Second Schedule
Environmental Impact Assessment Report
Volume V of VI
Linggi Base Sdn. Bhd.
Proposed Reclamation and Development of Kuala Linggi International Port (KLIP) at Kuala Linggi, Malacca, Malaysia
June 2016
62801230-RPT-02 Rev.02
This report has been prepared under the DHI Business Management System certified by Bureau Veritas to comply with ISO 9001 (Quality Management)
LIST OF DOCUMENTS
VOLUME I: EXECUTIVE SUMMARY
VOLUME II: MAIN EIA
Chapter 1 Introduction Chapter 2 Statement of Need Chapter 3 Project Options Chapter 4 Project Description Chapter 5 Existing Environment Chapter 6 Evaluation of Impacts and Mitigation Measures Chapter 7 Environmental Management Plan (EMP) and Environmental Monitoring Chapter 8 Study Findings Chapter 9 References
DRAWINGS
No 1 Project Location No 2 Land use 5 km No 3 Environmental Sensitive Area (ESA) 10 km No 4 Environmental Sensitive Area (ESA) 5 km
VOLUME III: APPENDICES A TO C
Appendix A Project Supporting Information Appendix B Initial Environmental and Coastal Assessment Appendix C Baseline Report
VOLUME IV: APPENDICES D TO F
Appendix D Air and Noise Modelling Report Appendix E Fauna Report Appendix F Socio-economic Impact Assessment (SIA) Study Report
VOLUME V: APPENDIX G
Appendix G Hydraulic Study Report
VOLUME VI: APPENDICES H TO M
Appendix H Navigation Study Appendix I Navigation Simulation Report Appendix J Quantitative Risk Assessment (QRA) Appendix K Economic Valuation (EV) Study Report Appendix L Health Impact Assessment (HIA) Study Appendix M Traffic Impact Assessment (TIA) Study
APPENDIX G Hydraulic Study Report
Proposed Reclamation and Development of Kuala Linggi International Port (KLIP) at Kuala Linggi, Malacca, Malaysia
Hydraulic Study
Final Report
Linggi Base Sdn Bhd 62801230-RPT-14 Rev. 01 May 2016
This report has been prepared under the DHI Business Management System certified by Bureau Veritas to comply with ISO 9001 (Quality Management)
Proposed Reclamation and Development
of Kuala Linggi International Port (KLIP) at Kuala Linggi, Malacca, Malaysia
Hydraulic Study
Final Report
Prepared for Linggi Base Sdn Bhd
Represented by Commander Ramli Johari (Rtd.) Kuala Linggi International Port (KLIP)
Current Revision Approvals
Name / Title Signature Date Chua Jing Fen CJF Hew Pui Yoong HPY Prepared by May 23, 2016 Nur Azrin Binti Ismail NAI Cheng Chi Wei CCW Reviewed by Dr Juan C Savioli JCS May 23, 2016
Approved by Dr Juan C Savioli JCS May 23, 2016
Classification
Open Restricted Confidential
DHI Water & Environment (M) Sdn. Bhd. (535484-V) Kota Kinabalu Office • Tel: +60 88 260780 • Fax: +60 88 260781 Kuala Lumpur Office • Tel: +60 3 7958 8160 • Fax: +60 3 7958 1162 [email protected] • www.dhi.com.my
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Document Information
Project No. 62801230 Proposed Reclamation and Development of Kuala Linggi International Port Project Title (KLIP) at Kuala Linggi, Malacca, Malaysia Subject Hydraulic Study
Client Linggi Base Sdn Bhd
Document No. 62801230-RPT-14.docx Rev 01
Distribution Type of Data No of copies
Linggi Base Sdn Bhd Hardcopy+Digital 2+1
Jabatan Pengairan dan Saliran. Hardcopy+Digital 5+1
DHI Water & Environment (M) Sdn. Bhd. Hardcopy+Digital 1+1
Document Revision History
Description of Change/ Rev Rev Date Prepared by Checked by Approved by Reason for Issue
01 May 23, 2016 Issue to JPS CJF JCS JCS
The information contained in this document produced by DHI Water and Environment (M) Sdn. Bhd. is solely for the use of the Client identified on the cover sheet for the purpose for which it has been prepared. DHI Water and Environment (M) Sdn. Bhd. makes no representation, undertakes no duty, and accepts no responsibility to any third party who may use or rely upon this document or the information.
All rights reserved. No section or element of this document may be removed from this document, reproduced, electronically stored or transmitted in any form without the written permission of DHI Water and Environment (M) Sdn. Bhd.
© DHI Water and Environment (M) Sdn. Bhd.
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CONTENTS
1 Introduction...... 1-1 1.1 Statement of Need ...... 1-1 1.2 Scope of the Study ...... 1-2 1.3 Report Outline ...... 1-3 1.4 Project Proponent and Consultants ...... 1-3 1.4.1 Project Proponent ...... 1-3 1.4.2 Hydraulic Consultant ...... 1-3 1.4.3 Environmental Consultant ...... 1-4 1.5 Declaration Forms ...... 1-4 2 Project Description ...... 2-1 2.1 Project Concept ...... 2-4 2.3 Project Components ...... 2-7 2.3.1 Land Reclamation and Capital Dredging ...... 2-7 2.3.1.1 Phase 1 Reclamation ...... 2-8 2.3.1.2 Phase 2 Reclamation ...... 2-9 2.3.1.3 Phase 3 Reclamation ...... 2-9 2.3.1.4 Final Development - Phase 4 - Reclamation and Capital Dredging ...... 2-10 2.3.2 Marine Facilities ...... 2-11 2.3.3 Sewage Treatment Plant Outfall Location ...... 2-12 2.4 Construction Methods ...... 2-13 2.4.1 Reclamation Works ...... 2-13 2.4.1.1 Sequence of Works ...... 2-13 2.4.1.2 Mining and Delivery of Sand ...... 2-13 2.4.1.3 Reclamation Filling ...... 2-15 2.4.1.4 Reclamation Shore Protection Works ...... 2-17 2.4.2 Capital Dredging Works ...... 2-17 2.4.3 Oil Jetty and Shipyard Pier Construction ...... 2-19 2.4.4 Quay Wall Construction ...... 2-20 3 Impacts Assessment Framework ...... 3-1 3.1 Understanding the Existing Environment - Baseline ...... 3-1 3.1.1 Data Collection and Site Visits ...... 3-1 3.1.2 Mapping of Sensitive Receptors ...... 3-2 3.1.3 Application of Numerical Models ...... 3-4 3.2 Definition of Threshold Values - Environmental Conditions ...... 3-4 3.2.1 JPS and DOE Guidelines ...... 3-4 3.2.2 Threshold values for Corals ...... 3-5 3.3 Hydraulic Impact Assessment ...... 3-6 3.3.1 Permanent Impacts...... 3-6 3.3.2 Temporary Impacts ...... 3-7 3.3.3 Definition of Seasonal Conditions ...... 3-7 3.4 Definition of Mitigation Measures ...... 3-8 4 Data Collection and Site Visits ...... 4-1 4.1 Data Collection ...... 4-1 4.1.1 Secondary Data Collection ...... 4-1 4.1.1.1 Hydrological Data ...... 4-2 4.1.1.2 Climate Forecast System Reanalysis (CFSR) Winds ...... 4-6 4.1.1.3 Bathymetric data from electronic sea charts...... 4-6 4.1.2 Primary Field Data Collection ...... 4-7 4.1.2.1 Bathymetry and River Cross-Sections ...... 4-8 4.1.2.2 Current Flow, Water Level, and Wave Measurements ...... 4-9
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4.1.2.3 Wind Measurements ...... 4-10 4.1.2.4 Water Sampling Measurements ...... 4-11 4.1.2.5 Seabed Grab Sampling Measurements ...... 4-14 4.2 Site Visits ...... 4-15 5 Numerical Modelling ...... 5-1 5.1 Catchment Modelling...... 5-1 5.2 Hydrodynamic Modelling ...... 5-4 5.2.1 HD Regional Model ...... 5-4 5.2.2 2D HD Local Model ...... 5-8 5.2.3 3D HD Local Model ...... 5-11 5.2.4 3D Salinity Model ...... 5-15 5.3 Spectral Wave Modelling ...... 5-16 5.4 Littoral Transport Modelling ...... 5-17 5.4.1 Baseline Littoral Transport Analysis ...... 5-18 5.4.2 Sediment Transport Modelling ...... 5-20 5.5 Water Quality Modelling ...... 5-21 5.5.1 Advection Dispersion Modelling ...... 5-22 5.5.2 ECO Lab Modelling ...... 5-22 5.6 Sediment Plume Modelling ...... 5-22 5.6.1 Sediment Plume Model Brief Description ...... 5-22 5.6.2 Sediment Model Calibration ...... 5-23 6 Understanding the Existing Environment ...... 6-1 6.1 Riverine Dynamics (River Hydrology) ...... 6-1 6.1.1 Rainfall ...... 6-1 6.1.2 Streamflow ...... 6-2 6.2 Coastal and Marine Processes ...... 6-5 6.2.1 Bathymetry ...... 6-5 6.2.2 Water Levels ...... 6-6 6.2.3 Current Flows ...... 6-7 6.2.4 Winds ...... 6-13 6.2.5 Waves ...... 6-14 6.2.6 Sediment transport and shoreline conditions ...... 6-19 6.2.6.1 Area 1 – Tg. Selamat to Kuala Sg. Linggi ...... 6-20 6.2.6.2 Area 2 – Tg. Bt. Supai to Tg. Che’ Amar...... 6-22 6.2.6.3 Area 3 – Tg. Che’ Amar to Tg. Serai to Tg. Dahan ...... 6-27 6.2.6.4 Area 4 – Tg. Dahan and eastward ...... 6-28 6.2.6.5 2D Sediment Transport Analysis ...... 6-30 6.3 Water Quality ...... 6-35 6.3.1 Water Quality Status ...... 6-35 6.3.2 Salinity ...... 6-37 6.3.3 Total Suspended Sediments ...... 6-42 7 Quantification of Permanent Impacts ...... 7-1 7.1 Water Levels ...... 7-3 7.1.1 Upstream Flooding ...... 7-9 7.2 Current Flows ...... 7-12 7.2.1 Phase 1 ...... 7-15 7.2.2 Phase 2 ...... 7-18 7.2.3 Phase 3 ...... 7-21 7.2.4 Phase 4 ...... 7-24 7.3 Waves ...... 7-27 7.3.1 Phase 1 ...... 7-30 7.3.2 Phase 2 ...... 7-33 7.3.3 Phase 3 ...... 7-36 7.3.4 Phase 4 ...... 7-39 7.4 Sediment Transport (Erosion/Sedimentation) ...... 7-42 7.4.1 Non-cohesive Sand Transport ...... 7-42
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7.4.2 Cohesive Sediments ...... 7-50 7.4.3 Mitigation Measures ...... 7-52 7.5 Water Quality ...... 7-54 7.5.1 Flushing Capacity ...... 7-54 7.5.2 Water Quality Changes ...... 7-61 7.5.3 Dissolved Oxygen ...... 7-61 7.5.4 Biochemical Oxygen Demand ...... 7-67 7.5.5 Ammoniacal Nitrogen...... 7-72 7.5.6 Nitrate...... 7-77 7.5.7 Phosphate ...... 7-82 7.5.8 Faecal Coliforms ...... 7-87 7.6 Salinity ...... 7-92 7.6.1 Phase 1 ...... 7-95 7.6.2 Phase 2 ...... 7-98 7.6.3 Phase 3 ...... 7-101 7.6.4 Phase 4 ...... 7-104 8 Quantification of Temporary Impacts ...... 8-1 8.1 Estimation of Spill Rates and Duration of Works ...... 8-2 8.1.1 Reclamation Works ...... 8-2 8.1.2 Capital Dredging ...... 8-3 8.1.3 Definition of Zone of Impact ...... 8-5 8.2 Sediment Plumes Assessment ...... 8-6 8.2.1 Phase 1 ...... 8-6 8.2.2 Phase 2 ...... 8-16 8.2.3 Phase 3 ...... 8-25 8.2.4 Phase 4 ...... 8-34 9 Climate Change ...... 9-1 9.1 Sea level Rise ...... 9-1 9.1.1 Changes in Weather Patterns ...... 9-2 9.1.2 Adaptation to Sea Level Rise ...... 9-2 10 Summary and Conclusions ...... 10-1 10.1 Introduction ...... 10-1 10.2 Hydraulic Assessment ...... 10-2 10.3 Evaluation of Impacts...... 10-3 10.3.1 Permanent Impacts ...... 10-3 10.3.1.1 Water Levels ...... 10-3 10.3.1.2 Currents ...... 10-4 10.3.1.3 Waves ...... 10-4 10.3.1.4 Sediment transport/Erosion Deposition ...... 10-5 10.3.1.5 Water Quality ...... 10-5 10.3.1.6 Salinity ...... 10-5 10.3.2 Temporary Impacts – Sediment Spill ...... 10-6 11 Recommended Mitigation Measures and Monitoring Works ...... 11-1 11.1 Beach Nourishment ...... 11-1 11.2 Shoreline Monitoring ...... 11-2 11.3 Environmental Monitoring ...... 11-3 11.3.1 During Reclamation Works ...... 11-3 11.3.2 During Phase 4 Simultaneous Dredging and Reclamation Works ...... 11-3 12 References ...... 12-1
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FIGURES
Figure 1.1 Overview of proposed development concept...... 1-2 Figure 2.1 Project development area to the international boundary...... 2-1 Figure 2.2 Key features of the project location ...... 2-2 Figure 2.3 Project boundary points (please refer to Table 2.1 for the coordinates)...... 2-3 Figure 2.4 Conceptual layout for the Kuala Linggi International Port (KLIP)...... 2-5 Figure 2.5 Outline Project Schedule ...... 2-6 Figure 2.6 Reclamation and dredging phasing...... 2-7 Figure 2.7 Post-development layout – Phase 1...... 2-8 Figure 2.8 Post-development layout – Phase 2...... 2-9 Figure 2.9 Post-development layout – Phase 3...... 2-9 Figure 2.10 Post-development layout – Final Phase 4...... 2-10 Figure 2.11 Anticipated actual dredging area – Final Phase 4...... 2-10 Figure 2.12 Example of typical pilling layout...... 2-11 Figure 2.13 STP treated sewage discharge location...... 2-12 Figure 2.14 Location of potential sand sources...... 2-14 Figure 2.15 Sand mining by trailing suction hopper dredger (PIANC WG 108 /21/) ...... 2-15 Figure 2.16 Conceptual bund and reclamation sequence for Phase 1 reclamation...... 2-16 Figure 2.17 Typical revetment cross section...... 2-17 Figure 2.18 Location of the existing Marine Department approved disposal site...... 2-18 Figure 2.19 Trailer Suction Hopper Dredger (PIANC WG 108 /21/) ...... 2-19 Figure 2.20 Example of a jetty structure to handle petroleum products ...... 2-19 Figure 3.1 Sensitive receptors identified in the vicinity of the study area...... 3-3 Figure 3.2 Simulation periods applied in the numerical modelling...... 3-8 Figure 4.1 Delineated sub-catchments draining to the coast near the proposed project site and the location of selected hydrological stations...... 4-2 Figure 4.2 Temporal coverage of the rain gauges relevant to the Linggi catchment...... 4-3 Figure 4.3 Mean daily evaporation, by month, based on data from evaporation station 2719301...... 4-4 Figure 4.4 Available discharge data from 1960-1979 (top), 1980-1999 (middle) and 2000-2014 (bottom) from gauging station number 2519421...... 4-5 Figure 4.5 Available water level data from 1960-1979 (top), 1980-1999 (middle) and 2000-2014 (bottom) from the gauging station number 2519421...... 4-5 Figure 4.6 Example of temporal and spatial CFSR winds (instantaneous plot)...... 4-6 Figure 4.7 Example of C-Map data...... 4-6 Figure 4.8 Coverage of the bathymetric survey...... 4-8 Figure 4.9 Illustration of current roses for two ADCPs. Location of ADCPs and water level are shown in brown triangles and blue circle...... 4-9 Figure 4.10 Wind station...... 4-10 Figure 4.11 Water quality sample location...... 4-11 Figure 4.12 Salinity data collected using CTD...... 4-13 Figure 4.13 Seabed sample sediment distribution for each sediment sampling location...... 4-14 Figure 4.14 Study area inspection (path shown as yellow) during the site visits...... 4-15 Figure 5.1 Discharge data potentially suitable for calibration and validation, from gauging station q2519421...... 5-2 Figure 5.2 Calibration plots for the ‘LINGGI-UP’ sub-catchment, with an R2 value of 0.63 and water balance error of 1.3% ...... 5-3 Figure 5.3 Validation simulation for the period from Sep-Dec 2008...... 5-3 Figure 5.4 Validation simulation for the period from Oct-Nov 2009...... 5-4 Figure 5.5 Extent and boundaries of the regional model...... 5-5 Figure 5.6 Location of tidal stations...... 5-6 Figure 5.7 Calibration plot...... 5-7 Figure 5.8 Extent and boundaries of the 2D local model...... 5-8 Figure 5.9 Comparison of measured current speeds/directions and water levels by ADCP 1 against the model...... 5-9
