBF)

ii. Root zone threshold value for ground water recharge (Tg)

iii. Ratio of ground water catchment to topographical (surface water) catchment area

(Carea)

iv. Specific yield for the ground water storage (Sy)

v. Maximum ground water depth causing baseflow (GWLBF0)

vi. Seasonal variation of maximum depth

vii. Depth for unit capillary flux (GWLBF1)

viii. Abstraction

ix. Lower base flow. Recharge to lower reservoir (Cqlow)

x. Time constant for routing lower baseflow (Cklow)

5.2.3 Hydrodynamic Model

The physically based hydrodynamic modelling system MIKE11 has been used for carrying out

surface water modelling work under this study. MIKE 11 modelling system requires large

amount of high quality data including river channel bathymetry, water level and discharge

measurements. After a model is developed, it requires for undergoing a calibration phase. This

is done to determine its ability to reproduce phenomena actually observed in the field. This is

a trial and error process in which any deficiencies in the model setup and input data are rectified

and model elements fine-tuned until a reasonable agreement between simulation and

observation is achieved. After the model is calibrated, it is verified against known recent events

to ensure that the model is capable of simulating various hydrological scenarios correctly.

Figure 5.14 shows the tentative network of river network which has been used to develop

Hydrodynamic model.



Figure 5.14: River Network at and around Study Area

5.2.4 Model Calibration

Calibration is the process under which the model parameters and/or structure are determined

on the basis of measurement and priori knowledge [Beck 1987]. For any kind of model,

field/measured data can be used to calibrate the model at a given time by adjusting model

parameter values until acceptable correlation is achieved [Ditmars 1988]. In this study model

calibration has been carried out against available flow and water level data. Hydrological model

has been calibrated against flow data whereas Hydrodynamic model has been calibrated against

flow and water level data.

Once calibration is done another simulation is performed for a different time period and

compared with second set of measured/field data [Thomann et al., 1987]. If the second

simulation is also acceptable then the model is considered as valid and it is called validation. It

is to be noted that model parameters are not adjusted based on field data during validation. If

the parameters are adjusted for simulations subsequent to calibration, then the effort is not

validation but recalibration. Both the models have been validated against flow and water level

data to make them more acceptable and accurate.

Sg Udang

Sg Lereh



5.2.5 Calibration Index

The quality indices used for comparing measurements, me, with values computed with a

hincast/forecast model, mo are

Bias

RMS

Bias Index, BI

Scatter Index, SI

And the correlation coefficient, ρ

For each valid measuremt, mei,, measured at time ti,, the corresponding model value, moi,, is

extracted from the model results, using linear interpolation between the model time steps before

and after ti

The quality indices are calculated as follows:

Notes to the quality parameters

The bias is the mean error



RMS is the Root Mean Square error. The RMS is not corrected for the bias, and unless

the bias is insignificant this parameter is difficult to interpret.

BI is a non-dimensional bias

SI, the Scatter index, is a non-dimensional RMS

ρ, is the correlation coefficient between two stochastic variables. The correlation co-

efficient reflects the degree to which the variation of the first is reflected in the variation

of the other variable.

5.2.6 Calibration Water Level and Current Speed

Hydrodynamic model was calibrated against water level and current speed collected at Station

TG-2 (Figure 5.15). Both water level and current speed calibration plots are furnished in Figure

5.16 and Figure 5.17 respectively. It is evident from both the figures that our simulated result

shows quite good agreement with measured data set. Calibration Index for both the cases was

also calculated and furnished in the Table 5.4. It also found from the table that both the

calibration fall under the criteria set by JPS which implies that our calibration is reliable.

Figure 5.15: Calibration point (TG-2)



Figure 5.16: Water level calibration at TG-2

Figure 5.17: Current speed calibration at TG-2



Table 5.4: Quality index and JPS Guideline

5.2.7 EXTREME VALUE ANALYSIS

5.2.7.1 Long-term Simulation of Hydrological Model

Historical rainfall data from 1997 to 2017 was collected for the study area and processed.

