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AQSP/R.No:10103/Extended Report/March 2018
Extended Report: Hydrology Analysis Sungai Lereh, Malacca
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
AQSP/R.No:10103/Extended Report/March 2018
Extended Report: Hydrology Analysis Sungai Lereh, Malacca
Document Information
Coastal Hydraulic Study for “The Projek Penambakan Laut Project Title Seluas 120 Ekar Di Mukim Klebang Besar”, Central District of Malacca, Malacca (Extended Report) Subject Sungai Lereh,Malacca Hydrology Analysis Sponsoring/Monitoring Awan Plasma Sdn Bhd Agency Performing Aqvaspace Sdn Bhd Organization Document No. AQSP/RPT/01-2018/ AWANPLASMA/MDL/10103 Number of Pages Reclamation at Malacca MIKE 21 Mike 11 Key Words Hydrodynamic Model Hydrology
AQSP/R.No:10103/Extended Report/March 2018
Extended Report: Hydrology Analysis Sungai Lereh, Malacca
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
AQSP/R.No:10103/Extended Report/March 2018
Extended Report: Hydrology Analysis Sungai Lereh, Malacca
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
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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
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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
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APPENDICES
Appendix A Marine Data Collection Report
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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
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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 7
Site
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
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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 22
Project Site
Figure 3.5 Monthly Average High and Low Temperature Round the 22
Year in Malacca
Figure 3.6 Monthly Average Precipitation and Rainfall Days Round 23
the Year Malacca
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 29
Melaka
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 34
ARI Storms (durations of 0.5,1,3 and 6 hours)
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Figure 3.19 Isohyets of rainfall IDF-Curve depths (mm) for 100-yr ARI 35 Storms (durations of 0.5,1,3 and 6 hours)
Figure 4.1 Bathymetry Survey (Primary Data) at Project Area 38
Figure 4.2 Bathymetry Survey (Secondary Data) around Strait of 39
Malacca
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 44
Area
Figure 4.8 Location of Measurement Point of Sungai Lereh and 46
Sungai Udang
Figure 4.9 Current and Water Level Measurement Locations at Sungai 47
Lereh and Sungai Udang
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 4.16 River Cross Section at Sungai Lereh (CH4-CH6) 54
Figure 4.17 River Cross Section at Sungai Lereh (CH7-CH9) 55
Figure 4.18 River Cross Section at Sungai Lereh (CH10-CH12) 56
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Figure 4.19 River Cross Section at Sungai Lereh (CH13-CH14) 57
Figure 4.20 River Cross Section at Sungai Udang (CH1-CH3) 58
Figure 4.21 River Cross Section at Sungai Udang (CH4-CH6) 59
Figure 4.22 River Cross Section at Sungai Udang (CH7-CH9) 60
Figure 4.23 River Cross Section at Sungai Udang (CH10-CH12) 61
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 4.26 Flow Rate, Q (Discharge) at Sungai Lereh (08/02/2018) 65
Figure 4.27 Flow Rate, Q (Discharge) at Sungai Lereh (17/02/2018) 66
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 85
Simulated Water Level
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Figure 5.9 Model Calibration: Comparison between Measured and 86
Simulated Water Level
Figure 5.10 Model Calibration: Comparison between Measured and 87
Simulated Current Speed
Figure 5.11 Model Calibration: Comparison between Measured and 88
Simulated Current Direction
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 98
Rainfall-Runoff Contribution
Figure 5.20 Frequency Plot and Probability Plot for Generalized 101
Extreme Value (GEV) and Generalized Pareto (GP)
Figure 5.21 Frequency Plot and Probability Plot for Gumble (GUM) 102
and Log-Pearson Type 3 (LP3)
Figure 5.22 Frequency Plot and Probability Plot for Log Normal (LN2) 103 and Weibull (WEI)
Figure 5.23 Frequency plot and Probability plot for Frechet (FRE), 104 Pearson 3 (P3) and Square-root Exponential (SQE) Figure 6.1 Data Extraction Boundary for Baseline Model 107
Figure 6.2 Data Extraction Boundary for Baseline Model 108
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Figure 6.3 Water level Extraction for Base Modelling options (NE and 109
SW Monsoon) at 3 level stream points
Figure 6.4 Water level Extraction for Structure Modelling option (NE 109
and SW Monsoon) at 3 level stream points
Figure 6.5 Water level Extraction comparison for Base and Structure 110
modelling option for NE Monsoon at 3 level stream points
Figure 6.6 Water level Extraction comparison for Base and Structure 110
