MALDIVES PETROLEUM LINKS PVT LTD

Land and Marine Environmental Resource Group Pvt. Ltd lamer.com.mv | info@lamer.com.mv | 330 5049

Report Prepared by LAMER Group Pvt Ltd 

Hussein Zahir 

Shahaama A. Sattar 

Azim Musthag 

ENVIRONMENTAL IMPACT ASSESSMENT REPORT Alongside berth construction at Thilafushi, Kaafu Atoll RESORT

September 30, 2020 

Table of contents

Table of contents ............................................................................................................................. i 

List of Tables ................................................................................................................................. iii 

Table of Figures ............................................................................................................................ iv 

Consultants Declaration ................................................................................................................. vi 

Proponents Declaration ................................................................................................................. vii 

1  Non-technical Summary .................................................................................................... viii 

Background ............................................................................................................................... viii 

Key impacts, mitigation measures and alternatives .................................................................. viii 

............................................................................................................................................. ix 

.............................. ix 

2  Introduction ..................................................................................................................... 2-11 

2.1  Purpose of the report and need for the EIA ............................................................. 2-11 

3  Terms of Reference (ToR) .............................................................................................. 3-13 

4  Project Setting ................................................................................................................. 4-14 

5  Project Description .......................................................................................................... 5-19 

5.1  Project Proponent ..................................................................................................... 5-19 

5.2  The Project ............................................................................................................... 5-19 

5.3  Need for the Project ................................................................................................. 5-19 

5.4  Location and Extent of Site Boundaries .................................................................. 5-20 

5.5  Construction phase and schedule for implementation ............................................. 5-20 

5.6  Major Inputs and Outputs ........................................................................................ 5-22 

5.6.1  Access to site, mobilization and material unloading ........................................ 5-22 

5.6.2  Project inputs and outputs ................................................................................. 5-22 

5.7  Construction Methodology ...................................................................................... 5-23 

5.7.1  Design of berthing facility ................................................................................ 5-23 

5.7.2  Workmanship .................................................................................................... 5-23 

5.7.3  Engineering design with load calculation details ............................................. 5-28 

5.7.4  History of site and reasons why previous berthing facility collapsed and how this is addressed in current design .............................................................................................. 5-29 

5.7.5  Project management ......................................................................................... 5-29 

5.7.6  Waste management ........................................................................................... 5-29 

5.7.6.1  Emergency contingency plan in case of work accidents, ..................... 5-29 

6  Methodology ................................................................................................................... 6-34 

6.1  Physical Survey ........................................................................................................ 6-34 

6.1.1  Marine survey ................................................................................................... 6-34 

6.1.2  Sea Water Quality Analysis .............................................................................. 6-35 

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6.1.3  Tide and wave survey ....................................................................................... 6-35 

6.1.4  Bathymetry ....................................................................................................... 6-36 

7  Existing environment ...................................................................................................... 7-37 

7.1  Geographic location of Thilafushi ........................................................................... 7-37 

7.2  Climate ..................................................................................................................... 7-37 

7.2.1  Wind climate ..................................................................................................... 7-37 

7.3  Temperature ............................................................................................................. 7-42 

7.3.1  Rainfall characteristics ..................................................................................... 7-43 

7.4  Hydrography/Hydrodynamics .................................................................................. 7-44 

7.4.1  Tide and water levels ........................................................................................ 7-44 

7.4.2  Harmonic analysis of the tide ........................................................................... 7-45 

7.4.3  Wave and currents ............................................................................................ 7-48 

7.5  Marine environment ................................................................................................. 7-52 

7.5.1  Benthic survey .................................................................................................. 7-52 

7.5.2  Reef Fish Survey .............................................................................................. 7-56 

7.5.3  Seawater quality ............................................................................................... 7-58 

7.6  Bathymetry ............................................................................................................... 7-59 

7.7  Socio-economic environment .................................................................................. 7-59 

7.7.1  Economic activities undertaken surrounding the facility ................................. 7-59 

7.7.2  Accessibility and transport ............................................................................... 7-59 

7.8  Hazard Vulnerability ................................................................................................ 7-59 

8  Stakeholder Consultations ............................................................................................... 8-63 

8.1  Consultation with EPA ............................................................................................ 8-63 

8.2  Consultation with Greater Male’ Industrial Zone Limited ...................................... 8-63 

8.3  Consultation with RKL facility (adjacent property) ................................................ 8-64 

9  Environmental Impacts ................................................................................................... 9-65 

9.1  Impact Identification ................................................................................................ 9-65 

9.2  Limitation or uncertainty of impact prediction ........................................................ 9-67 

9.3  Constructional Impacts ............................................................................................ 9-67 

9.3.1  Direct loss of marine habitat and disturbance to the lagoon bottom ................ 9-67 

9.3.2  Impact due to pollution of natural environment ............................................... 9-68 

9.3.3  Impact on accessibility to nearby facilities (VIP harbor and RKL facility) ..... 9-68 

9.3.4  Risk of accidents ............................................................................................... 9-68 

9.4  Operational impacts ................................................................................................. 9-68 

9.4.1  Impact on hydrodynamic regime around the island ......................................... 9-68 

9.4.2  Accidental spills and pollution ......................................................................... 9-68 

9.4.3  Operation of a better equipped facility ............................................................. 9-69 

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9.5  Impact Analysis ....................................................................................................... 9-69 

10  Alternatives ................................................................................................................ 10-72 

11  Mitigation Plan .......................................................................................................... 11-73 

12  Monitoring Program .................................................................................................. 12-75 

13  Conclusion ................................................................................................................. 13-77 

Acknowledgements .................................................................................................................. 13-78 

References ................................................................................................................................ 13-79 

Appendices ............................................................................................................................... 13-81 

Appendix 1 List of abbreviations ............................................................................................. 13-82 

Appendix 2 Terms of Reference (ToR) .................................................................................... 13-83 

Appendix 3 Site plan and designs ............................................................................................ 13-84 

Appendix 4 Work schedule ...................................................................................................... 13-85 

Appendix 5 Method Statement provided by Client .................................................................. 13-86 

Appendix 6 Water quality test results from MWSC ................................................................ 13-87 

Appendix 7 Bathymetric survey of project area ....................................................................... 13-88 

Appendix 8 List of participants of Scoping meeting ................................................................ 13-89

List of Tables

Table 1. Legislation pertaining to the project ............................................................................ 4-14 Table 2. Estimated workforce required for the project (as provided by Project Engineer) ....... 5-21 Table 3. Major inputs required for the project and their outputs ............................................... 5-22 Table 4. List of machinery required for the project ................................................................... 5-23 Table 5. Geocoordinates of Reef survey locations and seawater sampling locations at Thilafushi .................................................................................................................................................... 6-35 Table 6. The traditionally defined seasons experienced in Maldives compared with the current analysis of seasonal winds per month ........................................................................................ 7-40 Table 7. Principle tidal constituents (Defant 1961) .................................................................... 7-45 Table 8. Classification of the tides ............................................................................................. 7-46 Table 9. Amplitudes of the tidal constituents determined by harmonic analysis of the tide ..... 7-46 Table 10. Wave characteristics for a sample of 20 bursts (Thilafushi southern side) ................ 7-50 Table 11. Mean percentage cover of the different benthic types across three reef survey sites. The category Other Algae refers to all other algae apart from Crustose Coralline Algae and Macroalgae ................................................................................................................................. 7-55 Table 12. Mean percentage cover of the different genera of coral observed across the reef survey sites ............................................................................................................................................. 7-55 Table 13. Species composition and abundance of reef-associated fish observed during the fish survey ......................................................................................................................................... 7-56 Table 14. Water quality measurements taken in-situ with the Hanna HI9829 multiprobe meter .. 7-58 Table 15. Turbidity test results from MWSC Lab ..................................................................... 7-58 

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Table 16. Impact prediction categorized .................................................................................... 9-65 Table 17. Grading scales for the four impact evaluation criteria .............................................. 9-66 Table 18. Assessment of Probability of impact from project activities ..................................... 9-69 Table 19. Assessment of significance of impact from project activities .................................... 9-70 Table 20. Assessment of duration of impact due to project activities ........................................ 9-70 Table 21. Assessment of magnitude of impact due to project activities .................................... 9-71 Table 22. Identified possible impacts and their relevant mitigation measures ........................ 11-74 Table 23. Monitoring programme for construction phase of the project ................................. 12-76 

Table of Figures

Figure 1. A 3D render showing the proposed berthing facility (red circle) ............................... 5-19 Figure 2. Proposed location for construction of alongside berthing facility (in red) ................. 5-20 Figure 3. Workforce organizational structure (as provided by Project Engineer) ..................... 5-21 Figure 4. Reef survey locations (T1 – T3) and seawater sampling locations (SW1 and SW2) at Thilafushi ................................................................................................................................... 6-35 Figure 5. Location where the RBR data logger was deployed to study the wave characteristics .. 6-36 Figure 6. Location of the Thilafushi at North Male’ Atoll (A, yellow highlight) and satellite image of Thilafushi (B), Project location (C, yellow highlight) ............................................... 7-37 Figure 7. Wind rose plot for Hulhule’ Meteorological station, based on mean daily wind data for the period of January 1998 to March 2019 (left) and maximum daily wind data (right) for the period of January 2008 to March 2019 ...................................................................................... 7-39 Figure 8. Monthly wind rose plots for Hulhule’ Meteorological station, based on mean daily wind data for the period of January 1995 to March 2019. ......................................................... 7-41 Figure 9. Monthly wind rose plots for Hulhule’ Meteorological station, based on maximum daily wind data for the period of January 2008 to March 2019 .......................................................... 7-42 Figure 10. Minimum, maximum and mean monthly temperatures for Thilafushi region (Data recorded for period between January 2008 and December 2019) .............................................. 7-43 Figure 11. Mean monthly rainfall for Thilafushi region (Data recorded for period between January 2008 and December 2019) ............................................................................................ 7-44 Figure 12. Tide measured by the tide gauge and the superimposed predicted tide .................... 7-45 Figure 13. Tide observed at Thilafushi showing the mixed nature. Plotted here is only January 2010 ............................................................................................................................................ 7-47 Figure 14. Spectral analysis of the tidal constituents observed near Thilafushi ........................ 7-47 Figure 15. Ten year mean monthly ocean swell height (solid line) and swell direction (dotted line) for the central Maldives (Data from Young (1999)) .......................................................... 7-48 Figure 16. Sample of the spectral analysis of the wave data ...................................................... 7-49 Figure 17. Dominant wave types for the entire period of observation (Thilafushi southern side) 7-50 Figure 18. Monsoonal wind generated waves effecting Thilafushi reef system ........................ 7-51 Figure 19. Mean percentage composition of benthic substrate at site T1. The category Other Algae refers to all other algae apart from Crustose Algae and Macroalgae .............................. 7-52 Figure 20. General condition of the reef at site T1 .................................................................... 7-52 

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Figure 21. Mean percentage composition of benthic substrate at site T2. The category Other Algae refers to all other algae apart from Crustose Algae and Macroalgae .............................. 7-53 Figure 22. General condition of the reef at site T2 .................................................................... 7-53 Figure 23. Mean percentage composition of benthic substrate at site T3. The category Other Algae refers to all other algae apart from Crustose Algae and Macroalgae .............................. 7-54 Figure 24. General condition of the reef at site R3 .................................................................... 7-54 Figure 25. Mean percentage cover of the different genera of coral observed across the reef survey sites ................................................................................................................................. 7-56 Figure 26. Tsunami hazard in selected islands in Maldives (figure derived from: NDMA, 2019 unpublished) ............................................................................................................................... 7-60 Figure 27. Seismic hazard map of Maldives (figure derived from: NDMA, 2019 unpublished) .. 7-61 Figure 28. Tropical cyclones crossing Maldives region during 1891 to 2014 (left), and storm surge hazard to selected islands in Maldives (right) (figure derived from: NDMA, 2019 unpublished) ............................................................................................................................... 7-62 

vi

Consultants Declaration

I certify that to best of my knowledge the statements made in this Environmental Impact

Assessment report for alongside berth construction at K. Thilafushi are true, complete, and

correct.

Name: Hussain Zahir

Consultant Registration Number: EIA P04/2007

Signature:

Company Name: Land and Marine Environmental Resource Group Pvt Ltd

Date: 30 September 2020

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Proponents Declaration

Re: Environmental Impact Assessment report for alongside berth construction at K.

Thilafushi

As the proponent of the proposed project WE guarantee that WE have read the report and to the

best of our knowledge all non-technical information provided here are accurate and complete.

Also, we hereby confirm our commitment to finance and implement all mitigation measures and

the monitoring program as specified in the report.

Maldives Petroleum Links Pvt Ltd

Ali Shaah General Manager

Date: 30th September 2020

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1 Non-technical Summary

Background

The proposed project involves construction of an alongside berthing facility at the plot used

by Maldives Petroleum Links, located at the eastern edge of Thilafushi Island. This jetty will be

used for loading and unloading of bulk materials and will facilitate to berth larger international

vessels alongside the plot. The facility measures 100meter length, 16.3 meters width with a depth

of 12 meters.