Annual total rainfall was calculated from the collected and furnished in the Figure 5.18. It is

evident from the figure that after 2003, the average annual rainfall was about 2000mm in the

study area. The Hydrological model was then simulated for this period (1997 – 2017) and

yearly maximum flow was calculated. The calculated yearly maximum flow is shown in the

Figure 5.19. The yearly maximum flow was then used to carry out the frequency analysis which

is furnished in the next section.

Figure 5.18: Annual Total Rainfall in the Study Area

Stations Item Period Quality

Index

JPS

Guideline

TG-2 Water Level February 2018 0.97 0.9

TG-2 Current Speed February 2018 0.92 0.8



Figure 5.19: Yearly Maximum Flow in the Study Area from Rainfall-Runoff

Contribution



5.2.8 Selection of best suited frequency distribution

Nine frequency distributions with three estimation methods were analysed in this study to select

a best suited distribution. The details of all distributions are furnished in the Table 5.5.

Probability and frequency plot for all the distribution are furnished from Figure 5.20 to Figure

5.23.

Table 5.5: Analysed Distributions along with Their Characteristics

Distribution No. of parameters

Estimation method

Method of

Moments L-Moments

Maximum

Likelihood

Gumbel 2 √ √ √

Generalised

Extreme Value 3 √ √ √

Weibull 3 √ √

Frechet 3 √

Generalised

Pareto 3 √ √

Pearson Type 3 3 √ √

Log-Pearson

Type 3 3 √ √

Log-Normal 2 √ √ √

Square Root

Exponential 2 √

Three goodness-of-fit statistics such as Chi-squared, Kolmogorov-Smirnov and Log-likelihood

were tested for each distribution along with their significance level. The result is shown in the

Table 5.6. Considering all the probability and frequency plot and goodness-of-fit statistics Log-

normal with estimation method of Maximum Likelihood was selected as the best’s suited

distribution for the analysis of flow in the Udang-Lereh catchment. Using this distribution,

flow at 100ARI, 50 ARI, 25 ARI, 10 ARI, 5ARI, and 2 ARI were calculated and furnished in

the Table 5.7.



Table 5.6: Goodness-of-fit statistics using Chi-squared, Kolmogorov-Smirnov and Log-

likelihood

Probability distribution

Estimation method

Goodness-of-fit

Chi-squared Kolmogorov-

Smirnov Log-likelihood

value Level of

significance (%)

value Level of

significance (%)

value

Generalized Extreme

Value

Method of Moment

0.105 0 0.089 25

Maximum Likelihood

0.105 0 0.083 25

Method of L-moments

0.105 0 0.092 25

Gumbel

Method of Moment

0.105 0 0.097 25

Maximum Likelihood

0.105 0 0.79 25

Method of L-moments

0.105 0 0.093 25

Weibull

Method of Moment

0.737 0 0.131 25

Method of L-moments

0.737 0 0.106 25

Frechet Method of Moment

0.105 0 0.115 25

Generalised Pareto

Method of Moment

.737 0 0.14 25

Method of L-moments

0.737 0 0.12 25

Pearson Type 3

Method of Moment

0.737 0 0.124 25

Method of L-moments

0.737 0 0.102 25

Log-Pearson Type 3

Method of Moment

0.105 0 0.091 25

Method of L-moments

0.105 0 0.092 25

Log-normal

Method of Moment

0.105 0 0.090 25

Maximum Likelihood

0.105 0 0.083 25

Method of L-moments

0.105 0 0.091 25

Square-root Exponential

Maximum Likelihood

0.105 0 0.097 25



Figure 5.20: Frequency Plot and Probability Plot for Generalized Extreme Value (GEV)

and Generalized Pareto (GP)