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Figure 5.10 Comparison of measured current speeds/directions and water levels by ADCP 2 against the model...... 5-10 Figure 5.11 Comparison of measured water levels by WLR against the model...... 5-11 Figure 5.12 Extent and boundaries of the 3D local model...... 5-12 Figure 5.13 Comparison of measured current speeds and directions by ADCP 1 against 3D model...... 5-13 Figure 5.14 Comparison of measured current speeds and directions by ADCP 2 against 3D model...... 5-14 Figure 5.15 Comparison of measured and simulated salinity variations...... 5-16 Figure 5.16 Comparison of measured and simulated salinity profiles...... 5-16 Figure 5.17 Bathymetry of the global SW model applied in this study...... 5-17 Figure 5.18 Locations on beach profiles (shown in red line) and respective wave climates...... 5-18 Figure 5.19 Beach profile 2 extracted along the coastline at the project site...... 5-18 Figure 5.20 Beach profile 3 and 4 extracted along the coastline at the project site...... 5-19 Figure 5.21 Sediment size distribution d50 (mm) in the study area with beach profiles (shown in red line). . 5- 20 Figure 5.22 Model domain applied for ST modelling (baseline condition)...... 5-21 Figure 5.23 Processes included in sediment transport module...... 5-23 Figure 5.24 Comparison of the mean collected water quality samples with the model prediction...... 5-23 Figure 6.1 Mean daily rainfall, by month, considering all nine (9) rain gauges, with variation between the different gauges indicated by the standard deviation error bars...... 6-1 Figure 6.2 Mean daily rainfall, by year, based on all nine (9) rain gauges, with the five-year moving average in dotted line as an indication of the long-term trend...... 6-2 Figure 6.3 Simulated average daily discharge for each sub-catchments in the Linggi catchment...... 6-3 Figure 6.4 Extreme value analysis of largest simulated discharges at Sg. Linggi river-mouth, based on a Log- Pearson Type 3 distribution...... 6-4 Figure 6.5 Bathymetry (water depth) in m CD (Proposed development)...... 6-5 Figure 6.6 Predicted water levels...... 6-6 Figure 6.7 Snapshot of current flow condition during spring flood tides...... 6-8 Figure 6.8 Snapshot of current flow condition during spring high tides...... 6-8 Figure 6.9 Snapshot of current flow condition during spring ebb tides...... 6-9 Figure 6.10 Snapshot of current flow condition during spring low tides...... 6-9 Figure 6.11 Predicted mean current speed over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons...... 6-10 Figure 6.12 Predicted maximum current speed over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons...... 6-11 Figure 6.13 Net or residual currents computed over 28-days simulation. NE monsoon (above) and SW monsoon (bottom)...... 6-12 Figure 6.14 Location of extraction of offshore wind data...... 6-13 Figure 6.15 Wind roses for different seasonal conditions...... 6-14 Figure 6.16 Exceedance curve for wind data...... 6-14 Figure 6.17 Wave roses extracted of the study area...... 6-15 Figure 6.18 Example of modelled wave field occurring during NE monsoon...... 6-15 Figure 6.19 Example of modelled wave field occurring during SW monsoon...... 6-16 Figure 6.20 Predicted mean significant wave height over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons...... 6-17 Figure 6.21 Predicted maximum significant wave height over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons...... 6-18 Figure 6.22 Coastline overview of Kuala Linggi (source: Google Earth)...... 6-19 Figure 6.23 Illustration of areas for a description of coastline settings...... 6-20 Figure 6.24 Coastline setting from Tg. Selamat to Tg. Agas...... 6-21 Figure 6.25 Example wave field occurring during NE monsoon (above) and SW monsoon (below)...... 6-22 Figure 6.26 Coastline settling from Tg. Bt. Supai to Tg. Che’ Amar...... 6-23 Figure 6.27 Historical satellite image of the southern coastline of Sg. Linggi ...... 6-26 Figure 6.28 Predicted sediment transport pattern along the shore NE monsoon (left) and SW monsoon (right)...... 6-27 Figure 6.29 Coastline settling from Tg. Che’ Amar to Tg. Dahan...... 6-28 Figure 6.30 Coastline settling from Tg. Dahan to eastward areas...... 6-29 Figure 6.31 Predicted wave field, current flows and average sediment transport pattern for wave condition SW and mean sea level MSL...... 6-31
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Figure 6.32 Predicted average sediment transport pattern for wave condition SW – MSL (top), MHWS (middle) and MLWS (bottom)...... 6-32 Figure 6.33 Predicted wave field, current flows and average sediment transport pattern for wave condition NE and mean sea level MSL...... 6-33 Figure 6.34 Predicted average sediment transport pattern for wave condition NE – MSL (top), MHWS (middle) and MLWS (bottom)...... 6-34 Figure 6.35 Measured salinity variations at 12 water quality stations...... 6-38 Figure 6.36 Measured salinity profiles along Sg. Linggi during a spring flood and ebb tide, summarised to 10 areas while all locations with collected profiles are marked as white dots...... 6-39 Figure 6.37 Salinity contour plots for measured salinity profiles along Sg. Linggi during flood (Left) and ebb (Right) tides (water depth against area number with salinity shown in contour in PSU)...... 6-39 Figure 6.38 Predicted mean surface salinity over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons...... 6-40 Figure 6.39 Predicted mean bottom salinity over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons ...... 6-41 Figure 6.40 TSS variations at 12 stations...... 6-42 Figure 6.41 Predicted mean TSS levels over 28-days simulation during NE (top), SW (middle) and Inter (bottom) monsoons...... 6-43 Figure 7.1 Defined ESA points...... 7-1 Figure 7.2 Key locations for analysis of changes...... 7-2 Figure 7.3 Example plot for maximum water levels for baseline (top - left) and Phase 1 development (top – right) and current changes (bottom) – NE Monsoon...... 7-3 Figure 7.4 Phase 1: Predicted changes in maximum water level between baseline and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-5 Figure 7.5 Phase 2: Predicted changes in maximum water level between baseline and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-6 Figure 7.6 Phase 3: Predicted changes in maximum water level between baseline and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-7 Figure 7.7 Phase 4: Predicted changes in maximum water level between baseline and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-8 Figure 7.8 Location of water level extraction points...... 7-9 Figure 7.9 Time series of simulated water level from P1 to P5 for existing, Phase 1, 2 and 3 during a 100- year event...... 7-10 Figure 7.10 Time series of simulated water level from P6 to P7 for existing, Phase 4, 5, 6 and 7 during a 100- year event...... 7-11 Figure 7.11 Water level profiles from the river mouth (P1) to upstream (P7)...... 7-11 Figure 7.12 Example plot for mean current speeds for baseline (top - left) and Phase 1 development (top – right) and current changes (bottom) – NE Monsoon...... 7-12 Figure 7.13 Phase 1: Predicted changes in mean current speeds between baseline and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-16 Figure 7.14 Phase 1: Predicted changes in maximum current speeds between baseline and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-17 Figure 7.15 Phase 2: Predicted changes in mean current speeds between baseline and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-19 Figure 7.16 Phase 2: Predicted changes in maximum current speeds between baseline and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-20 Figure 7.17 Phase 3: Predicted changes in mean current speeds between baseline and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-22 Figure 7.18 Phase 3: Predicted changes in maximum current speeds between baseline and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-23 Figure 7.19 Phase 4: Predicted changes in mean current speeds between baseline and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-25 Figure 7.20 Phase 4: Predicted changes in maximum current speeds between baseline and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-26 Figure 7.21 Example plots for mean significant wave height for baseline (top - left) and Phase 1 development (top –right) and wave height changes (bottom) – NE Monsoon...... 7-27 Figure 7.22 Phase 1: Predicted changes in mean significant wave height between baseline and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-31
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Figure 7.23 Phase 1: Predicted changes in maximum significant wave height of baseline and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-32 Figure 7.24 Phase 2: Predicted changes in mean significant wave height between baseline and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-34 Figure 7.25 Phase 2: Predicted changes in maximum significant wave height of baseline and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-35 Figure 7.26 Phase 3: Predicted changes in mean significant wave height between baseline and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-37 Figure 7.27 Phase 3: Predicted changes in maximum significant wave height of baseline and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-38 Figure 7.28 Phase 4: Predicted changes in mean significant wave height between baseline and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-40 Figure 7.29 Phase 4: Predicted changes in maximum significant wave height of baseline and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-41 Figure 7.30 Overview of sediment transport rate for baseline (top) and with Phase 1 development (bottom) during typical NE wave condition...... 7-43 Figure 7.31 Overview of sediment transport rate for baseline (top) and with Phase 1 development (bottom) during typical SW wave condition...... 7-44 Figure 7.32 Overview of sediment transport rate for baseline (top) and with Phase 2 development (bottom) during typical NE wave condition...... 7-45 Figure 7.33 Overview of sediment transport rate for baseline (top) and with Phase 2 development (bottom) during typical SW wave condition...... 7-46 Figure 7.34 Overview of sediment transport rate for baseline (top) and with Phase 3 development (bottom) during typical NE wave condition...... 7-47 Figure 7.35 Overview of sediment transport rate for baseline (top) and with Phase 3 development (bottom) during typical SW wave condition...... 