An alongside berthing facility at the plot was first constructed in 2011, following reclamation

of land area at the plot. However, the port structure was damaged due to slope failure, which in

turn lead to structural failure of the berth.

The proponent of the proposed project is Maldives Petroleum Links Pvt Ltd. The total

estimated cost of the project is USD 4.2 million (total cost of whole project is USD 15.5

million).

Key impacts, mitigation measures and alternatives

Impacts on the environment from various activities of the construction work and during the

operation of the facility have been identified through interviews with the project management

team, field data collection and surveys and are also based on past experience of consultant in

similar development projects. Possible impacts arising from the project are categorized into

reversible and irreversible impacts. The impacts identified are also described according to their

location, extent and characteristics. Impact analysis was done using the Leopold matrix. Overall,

the project is anticipated to have a minor impact on the environment. Both direct and indirect

impact (pollution) on marine habitat due to construction work is foreseen to be minor to

negligible. Operation of a better equipped facility is seen to be a key benefit of the project.

Detailed mitigation measures for potential impacts which are irreversible in nature are

discussed in Section 11 of the report.

Given the need and scope of work and proposed methodology, the only alternative which can

be considered is the no project scenario. If this option is selected, the environmental impacts due

to the project will be avoided. However, if this option is to be selected, the site will remain as it

is and the need for the project would not be fulfilled. Given that environmental impacts due to

the project are mostly minor, mainly due to present condition of the site, selection of the no

project scenario is not considered a feasible option and is thus cancelled.

ix

4.2

10016.3

2011

x

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2 Introduction

The proposed project involves construction of a berthing facility alongside the plot used by

Maldives Petroleum Links, located at the eastern edge of Thilafushi Island. This jetty will be

used for loading and unloading of bulk materials. Currently, only smaller vessels and fuel barges

are able to load and unload at this area. With increased demand for construction materials and

fuel, there is a need for a facility that could allow larger vessels to unload bulk materials such as

construction materials. This jetty will facilitate to berth larger international vessels alongside the

plot. Also, such a facility would allow bigger fuel barges to load and unload fuel. The facility

measures 100meter length, 16.3 meters width with a depth of 12 meters. The deck of the jetty

will be laid 1.8m above MSL.

An alongside berthing facility at the plot was first constructed in 2011, following reclamation

of land area at the plot. The berthing facility was constructed to cater for berthing of larger

vessels, while the area was reclaimed as a storage area. Clearance for this work was attained

through EIA report for the project (LaMer Group Pvt Ltd., 2011). This facility was in use over

the past few years. However, the port structure was damaged due to slope failure, which in turn

lead to structural failure of the berth. The entire structure of the berthing facility sank to the

bottom of the reef slope. As a result of this, the fuel farm under construction at the sea front at

the time was left unprotected and erosion of the reclaimed land at the time had the potential to

compromise the foundation structure of the tanks, which were almost complete and ready for

loading at the time. The proponent then proposed to carry out sheet piling works for protection of

shoreline (construction of a retaining structure) at the damaged berthing area. The new protection

system was placed with a 12m offset from the failure line to allow for future developments to be

designed separately. The sheet pile system was designed to contain the soil on the seaward side

of the tank foundation and the retaining structure was not designed for loading and unloading at

the area (LaMer Group Pvt Ltd., 2014).

The proponent of the proposed project is Maldives Petroleum Links Pvt Ltd. The total

estimated cost of the project is USD 4.2 million (total cost of whole project is USD 15.5

million).

2.1 Purpose of the report and need for the EIA

This document presents the findings of an Environmental Impact Assessment (EIA) for the

proposed construction of a berthing facility alongside plot used by proponent on the eastern edge

of Thilafushi. Developers of such development projects are required to carry out EIA studies

under the Environmental Act of Maldives. The developer is required to obtain approval of the

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Environmental Protection Agency (EPA), prior to the implementation of any development

activities on the island.

Land and Marine Environmental Resource Group Pvt Ltd have been engaged by Maldives

Petroleum Links Pvt Ltd, to prepare the EIA and to provide assistance in other environmental

related activities. This EIA is prepared in accordance with Environmental Impact Assessment

Regulations 2012 and the environmental policy and guidelines of the Government of Maldives.

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3 Terms of Reference (ToR)

All development projects that have a socioeconomic environmental relevance and are listed in

Appendix Raa of the EIA Regulations 2012 are required to submit an Environmental Impact

Assessment report which forms the basis for project approval. As such, projects are required to

follow a screening process identifying the environmental impacts associated with the project.

Projects which are not listed in the above-mentioned schedule has to follow a screening process,

based on which EPA decides whether the project requires the submission of an Initial

Environment Evaluation report or and Environmental Monitoring report. Based on the findings

of this report, EPA as the regulator makes a decision on whether the specified project further

requires the submission of an EIA based on the impacts associated with the project.

In accordance with the regulations of Ministry of Environment (MoE), an EIA application

form and project brief were sent stating the nature of the project and likely impacts associated

with the environment. The scoping meeting was held at the Environmental Protection Agency

(EPA) on the 2nd of December 2018 with the project proponent, consultant, and EPA officials.

Based on the discussions at the meeting, a ToR was finalized and approved by EPA on the 5th of

December 2018. However, as the EIA report was not finalized within TOR validity period, an

extension was requested and granted on 15th of April 2020 (see Appendix 2 for extended TOR,

which is the same as original TOR with respect to the work required).

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4 Project Setting

The project conforms to the requirements of the Environmental Protection and Preservation

Act of the Maldives, Law no. 4/93. The EIA has been undertaken in accordance with the EIA

Regulation 2012 of the Maldives by a registered consultant. Furthermore, it adheres to the

principles underlined in the regulations, action plans, programs and policies of the following

Ministries of the Government of Maldives.

Ministry of Environment (MoE)

These are discussed in Table 1.

Table 1. Legislation pertaining to the project

Legislation How does current project conform to legislation Environmental Protection and Preservation Act (Law 4/93)

EIA undertaken as stipulated in the Act, which states that any developmental project which has a potential impact on the environment should have an EIA done prior to commencement of the project. List of such projects are given in the EIA Regulations 2012

National Biodiversity Strategy and Action Plan of The Maldives 2016-2025

NBSAP is a 10 year plan with the vision of Maldives is to be “a nation of people that co-exist with nature and has taken the right steps to fully appreciate, conserve, sustainably use, and equitably access and share benefits of biodiversity and ecosystem services.” by integration of biodiversity conservation into all areas of national planning, policy development and administration (MEE, 2015).

The 6 strategies developed to achieve this includes;

S1: Strengthen governance, policies and strategies for biodiversity, S2: Enhancing communication and outreach through awareness programs and capacity building, S3: Work together globally for biodiversity conservation, S4: Ensure sustainable use of biological resources, S5: Address threats to conserve biodiversity, S6: Strengthen information management and resource mobilization.

Among these strategies, includes identifying ways to address threats to conserve biodiversity conservation (Strategy 5) under which targets includes:

Target 17: By 2025 pressures on coral reefs and other vulnerable ecosystems due to anthropogenic activities

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and climate change are minimized

Target 19: By 2025, impacted ecosystems that provide essential services related to water, human health, wellbeing and livelihood are restored significantly

Target 23: By 2020 pollution from waste and sewage has been brought to levels that are not detrimental to ecosystem functions and biodiversity.

The current project conforms to these policies, by carrying out the EIA prior to commencement of the project, so as to minimize impact on the environment and to incorporate ways of environmental monitoring and management during the project works.

Waste Management Regulation (R-58/2013)

This Regulation was gazetted on the 5th of August 2013 and came into effect 6 months from the date, on 5th of February 2014. The main objective of this regulation is to implement the national policy on waste management.

Article 8 of the regulation addresses management of hazardous waste, where Section Raa of the Article specifies that transport of hazardous waste from one location to another should be in a manner where the waste is packed in tightly sealed containers so as to prevent leakage.

The Article further specifies that hazardous waste should not be dumped or burnt under any circumstance.

Hazardous waste must be separated and stored separately in a manner which ensures no leakage of waste.

As per the regulation, hazardous waste generated during the project will be collected and stored separately and as per the regulation. Transportation will also be as per the Regulation

Regulation of Health and Safety measures specific for the Construction industry (2019/R-156)

The Regulation on Health and Safety measures specific for the Construction industry was published in the government gazette on 30th January 2019 and came into effect on the same day. The implementing agency for the regulation is the Ministry which is mandated with enforcing the legislations relevant to the Construction industry at any given time.

The main purpose of the Regulation is twofold:

1. Identify and specify the minimum measures which

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need to be in place to ensure safety of the workers and the general public

2. Identify the penalties which will be given and personnel responsible for this action, in instances where construction projects do not abide by the Regulation

Second chapter of the Regulation identifies the roles and responsibilities of the Contractors and Construction companies/workers. Key points include:

Formulation of a Health and Safety operations manual for projects exceeding MVR 1.5million in cost. These manuals will be used to train the workforce in this aspect

Formulation of an Emergency response plan Appointment of a Site Safety Supervisor and

details of their roles and responsibilities Insurance scheme (to ensure compensation of

workforce and/or neighboring houses should the need arise during construction work)

Measures to ensure public safety during construction work

Proper use or Personal Protective equipment (Contractor’s responsibility to provide these to their workforce)

Regulation further specifies measures to be in place when working on different phases of the project and while using different equipment for work (working at levels 3m high from ground level, on rooftops, in enclosed areas, using scaffoldings, ladders, working with electricity, use of chemicals and welding, use of electric power tools and mechanical tools, heavy machinery)

Measures to be in place when storing materials for construction

Use of safety boards issued by relevant authorities Use of safety measures (such as demarcation tape)

to clearly demarcate construction site, so as to ensure safety of public

Operation procedures in instance of accidents at the site

Chapter 3 of the Regulation identifies measures to be taken by enforcement authority in instances of an accident at the construction site. The chapter also details penalties to be issued in instances where the Regulation is not adhered to during construction projects.

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Regulation on fuel storage and use (2015/ R-160)

The objective of this regulation is to:

Decrease the number of accidents due to fuel usage and storage and protect the people and their belongings from such incidences

Raise awareness regarding protective measures which should be in place when using/storing fuel

Establish means which would enable all places which sell fuel (currently established and in the future) to do so under proper protective measures

The implementing agency for this regulation is the Ministry of Defense and National Security and enforcement of the regulation began on the day the regulation was published in the government gazette (12th August 2015).

All current establishments which use and store fuel have to abide by the regulation and existing establishments were given grace periods of 6 months and 1 year to modify their setups so as to meet the criteria outlined in the Regulation.

Future establishments should be set up as per the regulation, inclusive of firefighting and safety measures. Operation of new facilities can only commence once they have been checked and approved by the implementing agency (MNDF). Existing facilities (at time of implementation of regulation) which had not prior obtained permission from MNDF should also continue their operations after getting the required approval.

Appendix 6 of the Regulation states distance which should be left between the bund wall and adjacent residential areas (inclusive of road). These distances are based on the capacity of the facility.

The implementing agency has the authority to make inspections at the facilities once every 6 months and this will be done in the presence of the owner of the facility. During such inspections, the implementing authority will advise if any changes have to be brought to the facility. In such instances the facility will be checked again after been given a time period to make this change.

GMIZL Aanmu Gavaaidhu This Regulation details all measures and protocols to be followed by the different industrial projects being carried out and to be carried out at Thilafushi and Gulhifalhu. The Regulation further details fees to be charged for

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different services as well as penalties for failing to abide by the Regulation. It looks at 9 main areas:

1. Buildings and construction 2. Plots and roads 3. Operation of land vehicles 4. Travel within Thilafushi and Gulhifalhu 5. Harbours and lagoon area 6. Items washed ashore / beached 7. Cleanliness and food handling 8. Storage and transfer of chemicals 9. Other matters

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5 Project Description 5.1 Project Proponent

The proponent of the proposed project is Maldives Petroleum Links Pvt Ltd. The total

estimated cost of the project is USD 4.2 million.

5.2 The Project

The proposed project involves the construction of an alongside berthing facility at the plot for

Maldives Petroleum Links Pvt Ltd on the eastern side of Thilafushi. This jetty will be used for

loading and unloading of bulky materials. Currently, only smaller vessels and fuel barges are

able to load and unload at this area. With increased demand for construction materials and fuel,

there is a need for a facility that could allow larger vessels to unload bulk materials such as

construction materials. This jetty will facilitate to berth larger international vessels alongside the

plot. Such a facility would also allow bigger fuel barges to load and unload fuel. The facility

measures 100m length, 16.3m width. Piles will be drilled to a depth of 16m, with a total pile

length is approximately 25.8m. The deck of the jetty will be laid 1.8m above MSL. Figure 1

shows a conceptual drawing of the jetty (detailed site plan and designs given in Appendix 3).

Figure 1. A 3D render showing the proposed berthing facility (red circle)

5.3 Need for the Project

Currently, only smaller vessels and fuel barges are able to load and unload at existing berthing

facility at the plot for Maldives Petroleum Links Pvt Ltd. With increased demand for

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construction materials and fuel, there is a need for a facility that could allow larger vessels to

unload bulk materials such as construction materials. Furthermore, such a facility would allow

bigger fuel barges to load and unload fuel. Anticipated vessel call to the facility is 3 vessels of

length 100m (draft of 12m and DWT 20,000) each week.