modelling option for SW Monsoon at 3 level stream point
Figure 6.7 Water level Extraction comparison for Downstream point 111
ARI 2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years
Figure 6.8 Water level Extraction comparison for Midstream point 111
ARI 2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years
Figure 6.9 Water level Extraction comparison for Upstream point ARI 112
2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years
Figure 6.10 Maximum Water Level along the River Udang and Lereh 114
for Scenario-1
Figure 6.11 Maximum Water Level along the River Udang and Lereh 114
for Scenario-2
Figure 6.12 Maximum Water Level along the River Udang and Lereh 114
for Scenario-3
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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 37 Information (Royal Malaysian Navy) 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 4.7 Water discharge Data at Sungai Lereh (08/02/2018) 67 Table 4.8 Water discharge Data at Sungai Lereh (17/02/2018) 70 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 83 Water Levels Table 5.2 Root Mean Squared Error Values for Measured Vs. Simulated 83 Currents 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- 100 Smirnov and Log-likelihood 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
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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.
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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.
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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.
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Figure 2.1: Aerial Photograph of the Strait of Malacca
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Figure 2.2: Proposed Reclamation Area at Malacca (Project Site)
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Figure 2.3: Project Location Map
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Figure 2.4: Overview of Revetment around Reclamation Area at Project Site
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Figure 2.5: Drawing for Cross-section of Revetment
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Figure 2.6: Area to be reclaimed
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Figure 2.7: Drawing for Breakwater around Sg.Lereh River Mouth
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Figure 2.8: Drawing for Cross-section of Breakwater
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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
AQSP/R.No:10103/Extended Report/March 2018 Page | 12 Extended Report: Hydrology Analysis Sungai Lereh, Malacca 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
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Figure 3.1a: Aerial Photograph of Study Area
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Figure 3.2: View of Groin and Sand Dune at Study Area
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Figure 3.1.1: Pulau Depan Tg Keling
Figure 3.1.2: Kampung Hailam
Figure 3.1.3: Everly Resort Hotel
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Figure 3.1.4: Sungai Lereh River Mouth
Figure 3.1.5: Three Towers
Figure 3.1.6: Dredging
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Figure 3.1.7: Past Reclamation
Figure 3.1.8: Klebang Besar
Figure 3.1.9: Tidal Gate
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Figure 3.1.10: Sungai Klebang Besar River Mouth
Figure 3.1.11: Barge
Figure 3.1.12: Jetty at Pulau Upeh
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Figure 3.3: Outlook of Sg. Lereh
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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.
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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
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(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
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Figure 3.7: Monsoon seasons affecting Melaka State
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Figure 3.8: Annual Wind Rose Plots at Project Site
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Figure 3.9: Monthly Wind Rose for NE Monsoon
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Figure 3.10: Monthly Wind Rose for SW Monsoon
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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
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Extended Report: Hydrology Analysis Sungai Lereh, Malacca 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 – 14.1 Malim Weir) 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
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Figure 3.12: Sg. Melaka river basin
Figure 3.13: Sg. Melaka River Study extent
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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.