7-48 Figure 7.36 Overview of sediment transport rate for baseline (top) and with Phase 4 development (bottom) during typical NE wave condition...... 7-49 Figure 7.37 Overview of sediment transport rate for baseline (top) and with Phase 4 development (bottom) during typical SW wave condition...... 7-50 Figure 7.38 Phase 1: Predicted changes in annual bed thickness changes between baseline and Phase 1. 7- 51 Figure 7.39 Phase 2: Predicted changes in annual bed thickness changes between baseline and Phase 2. 7- 51 Figure 7.40 Phase 3: Predicted changes in annual bed thickness changes between baseline and Phase 3. 7- 52 Figure 7.41 Phase 4: Predicted changes in annual bed thickness changes between baseline and Phase 4. 7- 52 Figure 7.42 Proposed nourishment area during Phase 1 of the project...... 7-53 Figure 7.43 Tracer 1: Concentration of conservative tracer in Sg. Linggi before the start of simulation for existing, Phase 1, 2, 3, and 4...... 7-55 Figure 7.44 Tracer 1: Concentration of conservative tracer in Sg. Linggi after 1 day from the start of simulation for existing, Phase 1, 2, 3, and 4...... 7-56 Figure 7.45 Tracer 1: Concentration of conservative tracer in Sg. Linggi after 3 days from the start of simulation for existing, Phase 1, 2, 3, and 4...... 7-57 Figure 7.46 Tracer 2: Concentration of conservative tracer in proposed channel before the start of simulation for existing, Phase 1, 2, 3, and 4...... 7-58 Figure 7.47 Tracer 2: Concentration of conservative tracer in proposed channel after 1 day from the start of simulation for existing, Phase 1, 2, 3, and 4...... 7-59 Figure 7.48 Tracer 2: Concentration of conservative tracer in proposed channel after 3 days from the start of simulation for existing, Phase 1, 2, 3, and 4...... 7-60 Figure 7.49 Example plot for mean surface DO levels for baseline (top – left) and Phase 1 development (top – right) and DO levels changes (bottom) – NE Monsoon...... 7-61 Figure 7.50 Predicted changes in mean surface DO for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-65 Figure 7.51 Predicted changes in mean bottom DO for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-66
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Figure 7.52 Example plot for mean surface BOD levels for baseline (top – left) and Phase 1 development (top – right) and BOD levels changes (bottom) – NE Monsoon...... 7-67 Figure 7.53 Predicted changes in mean surface BOD for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-70 Figure 7.54 Predicted changes in mean bottom BOD for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-71 Figure 7.55 Example plot for mean surface Ammoniacal Nitrogen levels for baseline (top – left) and Phase 1 development (top – right) and Ammoniacal Nitrogen levels changes (bottom) – NE Monsoon. .. 7- 72 Figure 7.56 Predicted changes in mean surface Ammoniacal Nitrogen for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-75 Figure 7.57 Predicted changes in mean bottom Ammoniacal Nitrogen for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-76 Figure 7.58 Example plot for mean surface Nitrate levels for baseline (top – left) and Phase 1 development (top – right) and Nitrate levels changes (bottom) – NE Monsoon...... 7-77 Figure 7.59 Predicted changes in mean surface Nitrate for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-80 Figure 7.60 Predicted changes in mean bottom Nitrate for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-81 Figure 7.61 Example plot for mean surface Phosphate levels for baseline (top – left) and Phase 1 development (top – right) and Phosphate levels changes (bottom) – NE Monsoon...... 7-82 Figure 7.62 Predicted changes in mean surface Phosphate for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-85 Figure 7.63 Predicted changes in mean bottom Phosphate for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-86 Figure 7.64 Example plot for mean surface Faecal Coliforms levels for baseline (top – left) and Phase 1 development (top – right) and Faecal Coliforms levels changes (bottom) – NE Monsoon...... 7-87 Figure 7.65 Predicted changes in mean surface faecal coliforms for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-90 Figure 7.66 Predicted changes in mean bottom faecal coliforms for existing and Phase 1, 2, 3, and 4 during NE monsoon...... 7-91 Figure 7.67 Example plots for mean surface Salinity for baseline (top - left) and Phase 1 development (top – right) and mean surface salinity (bottom) – NE Monsoon...... 7-92 Figure 7.68 Predicted changes in mean surface salinity for existing and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-96 Figure 7.69 Predicted changes in mean bottom salinity for existing and Phase 1 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-97 Figure 7.70 Predicted changes in mean surface salinity for existing and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-99 Figure 7.71 Predicted changes in mean bottom salinity for existing and Phase 2 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-100 Figure 7.72 Predicted changes in mean surface salinity for existing and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-102 Figure 7.73 Predicted changes in mean bottom salinity for existing and Phase 3 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-103 Figure 7.74 Predicted changes in mean surface salinity for existing and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-105 Figure 7.75 Predicted changes in mean bottom salinity for existing and Phase 4 during NE (Top), SW (middle) and Inter (bottom) monsoons...... 7-106 Figure 8.1 Locations of reclamation and dredging overflows during different transitional stages of Phase 1 and 2 represented with orange dots and line ...... 8-1 Figure 8.2 Locations of reclamation and dredging overflows during different transitional stages of Phase 3 and 4 represented with orange dots and line...... 8-2 Figure 8.3 Establishment time series of spill rates for Phase 1, 2, 3 and 4 reclamations...... 8-3 Figure 8.4 Establishment time series of spill rates for Phase 4 dredging...... 8-4 Figure 8.5 Phase 1: Mean excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons. 8- 8
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Figure 8.6 Phase 1: Maximum excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-9 Figure 8.7 Phase 1: Exceedance of 5 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-10 Figure 8.8 Phase 1: Exceedance of 10 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-11 Figure 8.9 Phase 1: Exceedance of 25 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-12 Figure 8.10 Phase 1: Exceedance of 50 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-13 Figure 8.11 Phase 1. Hard Corals: Predicted impact zones from excess TSS concentration on hard coral habitats during NE (top), SW (middle) and IM (bottom) monsoons ...... 8-14 Figure 8.12 Phase 1. Soft Corals: Predicted impact zones from excess TSS concentration during NE (top), SW (middle) and IM (bottom) monsoons...... 8-15 Figure 8.13 Phase 2: Mean excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons. 8- 17 Figure 8.14 Phase 2: Maximum excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-18 Figure 8.15 Phase 2: Exceedance of 5 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-19 Figure 8.16 Phase 2: Exceedance of 10 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-20 Figure 8.17 Phase 2: Exceedance of 25 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-21 Figure 8.18 Phase 2: Exceedance of 50 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-22 Figure 8.19 Phase 2. Hard Corals: Predicted impact zones from excess TSS concentration during NE (top), SW (middle) and IM (bottom) monsoons...... 8-23 Figure 8.20 Phase 2. Soft Corals: Predicted impact zones from excess TSS concentration habitats during NE (top), SW (middle) and IM (bottom) monsoons...... 8-24 Figure 8.21 Phase 3: Mean excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons. 8- 26 Figure 8.22 Phase 3: Maximum excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-27 Figure 8.23 Phase 3: Exceedance of 5 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-28 Figure 8.24 Phase 3: Exceedance of 10 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-29 Figure 8.25 Phase 3: Exceedance of 25 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-30 Figure 8.26 Phase 3: Exceedance of 50 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-31 Figure 8.27 Phase 3. Hard corals: Predicted impact zones from excess TSS concentration on habitats during NE (top), SW (middle) and IM (bottom) monsoons...... 8-32 Figure 8.28 Phase 3. Soft corals: Predicted impact zones from excess TSS concentration on habitats during NE (top), SW (middle) and IM (bottom) monsoons...... 8-33 Figure 8.29 Phase 4: SW Monsoon: Predicted impact zones from excess TSS concentration on hard coral habitats with different production rates...... 8-35 Figure 8.30 Phase 4: Mean excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons. 8- 37 Figure 8.31 Phase 4: Maximum excess TSS levels for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-38 Figure 8.32 Phase 4: Exceedance of 5 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-39 Figure 8.33 Phase 4: Exceedance of 10 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-40 Figure 8.34 Phase 4: Exceedance of 25 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-41
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Figure 8.35 Phase 4: Exceedance of 50 mg/L excess TSS in % of time for NE (above), SW (middle) and Inter (bottom) monsoons...... 8-42 Figure 8.36 Phase 4. Predicted impact zones from excess TSS concentration on hard coral habitats during NE (top), SW (middle) and IM (bottom) monsoons...... 8-43 Figure 8.37 Phase 4. Soft corals: Predicted impact zones from excess TSS concentration on habitats during NE (top), SW (middle) and IM (bottom) monsoons...... 8-45 Figure 9.1 Global sea level projection of IPCC for the RCP2.6, 4.5, 6 and 8.5 scenarios, for the total rise and the individual contributions...... 9-1 Figure 9.2 Mean and 95% confidence intervals of the sea level rise predictions (in meters) in the year 2100 (reference: NAHRIM)...... 9-2 Figure 9.3 Example of extreme water level analysis, flooding levels vs recurrence interval in years in the Danish Wadden Sea Coast and for Sri Lanka. The influence of a 0.50 m sea level rise is shown in black line...... 9-3 Figure 10.1 Project component and phases ...... 10-2 Figure 11.1 Proposed nourishment area during Phase 1 of the project...... 11-1 Figure 11.2 Proposed 15 beach profiles for shoreline monitoring...... 11-2
TABLES
Table 2.1 Coordinates of the project boundary points shown in Figure 2.3...... 2-3 Table 2.2 Details of anticipated land reclamation and dredging phases...... 2-8 Table 2.3 Sewage Discharge of Standard B of New Sewage Treatment System (Source: Environmental Quality (Sewage) Regulation 2009, Second Schedule (Regulation 7), Table (i))...... 2-12 Table 3.1 Malaysia Marine Water Quality and Standards (MMWQCS)...... 3-5 Table 3.2 Hard Corals - Impact severity matrix for excess suspended sediment for near shore waters. .. 3-5 Table 3.3 Soft Corals - Impact severity matrix for excess suspended sediment for near shore waters. .... 3-6 Table 4.1 Details of secondary data collection...... 4-1 Table 4.2 Details of rainfall data collection...... 4-3 Table 4.3 Details of evaporation data collection...... 4-4 Table 4.4 Details of streamflow / water level data collection...... 4-4 Table 4.5 Primary field data collection and schedule...... 4-7 Table 4.6 Depth-averaged water quality data collected during flood tide...... 4-12 Table 4.7 Depth-averaged water quality data collected during ebb tide...... 4-12 Table 5.1 Models used in the study...... 5-1 Table 5.2 RMSE between predicted and modelled water level at tidal stations...... 5-6 Table 5.3 Computed statistical values for current speed in the period of spring and neap...... 5-11 Table 5.4 Computed statistical values for current direction in the period of spring and neap...... 5-11 Table 5.5 Computed statistical values for water level in the period of spring and neap...... 5-11 Table 5.6 Computed statistical values for current speed in the period of spring and neap for the 3D model...... 5-15 Table 5.7 Computed statistical values for current direction in the period of spring and neap for the 3D model...... 5-15 Table 5.8 Defined wave conditions applied into ST model...... 5-21 Table 6.1 Extreme high discharges calculated for Sg. Linggi river-mouth, based on an Extreme Value Analysis of the hydrological simulation results...... 6-4 Table 6.2 Extreme low flow calculated for Sg. Linggi river-mouth, based on an Extreme Value Analysis of the hydrological simulation results...... 6-4 Table 6.3 Characteristics tidal levels at Kuala Linggi standard port...... 6-6 Table 6.4 Defined wave conditions applied into a 2D model...... 6-30 Table 6.5 Existing estuary water quality for measured data...... 6-36 Table 6.6 Existing marine water quality for measured data...... 6-36 Table 7.1 Extraction points for the present assessment...... 7-2 Table 7.2 Summary of predicted changes in maximum water level in meter at the key receptors for different season monsoons...... 7-4