5.4 Location and Extent of Site Boundaries

The proposed project will be carried out at the plot area for Maldives Petroleum Links Pvt Ltd

on the eastern edge of Thilafushi (Figure 2).

Figure 2. Proposed location for construction of alongside berthing facility (in red)

5.5 Construction phase and schedule for implementation

The proposed development is estimated to be completed within 11 months of work

commencement. Detailed schedule for implementation of these components is given in

Appendix 4. Key activities and estimated time periods are listed below:

Mobilization - 14 days

Piling works – 195 days

Concrete works – 110 days

Completion and handover – 2 days

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5.5.1.1 Workforce and temporary facilities

Details of the workforce and organization structure as provided by the Engineer for the

project are below (Table 2 and Figure 3).

Table 2. Estimated workforce required for the project (as provided by Project Engineer)

Designation Numbers Local/Expatriates Project manager 1 Expatriate Site manager 1 Expatriate Site Engineer (Civil) 1 Local Mechanical Engineer 1 Expatriate Quality Engineer 1 Expatriate Safety Officer 1 Local Surveyor 1 Expatriate Site Supervisor 2 Local Mechanical team 6 Expatriate/ Local Piling work team 12 Expatriate/ Local Civil team 35 Expatriate/ Local

Figure 3. Workforce organizational structure (as provided by Project Engineer)

Workforce logistics (accommodation and meals) will be managed through use of existing

staff facilities at Thilafushi. Existing power and water sources on Thilafushi (the network on the

island) will be utilized for the construction work. The proponent also has an additional

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operational generator on site, with capacity of 150 KVA. This will be utilized should the need

for additional power source arise.

5.6 Major Inputs and Outputs

5.6.1 Access to site, mobilization and material unloading

Machinery and construction material will be mobilized to site on barges. Construction

materials will be stored at the temporary construction yard/storage area set up on site.

5.6.2 Project inputs and outputs

Major project inputs required for the project and their outputs are shown in Table 3 below.

These have been sourced from the Method Statement provided by the Client (also given in

Appendix 5).

Table 3. Major inputs required for the project and their outputs

Inputs Source Outputs Management 15mm thickness steel plates

Imported material. Contractor may purchase locally or import directly.

Steel casing around pile Contractor

Concrete (grade 30) Imported material. Contractor may purchase locally or import directly.

Pile construction Contractor

Bentonite (50kg bags)

Imported material. Contractor may purchase locally or import directly.

To stabilize unstable

subsoil conditions

Contractor

Resin bounded Plywood (varying thickness)

Steel bars and steel wire

Construction of pile caps, plinth beams and platform

5.6.2.1 Equipment

Details of main machinery and equipment required for the proposed work is given in

Table 4.

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Table 4. List of machinery required for the project

Machinery Quantity Use at site Rotary drill rigs 1 Pile boring Rotary Kelly bar 1 Excavation of soil from bored holes Augers and drilling buckets Rock Auger 1 Drilling through rock strata Core Barrels Cross cutters Chisels Cleaning bucket 1 Removal of loose and remolded material High turbulence mixers and pool

Mixing and storage of bentonite (slurry)

Bentonite testing apparatus

Mud balance – density tests

Marsh cone – viscosity tests

Sand screen set ph paper

1 Testing of slurry

Submersible turbine pumps Flush out bentonite after drilling is completed

Tremie Pipe and concrete mixer

Concrete works of piles

Excavator Removal of spoils Wheel barrows

5.7 Construction Methodology

5.7.1 Design of berthing facility

The alongside berthing facility has a length of 100m and width of 16.36m. The facility will be

constructed on total of 84 concrete piles (21 piles along the length and 4 along the width) placed

at a distance of 4.92m between two piles.

5.7.2 Workmanship

5.7.2.1 Pile Construction

Construction method given here is based on the Method Statement provided by the Client,

which is also given in Appendix 5 of this report.

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Prior to Commencement of Work, site inspections will be held to identify the site condition.

Soil condition will be assessed with available boring soil tests, N-value measurement and other

appropriate testing done by the Contractor.

The pile boring operations will be carried out using the rotary drill rigs, specifications of

which depends on the diameter, depth, and soil condition and construction method. As specified

above a total of 84 Piles are designed for construction, each with a diameter of 600 mm and 5.0

m center to center intervals. The boreholes shall be stabilized with a temporary steel casing using

15mm thickness steel plates. The length of the casing will be determined from the actual soil

condition encountered on site.

Bentonite shall be used for unstable subsoil condition and for piles equal and more than 1800

mm diameter.

5.7.2.2 Setting out

The location of permanent bored piles shall be set out by the contractor’s surveyor based on

approved setting out drawings from consultant and control points at site. Each individually

surveyed pile position shall be protected from disturbance prior to commencement of boring

works. Two reference points will be installed equidistant at not less than 2.0m from the pile

center location. A pilot hole of about 3 - 6 meter deep shall be drilled at the pile location and

checked for alignment and eccentricity.

5.7.2.3 Drilling

Once the pile locations have been set by the surveyor, temporary casing will be set in

position, length of which will be determined by ground conditions. Excavation of the soil inside

the casing/bored holes will be carried out using the Rotary Kelly bar and the auger or bucket

method. The drilling process will be continued to the designed founding depth or to the

commencement of rock head level by using augers and drilling buckets. As per drawings given

by the proponent, drilling depth is 16m and total pile length is approximately 25.8m.

For drilling through rock, rock drilling tools shall be applied. This shall include rock auger,

core barrels, (round shank, roller bit) cross cutters and where necessary, chisels. The final toe

level of the pile shall be verified and a detailed record of all encountered ground conditions

together with the associated times and type of equipment and materials used will be recorded in

the ‘Pile Bore Log’.

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Upon reaching the final depth, loose and remolded material and debris will be removed using

‘cleaning bucket’. The cleaning bucket is a specially design flat bottom bucket which will pick

up all the loose material at the bottom of the hole. The base of the hole shall be checked by the

measuring the depth of the base.

Bentonite, mixed by high turbulence mixers on site, will be used as a drilling fluid to stabilize

the bored hole. During the boring process, the bentonite slurry is kept as high as possible within

the casing and well above the existing ground water. Upon completion of boring, the bottom of

the bored hole is thoroughly cleaned with the cleaning bucket prior to recycling of the bentonite.

A submersible turbine pump attached to the tremie pipe is lowered to the bottom of the bored

hole. The bentonite, loaded with soil particles in suspension, is drawn off from the bottom of the

bored hole and recycled through a Caviem or equivalent recycling unit. The process is continued

until the bentonite arriving from the base of bored hole had been flush out.

5.7.2.4 Installation of steel cage

The reinforcement cage will be fabricated in lay-down sections. The length, type and size of

the steel cage will be according to contract drawings and specifications. The cages will be

provided with stiffening rings and other accessories to enable handling, lifting and installation

without permanent deformations. Cages will be installed into the bored hole using a service

crane of the required lifting capacity. Concrete spacers wired to the cage shall provide lateral

support and ensure adequate concrete cover. Spacers shall be placed at 3 equal levels of each

12m cage with 3 spacers at each level. Number of spacers will be increased if the diameter of

bored pile is more than 200cm.

5.7.2.5 Concrete work

Concrete work of all piles will then be carried out using the tremie method. Concrete of

higher slump (=175mm+25mm) unless otherwise specified, shall be used for ‘tremie’ method.

The self-compacting mixed concrete will be discharged through a tremie pipe, which is lowered

centrally to the bottom of the bored hole prior to filling it with concrete.

All testing and sampling of the concrete shall be carried out as instructed by the Engineer or

Engineer’s representative. For a continuous assurance of concrete quality and integrity, concrete

will be poured to minimum 0.6m above the theoretical cut-off level.

All completed piles shall be temporarily barricaded and backfilled to ground level with a

suitable material the next day. Spoil from piles will be cleared from the boring locations by

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means of an excavator as boring proceeds. Depending on the volume of spoil excavated, it will

be removed to stockpile area or spoil pit, for drying before being loaded and removed off-site.

5.7.2.6 Construction of pile caps and plinth beams

Plywood Phonic

Resin bounded plywood shall be used as it is completely waterproof and does not laminate as

does ordinary plywood. Plywood panels shall be formed with timber and nailed with short, thin

nails at 150 to 225mm centers. 6 or 10mm thick plywood shall be given a solid a backing nailed

at 100 to 150mm spacing along the four edges and with at least one nail every 0.1 square meter

throughout the surface. The edges of sheets shall be tacked to the same backing board to ensure

the production of a smooth joint.

10 and 16mm thick plywood shall be nailed to a skeleton backing of dressed timber before

fixing to the studding. 19mm thick plywood shall be nailed direct to studs at a maximum

recommended spacing of 450mm. For spacing greater than 450mm skeleton backing of

appropriate design shall be used.

Steel

The reinforcement shall be from an approved manufacturer. All the corrosions will be wire

brushed prior to the use. Only reinforcements with sufficient strength shall be use.

Reinforcements shall be cut and /or bend correctly and accordingly to the requirements following

BS 4466 standards. Preferably bars of full length will be used. Binding shall be done with two

standards of annealed steel wire 0.9 -1.6mm thickness. Proper cover blocks or spacer will be use

prior to the concreting.

Formwork

All formworks are fabricated with Plywood sheets in varied thickness as per the location.

Plywood sheets are supported with 2” x 4” Timber as required. GI Pipes, acrow prop will be

supported to formwork. Formwork will be arranged for Pile Caps, Tie Beam and deck slab by

using 12 – 15mm thick plywood sheets as per shown details.

Construction of Pile Caps & Plinth Beams will commence after completion and testing of

piles. Pile caps will be cast along with the Tie Beams and Deck Slab.

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5.7.2.7 Construction of Platform

Formwork will be arranged with 12mm thick Plywood sheet with the circular beam, cross

beams and circular platform. Platform formwork will be connected with wall shaft formwork set

under platform.

Pouring concrete in Platforms

Concrete for each level of platform and beams will be poured with bottom level of wall shaft.

The concrete shall be transported from the mixer with the possible delay in liquid tight

containers or barrows and by methods which prevent the segregation or loss of ingredients.

Slump loss in transit shall not exceed 25mm. Maximum drop shall be maintained up to a

maximum level of 2.4 m. Required tests such as slump tests and cube test will be done prior to

the concreting.

Shuttering shall be cleaned of all shavings, saw dust, pieces of wood, or other foreign material

using air and water pressure hoses. All accumulation of water or debris shall be flushed out

through the holes or opening provided for the purpose. These holes shall be neatly plugged

before concreting.

The full depth of fresh concrete shall be completed without damaging adjacent partly

hardened concrete. Concrete shall be considered as properly compacted when the air bubbles

cease to appear on the upper surface and mortar fills the spaces between the coarse aggregate and

begins to cream up to form an even surface.

When this condition has been attained, the vibrator shall be stopped if using vibrating tables

or external vibrators, while needle vibrators shall be withdrawn slowly so as to prevent formation

of loose pockets. In case both internal and external vibrators are being used, the internal vibrators

shall first be withdrawn slowly after which the external vibrators shall be stopped so that no

loose pocket is left in the body of the concrete. The specific instructions of the makers of the

particular type of vibrator used shall be strictly complied with. Over vibration shall be avoided.

Shaking of reinforcement for the purpose of compaction shall be resorted to Likewise; all

precautions shall be taken to prevent displacement of the reinforcement during the placing and

compaction of concrete.

5.7.2.8 Curing

After the concrete has begun to harden i.e. about 1 to 2 hours after its laying, it shall be

protected from quick drying with moist gunny bags, sand or any other suitable material. After 24

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hours of laying of concrete, the surface shall be cured by flooding with water of minimum 25mm

depth, or by covering with wet absorbent materials, e.g. damp hessian or jute, coconut or straw

matting, or a layer of sand about 50mm thick. The curing shall be done for a minimum period of

7 days.

5.7.3 Engineering design with load calculation details

The loads on the berthing structure arises from a combination of deadloads, live loads, wind

loads, seismic loads, berthing forces and mooring forces.

The dead loads are mainly the vertical loads caused by the self-weight of the deck, piles and

the super imposed loads from handling equipment. The total dead load of the structure was found

to be approximately 3742 tons. The live loads are the temporary loads acting on the structure.

Based on IRC class A, the live loading was assumed to be 1.5 tons per square meter.

Wind loads are generally considered a horizontal load and based on IS: 875, Code of practice

for wind forces, the wind load was calculated as 841 N per square meter.

The seismic load considers the vertical forces that will act during an earthquake and was

calculated based on IS: 1893: Recommendations for earthquake resistant design of structures and

was found to be 230kN at the structure base.

The berthing forces due to the impact of vessels were calculated by assuming a design vessel

with length L= 100 MTS, Draft D= 12m and dead weight tonnage of 20,000 tons. The berthing

force was calculated as 34 tonnes.