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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 02°17’30” 102°08’00” M (1953 – 2007) Sg. Udang 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
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2221008
300
250
200
150
100
50
0 JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
Figure 3.16: Monthly variations of rainfall at study area
Figure 3.17: Isohyets of mean annual rainfall
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Figure 3.18: Isohyets of rainfall IDF-Curves depths (mm) for 100-yr ARI Storms (durations of 0.5,1,3 and 6 hours)
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Figure 3.19: Isohyets of rainfall IDF-Curve depths (mm) for 100-yr ARI Storms (durations of 0.5,1,3 and 6 hours)
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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
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Extended Report: Hydrology Analysis Sungai Lereh, Malacca 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)
ELEVATION IN ELEVATION TIDAL LEVEL NGVD ( m ) 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 -1.09 0.00 (LAT)/CD
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.
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Figure 4.1: Bathymetry Survey (Primary Data) at Project Area
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Figure 4.2: Bathymetry Survey (Secondary Data) around Strait of Malacca
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Figure 4.3: Locations of ADCPs Deployment
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ADCP 1
ADCP 2
Figure 4.4: Measured Current Speed
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ADCP 1
ADCP 2
Figure 4.5: Measured Current Direction
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ADCP 1
ADCP 2
Figure 4.6: Measured Water Level
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Figure 4.7: Location for Seabed Sediment Collection around Project Area
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Table 4.2: Summary of Particle Size around Proposed Project Area
Location Particle Size Classification Longitude E Latitude N ID D50 (mm) 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
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
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Table 4.3: Specification of field data
Number of Type Duration Remark Stations
Sg Lereh Sg Lereh: @ 250m Cross Section and Sg Once Udang Sg Udang: @ 500m
Water Level 2 15 Days Minimum half hourly data
72 hours velocity At mid-depth ( 0.6d,d= total Current Speed 1 measurements in spring tide water depth )
Where there is no tidal Twice in a day for three Flow 2 effect, one in Sg Lereh and days one in Sg Udang
Figure 4.8: Location of measurement point of Sungai Lereh and Sungai Udang
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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
SAMPLE ID Latitude (Y) Longitude (X)
CM_1 2.23308 102.1728
CM_2 2.25821 102.15627
Figure 4.9: Current and Water Level Measurement Location at Sungai Lereh and Sungai Udang
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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)
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Figure 4.10: River Cross Section at Sungai Lereh
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Figure 4.11: River Cross Section at Sungai Udang
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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
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Figure 4.13: Water levels at station TG2 at Sungai Lereh.
WATER LEVEL AT TG 3 SG UDANG, MELAKA
3.34
3.32
3.3
3.28
3.26
3.24
3.22
3.2
10/02/201808:10 16/02/201820:10 06/02/201816:25 07/02/201802:10 07/02/201811:55 07/02/201821:40 08/02/201807:25 08/02/201817:10 09/02/201802:55 09/02/201812:40 09/02/201822:25 10/02/201817:55 11/02/201803:40 11/02/201813:25 11/02/201823:10 12/02/201808:55 12/02/201818:40 13/02/201804:25 13/02/201814:10 13/02/201823:55 14/02/201809:40 14/02/201819:25 15/02/201805:10 15/02/201814:55 16/02/201800:40 16/02/201810:25 17/02/201805:55 17/02/201815:40 18/02/201801:25 18/02/201811:10 18/02/201820:55 19/02/201806:40 19/02/201816:25 20/02/201802:10 20/02/201811:55
Figure 4.14: Water levels at station TG3 at Sungai Udang
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Figure 4.15 : River Cross Section at Sungai Lereh (CH1 – CH3)
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Figure 4.16: River Cross Section at Sungai Lereh (CH4 – CH6)
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Figure 4.17: River Cross Section at Sungai Lereh (CH7 – CH9)
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Figure 4.18: River Cross Section at Sungai Lereh (CH10 – CH12)
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Figure 4.19: River Cross Section at Sungai Lereh (CH13 – CH14)
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Figure 4.20: River Cross Section at Sungai Udang (CH1 – CH3)
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Figure 4.21: River Cross Section at Sungai Udang (CH4 – CH6)
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Figure 4.22: River Cross Section at Sungai Udang (CH7 – CH9)
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Figure 4.23: River Cross Section at Sungai Udang (CH10 – CH12)
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Figure 4.24: River Cross Section at Sungai Udang (CH13 – CH15)
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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
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Figure 4.26: Flow rate, Q (Discharge) at Sungai Lereh (07/02/2018)
Figure 4.27: Flow rate, Q (Discharge) at Sungai Lereh (08/02/2018)
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Figure 4.28: Flow rate, Q (Discharge) at Sungai Lereh (17/02/2018)
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
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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
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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