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Table 7.3 Summary of predicted changes in mean current speed (m/s) at the key receptors for different season monsoons...... 7-13 Table 7.4 Summary of predicted changes in maximum current speed (m/s) at the key receptors for different season monsoons...... 7-14 Table 7.5 Phase 1: Change in mean and maximum current speeds at the key receptors for different season monsoons...... 7-15 Table 7.6 Phase 2: Change in mean and maximum current speeds at the key receptors for different season monsoons...... 7-18 Table 7.7 Phase 3: Change in mean and maximum current speeds at the key receptors for different season monsoons...... 7-21 Table 7.8 Phase 4: Change in mean and maximum current speeds at the key receptors for different season monsoons...... 7-24 Table 7.9 Summary of predicted changes in mean significant wave height (m) at the key receptors for different season monsoons...... 7-28 Table 7.10 Summary of predicted changes in maximum significant wave height (m) at the key receptors for different season monsoons...... 7-29 Table 7.11 Phase 1: Change in mean and maximum significant wave height (Hs) at the key receptors for different season monsoons...... 7-30 Table 7.12 Phase 2: Change in mean and maximum significant wave height (Hs) at the key receptors for different season monsoons...... 7-33 Table 7.13 Phase 3: Change in mean and maximum significant wave height (Hs) at the key receptors for different season monsoons...... 7-36 Table 7.14 Phase 4: Change in mean and maximum significant wave height (Hs) at the key receptors for different season monsoons...... 7-39 Table 7.15 Summary changes in mean surface DO levels for each development phase...... 7-63 Table 7.16 Summary changes in mean bottom DO levels for each development phase...... 7-64 Table 7.17 Summary changes in mean surface BOD levels for each development phase...... 7-68 Table 7.18 Summary changes in mean bottom BOD levels for each development phase...... 7-69 Table 7.19 Summary changes in mean surface TAN levels for each development phase...... 7-73 Table 7.20 Summary changes in mean bottom TAN levels for each development phase...... 7-74 Table 7.21 Summary changes in mean surface Nitrate levels for each development phase...... 7-78 Table 7.22 Summary changes in mean bottom Nitrate levels for each development phase...... 7-78 Table 7.23 Summary changes in mean surface Phosphate levels for each development phase during NE Monsoon...... 7-83 Table 7.24 Summary changes in mean bottom Phosphate levels for each development phase during IM Monsoon...... 7-84 Table 7.25 Summary changes in mean surface Faecal Coliforms levels for each development phase during NE Monsoon...... 7-88 Table 7.26 Summary changes in mean bottom Faecal Coliforms levels for each development phase during SW Monsoon...... 7-89 Table 7.27 Summary changes in mean surface Salinity levels for each development phase...... 7-93 Table 7.28 Summary changes in mean bottom Salinity levels for each development phase...... 7-94 Table 8.1 Key numbers for estimating spill for reclamation works for Phase 1, 2, 3 and 4...... 8-3 Table 8.2 Key numbers for estimating spill for dredging works. Dredging is carried out simultaneously with reclamation works during Phase 4...... 8-3 Table 8.3 Dredging simulated cases...... 8-4 Table 8.4 Hard Corals – Impact severity matrix for suspended sediment for near shore waters...... 8-5 Table 8.5 Soft Corals – Impact severity matrix for suspended sediment for near shore waters...... 8-5 Table 8.6 Dredging simulated cases...... 8-34 Table 11.1 Proposed 15 beach profiles for shoreline monitoring (Coordinates)...... 11-2
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PHOTOS
Photo 4.1 Presentation of the KLIP project during the site visit carried out together with DOE personnel in October 2015...... 4-15 Photo 6.1 Rocky outcrops around the Tg. Bt. Supai area (Photo was taken at the yellow dot shown on Key Map)...... 6-24 Photo 6.2 Property boundary very close to the shoreline (Photo was taken at the yellow dot shown on Key Map)...... 6-24 Photo 6.3 Bora-bora chalet. Significant erosion is observed in this area (Photo was taken at the yellow dot shown on Key Map)...... 6-25 Photo 6.4 Rock revetment implemented to prevent the severe erosion. (Photo was taken at the yellow dot shown on Key Map)...... 6-25
APPENDICES
A Survey Report
DRAWINGS
Project Layout Drawings
ABBREVIATIONS
2D Two-dimensional 3D Three-dimensional ADCP Acoustic Doppler Current Profiler BOD Biochemical Oxygen Demand Bt. Batu CD Chart datum CFSR Climate Forecast System Reanalysis wind DEIA Detailed Environmental Impact Assessment DHI DHI Water & Environment (M) Sdn. Bhd. DO Dissolved Oxygen DOE Department of Environment Malaysia EA Environmental Assessment ESA Environmental Sensitive Areas EVA Extreme Value Analysis FC Faecal Coliforms HAT Highest Astronomical Tide Hs Significant wave height IDF Intensity-duration-frequency curve for rainfall IM Inter-monsoon ISMP Integrated Shoreline Management Plan
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JPS Jabatan Pengairan dan Saliran Malaysia (also known as the Department of Irrigation and Drainage Malaysia, DID) KLIP Kuala Linggi International Port LAT Lowest Astronomical Tide LBSB Linggi Base Sdn. Bhd. MHWN Mean High Water Neap MHWS Mean High Water Spring MIKE AD DHI’s MIKE Advection Dispersion model MIKE ECO Lab DHI’s MIKE Water Quality model MIKE FM DHI’s MIKE model using Flexible Mesh approach MIKE HD DHI’s MIKE Hydrodynamic model MIKE LITDRIFT DHI’s MIKE Littoral Transport model (part of the LITPACK system) MIKE LITPACK DHI’s MIKE Sediment Transport model MIKE MT DHI’s MIKE Mud Transport model MIKE RR DHI’s MIKE Rainfall-runoff model MIKE ST DHI’s MIKE Sand Transport model MIKE SW DHI’s MIKE Spectral Wave model MLWN Mean Low Water Neap MLWS Mean Low Water Spring MMWQCS Malaysia Marine Water Quality Criteria and Standards MSL Mean sea level MSMA Manual Saliran Mesra Alam (Urban Storm Water Management guideline by JPS) NE North-east NO3 Nitrate NWQSM National Water Quality Standards for Malaysia PO4 Phosphate RMSE Root Mean Square Error SD Standard deviation Sg. Sungai SSC Suspended Sediment Concentration STP Sewage Treatment Plant SW South-west TAN Total Ammoniacal Nitrogen Tg. Tanjung TSHD Trailer Suction Hopper Dredger TSS Total suspended sediment WLR Water Level Recorder
UNIT OF MEASUREMENTS ac Acre DWT Deadweight tonnage ha Hectare km Kilometer m Meter mg/L Milligram per liter MPN/100mL Most probable number per 100 milliliter PE Person equivalents PSU Practical salinity unit s Second
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xiv 62801230-RPT-14.DOCX Introduction
1 Introduction
Linggi Base Sdn. Bhd. (LBSB, the project proponent) plans to develop the Kuala Linggi International Port (KLIP) at Kuala Linggi, Malacca, Malaysia. The proposed KLIP development is essentially an expansion of the existing Kuala Sungai Linggi Port activities to increase its capacity to meet future needs for seaport services. The KLIP comprises a liquid product terminal and tank farm, a shipyard, fabrication yard, general cargo wharf, administration land uses and land reserved for the Government. The main parties involved in this project are Linggi Base Sdn. Bhd. (Project Proponent) and TAG Marine Sdn. Bhd. (Operator of Linggi Port Designated Transfer Area (DTA)). An overview of the proposed development concept is presented in Figure 1.1 and a detailed description of the project is presented in Section 2 of this report.
LBSB has engaged DHI Water and Environment (M) Sdn. Bhd. (DHI, the hydraulic consultant) to conduct a hydraulic study to support the Environmental Impact Assessment Schedule 2 (EIA) for the proposed development. The hydraulic study has been conducted in accordance with Jabatan Pengairan dan Saliran Malaysia (JPS), “Guidelines for preparation of coastal engineering hydraulic study and impact evaluation for hydraulic studies using numerical models” (5th Edition December 2001 ref /1/), as well as the latest requirements per June 2013 ref /2/.
This report presents the results of the hydraulic study that includes the evaluation of permanent and temporary impacts based on the analysis of hydraulic conditions before and after implementation of the project, including the different intermediate phases.
1.1 Statement of Need
Over the last eight (8) years, the Kuala Sungai Linggi Port has experienced a consistent growth of seaport services; with an increase in the number of voyages from 71,300 in 2009 to 77,900 in 2013 (9% increase). This is primarily driven by TAG Marine Sdn. Bhd. who has been providing ship-to-ship transfer (STS) services, including the provision of Designated Transfer Area (DTA) for STS liquid and gas cargo transfer, together with a range of marine support services to a wide variety of ship owners and operators.
In total, the number of vessels calling at Linggi Port has increased up to 801 vessel calls or approximately 26 million tonnes of bulk liquid. To date, it has generated an approximate income of MYR119 million in foreign currency; which contributes to as much as 10% of the government funds.
The apparent commercial benefits and consistent growth of the seaport services drive the need to further expand the port in order to allow further growth and increase in its capacity to meet future needs of seaport services. As such, the Kuala Linggi International Port (KLIP) project has been proposed, integrating existing STS offshore operations in the Kuala Sungai Linggi Port Limit and capitalising on its strategic location in one of the world’s busiest shipping lanes.
1-1
Figure 1.1 Overview of proposed development concept.
1.2 Scope of the Study
The scope of the study includes:
Data collection. Setup and calibration of the numerical model complex to describe the existing baseline conditions. Establishment of baseline pre-development conditions by understanding the existing marine, coastal and riverine environment by collecting data and applying numerical models in the study area. Evaluation of potential hydraulic impacts, both permanent and temporary, induced by the proposed developments through the application of calibrated numerical models. Definition of mitigation measures (if any).
1-2 62801230-RPT-14.DOCX Introduction
1.3 Report Outline
The present report is structured as below:
Section 1: Introduction and scope of the study Section 2: Project description Section 3: Impacts assessment framework Section 4: Data collection and site visits Section 5: Numerical modelling studies Section 6: Description of existing baseline conditions Section 7: Quantification of permanent impacts Section 8: Quantification of temporary impacts Section 9: Climate change Section 10: Summary and conclusions Section 11: Recommended mitigation measures and monitoring works Section 12: References
1.4 Project Proponent and Consultants
1.4.1 Project Proponent The project proponent is Linggi Base Sdn. Bhd. The contact information of the Project Proponent is as follows:
Descriptions Details Company Name Linggi Base Sdn. Bhd. Address G35 & 135, Block 5, Laman Seri Business Park, Section 13, 40100 Shah Alam, Selangor Darul Ehsan, Malaysia. Telephone +603 5510 0770 Fax +603 5510 1771 Email [email protected] Contact person Commander Ramli Johari (Rtd.)