The vessel mooring loads arises due to wind forces and current forces. The mooring force due

to current forces was calculated according to IS: 4651 (III) Cl.5.3.4, linepull for maximum vessel

of 20000 DWT is 600 kN and was applied over the deck slab. The mooring force due to wind

are due to the wind forces on exposed area on the broad side of the vessel in light condition. As

per IS 4651: part- III clause no. 5.3.2 this mooring force was calculated as 38 tons.

In addition, the wave loading acting over piles were 2.805 kN for normal wave while 8.5 kN

for extreme wave case. Wave force was applied as a point load at mean sea level on all the piles

in both the directions. Furthermore, to consider the effects of thermal expansion, joints were

provided at 150m to reduce temperature stresses.

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5.7.4 History of site and reasons why previous berthing facility

collapsed and how this is addressed in current design

An alongside berthing facility at the plot was first constructed in 2011, following reclamation

of land area at the plot. The berthing facility was constructed to cater for berthing of larger

vessels, while the area was reclaimed as a storage area. However, the port structure was damaged

due to slope failure, which in turn lead to structural failure of the berth. The entire structure of

the berthing facility sank to the bottom of the reef slope. As a result of this, the fuel farm under

construction at the sea front at the time was left unprotected and erosion of the reclaimed land at

the time had the potential to compromise the foundation structure of the tanks, which were

almost complete and ready for loading. The proponent then proposed to carry out sheet piling

works for protection of shoreline (construction of a retaining structure) at the damaged berthing

area. The new protection system was placed with a 12m offset from the failure line to allow for

future developments to be designed separately. The sheet pile system was designed to contain the

soil on the seaward side of the tank foundation and the retaining structure was not designed for

loading and unloading at the area. The offset of 12m from failure line and the design of berthing

facility to facilitate alongside berthing by larger vessels (through proper load calculations, based

on soil report) will address the issues encountered previously, which resulted in collapse of

previous berthing facility.

5.7.5 Project management

Project site office will be setup at the plot to manage the construction works. Supervision

engineer will be assigned to oversee construction work.

5.7.6 Waste management

All forms of waste generated would be collected and disposed through WAMCO’s waste

management services established at Thilafushi.

5.7.6.1 Emergency contingency plan in case of work accidents,

contaminant spills

Worker safety and provision for first aid kits will be included in the contract with project

contractor. In addition to this, workers will be sent to Male’ for further treatment (contractor

responsibility). All machinery will be maintained accordingly to ensure fuel or engine oil does

not leak.

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The method statement provided by the engineers gives a detailed list of safety measures,

which are shown below (as sourced directly from the Method Statement):

Signboards will be erected and maintained continuously in excavated areas.

Adequate lighting, warning signals and luminous barricades will be provided throughout

the night until backfilling is completed.

During the continuation of the whole working period, officers with relevant experiences

will be dispatched for 24-hour stand by to cope with emergency situations. First- aid kits

and Emergency Telephone Numbers will be kept at site officer all the time. In case of

emergency, Special Emergency Team, Safely Officer and Site Manager will be informed

and brought to the site to handle the problem promptly.

Plant, machinery, equipment and hand tools

General provisions

Plant, machinery and equipment, including hand tools, both manual and power-driven,

shall:

a) Be of good design and construction, taking into account, as far as possible, health

and safety and ergonomic principles

b) Be maintained in good working order

c) Be used only for work for which they have been designed unless a use outside the

initial design purpose has been assessed by a competent person who has concluded

that such use is safe;

d) Be operated only by workers who have been authorized and given appropriate

training:

e) Be provided with protective guards, shields, or other devices as required by national

laws or regulations.

Adequate instructions for safe use shall be provided where appropriate by the

manufacturer or the employer, in a form understood by the user

As far as practicable, safe operating procedures shall be established and used for all plant,

machinery and equipment

Operators of plant, machinery and equipment shall not be distracted while work is in

progress.

Plant machinery and equipment shall be switched off when not in use and isolated before

any major adjustment, cleaning or maintenance is done

5-31

Where trailing cables or hose pipes are used they shall be kept as short as practicable and

not allowed to create a safety hazard.

All dangerous moving parts of machinery and equipment shall be enclosed or adequately

guarded in accordance with national laws and regulations.

Every power-driven machine and equipment shall be provided with adequate means,

immediately accessible and readily identifiable to the operator, of stopping it quickly and

presenting it from being started again inadvertently.

The machines or equipment shall be so designed or fitted with a device that the maximum

safe speeds, which shall be indicated on it. Is not exceeded; if the speed of the machine is

variable, it shall only be possible to start it at the lowest speed appropriate.

Operators of plant, machinery, equipment and tools shall be provided with personal

protective equipment including, where necessary, Suitable hearing protection.

Hand tools

Hand tools and implements shall be tempered, dressed and repaired by competent persons.

The cutting edges of cutting tools shall be kept

Heads of hammers and other shock tools shall be dressed or ground to a suitable radius on

the edge as soon as they begin to mushroom or crack.

When not in use and while being carried or transported sharp tools shall be kept in

sheaths, shields, chests or other suitable containers

Only insulated or non-conducting tools shall be used on or near live electrical installations

if there is any risk of electrical shock

Only non-sparking tools shall be used near or in the presence of flammable or explosive

dusts or vapors.

Electrical tools

Portable electrical tools shall generally be used on reduced voltage to avoid as far as

possible the risk of a lethal shock.

All electrical tools shall be earthed unless they are “all insulated” or “double insulated”

tools which do not require an earth. Earthlings shall be incorporated in metallic cases and

as a safeguard against damaged cables where wires enter the tool.

All electrical tools shall receive inspection and maintenance on a regular basis by a

competent electrician, and complete records kept.

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Woodworking machines

Shavings, sawdust, Etc., shall not be removed by hand from woodworking machines or in

their vicinity while the machines are working

On hand saws all the blades, except the operating portion, shall be enclosed. Band wheels

shall be enclosed with stout guards

Band saws shall be provided with automatic tension regulators.

Planning machines shall be provided with bridge guards covering the full length and

breadth of the cutting block and easily adjustable in both horizontal and vertical

directions.

Thickness machines shall be provided with sectional feed rollers or a kick-back preventer

which shall be kept as free as possible.

Woodworking machines shall be properly spaced to avoid accidental injury when handling

large boards or long planks

Where provided. Chip and sawdust extraction s stems shall be maintained in efficient

working order

Mechanical feeding devices shall be used whenever practicable.

All cutters and saw blades shall be enclosed as far as practicable

Circular saws shall be provided with strong, rigid and easily adjustable guards for the saw

blades and with riving knives of suitable design matched to the saw blade in use. The

width of the opening in the table for the saw blade shall be as small as practicable

Portable circular saws shall be so designed that when the blade is running idle it is

automatically covered.

Concrete work equipment

Concrete mixers shall be protected by side railings to prevent workers from passing under

the skip while it is raised.

Hoppers into which a person could fall, and revolving blades of trough or batch-type

mixers, shall be adequately guarded by grating.

In addition to the operating brake, skips of concrete mixers shall be provided with a device

or devices by which they can be securely blocked when raised.

While the drum of a concrete mixer is being cleaned, adequate precautions shall be taken

to protect the workers inside by locking switches open, removing fuses or otherwise

cutting off the power.

Concrete buckets for use with cranes and aerial cableways shall be free as far as

practicable from projections from which accumulations of concrete could fall.

5-33

Loaded concrete buckets shall be guided into position by appropriate means.

Concrete buckets positioned by crane or aerial cableways shall be suspended by safety

hooks.

When concrete is being tipped from buckets, workers shall keep out of range of any kick-

back due to concrete sticking to the bucket.

Concrete bucket towers and masts with pouring gutters or conveyor belts shall:

a) Be erected by competent persons;

b) Be inspected daily.

The winch for hoisting the bucket shall be so placed that the operator can see the filling,

Hoisting, emptying

Where practicable, be provided with an adequate means indicating its position.

Guides for the bucket shall be correctly aligned and so maintained as to prevent the bucket

from jamming in the tower.

Scaffolding carrying a pipe for pumped concrete shall be strong enough to support the

pipe when filled and all the workers who may be on the scaffold at the same time, with a

safety factor of at least 4.

Pipes for carrying pumped concrete shall:

a) Be securely anchored at the ends and at curves:

b) Be provided near the top with air release valves;

c) Be securely attached to the pump nozzle by a bolted collar or equivalent means.

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6 Methodology

The approach to data collection and compilation of this report includes;

Consultation and discussion with the proponent with regards to design and work

methodology that would be used to implement the proposed activities of the project,

Examination of the existing environment to identify significant environmental

components that are likely to be affected,

Consultation with major stakeholders to exchange information on the project and to

follow the EIA procedures required for the report, and

Evaluation of available and relevant literature on environmental impacts associated

with similar projects.

Information on existing environment was collected during the field visit to the project site in

June 2020. General information on the existing environment was based on available secondary

data, such as climatic data from the meteorological center at Hulhule’ Airport.

6.1 Physical Survey

6.1.1 Marine survey

The reef benthic communities on three sites on the reef of Thilafushi was quantitatively

assessed to establish a baseline. All survey sites are geo referenced (figure, table) and the

obtained data would be considered as the baseline for further monitoring.

Site T2 was within the impact area of the berthing facility development, T1 and T3 were the

control sites with T1 being the furthest from the impact area (Figure 4, Table 5). Photo quadrats

were taken by free diving along a 50-metre transect line along the reef at each site, within a 5-

meter belt. At site T2 this 5-meter belt was shortened as the reef started to slope within just a few

meters from the quay wall. 20 photo quadrats were randomly selected from each site and

analysed using Coralnet (Beijbom et al., 2015). All of the data on Coralnet were manually

confirmed before any final processing. The mean percentage cover of different types of benthic

substrate and the genera of hard coral at each site was obtained.

The fish communities were assessed at each of the three sites where the reef benthic

community was assessed (Figure 4, Table 5), along the same 50m by 5m transect. Fish

abundance and density surveys were based on the visual fish census techniques described in

English et. al (1997).

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Figure 4. Reef survey locations (T1 – T3) and seawater sampling locations (SW1 and SW2) at Thilafushi

Table 5. Geocoordinates of Reef survey locations and seawater sampling locations at Thilafushi

Name Latitude Longitude Survey Type

T1 4°11'16.57"N 73°26'1.86"E Quantitative Reef Survey

T2/SW1 4°10'57.82"N 73°27'4.76"E Quantitative Reef Survey/Seawater Quality Analysis

T3/SW2 4°10'36.30"N 73°27'7.97"E Quantitative Reef Survey/Seawater Quality Analysis

6.1.2 Sea Water Quality Analysis

Seawater quality was tested in-situ using a Hanna HI9829 multi-probe water testing meter (to

test the physical parameters) at the two sites SW1 and SW2 (Figure 4, Table 5). Multiple

readings were taken with the Hanna HI9829 and the results were averaged. Water samples were

also collected from these two sites and sent to the MWSC Water Quality Assurance Laboratory.

The water quality data from SW2 would be considered as the control and SW1 is within the

project impact area. The data obtained from the two sites would be considered as the baseline for

further monitoring.

6.1.3 Tide and wave survey

Site specific tide and wave analysis from archived data from June 2011 were used to describe

the tide and wave climate around Thilafushi. Wave data at Thilafushi was measured for 9 days at

southern side of reef. Location of RBR data logger is shown in Figure 5.

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Figure 5. Location where the RBR data logger was deployed to study the wave characteristics

6.1.4 Bathymetry

In order to assess the baseline conditions of the proposed project location, bathymetric survey

of the project location was carried out in June 2020. The bathymetric survey was carried out as

acoustic depth (z) measurements together with DGPS position (x,y) fixings (Topcon Gr5 DGPS).

Acoustic depth measurement systems measure the elapsed time that an acoustic pulse takes to

travel from a generating transducer to the waterway bottom and back. In areas where bottom

topography is very uneven, additional lines were run to capture the bottom topography, while the

rest of the area was done at 50m transects. Existing Permanent Survey Marks (PSMs) at TIZ is

used as level control for the survey.

Wave gauge location 4 10.750N, 73 26.495E0 0

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7 Existing environment 7.1 Geographic location of Thilafushi

Thilafushi is located at the southern periphery of North Male’ Atoll. The island lies at

coordinates on 4°11'2.87" N and 73°26'26.80" E, approximately 5.88 km to the west of Capital

Male’ City (Figure 6). Gulhifalhu, which is also a developing industrial island, is located about

0.59 km to the east of Thilafushi, separated by a narrow channel.