Table 4.7: Water Discharge Data at Sungai Lereh (08/02/2018)
Date/Time Speed Direction Q=AV 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
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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
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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
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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
Table 4.8: Water Discharge Data at Sungai Lereh (17/02/2018)
Date/Time Speed Direction Q=AV 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
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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
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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)
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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)
Date/Time Speed Direction Q=AV 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
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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 measure time (11.59-12.14) 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 measure time (12.58-13.14) 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 measure time (13.58-14.13) 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 measure time (14.57-15.13) 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 measure time (15.57-16.12) 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 measure time (16.58-17.13) 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)
Date/Time Speed Direction Q=AV 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 measure time 10.56-11.11 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
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measure time 11.55-12.10 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 measure time 12.57-13.13 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 measure time 14.57-15.13 08-02-18 15:03 0.333 210.1 0.5122 08-02-18 15:08 0.377 209.9 0.5798 measure time 15.58-16.13 08-02-18 16:04 0.336 209.2 0.5168 08-02-18 16:09 0.37 209.1 0.5691 measure time 16.57-17.13 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
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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.
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Figure 5.1: Project Area - Model Domain
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Figure 5.2: Grid Distribution of Flexible Mesh at Model Domain
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Figure 5.3: Model Bathymetry
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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.
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Figure 5.5: Location of Boundaries
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Bnd_2
Bnd_3
Bnd_4
Figure 5.6: Water Levels at Three Open Boundaries
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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
According to JPS Locations RMSE (%) Remark (Minimum Limit) 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
According to JPS RMSE (%) (Minimum Limit) Locations Remark Current Current Current Current Speed Direction Speed Direction ADCP 1 19 % 19 º 20 % 20 º Satisfied ADCP 2 15 % 16 º 20 % 20 º Satisfied
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Figure 5.7: Tidal Stations around Project Area
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Figure 5.8: Model Calibration: Comparison between Predicted and Simulated Water Level
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Figure 5.9: Model Calibration: Comparison between Measured and Simulated Water Level AQSP/R.No:10103/Extended Report/March 2018 Page | 86
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Figure 5.10: Model Calibration: Comparison between Measured and Simulated Current Speed
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Figure 5.11: Model Calibration: Comparison between Measured and Simulated Current Direction
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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 AQSP/R.No:10103/Extended Report/March 2018 Page | 89
Extended Report: Hydrology Analysis Sungai Lereh, Malacca 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
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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. Station Station District Data availability No. No.
Pusat 1 2221008 Pertanian Melaka January 1997 to December 2017 Sungai Udang
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) AQSP/R.No:10103/Extended Report/March 2018 Page | 91
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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.
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Sg Udang
Sg Lereh
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.
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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
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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)
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Figure 5.16: Water level calibration at TG-2
Figure 5.17: Current speed calibration at TG-2
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Table 5.4: Quality index and JPS Guideline
Quality JPS Stations Item Period Index Guideline TG-2 Water Level February 2018 0.97 0.9 TG-2 Current Speed February 2018 0.92 0.8
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
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Figure 5.19: Yearly Maximum Flow in the Study Area from Rainfall-Runoff Contribution
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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
Estimation method
Distribution No. of parameters Method of Maximum L-Moments Moments Likelihood
Gumbel 2 √ √ √
Generalised 3 √ √ √ Extreme Value
Weibull 3 √ √
Frechet 3 √
Generalised 3 √ √ Pareto
Pearson Type 3 3 √ √
Log-Pearson 3 √ √ Type 3
Log-Normal 2 √ √ √ Square Root 2 √ Exponential
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.