Figure 5.21: Frequency Plot and Probability Plot for Gumble (GUM) and Log-Pearson

Type 3 (LP3)



Figure 5.22: Frequency Plot and Probability Plot for Log Normal (LN2) and Weibull

(WEI)



Figure 5.23: Frequency plot and Probability plot for Frechet (FRE), Pearson 3 (P3) and

Square-root Exponential (SQE)



Table 5.7: Flow in the Udang-Lereh Catchment for Different ARI

Return Period (ARI) Flow at Sungai Udang and Sungai

Lereh (m3/3)

100 yr 38.5

50 yr 35.2

25 yr 31.85

10 yr 27.3

5 yr 23.65

2 yr 18.0



6.0 MODEL RESULTS

6.1 Coastal Modelling Scenarios

Hydrodynamic condition model were simulated for northeast monsoon and southwest

monsoon. Table 6.1 shows the model simulation for different scenarios. With the below table,

the model was simulated for a domain around Malacca for different scenarios viz., Scenario A

– Baseline condition comparing Scenario B – Reclamation (with floating piles) + Breakwater

(50m mouth distance). Two different monsoons were selected during this modelling study to

assess the impact of proposed reclamation work at Malacca. These monsoons were selected

based on the characteristics of wind and wave condition in the model boundaries.

Table 6.1: Model Simulation for Two Scenarios with Different Monsoon

Five boundary was defined as a boundary condition for the Sg Lereh, Malacca model area to

analyze the impact of the reclamation and breakwater which is propose by the project

proponent. This analyze had been requested by JPS to ensure there no post development impact

to the Sg. Lereh upstream zone. Few scenarios was considered for the analysis which is derived

from the ARI from Mike 11 as stated below:

Scenarios Monsoon Wind Speed (m/s) and

Direction (º) Conditions

Scenario-A

(Baseline Condition)

Northeast 5.5 m/s and 300º

Southwest 4.5 m/s and 150º

Scenario-B

(Reclamation with Breakwater )

(ARI : 5 years, 10 years, 25 years, 50

years and 100 years )

Northeast 5.5 m/s and 300º

Southwest 4.5 m/s and 150º



Table 6.2: ARI from Mike 11 Analysis

Return Period (ARI) Flow at Sg Lereh/ Sg Udang Upstream

(m3/3)

100 yr 38.5

50 yr 35.2

25 yr 31.85

10 yr 27.3

5 yr 23.65

2 yr 18.0

Three points chose for data extraction to compare the backwater effect along the Sg. Lereh

and Sg. Udang Down Stream, Mid-Stream and Up Stream as per shown below in Figure 6.1:

Figure 6.1: Data Extraction Boundary for Baseline Model



Figure 6.2: Data Extraction Boundary for Baseline Model

Table 6.3: Extracted Analysis Points for Backwater Effect

UTM Projection (48 N)

Extraction Points X Y

(Point 1) Down Stream 185734.7252364 245977.9886079

(Point 2) Mid-Stream 185084.2213261 247905.8233047

(Point 3) Up Stream 184357.1680674 248688.7491292



6.1.1 Extracted result from Water level impact into Sg. Lereh and Sg Udang

Figure 6.3: Water level Extraction for Base Modelling options (NE and SW Monsoon) at

3 level stream points

Figure 6.4: Water level Extraction for Structure Modelling option (NE and SW

Monsoon) at 3 level stream points



Figure 6.5: Water level Extraction comparison for Base and Structure modelling option

for NE Monsoon at 3 level stream points

Figure 6.6: Water level Extraction comparison for Base and Structure modelling option

for SW Monsoon at 3 level stream point



Figure 6.7: Water level Extraction comparison for Downstream point ARI 2, ARI 5,

ARI10, ARI 25, ARI 50 and ARI 100 years

Figure 6.8: Water level Extraction comparison for Midstream point ARI 2, ARI 5,




Figure 6.9: Water level Extraction comparison for Upstream point ARI 2, ARI 5,


Overall the 2D modelling findings shows there is no any major fluctuations of the backwater

flow into the Sg. Lereh due to the propose reclamation project and the breakwater. There are

very minor fluctuations happens at 1% - 2% at upstream area which id contribute about 1 mm

to 3mm which is very minimal changes.