Figure 6. Location of the Thilafushi at North Male’ Atoll (A, yellow highlight) and satellite image of Thilafushi (B), Project location (C, yellow highlight)

7.2 Climate

7.2.1 Wind climate

Wind climate in the Maldives is dominated by the Indian Ocean monsoon climate, with the

South West (SW) monsoon and North East (NE) monsoon. The Indian monsoon system is one of

the major climate systems of the world, impacting large portions of both Africa and Asia

(Overpeck et, al., 1996). The monsoon climate is driven by the atmospheric pressure differences

that arise as a result of rapid warming or cooling of the Tibetan Plateau relative to the Indian

Ocean. During the summer of northern hemisphere the Tibetan Plateau warms rapidly relative to

the Indian Ocean which results in an atmospheric pressure gradient (Low pressure over Asia and

7-38

high pressure over the Indian Ocean) between the Asian landmass and the Indian ocean, which

drives the prevailing wind from south to westerly directions. The period during which prevailing

winds are from south to westerly direction is known as the SW monsoon. In the winter of

northern hemisphere the continent cools relative to the ocean. This reverses the pressure gradient

(low pressure over the Indian Ocean high pressure over the Asian landmass) and the prevailing

winds become northeasterly. The period during which prevailing winds are from northeasterly

directions is known as NE monsoon. The transitions from NE to SW monsoon and vice versa

are distinctly different from SW or NE monsoon. During these transition periods the wind

becomes more variable.

The SW monsoon lasts between May and September while the NE monsoon lasts between

December and February. The period between March and April is the transition period from the

NE monsoon to SW monsoon known locally as the Hulhangu Halha, while the transition period

from SW monsoon to NE monsoon is known as Iruvai Halha. Iruvai halha lasts from October to

November. The SW monsoon is generally rough and wetter than the NE monsoon. Storms and

gales are infrequent in this part of the world and cyclones do not reach as far south as the

Maldivian archipelago (Ministry of Construction and Public Works, 1999).

Analysis of wind climate was done using mean and maximum wind data from Hulhule’

meteorological center, which is the closest meteorological station to project site. Mean wind data

were available for a period of 34 years (from January 1985 to March 2019) whereas maximum

wind speed data were available for 11 years (from January 2008 to March 2019). In order to

understand the dominant wind directions, wind rose diagrams were analyzed for the whole

period as well as for each month using wind speed and direction.

Looking at the frequency plot data and wind rose plots, it was observed that the mean wind

speed had gone as high as 36kn towards the WNW direction. But the probability of occurrence

was very low (only 0.02% of the times). In general, the strongest winds occur from WSW, W

and WNW directions. Winds from the south and SE as well as north were less prevalent and with

comparatively low speeds. Majority of the times (about 12 to 19% of the times), winds occur at a

speed of 4 to 14kn which is generally known as light to moderate breeze. Wind speeds above

18kn were a rare occurrence, occurring about 1.67 to 0.02% of the times (Figure 7).

With respect to maximum wind speeds, visual inspection of the wind rose plot coincides with

that of the mean wind speeds. Approximately 1.46% of the times, wind speeds had gone as high

as > 40kn at this region. The highest recorded maximum wind speed for the region was 54kn in

the month of July during the data collection period. Winds higher that 24kn were frequent,

occurring about 24% of the times. The most common maximum wind speed is between 12-16kn.

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Wind rose plots for both maximum and mean wind speeds show that winds from the western

quadrant are dominant (about 23% of the times) (Figure 7).

Figure 7. Wind rose plot for Hulhule’ Meteorological station, based on mean daily wind data for the period of January 1998 to March 2019 (left) and maximum daily wind data (right) for the period of January 2008 to March 2019

With regards to mean wind speeds per month, results from this analysis were contradictory

with the traditionally defined monsoonal months. It is evident from Figure 8 that the SW

monsoon lasts from April to October whereas it is traditionally defined that the SW monsoon of

the Maldives commences in May and ends in September and the months March to April and

October to November are transition periods. But clearly, during April, transition from NE to SW

monsoon had already occurred as the winds were predominantly coming from the west, and NE

winds were almost zero to negligible. Likewise, in October, the transition from SW to NE has

not commenced yet as the winds was not only predominantly coming from the westerly direction

but also at a strong speed. March and November can, however, be taken as the transition periods

(Figure 8, Table 6).

Additionally, during the SW monsoon, winds are known to occur dominantly from the SW

direction, however the results indicate that the strongest and most dominant winds occur from

the west and the second most dominant frequency fluctuates between WSW and WNW

directions. As for the NE monsoon, winds predominantly occur form the NE direction, agreeing

with the traditional definition (Figure 8).

With reference to monthly maximum wind speeds, unlike the mean monthly wind speeds,

only one transition period was observed from the wind rose analysis. Wind direction changes

abruptly from NE to W on April and a clear transition period from W to NE monsoon is

0

45

90

135

180

225

270

315

<=2

>2 - 4

>4 - 6

>6 - 8

>8 - 10

>10 - 12

>12 - 14

>14 - 16

>16 - 18

>18 - 20

>20 - 22

>22 - 24

>24 - 26

>26 - 28

>28 - 30

>30 - 32

>32 - 34

>34 - 36

>36 - 38

>38 - 40

>40

0% 4% 8% 12% 16% 20% 24%

7-40

observed in November which extends to December as well. The highest maximum wind speeds

occur during July and January to March are generally the calmer months (Figure 9).

Table 6. The traditionally defined seasons experienced in Maldives compared with the current analysis of seasonal winds per month

Month Traditionally defined seasons Seasons as per our analysis

December

NE monsoon NE monsoon January

February

March Transition period 1

Transition period 1

April

Winds predominantly from

the west

May

SW monsoon June

July

September

October Transition period 2

November Transition period 2

7-41

Figure 8. Monthly wind rose plots for Hulhule’ Meteorological station, based on mean daily wind data for the period of January 1995 to March 2019.

0

45

90

135

180

225

270

315

January

0% 10% 20% 30% 40% 50%

0

45

90

135

180

225

270

315

February

0% 10% 20% 30% 40%

0

45

90

135

180

225

270

315

March

0% 4% 8% 12% 16% 20% 24%

0

45

90

135

180

225

270

315

0% 4% 8% 12% 16% 20% 24% 28% 32%

April0

45

90

135

180

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315

0% 10% 20% 30% 40%

May0

45

90

135

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315

0% 8% 16% 24% 32% 40%

June

0

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0% 8% 16% 24% 32%

July0

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315

0% 4% 8% 12% 16% 20% 24% 28% 32%

August0

45

90

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315

Legend

<=2

>2 - 4

>4 - 6

>6 - 8

>8 - 10

>10 - 12

>12 - 14

>14 - 16

>16 - 18

>18 - 20

>20 - 22

>22 - 24

>24 - 26

>26 - 28

>28 - 30

>30 - 32

>32 - 34

>34 - 36

>36 - 38

>38 - 40

>40

0% 8% 16% 24% 32% 40%

September

0

45

90

135

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270

315

0% 10% 20% 30% 40%

October0

45

90

135

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0% 4% 8% 12% 16% 20% 24% 28%

November0

45

90

135

180

225

270

315

0% 8% 16% 24% 32% 40%

December

7-42

Figure 9. Monthly wind rose plots for Hulhule’ Meteorological station, based on maximum daily wind data for the period of January 2008 to March 2019

7.3 Temperature

Being an equatorial country, temperature of the Maldives does not fluctuate much throughout

the year and remains almost the same. Temperature data recorded by the meteorological station

0

45

90

135

180

225

270

315

0% 10% 20% 30% 40%

January0

45

90

135

180

225

270

315

0% 8% 16% 24% 32% 40%

February0

45

90

135

180

225

270

315

0% 4% 8% 12% 16% 20% 24%

March

0

45

90

135

180

225

270

315

0% 4% 8% 12% 16% 20% 24% 28%

April0

45

90

135

180

225

270

315

0% 8% 16% 24% 32% 40%

May0

45

90

135

180

225

270

315

0% 8% 16% 24% 32%

June

0

45

90

135

180

225

270

315

0% 8% 16% 24% 32% 40%

July0

45

90

135

180

225

270

315

0% 8% 16% 24% 32%

August0

45

90

135

180

225

270

315

<=2

>2 - 4

>4 - 6

>6 - 8

>8 - 10

>10 - 12

>12 - 14

>14 - 16

>16 - 18

>18 - 20

>20 - 22

>22 - 24

>24 - 26

>26 - 28

>28 - 30

>30 - 32

>32 - 34

>34 - 36

>36 - 38

>38 - 40

>40

0% 8% 16% 24% 32% 40%

September

0

45

90

135

180

225

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315

0% 8% 16% 24% 32% 40%

October0

45

90

135

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315

0% 4% 8% 12% 16% 20%

November0

45

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135

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315

0% 4% 8% 12% 16% 20% 24%

December

7-43

at Hulhule’ for the period January 2008 to December 2019 were used to analyze the temperature

pattern in the region. Figure 10 shows the minimum, maximum and mean monthly temperatures

for Thilafushi region as per the data recorded by the station for the given period. As evident from

the figure, period between March to July recorded the highest temperature at this region, April

being the hottest month with an average temperature of 29.81˚C. The lowest temperatures were

recorded for the months December and January (28.33˚C).

Looking at the mean maximum and minimum temperature records for the region, the highest

maximum temperature recorded was 33.9˚C for April 2016 and the lowest minimum temperature

recorded was 22.20˚C for January 2018. Daily temperatures range from 31.1˚C during daytime

to 26.3˚C during nighttime on average. Mean maximum and minimum temperature records

follow the same trend as the mean monthly temperatures (Figure 10).

Figure 10. Minimum, maximum and mean monthly temperatures for Thilafushi region (Data recorded for period between January 2008 and December 2019)

7.3.1 Rainfall characteristics

The rainfall pattern at Thilafushi region and for the rest of the Maldives is driven by the

monsoonal cycles. Rainfall data for the period between January 2008 and December 2019 from

the meteorological station in Hulhule’ were used to study the rainfall patterns at Thilafushi

(Figure 11).

The average annual rainfall for Thilafushi was found to be 8.57mm and the heaviest rainfall

recorded over the 10 year period was 143.2mm. Monthly mean rainfall shows that the driest

months are January to March and the wettest months are May, August and October.

25

26

27

28

29

30

31

32

Jan

Feb

Mar

Apr

May Jun

Jul

Aug Sep Oct

Nov

Dec

Mea

n m

onth

ly T

emp

(˚C

)

max min mean

7-44

Figure 11. Mean monthly rainfall for Thilafushi region (Data recorded for period between January 2008 and December 2019)

7.4 Hydrography/Hydrodynamics

7.4.1 Tide and water levels

Tides in the Maldives are usually characterized as a mixed tide. It contains two main cycles

(diurnal and semi-diurnal tides) per day. Harmonic analysis of the tides represents the period of

oscillation of the celestial forcing that gives rise to the respective harmonic.

As earlier mentioned, tide data is from archived data from 2011. Tide at Thilafushi was

measured for 9 days during the field visit to the island (in 2011). Tide data was collected using a

tide gauge deployed in the lagoon on the southern side of the island. Tidal analysis demonstrated

the mixed tidal nature and was used to establish a mean sea-level for the benchmarks established

on the island. Figure 12 shows the observed tide and the predicated tide for the duration of the

field visit. A reasonable correlation of 0.61 was observed between the measured tide and the

predicted tide indicating that the measured sea level data could be used with high confidence for

any designing aspect.

 

0

2

4

6

8

10

12

14

Jan

Feb

Mar

Apr

May Jun

Jul

Aug Sep Oct

Nov

Dec

Mea

n m

onth

ly r

ain

fall

(mm

)

7-45

Figure 12. Tide measured by the tide gauge and the superimposed predicted tide

7.4.2 Harmonic analysis of the tide

Tidal motion can be represented as a sum of series of several harmonics which is known as

the tidal constituents. The harmonic analysis assumes that the tide at any location comprise of

multiple tidal constituents. There are several tidal constituents of which the most significant are

formed by the gravitational attraction between the earth, moon and the sun. Table 7 shows the

principle tidal constituents and their respective period of occurrences. The subscripts 1 and 2

represent the types diurnal and semi-diurnal respectively. Of these constituents, K1, O1, P1, Q1,

M2, N2, S2, and K2 composes a significant part of a tidal signal.

Table 7. Principle tidal constituents (Defant, 1961)

Name Constituent Period (solar hr)

Principal lunar M2 12.42

Principal solar S2 12

Larger lunar elliptic N2 12.66

Luni-solar semidiurnal K2 11.97

Larger solar elliptic T2 12.01

Smaller solar elliptic L2 12.19

Lunar elliptic second order 2N2 12.91

Larger lunar evectional ν2 12.63

Smaller lunar evectional λ2 12.22

Variational μ2 12.87

Luni-solar diurnal K1 23.93

Principal lunar diurnal O1 25.82

Principal solar diurnal P1 24.07

Larger lunar elliptic Q1 26.87

R = 0.61 

7-46

Smaller lunar elliptic M1 24.84

Small lunar elliptic J1 23.1

Lunar fortnightly Mf 327.86

Lunar monthly Mm 661.3

Solar semiannual Ssa 2191.43

The constituents K1, O1, M2 and S2 are used to classify the tides into four categories (Table

8). The following ratio is used for the classification.

𝐹𝐾 𝑂𝑀 𝑆

 

Table 8. Classification of the tides

Ratio (F) Classification

0.00 - 0.25 Semidiurnal tides

0.25 - 1.50 Mixed, dominantly semidiurnal tides

1.50 - 3.00 Mixed, dominantly diurnal tides

> 3.00 Diurnal tides

Harmonic analysis for the Thilafushi is carried out using the tide data recorded at the Hulhule

station which is the nearest to Thilafushi. The hourly tide data for year 2010 is used in this

analysis to cover the spring and neap tides.