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Table 5.6: Goodness-of-fit statistics using Chi-squared, Kolmogorov-Smirnov and Log- likelihood
Goodness-of-fit Kolmogorov- Chi-squared Log-likelihood Probability Estimation Smirnov distribution method Level of Level of value significance value significance value (%) (%) Method of 0.105 0 0.089 25 Moment Generalized Maximum Extreme 0.105 0 0.083 25 Likelihood Value Method of L- 0.105 0 0.092 25 moments Method of 0.105 0 0.097 25 Moment Maximum Gumbel 0.105 0 0.79 25 Likelihood Method of L- 0.105 0 0.093 25 moments Method of 0.737 0 0.131 25 Moment Weibull Method of L- 0.737 0 0.106 25 moments Method of Frechet 0.105 0 0.115 25 Moment Method of .737 0 0.14 25 Generalised Moment Pareto Method of L- 0.737 0 0.12 25 moments Method of 0.737 0 0.124 25 Pearson Type Moment 3 Method of L- 0.737 0 0.102 25 moments Method of 0.105 0 0.091 25 Log-Pearson Moment Type 3 Method of L- 0.105 0 0.092 25 moments Method of 0.105 0 0.090 25 Moment Maximum Log-normal 0.105 0 0.083 25 Likelihood Method of L- 0.105 0 0.091 25 moments Square-root Maximum 0.105 0 0.097 25 Exponential Likelihood
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Figure 5.20: Frequency Plot and Probability Plot for Generalized Extreme Value (GEV) and Generalized Pareto (GP)
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Figure 5.21: Frequency Plot and Probability Plot for Gumble (GUM) and Log-Pearson Type 3 (LP3)
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Figure 5.22: Frequency Plot and Probability Plot for Log Normal (LN2) and Weibull (WEI)
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Figure 5.23: Frequency plot and Probability plot for Frechet (FRE), Pearson 3 (P3) and Square-root Exponential (SQE)
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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
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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
Wind Speed (m/s) and Scenarios Monsoon Direction (º) Conditions
Scenario-A Northeast 5.5 m/s and 300º
(Baseline Condition) Southwest 4.5 m/s and 150º
Scenario-B Northeast 5.5 m/s and 300º (Reclamation with Breakwater ) (ARI : 5 years, 10 years, 25 years, 50 Southwest 4.5 m/s and 150º years and 100 years )
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:
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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
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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
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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
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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
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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, ARI10, ARI 25, ARI 50 and ARI 100 years
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Figure 6.9: Water level Extraction comparison for Upstream point ARI 2, ARI 5, ARI10, ARI 25, ARI 50 and ARI 100 years
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.
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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 Elevation in LAT /
NGVD (m) 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
Water Level at the outfall Flow from the Udang-Lereh Scenarios of Sg 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.
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Sg Udang (0m to 7000m) Sg Lereh (600m to 3250m)
Outfall of Sg Lereh
HAT: 1.56 mNGVD ARI 100: 38.5 m3
Figure 6.10: Maximum Water Level along the River Udang and Lereh for Scenario-1
Sg Udang (0m to 7000m) Sg Lereh (600m to 3250m)
Outfall of Sg Lereh
MHWS: 1.01 mNGVD ARI 100: 38.5 m3
Figure 6.11: Maximum Water Level along the River Udang and Lereh for Scenario-2
Sg Udang (0m to 7000m) Sg Lereh (600m to 3250m)
Outfall of Sg Lereh
HAT: 1.56 mNGVD ARI 50: 35.2 m3
Figure 6.12: Maximum Water Level along the River Udang and Lereh for Scenario-3
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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.
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