6.2 Scenario simulation and result analysis from Hydrological modelling

From the frequency analysis, flow form Sg.Udang to Sg. Lereh catchment for different ARI

was calculated and furnished in the Table 6.2. On the other hand, the tidal characteristics at the

mouth of Sg Lereh is presented in the following table (Table 6.4). Based on the data on Table

6.2 and Table 6.4, three worst case has been devised and furnished in the Table 6.5

Table 6.4: Tidal Characteristics at the Outfall of Sg Lereh.

Tidal level Elevation in

NGVD (m)

Elevation in LAT /

CD (m)

Highest Astronomical Tide (HAT) 1.56 2.65

Mean High Water Spring (MHWS) 1.01 2.10

Mean High Water Neap (MHWN) 0.42 1.51

Mean Sea Level (MSL) 0.10 1.19

National Geodetic Vertical Datum (NGVD) 0.00 1.09

Mean Low Water Neap (MLWN) -0.21 0.88

Mean Low Water Spring -0.80 0.29

L.A.T / Chart Datum -1.09 0.00

Table 6.5: Worst Scenarios

Scenarios Water Level at the outfall

of Sg Lereh

Flow from the Udang-Lereh

catchment

Scenario-1 HAT: 1.56 mNGVD ARI 100: 38.5 m3

Scenario-2 MHWS: 1.01 mNGVD ARI 100: 38.5 m3

Scenario-3 HAT: 1.56 mNGVD ARI 50: 35.2 m3

All the three scenarios are simulated and maximum water level along the Udang and Lereh

river has been calculated. All the results are furnished from Figure 6.10 to Figure 6.12

respectively. It is found from the figures that maximum water level varies from 14 mNGVD to

6 mNGVD within the first 2km length of Udang river. After that within 3km length it varies

from 6mNGVD to 4mNGVD. After 6.5 km it reaches to a stable water level about 2mNGVD.



Figure 6.10: Maximum Water Level along the River Udang and Lereh for Scenario-1



Outfall of Sg Lereh

Sg Udang (0m to 7000m) Sg Lereh

(600m to 3250m)

HAT: 1.56 mNGVD ARI 100: 38.5 m3

Outfall of Sg Lereh


(600m to 3250m)

MHWS: 1.01 mNGVD

ARI 100: 38.5 m3

Outfall of Sg Lereh


(600m to 3250m)

HAT: 1.56 mNGVD

ARI 50: 35.2 m3



7.0 CONCLUSION

The main objective of the study is to assess the water level in the Udang-Lereh river system

while a characterized flow comes from upstream and a higher tide level occurs in the

downstream. To carry out the study a Hydrological and a hydrodynamic model have been

developed and simulated. Hydrological model was simulated for about 20 years to get yearly

maximum flow in the study area for frequency analysis. Flow in the Udang-Lereh catchment

for different ARI was calculated using that yearly maximum flow. After that tidal

characteristics at the out fall of the Lereh river was collected from primary sources. Finally,

three worst case scenarios were devised based on different ARI flow and tidal characteristics

at the outfall of Lereh River. All the cases were simulated and analysed. It is found from the

figures that maximum water level varies from 14 mNGVD to 6 mNGVD within the first 2km

length of Udang River. After that within 3km length it varies from 6mNGVD to 4mNGVD.

After 6.5 km it reaches to a stable water level about 2mNGVD.

This finding show us that the propose breakwater and the reclamation project does not

contributing any back water flow impact at the upstream of the Sg. Lerah and Sg. Udang.

extended report: hydrology analysis sungai lereh, malacca

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