Table 9. Amplitudes of the tidal constituents determined by harmonic analysis of the tide

Tidal Constituent Period (hr) Amplitude (m)

K2 11.9612 0.0391

S2 11.9970 0.1413

M2 12.4242 0.1813

N2 12.6604 0.035

K1 23.9210 0.1158

P1 24.0675 0.0298

O1 25.8506 0.0437

Q1 26.9009 0.0155

Harmonic analysis indicates that tide observed has a principle lunar semi-diurnal (M2) tide

with a period of 12.42 hours, luni solar diurnal (K1) with a period of 23.9210 and a principle

solar (S2) tide with a period of 11.9970 hours. Table 9 provides a summary of the tidal

constituents and Figure 14 depicts the spectral analysis of the tide data showing these main tidal

constituents. The above ratio is used to calculate the characteristics of the tide observed at

7-47

Thilafushi. The ratio obtained is 2.038. According to Table 8, this ratio indicates that the tide

observed at Thilafushi and Male atoll is mixed, dominantly diurnal tides. Figure 13 shows the

mixed nature of the tide observed. For simplicity, only January 2010 is depicted. An approximate

tidal range obtained at Thilafushi is 1.076 m.

Figure 13. Tide observed at Thilafushi showing the mixed nature. Plotted here is only January 2010

Figure 14. Spectral analysis of the tidal constituents observed near Thilafushi

7-48

7.4.3 Wave and currents

Information on the deep water waves for Maldives is limited (Kench and Brander, 2006), but

wave climate data for the Indian Ocean region surrounding the Maldives reported by Young

(1999) indicate that the dominant swell approaches the Maldives from southerly quarters (Figure

15). Young (1999) reported that on a seasonal basis, swell reaching Maldives is from the south-

southwest from April to November with a peak significant wave height (Hs) of 1.8 m in July,

and from the southeast from December to March with a minimum mean Hs of 0.75 m in March

(Figure 15).

Figure 15. Ten year mean monthly ocean swell height (solid line) and swell direction (dotted line) for the central Maldives (Data from Young (1999))

As part of assessment of wave condition at project area secondary data available at LaMer

Group Pvt Ltd archive was used. One set of data was available from the southern side of

Thilafushi and was used for the purpose of this project.

Water level was sampled at a frequency of 2Hz for a period of 30 minutes and a total of 361

bursts were recorded over a period of 9 days at southern side of Thilafushi. The data is analyzed

using the zero-crossing and spectral analysis method (see Figure 16).

0.0

0.5

1.0

1.5

2.0

0

90

180

270

360

Jan Mar May Jul Sep Nov

Month

Height

Direction

Wav

e H

eigh

t Hs

(m)

Wav

e di

rect

ion

(°)

7-49

Figure 16. Sample of the spectral analysis of the wave data

Among the various parameters analyzed, following characteristics are summarized in Table

10 which shows a sample of 20 bursts.

Significant wave height (Hs)

Mean period of significant wave heights (Ts)

Mean wave period (Tz)

Percentage of capillary waves observed

Percentage of wind waves observed

Percentage of swell waves observed

Percentage of infra-gravity waves observed

Percentage of far-gravity waves observed

7-50

Table 10. Wave characteristics for a sample of 20 bursts (Thilafushi southern side)

Analysis of the results indicates that wind waves are the dominant wave type during the time

of field observation (46.41% of the entire time of observation). However, approximately equal

amount of swell generated waves (45.66%) were also observed during the entire period of

observation (see Figure 17). This could be expected since the observation was carried out during

the southwest monsoon where waves at the south of Thilafushi would be influenced by the

monsoon. The maximum significant wave height observed was 0.32m that had a period of 3.87s.

The average significant height for the entire time of observation was 0.15m.

Figure 17. Dominant wave types for the entire period of observation (Thilafushi southern side)

Swell wave climate data for the Indian Ocean region surrounding the Maldives (Young, 1999)

indicate that the dominant swell approaches from southerly quarters. On a seasonal basis, swell

Date and Time

6/10/2011 22:00

6/10/2011 22:30

6/10/2011 23:00

6/10/2011 23:30

6/11/2011 0:00

6/11/2011 0:30

6/11/2011 1:00

6/11/2011 1:30

6/11/2011 2:00

6/11/2011 2:30

6/11/2011 3:00

6/11/2011 3:30

6/11/2011 4:00

6/11/2011 4:30

6/11/2011 5:00

6/11/2011 5:30

6/11/2011 6:00

6/11/2011 6:30

6/11/2011 7:00

6/11/2011 7:30

Bust # 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220

Significant wave height (Hs) 0.15 0.14 0.11 0.14 0.13 0.13 0.14 0.15 0.16 0.14 0.18 0.24 0.17 0.15 0.16 0.16 0.14 0.13 0.13 0.12

Mean period of Hs (Ts) 4.45 4.65 4.75 4.87 5.00 4.98 4.79 4.80 4.90 5.26 4.79 4.30 4.95 5.28 4.93 5.32 5.38 5.45 5.71 5.33

Mean wave period (Tz) 4.38 4.40 5.33 4.60 4.93 5.33 5.86 5.68 5.55 5.71 4.69 3.87 4.91 5.08 4.59 5.55 6.23 5.90 6.26 6.04

% of Capillary waves 8.67 19.30 8.10 12.76 14.10 7.47 6.81 8.00 9.22 6.02 10.83 14.43 12.80 5.44 8.70 6.68 2.33 4.80 3.22 2.43

% of Wind waves 51.38 44.40 43.07 43.17 38.25 34.55 27.37 24.24 26.72 42.00 44.28 62.66 35.96 47.06 58.02 59.10 54.77 48.63 52.90 52.96

% of Swell waves 39.47 35.67 47.63 43.77 47.15 57.54 65.29 67.56 63.69 51.74 44.62 22.66 50.94 47.08 33.02 33.96 42.18 46.12 43.12 44.01

% of Infra‐gravity waves 0.35 0.35 0.38 0.24 0.26 0.24 0.13 0.13 0.19 0.15 0.17 0.19 0.15 0.30 0.19 0.20 0.25 0.25 0.31 0.33

% of Far‐gravity waves 0.12 0.28 0.83 0.05 0.25 0.21 0.40 0.08 0.18 0.09 0.10 0.05 0.15 0.12 0.08 0.06 0.47 0.21 0.44 0.28

7-51

is from the south-southwest from April to November with a peak significant wave height (Hs) of

1.8 m in July, and from the southeast from December to March with a minimum mean Hs of

0.75m in March (Kench and Brander, 2006).

The Thilafushi reef system is submitted to three main oceanic climate factors, diffracted swell

(which hits the south side of the reef system (channel between South and North Male’ Atoll); the

southwest monsoon wind waves, and the northeast monsoon wind waves. Figure 18 shows

assumed wave climate of the reef system.

The dominant water current at the reef system (localized to Thilafushi area) is oceanic swell

induced currents. The oceanic swells break at the reef from SE direction (refracted swell waves

received from Vaadhoo Kandu, channel between North and South Male’ Atoll). The swell waves

breaking at the southern side create a current north ward, while the refracted swell waves

entering the channel between Gulhifalhu and Thilafushi creates a current westward. Wind

generated currents are predominant west to east during SW monsoon, while east to west during

NE monsoon. The project site is sheltered during SW monsoon, but during rough spells of NE

monsoon, the area gets very turbid.

Figure 18. Monsoonal wind generated waves effecting Thilafushi reef system

NE monsoonal windwaves

SW monsoonal windwaves

Tidal currents

7-52

7.5 Marine environment

7.5.1 Benthic survey

The reef site T1 is the furthest away from the project impact area. Rock was the dominant

type of benthic cover with a mean percentage cover of 73.80%, while the mean percentage hard

coral cover was 1% (Figure 19).

Figure 19. Mean percentage composition of benthic substrate at site T1. The category Other Algae refers to all other algae apart from Crustose Algae and Macroalgae

Figure 20. General condition of the reef at site T1

0102030405060708090

Hard Coral Other Algae Rock Rubble Sand

Mea

n P

erce

ntag

e C

over

Type of Benthic Cover

7-53

The reef site T2 is within the project impact area. Rock was the dominant type of benthic

cover with a mean percentage cover of 43.53% followed closely by Rubble with a mean

percentage cover of 41.24% (figure). The mean percentage hard coral cover was 0.2% (Figure

21). There were signs that parts of the reef had subsided and there was a lot of large debris on the

reef (Figure 22).

Figure 21. Mean percentage composition of benthic substrate at site T2. The category Other Algae refers to all other algae apart from Crustose Algae and Macroalgae

Figure 22. General condition of the reef at site T2

0

10

20

30

40

50

60

Hard Coral Other Algae Rock Rubble Sand Trash

Mea

n P

erce

ntag

e C

over

Type of Benthic Cover

7-54

The reef site T3 is located at the channel between Thilafushi and Gulhifalhu. Rock was the

dominant type of benthic cover with a mean percentage cover of 86.20% while the mean

percentage hard coral cover was 5.20% (Figure 23)

Figure 23. Mean percentage composition of benthic substrate at site T3. The category Other Algae refers to all other algae apart from Crustose Algae and Macroalgae

Figure 24. General condition of the reef at site R3

0102030405060708090

100

Hard Coral CrustoseCoralline

Algae

Other Algae Other LifeForms

Rock Rubble

Mea

n Pe

rcen

tage

Cov

er

Type of Benthic Cover

7-55

The mean percentage hard coral cover was the highest at site T3 at 5.20% (Table 11). Site T2

had the lowest mean percentage hard coral cover at 0.20%. Rock was the dominant type of

benthic substrate at T1 and T2. Rock followed by Rubble was the dominant form of benthic

substrate at T2 (Table 11).

Table 11. Mean percentage cover of the different benthic types across three reef survey sites. The category Other Algae refers to all other algae apart from Crustose Coralline Algae and Macroalgae

Type of Benthic Cover T1 T2 T3

Mean SE Mean SE Mean SE

Hard Coral 1.00 0.70 0.20 0.20 5.20 2.90

Crustose Coralline Algae 0 0 0 0 0.20 0.20

Other Algae 6.00 1.49 5.21 2.45 2.00 0.79

Other Life Forms 0 0 0 0 1.20 0.51

Rock 73.80 4.45 43.53 4.80 86.20 3.70

Rubble 16.40 3.98 41.24 5.26 5.20 2.32

Sand 2.80 1.54 6.42 1.91 0 0

Trash 0.00 0.00 3.40 2.12 0 0

Sites T1 and T2 had only one genera of hard coral (Pocillopora) and site T3 had three genera

of coral (Table 12, Figure 25). Site T3 had the highest hard coral cover amongst the three reef

survey sites, at 5.20% (Table 12, Figure 25).

Table 12. Mean percentage cover of the different genera of coral observed across the reef survey sites

Genus T1 T2 T3

Mean SE Mean SE Mean SE

Astreopora 0.0 0.0 0.0 0.0 0.20 0.20

Pocillopora 1.00 0.70 0.20 0.20 0.20 0.20

Porites (massive) 0 0 0 0 4.80 2.87

7-56

Figure 25. Mean percentage cover of the different genera of coral observed across the reef survey sites

7.5.2 Reef Fish Survey

Site T3 had the highest overall abundance of fish, whereas site T2 had the highest overall

diversity of fish species amongst the three surveyed sites (Table 13). Site T1 had the lowest

overall abundance and diversity of fish species (table). Site T3 had the highest abundance of

herbivorous fish whereas site T2 had the highest diversity of herbivorous fish amongst.