1.4.2 Hydraulic Consultant The hydraulic consultant is DHI Water & Environment (M) Sdn. Bhd. The contact information of the Hydraulic Consultant is as follows:
Descriptions Details Company Name DHI Water & Environment (M) Sdn. Bhd. Address 3A01, Block G, Phileo Damansara 1, No. 9, Jalan 16/11, Off Jalan Damansara, 46350 Petaling Jaya, Selangor Darul Ehsan. Telephone +603 7958 8160 Fax +603 7958 1162 Email [email protected] Contact person Dr Juan C Savioli – Head of Coastal and Marine Department
1-3
1.4.3 Environmental Consultant The environmental consultant is DHI Water & Environment (M) Sdn. Bhd. The contact information of the Environmental Consultant is as follows:
Descriptions Details Company Name DHI Water & Environment (M) Sdn. Bhd. Address 3A01, Block G, Phileo Damansara 1, No. 9, Jalan 16/11, Off Jalan Damansara, 46350 Petaling Jaya, Selangor Darul Ehsan. Telephone +603 7958 8160 Fax +603 7958 1162 Email [email protected] Contact person Mr Syed Mohazri Syed Hazari – Sr. Environmental Consultant
1.5 Declaration Forms
1-4 62801230-RPT-14.DOCX Project Description
2 Project Description
The project is located at the northern shoreline of the State of Malacca, situated near the river- mouth of Sg. Linggi. The location is illustrated in Figure 2.1 and Figure 2.2. The project is located in Mukim Kuala Linggi, District of Alor Gajah. It lies 35 km from Malacca Town and 23 km from Port Dickson Town in Negeri Sembilan.
The Malaysia-Indonesia International Border is located approximately 22 km from the project site while the Negeri Sembilan-Malacca State Boundary lies approximately 400 m to the north of the project. The proposed project footprint lies partially within the existing Kuala Sg. Linggi Port Limit. The project site access adjoins the existing Jalan Kuala Sg. Baru / Kuala Linggi.
Figure 2.1 Project development area to the international boundary.
2-1
Figure 2.2 Key features of the project location
2-2 62801230-RPT-14.DOCX Project Description
The proposed reclamation will cover a total area of 620 ac (251 ha). It has a total length of 4.27 km along the shore, with a maximum width of 2.81 km towards the sea. At its nearest point, the reclamation lies approximately 300 m from the shoreline see Figure 2.3. The coordinates of the project boundary points are shown in Table 2.1.
Figure 2.3 Project boundary points (please refer to Table 2.1 for the coordinates).
Table 2.1 Coordinates of the project boundary points shown in Figure 2.3.
UTM 47N (m) WGS84 (Decimal degrees, º) Point Northing (N) Easting (E) Longitude (E) Latitude (N) A 265189.91 829096.75 101.9588 2.3960 B 264666.65 829665.58 101.9639 2.3913 C 264307.94 829815.74 101.9652 2.3880 D 264375.17 830628.80 101.9725 2.3886 E 262686.01 830457.02 101.9709 2.3734 F 262368.42 830143.85 101.9681 2.3705 G 261468.46 830480.24 101.9711 2.3624
2-3
UTM 47N (m) WGS84 (Decimal degrees, º) Point Northing (N) Easting (E) Longitude (E) Latitude (N) H 263533.39 827948.68 101.9484 2.3811 I 263022.53 827465.75 101.9441 2.3765 J 263404.76 827068.64 101.9405 2.3799 K 263882.19 827531.07 101.9447 2.3842 L 264186.67 827172.74 101.9415 2.3870 M 264310.24 828184.09 101.9505 2.3881
2.1 Project Concept
KLIP is being developed as a new port and marine industrial hub as an expansion of the existing cargo transfer area of the Kuala Sungai Linggi Port operated by TAG Marine Sdn. Bhd. The project has been designed to become a major destination for shipping and trade, with additional potential for vessel repair and rig fabrication. The project will be considered as an international port, consisting a strategic liquid product terminal and jetty, shipyard, fabrication yard, general cargo wharf and ancillary facilitates (such as utilities, amenity and security areas) (Figure 2.4). As required by the State of Malacca, the project also includes an area designated to the State Government. All these facilities will be sited on a reclaimed island, connected to the mainland via an access bridge.
In summary, the project comprises of the following main components (see Figure 2.4):
Land reclamation and capital dredging Onshore development - Liquid product terminal and tank farm - Marine fabrication yard - General cargo wharf - Shipyard - Government reserve - Administration and support services land uses - Remaining reserve land Marine Facilities - Access bridge - Oil jetty - Shipyard piers Sewage treatment plant (STP) outfall
Project execution is proposed to be carried out through four (4) phases. For every phase, reclamation works will be carried out followed by respective on-shore development works.
The description of the project components, the anticipated phasing of the project components and the time schedule of the works are presented in the sections below. For the purposes of this hydraulic report, the main focus is on the reclamation phases and marine facilities.
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Access Bridge
Figure 2.4 Conceptual layout for the Kuala Linggi International Port (KLIP).
2.2 Project Schedule and Phasing
Project execution is proposed to be carried out through four phases with a target of commencing the first phase in the third quarter of 2016 with a planned completion approximately 10 years later. For every phase, reclamation works will be carried out followed by respective on-shore development works.
An outline project schedule is set out Figure 2.5 and the planned phasing of the project is shown in Figure 2.6.
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Figure 2.5 Outline Project Schedule
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Figure 2.6 Reclamation and dredging phasing.
2.3 Project Components
2.3.1 Land Reclamation and Capital Dredging The land reclamation works are to be carried out in four (4) phases as presented in Figure 2.6 and Table 2.2. It is estimated that a total of 17 million m3 of sand is required for the 620 ac (251 ha) reclaimed area. The level of the top of the area has been set to +4 m CD.
The capital dredging works are to be carried out during Phase 4 of the development with an estimated 3 million m3 of dredged material to be removed to achieve a level of -13 m CD.
The details of each project phases will be described in the subsequent sections.
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Table 2.2 Details of anticipated land reclamation and dredging phases.
Phase Reclamation Land Area Estimated Sand Volumes Estimated dredged needed for Reclamation volumes for Capital Dredging Acres (ac) Hectares (ha) million m3 million m3 1 331 134 8.5 - 2 59 24 2 - 3 70 28 2.5 - 4 160 65 4 3 Total 620 251 17 3
2.3.1.1 Phase 1 Reclamation The first phase of the project includes the following: (see Figure 2.7).
Reclamation of 331 ac (134 ha) of land on the northern side of the project area, with an estimated sand volume of 8.5 million m3 where the reclaimed level is set to +4 m CD. An oil jetty connecting to the Phase 1 reclamation area. Shipyard piers 1 to 3. An access bridge connecting Phase 1 to the mainland. No capital dredging during Phase 1.
Figure 2.7 Post-development layout – Phase 1.
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2.3.1.2 Phase 2 Reclamation The second phase of the project includes an additional 59 ac (24 ha) of land to be reclaimed south east of the Phase 1 reclamation area. The estimated sand volume needed is 2 million m3. No dredging works are included in this phase (see Figure 2.8).
Figure 2.8 Post-development layout – Phase 2.
2.3.1.3 Phase 3 Reclamation The third phase of the project includes an additional 70 ac (28 ha) of land to be reclaimed south east of the Phase 2 reclamation area. The estimated sand volume needed is 2.5 million m3. No dredging works are included in this phase (see Figure 2.9).
Figure 2.9 Post-development layout – Phase 3.
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2.3.1.4 Final Development - Phase 4 - Reclamation and Capital Dredging The final phase of the project includes an additional 160 ac (65 ha) of land to be reclaimed. The estimated sand volume needed is 4 million m3. The capital dredging, with a volume of 3 million m3 (dredging level of -13 m CD), is included in this phase as shown in Figure 2.10 and Figure 2.11.
Embankment
Dredged level -13m CD
Figure 2.10 Post-development layout – Final Phase 4.
Figure 2.11 Anticipated actual dredging area – Final Phase 4.
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2.3.2 Marine Facilities The marine facilities consist of the following:
An access bridge. The bridge will be built connecting the main entrance of Phase 1 of the project area and the mainland. The bridge will be built with a total length of 525 m with an embankment in the area next to the shore. An oil jetty. The jetty will connect to the liquid product terminal and as such will be constructed during Phase 1. The jetty will have a trestle of 1.3 km length and four (4) berthing facilities with capacities up to 200,000 DWT. Three (3) shipyard piers with six (6) berths.
All the marine facilities are assumed to be built in piled with concrete deck structures. This form of construction is designed to ensure that the impact on current flows around the marine facilities is minimised as only the piles are in the water.
A detailed design of the piles was not available at the time of the study. By referencing to a typical pile design, assumptions of piles have been made with pile diameter of 0.5 m and in a circular geometry. An example of pile structure is shown in Figure 2.12.
Oil Jetty Access Bridge
Shipyard Piers
Figure 2.12 Example of typical pilling layout.
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2.3.3 Sewage Treatment Plant Outfall Location The current project plan includes a new sewage treatment plant (STP). All the sewage from the proposed development will be treated using this newly built STP facility and will be discharged into the open water system through a marine outfall. The planned marine outfall is located near the jetty as shown in Figure 2.13. The estimated coordinates are given as UTM47N (E 828207, N 264329).
The new STP is required following the treated Standard B criteria, as described in Table 2.3. It is estimated that sewage treatment of 5,000 PE (person equivalents) will result from proposed development. The effluent discharge rates of 0.013 m3/s have been derived using the PE in accordance with Malaysian Standards 1228 which recommends a flow rate of 0.225 m3/day per PE.
Figure 2.13 STP treated sewage discharge location.
Table 2.3 Sewage Discharge of Standard B of New Sewage Treatment System (Source: Environmental Quality (Sewage) Regulation 2009, Second Schedule (Regulation 7), Table (i)).
Parameter Unit Standard B
BOD5 at 20C mg/L 50 Ammoniacal-N (river) mg/L 20.0 Nitrate-N (river) mg/L 50.0 Phosphorous (lake*) mg/L 10.0 E.coli MPN/100mL 300
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2.4 Construction Methods
2.4.1 Reclamation Works The following general approach shall be adopted for the works:
A trailing suction hopper dredgers (TSHD) will be used for sand mining and delivery to the reclamation site. Reclamation will be by pumping ashore from the TSHD to the reclamation area and using earthmoving equipment to distribute and re-handle the sand fill as necessary including forming and removing surcharge mounds.
Reclamation works are expected to be carried out by one (1) Trailer Suction Hopper Dredger (TSHD) with hopper barge capacity of 12,000 m3. The TSHD is assumed to complete 4 cycles per day with daily reclamation volume of 40,000 m3. The estimated duration of each phase of the reclamation works is therefore as follows (these durations and for the bulk sand filling and do not include initial bunding and shore protection works):
Phase 1: 7 months Phase 2: 2 months Phase 3: 2 months Phase 4: 3 months
2.4.1.1 Sequence of Works The sequence of construction will be as follows:
The reclamation area will be surveyed. The pipeline and equipment for sand pumping will be set up. Sand mining and delivery to the site will commence. The trailing suction hopper dredger (TSHD) will be stationed for pumping ashore to the reclamation area at suitable sites. The sand discharged from the pipeline will initially be formed into a perimeter bund around the first area to be reclaimed. Subsequent deliveries of sand will be pumped to the lagoon formed by perimeter bunds. An overflow point will be installed to drain off excess water from the pumped sand. The sand fill will be spread from the pipeline discharge point by a bulldozer. Filling and surcharging will proceed in sections. Upon final completion, the surplus surcharge sand fill will be placed on land or reclaimed areas within the Project Boundary.
2.4.1.2 Mining and Delivery of Sand Sand for reclamation will be sourced from an approved sand source potentially out of three sites A, B, and C. The locations of these sand sources are shown in Figure 2.14. The average sailing distance from the sand source to the reclamation area is approximately 17 Nautical Miles (~31 km).