Table 13. Species composition and abundance of reef-associated fish observed during the fish survey

Family Species Common Name Functional

Group Site

T1 T2 T3

Herbivores

Acanthuridae Acanthurus auranticavus Ring-tail Surgeonfish Grazer 3 0 3

Acanthuridae Acanthurus leucosternon Powder-blue Surgeonfish Grazer 2 2 5

Acanthuridae Acanthurus lineatus Lined Surgeonfish Grazer 0 3 0

Acanthuridae Acanthurus nigricauda Eye-line Surgeonfish Browser 3 1 7

Acanthuridae Acanthurus triostegus Convict Surgeonfish Browser 0 1 1

Acanthuridae Ctenochaetus striatus Fine-lined Bristletooth Browser 31 26 40

Acanthuridae Naso fageni Horse-face Unicorn Browser 0 15 0

Acanthuridae Naso vlamingii Big-nose Unicornfish Browser 0 1 0

Acanthuridae Zebrasoma desjardinii Sailfin Tang Grazer 1 0 1

Acanthuridae Zebrasoma scopas Brown Tang Grazer 0 4 0

Pomacentridae Plectroglyphidodon lacrymatus

Jewel Damsel Browser 0 4 0

Scaridae Chlorurus sordidus Shabby Parrotfish Browser 3 12 21

Scaridae Hipposcarus harid Longnose Parrotfish Grazer 0 0 3

Scaridae Scarus frenatus Bridles Parrotfish Grazer 0 0 1

Scaridae Scarus niger Dusky Parrotfish Grazer 2 0 1

0

1

2

3

4

5

6

T1 T2 T3

Mea

n P

erce

ntag

e C

over

Site

Astreopora Pocillopora Porites (massive)

7-57

Scaridae Scarus prasiognathos Green-faced Parrotfish Grazer 0 0 3

Scaridae Scarus russelii Eclipse Parrotfish Grazer 0 0 2

Scaridae Scarus scaber Five-saddled Parrotfish Grazer 0 1 0

Scaridae Scarus tricolor Three-colour Parrtofish Grazer 0 2 0

Zanclidae Zanclus cornutus Moorish Idol Browser 1 5 0

Carnivores

Balistidae Balistapus undulatus Striped Triggerifish Browser 1 0 0

Balistidae Melichthys indicus Indian Triggerfish Browser 3 0 3

Balistidae Odonus niger Blue Triggerfish Browser 15 4 0

Balistidae Sufflamen bursa Boomerang Triggerfish Browser 0 0 2

Balistidae Sufflamen chrysopterum Half-moon Triggerfish Browser 3 1 0

Chaetodontidae Chaetodon auriga Threadfin Butterflyfish Coralivore 0 0 2

Chaetodontidae Chaetodon citrinellus Citron Butterflyfish Coralivore 0 0 1

Chaetodontidae Chaetodon falcula Double-saddle Butterflyfish

Coralivore 0 2 0

Chaetodontidae Chaetodon guttatissimus Spotted Butterflyfish Coralivore 2 0 2

Chaetodontidae Chaetodon kleinii Brown Butterflyfish Coralivore 3 7 4

Chaetodontidae Chaetodon lunula Racoon Butterflyfish Coralivore 0 0 2

Chaetodontidae Chaetodon trifasciatus Pinstriped Butterflyfish Coralivore 3 0 1

Chaetodontidae Chaetodon xanthocephalus

Yellow-head Butterflyfish Coralivore 1 0 1

Chaetodontidae Forcipiger flavissimus Long-nose Butterflyfish Coralivore 0 0 2

Chaetodontidae Forcipiger longirostris Very-long-nose Butterflyfish

Coralivore 5 1 0

Chaetodontidae Hemitaurichthys zoster Black Pyramid Butterflyfish

Planktivore 0 1 0

Fistularidae Fistularia commersonii Smooth Flutemouth Predator 0 7 0

Haemulidae Plectorhinchus gibbosus Brown Sweetlips Browser 0 2 0

Haemulidae Plectorhinchus vittatus Oriental Sweetlips Browser 0 2 0

Holocentridae Sargocentron caudimaculatum

White-tail Squirrelfish Predator 0 1 2

Labridae Cheilinus trilobatus Triple-tail Maori Wrasse Browser 0 2 0

Labridae Gomphosus caeruleus Bird Wrasse Browser 0 0 1

Labridae Halichoeres chrysotaenia Vrolik's Wrasse Browser 0 2 0

Labridae Halichoeres hortulanus Checkerboard Wrasse Browser 1 3 0

Labridae Hemigymnus fasciatus Banded Thicklip Wrasse Browser 0 1 0

Labridae Labroides dimidiatus Blue-streak Cleaner Wrasse

Browser 3 0 0

Labridae Stethojulis albovittata Blue-lined Wrasse Browser 0 1 0

Labridae Thalassoma amblycephalum

Two-tone Wrasse Planktivore 12 0 5

Labridae Thalassoma hardwicke Six-bar Wrasse Browser 0 0 1

Labridae Thalassoma lunare Moon Wrasse Browser 3 0 0

Lethrinidae Lethrinus harak Black-blotched Emperor Predator 1 0 0

Lethrinidae Monotaxis grandoculis Large-eye Bream Predator 0 2 0

Mullidae Parapeneus macronema Long-barbel Goatfish Browser 0 3 5

7-58

Mullidae Parapeneus trifasciatus Double-bar Goatfish Browser 0 0 1

Nemipteridae Scolopsis bilineata Monocle Bream Browser 0 1 0

Pinguipedidae Parapercis millipunctata Thousand-spot Grubfish Browser 0 0 1

Pomacentridae Abudefduf vaigiensis Sergeant Major Browser 0 9 30

Pomacentridae Chromis dimidiata Two-toned Puller Planktivore 1 4 0

Pomacentridae Chromis viridis Green Puller Planktivore 3 0 0

Pomacentridae Dascyllus trimaculatus Three-spot Humbug Browser 0 28 15

Pomacentridae Pomacentrus caeruleus Blue-yellow Damsel Planktivore 4 0 0

Pomacentridae Pomacentrus chrysurus White-tail Damsel Browser 0 2 0

Serranidae Aethaloperca rogaa Red-flushed Grouper Predator 1 0 0

Serranidae Epinephelus fasciatus Blacktip Grouper Predator 0 0 2

Serranidae Cephalopholis nigrippinis Blackfin Rock Cod Predator 3 0 0

7.5.3 Seawater quality

Table 14 shows the physical parameters which were assessed from the samples collected

during the survey. Results given are the average of 5 readings for each site. As evident from the

results, all physical parameters tested are within normal range for seawater.

Table 15 shows tests results for turbidity which was assessed by sending samples to the

MWSC Water Quality Assurance Laboratory. Water quality test reports from MWSC are shown

on Appendix 6 of this report.

Table 14. Water quality measurements taken in-situ with the Hanna HI9829 multiprobe meter

Table 15. Turbidity test results from MWSC Lab

Parameter T2/SW1 T3/SW2

Physical appearance Clear with particles Clear with particles

Turbidity (NTU) 0.191 0.155

Seawater quality at the areas surveyed was seen to be within normal conditions.

Site pH Dissolved

Oxygen (mg/L) Electrical

Conductivity (μS/cm) Total Dissolved

Solids (ppm) Salinity

(PSU) Temperature

(°C)

T2/ SW1 7.52 4.13 4909.4 2454.80 31.92 29.9

T3/ SW2 7.55 4.19 5147.8 2574.00 33.68 29.7

7-59

7.6 Bathymetry

Bathymetric survey was carried out at the proposed project area and adjacent areas (east and

western side). The bathymetric survey shows that the water depth at the project area is -1.6m to

-3.4m MSL at the reef edge area and very steep drop off exceeding -30m MSL. Bathymetric

survey map is shown on Appendix 7 of this report.

7.7 Socio-economic environment

7.7.1 Economic activities undertaken surrounding the facility

The plot adjacent to the south of MPL plot belongs to RKL Group Pvt Ltd. The plot is used

by the company for repair of their vehicles and equipment.

Harbour area to the north of MPL plot is used by the Greater Male’ Industrial Zone Ltd as the

main harbour for the staff of the corporation.

7.7.2 Accessibility and transport

Thilafushi can be accessed via sea, either on their ferries or through hire of private transfer.

Permission to travel to Thilafushi has to be obtained from GMIZL prior to travel. However, if

travelling to a specific plot, this can be arranged through the plot owners.

7.8 Hazard Vulnerability

Hazard vulnerability of Thilafushi is assessed based on the literature available and field data

collection. National Disaster Management Authority has a draft version of revision of updates to

the risk profile of Maldives (NDMA, 2019 unpublished).

Tsunami and earthquakes

As per the revised risk profile, the region which hosts Thilafushi falls in to high risk category

in terms of tsunami risk (Figure 26). As seen in below figure, the eastern atolls, especially

islands along the eastern fringe of the eastern atolls are more exposed to the threat of tsunami

than the western atolls. This is due to the fact that the major tsunami hazard is from the east

(Sumatra), although as reported in NDMA (2019, unpublished) there is also a low risk from the

north and south.

7-60

Figure 26. Tsunami hazard in selected islands in Maldives (figure derived from: NDMA, 2019 unpublished)

Figure 27 shows the seismic hazard map of Maldives, where Hazard zones are divided into 5

zones. As evident from the figure, risk of earthquakes is the highest in the southern atolls,

especially Seenu Atoll. Thus, Thilafushi and associated region has low risk of earthquakes and

moderate risk due to tsunami.

7-61

Figure 27. Seismic hazard map of Maldives (figure derived from: NDMA, 2019 unpublished)

Cyclones and storm surge

Hazardous weather systems, other than general monsoons (heavy rain and strong winds) that

affect Maldives are tropical storms (tropical cyclone) and severe local storms (thunder

storms/thunder squalls). Tropical cyclones are extreme weather events with positive and negative

consequences. At times, these are very destructive due to associated strong winds (often

exceeding 150 kmph), heavy rainfall (often exceeding 30 to 40 cm in 24 hours) and storm tides

(often exceeding 4 to 5 meters). Strong winds can damage structures, houses, communication

systems, roads, bridges and vegetation. Heavy rainfall can cause serious flooding. Storm surge is

a sudden rise of sea level elevation along the coast caused by cyclonic winds. Sea level also rises

twice daily due to astronomical reasons. The combined effect of surge and tide is known as

storm tide. Storm tides can cause catastrophic results in low lying areas, flat coast and island

territories such as Maldives.

As evident from Figure 28, the northern atolls are more affected by cyclones and storms and

associated storm surge. Hence region hosting Thilafushi has moderate probability of cyclonic

winds and storm.

7-62

Figure 28. Tropical cyclones crossing Maldives region during 1891 to 2014 (left), and storm surge hazard to selected islands in Maldives (right) (figure derived from: NDMA, 2019 unpublished)

Based on these findings, Thilafushi has high probability of impact due to tsunami, and

moderate probability of impact due to storm surges and flooding and cyclones. Therefore, proper

mitigation procedures should be in place (disaster management program) which should enable

the island to sustain in the event of unpredictable environmental disasters.

8-63

8 Stakeholder Consultations 8.1 Consultation with EPA

Consultation with EPA was held during the Scoping meeting for the EIA for the project. The

Scoping meeting for the project was held on the 25th of December 2018 with participation from

representatives of the proponent, Consultant, EPA and the Greater Male’ Industrial Zone

Limited. The TOR for the project was finalized by EPA based on discussions carried out at the

meeting, apart from which, EPA did not have any additional concerns or issues. However, they

did stress to ensure inclusion in the EIA report, of the reason for earlier structure failure and

identify the ways in which these issues have been addressed in the revised design. List of

participants of the meeting is included in Appendix 8 of the report.

8.2 Consultation with Greater Male’ Industrial Zone Limited

Personnel consulted: Mr. Ahmed Aiman Shareef, Manager, Planning and Projects (Contact

No: 7236734)

The harbour adjacent to the project plot is used by the GMIZL for their ferry operations.

Consultation with Greater Male’ Industrial Zone Ltd (GMIZL) was carried out via telephone on

the 5th of August 2020. Consultant briefed the personnel from GMIZL regarding the project an

enquired whether he had any concerns regarding the proposed work. In response he stated that he

had a few concerns, which are highlighted below:

GMIZL are concerned that proposed works might have an impact on the access to their

harbour, and request for this to be taken into account during both construction and

operations.

Since the plot at Maldives Petroleum Links, is used for fuel storage, they have concerns

as to degree of compliance with MNDF regulations regarding fuel storage and as to

whether the buffer zone around the area is sufficient. It is very important that the project

works and the site conditions are compliant with MNDF regulations.

Given that proposed works is the construction of structure along the shoreline, it is

important that the design and work is also compliant with the Construction act, as well as

with the different compliance checks which guide the development of projects conducted

by GMIZL. Compliance and regulatory checks should be carried out during EIA work

and outside the EIA work as well. He further informed that once GMIZL is officially

informed about the project, they will then proceed to check for these compliance

components and the issue would also be presented to the Board for their approval.

8-64

Consultant enquired regarding the procedure to be followed by those who have leased plots in

Thilafushi, prior to carrying out similar projects within their plot.

Personnel from GMIZL stated that since this was a modification to an existing

development, the lessee does not have to get the approval prior to EIA stage, as in effect,

approval has been given during initial development. however, they would have to inform

GMIZL, where the Board would then discuss the proposal and make a decision.

However, if it was development of newly leased plots, the lessee would have to provide a

conceptual plan for approval by GMIZL.

8.3 Consultation with RKL facility (adjacent property)

Personnel consulted: Mr. Ahmed Saeed Mohamed, Site Engineer (Contact No: 7583810)

Consultation with RKL Group Pvt Ltd was carried out via telephone on the 5th of August

2020. Personnel consulted with stated that he had no issues or concerns regarding the project and

gave a brief overview of the work they do at their plot. He further stated that they have a barge

and landing craft which are anchored near their berthing area and which could be moved if

required during project construction work.

9-65

9 Environmental Impacts 9.1 Impact Identification

Various methods are available to categorize impacts and identify the magnitude and

significance of the impact, such as checklists, matrices, expert opinion, modelling etc. Impacts

on the environment from various activities of the project construction work (constructional

impacts) and post construction (operational impacts) have been identified through interviews

with the project management team, field data collection surveys and based on past experience in

similar development projects. Data collected during field surveys can be used to predict

outcomes of various operational and construction activities on the various related environmental

components. This data can also be used as a baseline for future monitoring of the environment.