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Figure 2.14 Location of potential sand sources.
A trailing suction hopper dredger (TSHD) will be used for mining of marine sand and transportation to the reclamation site (Figure 2.15). The TSHD is a self-propelled self-loading vessel. The hopper can be discharged by bottom dumping or pumping methods. For the reclamation filling, pumping via pipeline will be used.
The TSHD mines sand by lowering one or both drag heads to the seabed and hydraulically pumping dredged sand into the hopper via the suction pipe(s). The dredging depth and positioning can be accurately controlled by the on-board systems. When the hopper is full or the mining operation is completed, the TSHD will proceed to the reclamation site for discharging.
The mining area will be divided into sectors for the purpose of managing the sand borrow operations. Working Hours will be 24 hours per day, seven days per week including Public Holidays.
The TSHD will require a working area with a safety distance of 200 m all around the vessel and while dredging will maintain a speed not exceeding 2 knots.
While moving from the sand mining area to the unloading area, the TSHD will proceed at a safe speed following the normal navigation safety rules and requirements in the area.
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Figure 2.15 Sand mining by trailing suction hopper dredger (PIANC WG 108 /21/)
2.4.1.3 Reclamation Filling Upon arrival at the reclamation site, the TSHD will be stationed at the designated site and sand will be pumped to the reclamation area via a submerged or floating pipeline connected to the bow fitting. This arrangement will be used because the water depth closer to shore is too shallow for a large vessel.
Initial filling up will be carried out by direct filling from the floating pipeline. A perimeter bund will be formed using the initial deliveries of sand. The subsequent filling will be carried out by pumping ashore to the lagoon formed by perimeter bunds to enable the spill of suspended sediment to be controlled. A conceptual layout for the perimeter bunds for the first phase of the reclamation is shown in Figure 2.16. Controllable outfall weir boxes or overflow gates will be installed in the perimeter bund to drain off excess water from the pumped sand with a suitable retention period to reduce suspended sediment.
Sand will be spread from the pipeline discharge point by bulldozers working above tide level. Bulldozers and backhoes will be used for forming and maintaining sand bunds around hydraulically filled areas.
The sand filling operation will be managed and controlled to maintain even overburden loading of soft seabed material within an acceptable degree, so as not to cause excessive heaving or lateral displacement.
Re-handling of sand fill for surcharge mounds and final lines and levels will be by earthmoving equipment such as bulldozers, wheel loaders, backhoes and dump trucks.
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Figure 2.16 Conceptual bund and reclamation sequence for Phase 1 reclamation.
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2.4.1.4 Reclamation Shore Protection Works The newly created reclamation shoreline will need to be protected. In areas outside of those sheet piled for quay walls, the protection will be a rock armoured revetment, a drawing showing a typical revetment is shown in Figure 2.17. The key activities for the shore protection work for the reclamation will follow the sequence as listed below:
Trimming the sand bund to the final profile. After trimming the sand profile, prepared geotextile will be laid on the slope and toe apron. Crushed rock armour layer will be placed on the geotextile and trimmed to the correct profile. For the permanent revetment, a primary layer will be laid over a secondary layer and small rocks will be placed in the gaps to form the finished profile. Along the top edge, the geotextile will be folded over the edge of the armour and backfilled with sand. After completion of interfacing structures, the revetment armour will be placed to abut tightly including any supplementary scour protection as shown on construction drawings.
Figure 2.17 Typical revetment cross section.
A long armed excavator working either from the land or on a flat top barge will cut or trim the slope to the required level and any excess sand is stockpiled on site and later removed by dump trucks.
The laying of geotextile is done using a long-arm excavator for lifting the geotextile rolled pipe into the water from the land side or from a flat top barge. Once the pipe is laid at the correct position, the workers unroll the geotextile to the toe of the slope, working during low-tide periods where applicable.
Once the geotextile is laid on the sand slope, secondary rocks are placed with a long-arm excavator from the land side or a flat top barge. The revetment receives a secondary layer followed by a primary armour layer.
Primary rocks are transported to the placing area by dump trucks or delivered by flat top barge if being placed by floating equipment. Each rock is placed side-by-side commencing from the bottom and gradually proceeding to the top of the slope.
2.4.2 Capital Dredging Works Dredging for vessel access will be carried out using a Trailer Suction Hopper Dredger. Dredging will only be carried out during Phase 4 with the dredging volume of 3 million m3.
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Dredging works are expected to be carried out by one (1) TSHD with a capacity of 12,000 m3. The dredging rate is assumed to be 20,000 m3 per day based on the hydraulic modelling of the dredged plume. The estimated duration of the dredging works is approximately 6.5 months.
Dredged material to be disposed of at the existing Marine Department approved site as shown in Figure 2.18 with approximately 15 km from the proposed development area.
Figure 2.18 Location of the existing Marine Department approved disposal site.
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The TSHD is a self-propelled self-loading vessel. The materials in the hopper can be discharged by bottom dumping or pumping methods. For spoil disposal, bottom dumping is normally adopted.
Figure 2.19 Trailer Suction Hopper Dredger (PIANC WG 108 /21/)
The procedure for dredging by TSHD is by lowering one or both drag heads to the seabed and hydraulically pumping dredged material into the hopper via the suction pipe(s). The dredging depth and position can be accurately controlled by an on-board GPS and control systems. While dredging the TSHD will maintain speed not exceeding approximately 2 knots.
When the hopper is full or the dredging operation is completed, the TSHD will proceed to the disposal site for dumping. While moving from the dredging area to the disposal area, The TSHD will proceed at a safe speed, and comply with the regulations of Marine Department of Malaysia, considering the traffic conditions and visibility. Working Hours shall be 24 hours per day 7 days per week including Public Holidays.
2.4.3 Oil Jetty and Shipyard Pier Construction The jetty and shipyard pier structures will comprise steel tubular piles with a concrete deck structure. This form of construction is designed to ensure that the impact on current flows around the jetties is minimised as only the piles are in the water. An example of a petroleum jetty structure is shown in Figure 2.20.
Figure 2.20 Example of a jetty structure to handle petroleum products
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The construction of the jetty and access trestles will be carried out largely from floating plant including piling barges, crane barges, and flat top transport barges. Tugboats will assist in the movement of all barges associated with the construction of the marine facilities. Jetty construction material will be transported to the jetty site by barge. The number of vessels operating in the area throughout the construction period is estimated at around 10.
Construction of the jetties will involve the following key construction activities:
Piling for the jetty approach trestle and berth platforms. The piles will be steeling tubular piles. The piles will be installed using a floating piling barge. Piles will be supplied to the site on a flat top barge fabricated to the required length with any paint already applied. The pile supply barge will be moored alongside the piling barge, and the piles lifted from the supply barge using the piling barge and driven to the required depth. On completion of the piling the piles will be cut off to the required level using cutting torches, and a concrete plug will be installed at the top of each pile. This plug is placed using in- situ concrete. The concrete will be supplied from an onshore batching plant, transported to the pile location using a flat top barge and placed using a floating crane.
Jetty deck structure – Precast Concrete Units. The jetty deck will be constructed using pre-cast concrete beams and slabs with an in-situ concrete topping. The pre-cast concrete beams and slabs will be fabricated at a designated laydown area within the project boundary. The pre-cast concrete beams and slabs will be transported by road from the laydown area to a temporary jetty on the reclamation area. At this temporary jetty, they will be loaded onto a flat top barge for transport to the jetty. The concrete units will be installed in their final location on the jetty using a floating crane.
The final surface of the jetty will be formed using in-situ concrete. This will be supplied from a batching plant and transported to the jetty site by road. This will then be placed on the jetty deck either by:
- Land based equipment operating from the completed section of the structure, or; - Loaded onto flat top barges and transported to the required location and lifted onto the jetty deck using a floating crane for the offshore sections of the jetty.
2.4.4 Quay Wall Construction The quay wall will be constructed using land based equipment working from the reclamation. The sequence of works for construction of the quay wall will be as follows:
Installation of sheet piles. It is envisaged that the quay walls will be constructed using steel sheet piles. The sheet piles will be delivered to the site either by sea direct to a temporary jetty on the reclamation or by road. The piles will be installed using a crane operating from the reclamation. The piling will be on the slope of the perimeter bund of the reclamation. Installation of anchor wall and tie bars. An anchor wall will be constructed in the reclamation fill behind the quay wall, and steel tie rods will be installed between this anchor wall and the sheet piling. This will involve localised excavation and backfilling of the reclamation fill using a back hoe excavator. Construction of an in-situ concrete capping beam along the top of the sheet piling. This will use concrete supplied from a local batching plant and transported to the site by road. Completion of back filling behind the quay wall. This will use similar methods to those described in Section 2.4.1 for reclamation above water level.
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3 Impacts Assessment Framework
This section introduces the framework, which provides the description of the assessment of potential hydraulic impacts and definition of mitigation measures. The impact quantification includes the following steps:
Understanding the existing environment – Baseline conditions; Definition of threshold values- Environmental conditions; Quantification of potential permanent and temporary hydraulic impacts induced by the proposed development; Definition of mitigation measures (if any); and Presentation of summary, conclusions and recommendations.
3.1 Understanding the Existing Environment - Baseline
The main objective of the present study is to identify and quantify the potential hydraulic impacts associated with the proposed development. To do so, it is important to understand the existing (pre-development) hydraulic conditions in the study and vicinity areas and particularly identify sensitive receptors that may be vulnerable to the project development. The establishment of accurate existing (or known as “Baseline”) conditions compared to the post development conditions allows the quantification of the potential hydraulic impacts.
Four (4) steps have been applied in this study to understand the existing environmental conditions, these are as follows:
1 A collection of field data such as bathymetric information, current and water level measurements, water and seabed grab samples and environmental data as inputs in the understanding of the existing environment and establishment of numerical models. 2 Site visits to obtain a first sight overview of the existing conditions at the proposed development areas. 3 Mapping of sensitive receptors in the study area. This is carried out in coordination with the environmental consultant as many receptors are environmental components that are not part of the hydraulic study. 4 Establishment and application of relevant numerical models, regional and local models, to present detailed baseline hydraulic conditions on both a spatial and temporal basis.
Gathering field data plays a key role in describing the existing hydraulic conditions at the particular area where the measurements are carried out. However, it is insufficient to understand the overall existing conditions in the study area as the measurements are only taken at certain specific spots. The application of calibrated numerical models allows an extrapolation of the measured data, in time and space that will be the basis of the hydraulic impact assessment and the definition of viable mitigation measures.
3.1.1 Data Collection and Site Visits Survey campaigns were carried out to establish baseline/existing (pre-development) conditions, and to provide the required data for the establishment of the numerical models in accordance with JPS guidelines. The collected data from the survey campaign included:
Bathymetric information; Current flows, water levels, and waves; Sediment samples to evaluate the sediment characteristics; Water samples to evaluate total suspended solids and water quality; and Salinity and temperature.
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In addition to primary data collection, available secondary data relevant to the project has been collected, as follows:
Hydrological data, e.g. catchment, rainfall, evaporation, and streamflow; Climate forecast system reanalysis (CFSR) wind; Sea chart bathymetric data that describes offshore water depth conditions. This data has been obtained from the digital C-Map software; Historical satellite images; and Available studies and reports.
Details of the data collection and site visits are provided in Section 4 of this report.
3.1.2 Mapping of Sensitive Receptors To carry out the impact assessment it is necessary to determine the sensitive receptors in the study area. As part of the EIA, the sensitive receptors in the study area were mapped and are presented in Figure 3.1.
The key sensitive receptors are defined as followings:
Mangroves along Sg. Linggi, fringing the shoreline of Negeri Sembilan (Tg. P. Mengkudu to Tg. Agas) and patches fronting the shoreline of Malacca (Tg. Bt. Supai to Tg. Dahan). Turtle / terrapin nesting sites along Sg. Linggi (for terrapins only) and Malacca shoreline from Tg. Bt. Supai to further south. Corals – limited hard corals at Tg. Tuan and one site to the East. Soft corals (Octocoralline) associated with hard substrate Sandy and muddy sediments with the mixed hard substrate. Tg. Tuan Heritage zone Tg. Tuan fishing protected area Aquaculture areas along Sg. Linggi and a mussel farm fronting Tg. Selamat. Forest reserves at Tg. Tuan, Tg. Selamat and Sg. Linggi.
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Figure 3.1 Sensitive receptors identified in the vicinity of the study area.
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3.1.3 Application of Numerical Models A comprehensive modelling complex has been established to simulate the hydraulics within the study area using a range of specific MIKE by DHI models. The numerical models are based on the latest bathymetrical information for the site and calibrated in compliance with instructions as per JPS guidelines /1/ and /2/. The models are applied to describe the spatial and temporal variations of several relevant parameters including current flows, water levels, waves, sediment transport, salinity and water quality conditions of the study area.
Details of the numerical model implementation and application are provided in Section 5 of this report.
3.2 Definition of Threshold Values - Environmental Conditions
Definition of threshold values forms the basis for the hydraulic definition and evaluation of impacts. There is a selection of regulations and laws that are of relevance to the execution of the hydraulic studies to provide the acceptance levels of hydraulic components that, from an environmental point of view, play a key role in the assessment. The main regulations and environmental regulations followed in this study are described below.
3.2.1 JPS and DOE Guidelines JPS guidelines for hydrodynamic modelling (ref /1/ and /2/) provide the footing for the assessment of a hydraulic study, as below:
All the available data for submission of the hydraulic study shall not be more than two (2) years from the date of the data collection works. The bathymetric survey must be carried out by a licensed surveyor. The water level measurements shall be carried out for at least 14 days to include the spring and neap tides. The velocity measurements shall be carried out for at least 3 days during the spring and neap tides. The calculation for model calibration and verification shall be considered individually for spring and neap tides using the Root Mean Square Error (RMSE) method with the following upper limits: - Water level not more than 10%. - Current speed not more than 20%. - Current direction not more than 20°.
The DOE guidelines of Malaysia Marine Water Quality Criteria and Standards (MMWQCS) provide the standards used to assess water quality in receiving marine water systems respectively. MMWQCS were established based on the Environmental Quality Act 1974. Table 3.1 provides excerpts of the MMWQCS guidelines.
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Table 3.1 Malaysia Marine Water Quality and Standards (MMWQCS).
Standards Parameters Class I Class II Class III Class E Temperature °C ≤ 2°C increase over maximum ambient DO mg/L >80% 5 3 4 saturation Ammoniacal mg/L 0.035 0.07 0.32 0.07 Nitrogen Nitrate-N mg/L 0.01 0.06 1 0.06 Phosphate mg/L 0.005 0.075 0.67 0.075 Faecal Coliform MPN/100mL 70 100 200 100 TSS mg/L 25 50 100 100 Beneficial Uses Class I Preservation, Marine Protected Areas, Marine Park Class II Marine Life, Fisheries, Coral Reefs, Recreational, Mariculture Class III Ports, Oil & Gas Fields Class E Mangroves Estuarine & River-mouth Water
3.2.2 Threshold values for Corals Two different tolerable limits are referred for corals as the value for soft corals may vary widely from hard corals.
The impact indicators for hard coral exposure to excess suspended sediment concentrations, above ambient concentrations, are outlined in Table 3.2. These tolerance thresholds are derived from the EIA report for the Wheatstone Project, Australia, where an extensive literature review was carried out to establish (hard) coral tolerance thresholds to excess suspended sediment concentrations - Environmental Impact Statement (Internal DHI work).
The tolerance thresholds for soft coral habitats are presented in Table 3.3.
Table 3.2 Hard Corals - Impact severity matrix for excess suspended sediment for near shore waters.
Zone Definitions
Zone of Major Impact Excess SSC > 25 mg/L for more than 14% of the time OR Widespread mortality may be Excess SSC > 10 mg/L for more than 38% of the time OR expected. Excess SSC > 5 mg/L for more than 63% of the time
Zone of Moderate Impact Excess SSC > 25 mg/L for 5-14% of the time OR Stress and some (<30%) mortalities Excess SSC > 10 mg/L for 20-38% of the time OR can be expected. Excess SSC > 5 mg/L for 50-63% of the time
Zone of Minor Impact Excess SSC > 25 mg/L for 1-5% of the time OR Corals may experience some stress Excess SSC > 10 mg/L for 1-20% of the time OR however 0% mortality expected in this zone. Excess SSC > 5 mg/L for 5-50% of the time
No Impact Excess SSC > 25 mg/L for less than 1% of the time OR Excess SSC > 10 mg/L for less than 1% of the time OR Excess SSC > 5 mg/L for less than 5% of the time
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Table 3.3 Soft Corals - Impact severity matrix for excess suspended sediment for near shore waters.
Zone Definitions
Zone of Major Impact Excess SSC > 50 mg/l for more than 14% of the time OR Widespread mortality may be Excess SSC > 20 mg/l for more than 38% of the time OR expected. Excess SSC > 10 mg/l for more than 63% of the time
Zone of Moderate Impact Excess SSC > 50 mg/l for 5-14% of the time OR Stress and some (<30%) mortalities Excess SSC > 20 mg/l for 20-38% of the time OR can be expected. Excess SSC > 10 mg/l for 50-63% of the time
Zone of Minor Impact Excess SSC > 50 mg/l for 1-5% of the time OR Corals may experience some stress Excess SSC > 20 mg/l for 1-20% of the time OR however 0% mortality expected in Excess SSC > 10 mg/l for 5-50% of the time this zone.
No Impact Excess SSC > 50 mg/l for less than 1% of the time OR Excess SSC > 20 mg/l for less than 1% of the time OR Excess SSC > 10 mg/l for less than 5% of the time
3.3 Hydraulic Impact Assessment
Understanding the existing environment and environmental legislation helps in defining the potential hydraulic impacts for the present study. Two (2) potential hydraulic impacts from project-related activities have been identified, namely permanent and temporary impacts. The quantification of impacts is performed through a set of numerical modelling which aim at representing realistic seasonality conditions and permit a coherent spatial and continuous temporal description of the hydrodynamic conditions in and around the site.
3.3.1 Permanent Impacts. These impacts are related to permanent changes after the proposed development is in place and remain after the project is completed. In the present study, the permanent changes induced by the proposed reclamation works, the berthing jetty structures and the dredging of the seabed for navigations access were studied for specified components, as follows:
Water levels Upstream water levels and river hydrology Current flows Waves Sediment transport/coastal morphology Water quality Salinity
The quantification of permanent impacts is presented in this study as changes induced by the proposed post-development conditions (final development and phases) compared to the pre- development (baseline) conditions. The changes are quantified as variations of statistical calculations for example: mean, and maximum of the parameters to be evaluated.
The assessment is carried out for the four (4) phases of the development for different representative seasonal conditions. A number of identified sensitive receptors have been applied in the present assessment as extraction points to obtain an indication of impacts.
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3.3.2 Temporary Impacts These are impacts generated during the construction period, when sediment spill due to the construction works can be transported and dispersed by currents and waves, creating plumes, which potentially can reach sensitive sites and receptors. The assessment is carried out for different representative seasonal conditions.
In the present study, spills will occur during dredging and reclamation operations as well as the construction of jetties and shipyard piers. The sediment spills during construction associated with each of the development phases.
The modelling results of the sediment plume include 2D plots of statistical calculations for sediment suspension, e.g. mean, maximum and exceedance frequencies of certain critical concentration limits. The plots have been overlaid against maps of habitat and sensitive receptors.
3.3.3 Definition of Seasonal Conditions Since impacts may differ depending on the seasonal conditions, it is, therefore, important to establish realistic seasonal conditions for the quantification of impacts. Since Malaysia faces two monsoon seasons, namely Northeast and Southwest Monsoons and a non-monsoon season, three (3) seasonal conditions have been defined to assess the potential hydraulic impacts.
The seasonal conditions, which include tidal conditions and seasonal weather patterns in the region, are represented in 30 days (2+28) simulation periods for simulation of both neap and spring tidal cycles. This includes 2 days of warm up to avoid any type of numerical instabilities that could occur during the initial stage of the simulations. The selected seasonal conditions applied in the hydraulic assessment are described below and presented in Figure 3.2.
Northeast (NE) monsoon: The simulation is carried out to represent tidal and wind-driven current flow conditions during the period between November and March. North-easterly winds are predominant during the NE monsoon season. Southwest (SW) monsoon: The SW monsoon season spans over the period between June and early September. The predominant wind direction is south-south-easterly. Inter monsoon (IM): These are milder conditions when the winds are mild and the currents are predominantly tidal, typically in the months of April, May and October.
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Figure 3.2 Simulation periods applied in the numerical modelling.
3.4 Definition of Mitigation Measures
The impact assessment described above allows the quantification of potential impacts of the proposed development. Mitigation measures, if available or applicable, are proposed to reduce or mitigate identified impacts to produce minimal impacts. Mitigation measures typically include physical measures in terms of imposing changes to schedules and methodologies, implementing temporary or interim protecting structures, redesigning layouts and/or by establishing environmental monitoring programs and feedback management to guide the works. Some mitigation measures are included in the construction strategy as they have been defined during the planning phases previous to the execution of this hydraulic study.
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4 Data Collection and Site Visits
In order to aid the understanding of the existing hydraulic and environmental conditions, the relevant information has been collected through:
Data collection - Secondary: This information is readily available from reports or other sources. - Primary: These are surveys and specific data collection designed for this project. Site visits
The information collected provides baseline information for various assessments, perhaps most importantly as reference and input data for the development, calibration and verification of the nearshore numerical models. Once established and fully calibrated with the data, the model complex is applied to assess the performance and potential impacts of proposed options and definition of mitigation measures.
4.1 Data Collection
The data collection is based on the gathering of data from a number of different sources. In the initial stages of the project, data collection is carried out through the collection of secondary data that is relevant to the project study area, but usually, these data have been collected for a purpose other than the current project. This includes internal and external sources of data that are available in databases, literature, measurements, satellite imagery, etc. As the project progresses, surveys are specifically designed to obtain site specific information, particularly when the data collected at initial stages are not sufficient to describe the conditions of the area. This is usually carried out through surveying which is one the most accurate approaches to obtain spatial and temporal information.
4.1.1 Secondary Data Collection This section presents the collection of secondary data carried out for this study. The collected data is summarised in Table 4.1.
Table 4.1 Details of secondary data collection.
No Data Description 1 Hydrological data – Linggi Catchment Delineated catchment using SRTM data, sourced from previous DHI projects. – Rainfall Nine (9) stations in and near the catchment. Daily resolution. – Evaporation One (1) station in the catchment. Daily resolution. – Streamflow / Water level One (1) station in the catchment. Daily resolution. 2 Climate Forecast System Hourly wind data for 35 years from 1979 to 2013. Reanalysis (CFSR) wind 3 C-Map Offshore water depth data 4 Satellite Images SPOT6 year 2015 SPOT5 year 2008 5 Reference Reports Melaka ISMP /17/ Negeri Sembilan ISMP /18/ National Coastal erosion study /19/ Sg. Linggi Flood Mitigation Report /16/
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4.1.1.1 Hydrological Data The following hydrological data has been collected for this assessment:
River catchment Rainfall Evaporation Stream flows and water levels
River Catchment Data Sg. Linggi is the main river in the study area with a total catchment area of approximately 1,270 km2. The headwaters of the river are located in the foothills of the Titiwangsa Range, in the north-east of the catchment, (illustrated in Figure 4.1) from where the main Sg. Linggi branch flows south, meeting other significant tributaries along its way to the coast at Kuala Linggi. Of particular note is Sg. Rembau, which drains rivers such as Sg. Pedas and Sg. Siput. The catchment has been delineated into four sub-catchments for model calibration purposes. Linggi-Up corresponds to the catchment at streamflow gauge 2519421 (Sg. Linggi at Sua Betong).
Linggi-Up: 527 km2 Linggi-Down: 98 km2 Rembau: 590 km2 Rivermouth: 55 km2
Figure 4.1 Delineated sub-catchments draining to the coast near the proposed project site and the location of selected hydrological stations.
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Rainfall Rainfall data relevant to the Linggi catchment have been purchased and collected from JPS, for the gauges/stations summarised in Table 4.2. The data are available in daily resolution. The locations of these gauges, with respect to the catchment and river network, are shown in Figure 4.1. The temporal coverage of the nine (9) rain gauges is shown in Figure 4.2, indicating missing periods as well as the overall availability.
Table 4.2 Details of rainfall data collection.
Type Name Location (WGS84) Location (UTM-47) Coverage Longitude Latitude Easting Northing Rainfall 2819002 101.918229 2.803476 824646 310294 1960-2014 Rainfall 2720041 101.997799 2.788321 833506 308639 1970-2014 Rainfall 2719001 101.953879 2.739181 828631 303187 1997-2014 Rainfall 2719043 101.943928 2.730148 827526 302184 1959-2014 Rainfall 2520049 102.005779 2.557239 834291 283045 1959-2014 Rainfall 2521001 102.119976 2.551067 847005 282392 1980-2014 Rainfall 2519046 101.901901 2.509062 822905 277702 1947-2014 Rainfall 2420052 102.083729 2.478021 842989 274297 1960-2014 Rainfall 2419054 101.961301 2.434812 829370 269483 1946-2014
Figure 4.2 Temporal coverage of the rain gauges relevant to the Linggi catchment.
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Evaporation Based on the measured data available from evaporation station 2719301, mean daily evaporation was calculated for each calendar month, (shown in Figure 4.3), with these monthly average values used for the hydrological modelling.
Table 4.3 Details of evaporation data collection.
Type Name Location (WGS84) Location (UTM 47) Coverage Longitude Latitude Easting Northing Evaporation 2719301 101.955556 2.737500 828653 302983 1963-2014
Figure 4.3 Mean daily evaporation, by month, based on data from evaporation station 2719301.
Streamflow / Water Level A water level gauging station (2519421) is available in the catchment, located 9.5 km upstream of the confluence of Sg. Linggi with Sg. Rembau. Streamflow is derived from the collected water level data using the established rating curve at the site. The development and the analysis of the rating curves have been carried out by JPS. DHI has obtained both water level and streamflow data from JPS, as shown in Figure 4.4 and Figure 4.5.
The streamflow data covers a period of 1960-2014 (a total of 55 years), with minor missing data before June 2007. No data has been collected between June 2007 and September 2008, after which the water levels and flow regime of the river at this point is seen to vary significantly. The changes in water levels and flow regime might be potentially due to flood mitigation works undertaken around that time and/or changes to the measurement or data processing methods.
The highest recorded discharge is 260 m3/s in January 2011, although it is noted this occurred during the period where there is some uncertainty in the flow record. The next highest discharge occurred in January 1971 where the peak flow was recorded as 227 m3/s and April 2005 where the flow was marginally less at 226 m3/s.
The streamflow data has been used for the hydrological model calibration.
Table 4.4 Details of streamflow / water level data collection.
Type Name Location (WGS84) Location (UTM-47) Coverage Longitude Latitude Easting Northing Streamflow / 2519421 101.965679 2.510816 829839 277897 1960-2014 Water Level
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Figure 4.4 Available discharge data from 1960-1979 (top), 1980-1999 (middle) and 2000-2014 (bottom) from gauging station number 2519421.
Figure 4.5 Available water level data from 1960-1979 (top), 1980-1999 (middle) and 2000-2014 (bottom) from the gauging station number 2519421.
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4.1.1.2 Climate Forecast System Reanalysis (CFSR) Winds In order to provide good and accurate meteorological data at the project area, DHI has adopted the Climate Forecast System Reanalysis (CFSR) atmospheric model which is established by National Centres for Environmental Prediction, USA (NCEP). CFSR is a coupled meteorological and oceanographic model system that uses synoptic data for initialization. CFSR wind data are representative of 10 minutes average winds at a height of 10 m above mean sea level. The data are available at hourly intervals, with a spatial resolution of 0.30°×0.30° from 1979 to 2010 and 0.20°×0.20° from 2011 to 2013. An example of the CFSR spatial wind fields is shown in Figure 4.6.
Figure 4.6 Example of temporal and spatial CFSR winds (instantaneous plot).
4.1.1.3 Bathymetric data from electronic sea charts The information on water depths at the offshore area has been retrieved from electronic sea charts (C-Map) as shown in Figure 4.7.
Figure 4.7 Example of C-Map data.
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4.1.2 Primary Field Data Collection This section presents the primary field data collection campaigns carried out for this study, which is summarised in Table 4.5. A full set of descriptions of primary field data collection, including the methodology, can be found in Appendix A: Survey Report.
Table 4.5 Primary field data collection and schedule.
No. Survey Activity Usage Survey Date 1 Bathymetric Bathymetry data of the existing 29 May to 10 June 2015 survey seabed in the vicinity of proposed development and river cross-sections are River cross- required to establish the model 29 to 30 Jan 2016 sections setup of existing conditions.
2 Current flow and Current flow data (current ADCP1: 5 to 19 Jan 2016 water level velocities) and water levels are ADCP2: 19 to 29 Dec 2015 measurements required for calibration of the hydrodynamic model. WLR: 18 Dec 2015 to 19 Jan 2016
3 Wave Wave data are used for 5 to 19 Jan 2016 measurements understanding of existing wave conditions
4 Wind Wind data is required to April 2015 until present measurements establish the model setup of existing wind-wave conditions.
5 Water samplings Water quality data is used to 25 to 31 Jan 2016 determine the existing water quality levels in the water column, e.g. total suspended sediment, dissolved oxygen, total ammonia and etc. 6 Seabed/grab The grading of the seabed 27 and 28 Jan 2016 samplings sediment will be used as input to the sediment transport and sediment plume models.
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4.1.2.1 Bathymetry and River Cross-Sections A detailed bathymetric survey was carried out in June 2015; the collected data were referred to Cartesian coordinates in UTM 47N and reduced to Chart Datum (CD). Chart Datum is 1.29 m below Mean Sea Level (MSL) for standard port Kuala Linggi, based on Malaysia Tide Table /5/. The coverage of the bathymetric survey is shown in Figure 4.8 which stretches 7.5 km along the shore and extends approximately 5 km seawards. The river cross-sections have been measured extending up to the confluence of Sg. Linggi and Sg. Rembau.
The bathymetric information has been used in setting up the numerical model of baseline conditions in the vicinity of the study area.
7.5 km
5 km
Figure 4.8 Coverage of the bathymetric survey.
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4.1.2.2 Current Flow, Water Level, and Wave Measurements Current and water level measurements were measured in the study area by deploying two Teledyne RD Instruments (RDI) Acoustic Doppler Current Profilers (ADCPs) and one water level recorder (WLR) (see Figure 4.9). These current flow and water level measurements have been used for calibration of hydrodynamic models, as described in Section 5.2.
The wave data have been measured simultaneously with current data at ADCP1 (see Figure 4.9 for the location). The wave measurements were collected from 5 to 19 January 2016.
Figure 4.9 Illustration of current roses for two ADCPs. Location of ADCPs and water level are shown in brown triangles and blue circle.
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4.1.2.3 Wind Measurements Marine Science Technology Sdn Bhd (MAST) was awarded by Linggi Base Sdn. Bhd. (LBSB), to undertake the installation of a wind sensor at RTC Linggi. Malaysia. The installation was conducted on 25 and 26 March 2015. The wind data have been compiled and analysed from April 2015 until the time of report writing. The wind sensor location is presented in Figure 4.10.
Figure 4.10 Wind station.
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4.1.2.4 Water Sampling Measurements Water samples were collected at twelve (12) locations at the project site, during flood and ebb tides from 25 to 30 January 2016 (spring tide), with a total of 72 samples. A total of 3 samples were collected for each location which included surface, mid-depth and bottom layers.
The water samples were tested in situ and in an accredited laboratory for the defined parameters. More details including all parameter values measured are given in Appendix A of this report.
Additional CTD measurements have been collected on 27 Jan 2016, to provide more understanding on the salinity stratification along Sg. Linggi. A CTD device’s primary function is to detect how the conductivity and temperature of the water column change relative to depth. Conductivity is directly related to salinity, which is the concentration of salt and other inorganic compounds in seawater. The location where the salinity profiles were taken using CTD is shown in Figure 4.12.
MALACCA
Figure 4.11 Water quality sample location.
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Table 4.6 Depth-averaged water quality data collected during flood tide.
Station Salinity Tempe DO BOD TAN NO3 PO4 FC TSS rature Unit PSU °C mg/L mg/L mg/L mg/L mg/L MPN/1 mg/L 00mL WQ1 15.8 29.3 4.9 <2 0.2 1.1 <0.01 203 8 WQ2 18.4 30.5 6.3 <2 0.4 2.9 <0.01 380 7 WQ3 29.8 30.3 6.5 <2 <0.05 <0.01 <0.01 130 16 WQ4 30.0 29.8 6.4 <2 <0.05 <0.01 <0.01 <1.1 13 WQ5 29.8 30.3 6.4 4 <0.05 <0.01 <0.01 37 11 WQ6 29.8 29.4 6.1 <2 <0.05 <0.01 <0.01 <1.1 6 WQ7 29.8 29.3 6.2 <2 <0.05 0.1 <0.01 <1.1 8 WQ8 30.0 29.5 6.5 3 <0.05 <0.01 0.1 <1.1 5 WQ9 29.9 29.5 6.3 2.5 <0.05 <0.01 <0.01 <1.1 2 WQ10 29.7 29.6 6.3 3 <0.05 0.1 <0.01 <1.1 4 WQ11 29.9 29.6 6.4 <2 <0.05 <0.01 <0.01 <1.1 10 WQ12 30.0 29.5 6.5 <2 <0.05 <0.01 <0.01 <1.1 2
Table 4.7 Depth-averaged water quality data collected during ebb tide.
Station Salinity Tempe DO BOD TAN NO3 PO4 FC TSS rature Unit PSU °C mg/L mg/L mg/L mg/L mg/L MPN/1 mg/L 00mL WQ1 11.0 29.8 4.1 <2 0.1 1.5 0.1 <1.1 17 WQ2 21.5 29.7 4.9 <2 0.4 3.0 0.1 <1.1 24 WQ3 29.3 29.8 6.1 <2 <0.05 2.2 0.2 <1.1 34 WQ4 29.9 29.7 6.2 <2 <0.05 <0.01 0.1 <1.1 17 WQ5 29.9 29.7 6.2 <2 <0.05 <0.01 0.2 71 36 WQ6 30.0 29.6 6.2 <2 <0.05 <0.01 <0.01 64 11 WQ7 29.9 29.4 6.1 <2 <0.05 <0.01 0.1 <1.1 22 WQ8 30.1 29.8 6.4 <2 <0.05 <0.01 <0.01 <1.1 4 WQ9 30.0 29.7 6.5 <2 <0.05 <0.01 <0.01 <1.1 3 WQ10 29.9 29.7 6.4 <2 <0.05 <0.01 <0.01 <1.1 8 WQ11 30.0 29.7 6.4 <2 <0.05 <0.01 <0.01 <1.1 3 WQ12 30.0 29.9 6.5 <2 <0.05 <0.01 <0.01 <1.1 2
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Figure 4.12 Salinity data collected using CTD.
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4.1.2.5 Seabed Grab Sampling Measurements Seabed sediment samples were collected at sixteen (16) distributed locations at the project site on 27 and 28 January 2016 using a Van Veen Grab sampler. The laboratory testing results, as indicated in Figure 4.13, show that the sediment composition is mainly sand and silt, together with a small portion of clay and gravel.
Figure 4.13 Seabed sample sediment distribution for each sediment sampling location.
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4.2 Site Visits
Site visits were conducted on 19 August 2015, 20 October 2015 (with DOE Putrajaya and Melaka) and 27 January 2016. During the October site visit, a presentation of the project was carried out to DOE (see Photo 4.1) and several relevant areas were visited to obtain a first- hand overview of the coastal conditions from Tg. Bt. Supai to Tg. Dahan (see Figure 4.14). The overall purpose of the site visits was to obtain a good understanding of the present conditions of the coastline and coastal landscape, marine environment and the upstream areas of Sg. Linggi. Several photographs taken during the site visits were used to provide an understanding of the coastal conditions, as described in Section 6.
N. Sembilan
Tg. Bt Supai Malacca
Tg. Serai Tg. Dahan
Figure 4.14 Study area inspection (path shown as yellow) during the site visits.
Photo 4.1 Presentation of the KLIP project during the site visit carried out together with DOE personnel in October 2015.
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