Possible impacts arising from the construction and operation works are described according to

their location, extent (magnitude) and characteristics. They are also further categorized by

intensity of impacts (negligible, minor, moderate and major) for identifying best possible

remedial (mitigation measures) action to be taken. Below are the impact categories.

Table 16. Impact prediction categorized

Impact category

Description Reversible/ irreversible

Cumulative impacts

Negligible The impact has no significant risk to environment either short term or long term

Reversible No

Minor The impact is short term and cause very limited risk to the environment

Reversible No

Moderate Impacts give rise to some concern, may cause long term environmental problems but are likely short term and acceptable

Reversible May or may not

Major Impact is long term, large scale environmental risk

Reversible and Irreversible

Yes, mitigation measures has to be addressed

The concept of the Leopold Matrix (Leopold et. al., 1971) has been used to classify the

magnitude and importance of possible impacts which may arise during the constructional and

post constructional stage of the proposed project. This is one of the best-known matrix

methodology used for identifying the impact of a project on the environment. It is a two-

dimensional matrix which cross references between the activities which are foreseen to have

potential impacts on the environment and the existing conditions (environmental and social)

which could be affected.

The matrix has the actions which may cause an impact on the horizontal axis and the

environmental conditions which may be impacted on the vertical axis. While the original

9-66

Leopold matrix lists 100 such actions and 88 environmental conditions, not all are applicable to

all projects. Hence the matrix used in the current assessment is a modified matrix customized to

this project.

Each action which is evaluated is done so in terms of magnitude of impact on the

environmental condition and significance of this impact. In addition to this probability of impact

as well as duration of impact is also assessed and shown separately. All probable and significant

actions, their magnitude of impact and duration of impact are further described in the text.

This version of the Leopold Matrix has been adopted from Josimovic et. al (2014) and the

EIA adopts the grading scales used in the paper referred. Listing of these grading scales are

shown in Table 17 below.

Table 17. Grading scales for the four impact evaluation criteria

Evaluation criteria

Designation Scale

Impact Probability

M Impact is possible (probability <50%) V Impact is probable (probability >50%) I Impact is certain (probability = 100%)

Impact Magnitude

0 no observable effect 1 low effect 2 tolerable effect 3 medium high effect 4 high effect 5 very high effect

Impact significance

P limited impact on project site (immediate site) I Impact of importance at Island level A Impact of importance at Atoll level N Impact of national character M Impact of cross-border character

Impact duration P Occasional/temporary D Long term/permanent

The proposed project involves construction of alongside facility by driving concrete piles into

the seabed and capping with a concrete slab. Given the method of construction, proposed work

will have an inevitable impact on the marine environment, especially during the construction

phase.

9-67

The severity of impacts is predicted by reviewing the design plans and construction

methodologies. Mitigation measures are formulated in light of the information revealed by the

project engineers.

9.2 Limitation or uncertainty of impact prediction

Uncertainty of impact prediction are mainly due to the lack of long term data, inherent

complexity of ecosystem and lack of coordinated monitoring programs with consistent

methodologies which can be used to predict outcomes or reliability of predictions of previous

projects.

The impacts are predicted by reviewing the survey data collected during field visits and

information revealed by the designers and engineers. The data collected during field visit is

limited in terms of number of days to a week or few more, which limits the overall

understanding of even the short term environmental conditions.

The time limitation of EIA field data collection and report preparation is also a hindrance to

properly understanding the environmental factors dictating the conditions of the habitat.

9.3 Constructional Impacts

In any development project major direct impacts to the environment (either short term or long

term) occur mainly during the construction phase. Potential direct or indirect impacts on the

environment from the proposed works include:-

Loss of marine habitat and disturbance to the lagoon bottom;

Pollution of the natural environment; and

Risk of accidents and pollution.

9.3.1 Direct loss of marine habitat and disturbance to the lagoon

bottom

Quantitative assessment at the project site showed that benthic substrate was dominated by

rock and rubble, with hard coral cover of 0.2%. Therefore, direct impact on marine habitat due to

proposed work at the site is anticipated to be almost negligible.

9-68

9.3.2 Impact due to pollution of natural environment

Since the project scope is limited to construction of alongside berthing facility through piling

works, impacts due to pollution of natural environment is limited. Accidental spillage of oil and

solid waste are the possible pollution sources. Impact of natural environment due to pollution is

thought to be minor as all the construction waste could be disposed of directly at Thilafushi on a

daily basis.

9.3.3 Impact on accessibility to nearby facilities (VIP harbor and

RKL facility)

Proposed construction work has the potential to hinder access to adjacent plots, during the

construction phase. However, these have been addressed through stakeholder consultations as

well, and the proponent will ensure that there is a clear pathway of access to both plots, thus

minimizing this impact.

9.3.4 Risk of accidents

The risk of accidents is an inevitable part of any construction project. Depending on the

nature and scope of the project, it is anticipated that the risk of accidents due to this project is

minor to moderate. However, work will be carried out by experienced contractors, thus further

minimizing impact potential.

9.4 Operational impacts

9.4.1 Impact on hydrodynamic regime around the island

The proposed construction of the alongside berthing facility is expected to cause minimal

changes to the existing hydrodynamic regime on the eastern side of the island, as berthing

facility not alter the shoreline around the area.

9.4.2 Accidental spills and pollution

Pollution and accidental spills is a potential negative impact during the operation of the

facility, while cargo is being loaded and unloaded and during filling up of fuel barges.

9-69

9.4.3 Operation of a better equipped facility

Construction of a bigger alongside berthing facility at the site will allow larger vessels to load

and unload their cargo at the site. This would in turn allow for more efficient functioning of the

facility and have a more positive impact on the economy on the whole.

9.5 Impact Analysis

An analysis of the impacts due to the project was done using the Leopold matrix. Impacts are

assessed according to probability of impact, significance of impact, magnitude of impact and

duration of impact. Table 18 to Table 21 gives the assessment for the impacts, and these are

further discussed above with their scoring.

As evident from Tables below, most impacts envisaged during the construction phase have a

low impact on the environment, while positive impact envisaged during operational phase is

envisaged to be moderate.

Table 18. Assessment of Probability of impact from project activities

En

visa

ged

imp

act

fact

ors

Construction phase Operational phase

Op

erat

ion

of

h

eavy

m

ach

iner

y

Shee

t p

ilin

g

Acc

iden

tal

spill

ages

Imp

act

on n

earb

y p

lots

Pol

luti

on a

nd

Acc

iden

tal s

pills

Op

erat

ion

of

the

faci

lity

Physical components

Seawater quality M M V V

Coastal zone V V

Hydrodynamics M

Air M V

Noise M V I

Biological components

Ecosystem quality M I M

Diversity of flora M

Diversity of fauna M

Socio-economic components

Access M

Economy I

Accidents V M V V

9-70

Table 19. Assessment of significance of impact from project activities

En

visa

ged

imp

act

fact

ors

Construction phase Operational phase

Op

erat

ion

of

he

avy

m

ach

iner

y

Sh

eet

pili

ng

Acc

iden

tal

spil

lage

s

Imp

act

on n

earb

y pl

ots

Pol

luti

on a

nd

Acc

iden

tal s

pills

Op

erat

ion

of

the

faci

lity

Physical components

Seawater quality P P P P

Coastal zone P P

Hydrodynamics P

Air P P

Noise P P P

Biological components

Ecosystem quality P P P

Diversity of flora P

Diversity of fauna P

Socio-economic components

Access P

Economy I

Accidents P P P P

Table 20. Assessment of duration of impact due to project activities

En

visa

ged

imp

act

fact

ors

Construction phase Operational phase

Op

erat

ion

of

he

avy

m

ach

iner

y

Sh

eet

pili

ng

Acc

iden

tal

spill

ages

Imp

act

on n

earb

y p

lots

Pol

luti

on a

nd

A

ccid

enta

l sp

ills

Op

erat

ion

of

the

faci

lity

Physical components

Seawater quality P P P P

Coastal zone P P

Hydrodynamics D

Air P P

Noise P P P

Biological components

Ecosystem quality P P P

Diversity of flora P

Diversity of fauna P

Socio-economic components

Access P

Economy D

Accidents D D P D

9-71

Table 21. Assessment of magnitude of impact due to project activities

En

visa

ged

imp

act

fact

ors

Construction phase Operational

phase

Su

m

Ave

rage

Op

erat

ion

of

he

avy

m

ach

iner

y

Sh

eet

pili

ng

Acc

iden

tal

spil

lage

s

Imp

act

on n

earb

y pl

ots

Pol

luti

on a

nd

Acc

iden

tal s

pil

ls

Op

erat

ion

of

the

faci

lity

Physical components

Seawater quality 2 3 3 0 3 0 11 1.83

Coastal zone 0 2 3 0 0 0 5 0.83

Hydrodynamics 0 0 0 0 0 1 1 0.17

Air 1 1 0 0 0 0 2 0.33

Noise 1 1 0 1 0 0 3 0.50

Biological components

Ecosystem quality 1 1 2 0 2 0 6 1.00

Diversity of flora 1 0 0 0 0 0 1 0.17

Diversity of fauna 1 0 0 0 0 0 1 0.17

Socioeconomic components

Access 0 0 0 2 0 0 2 0.33

Economy 0 0 0 0 0 3 3 0.50

Accidents 5 5 3 0 3 0 16 2.67 Cumulative values of IF according to

environmental factors 12 13 11 3 8 4

Average 1.09 1.18 1.00 0.27 0.72 0.36

10-72

10 Alternatives

Given the need and scope of work and proposed methodology, no alternatives are available

for the project. The only alternative which can be considered is the no project scenario. If this

option is selected, the environmental impacts due to the project will be avoided.

The existing facility was designed more as a protection structure than a berthing facility (after

the previous slope and structure failure issues faced at the site). Hence, at present, only smaller

vessels and fuel barges are able to load and unload at existing berthing facility at the plot for

Maldives Petroleum Links Pvt Ltd. With increased demand for construction materials and fuel,

there is a need for a facility that could allow larger vessels to unload bulk materials such as

construction materials. Furthermore, such a facility would allow bigger fuel barges to load and

unload fuel.

If the no project scenario was to be selected, the site will remain as it is and the need for the

project would not be fulfilled. Given that environmental impacts due to the project are mostly

minor, mainly due to present condition of the site, selection of the no project scenario is not

considered a feasible option and is thus cancelled.

11-73

11 Mitigation Plan

Mitigation measures that are explored below (Table 22) emerged out of the discussions and

consultations during work on this report with the project proponent and based on literature.

Mitigation measures are proposed to reduce or eliminate the severity of any predicted adverse

environmental effects and improve the overall social and environmental performance of the

project.

Mitigation measures are discussed both for the construction and operation stage of the project.

During the construction stage it is important to take measures to minimize impact on

environment due to methods used.

Commitment from the proponent for carrying out the proposed mitigation and monitoring

plan is given in the declaration of the proponent.

11-74

Table 22. Identified possible impacts and their relevant mitigation measures

Possible Impacts Mitigation measures Location Time frame

(Phase) Impact

intensity Institutional

responsibility Cost (USD)

Noise and air pollution

Avoid unnecessary operation of machinery and equipment

Limit use of heavy machinery to project site only

Work site During

construction Minor, short term impact

Project proponent/ contractor

N/A

Accidental oil spills

Follow fuel handling regulation of MNDF.

Have emergency clean-up gear on standby

Work site During

construction and operation

Moderate, long term

Project proponent/ contractor

N/A

Risk of accidents and health and safety of workers

Have emergency vessels on standby to transfer injured staff to Male’ in case of accidents

Work site During

construction Minor, short term impact

Project proponent/ contractor

N/A

Physical damage to reef habitat

Avoid trampling/ used of machinery and equipment on areas outside of project boundary

Lagoon During

construction Minor, short term impact

Project proponent/ contractor

N/A

Littering on terrestrial and marine environment

Pre-planning ways of collecting and disposing of waste at Thilafushi island itself

Project development

plot

During construction

Minor, short term impact

Project proponent/ contractor

N/A

12-75

12 Monitoring Program

Monitoring is the systematic collection of information over a long period of time. It involves

the measuring and recording of environmental variables associated with the development

impacts. Monitoring is needed to;

Compare predicted and actual impacts

Test the efficiency of mitigation measures

Obtain information about responses of receptors to impacts

Enforce conditions and standards associated with approvals

Prevent environmental problems resulting from inaccurate predictions

Minimize errors in future assessments and impact predictions

Make future assessments more efficient

Provide ongoing management information

Improve EIA and monitoring process

Impact and mitigation monitoring is carried out to compare predicted and actual impacts

occurring from project activities to determine the efficiency of the mitigation measures. This

type of monitoring is targeted at assessing human impacts on the natural environment. Impact

monitoring is supported by an expectation that at some level anthropogenic impacts become

unacceptable and action will be taken to either prevent further impacts or re-mediate affected

systems. Mitigation monitoring aims to compare predicted and actual (residual) impacts so that

effectiveness of mitigation measures can be determined.

Monitoring works have only been identified for the construction phase of the project, as

operational phase is not envisaged to have further additional impacts on the environment.

Monitoring works will be carried out according to the monitoring programme in Table 23. Cost

for the monitoring (data collection) activities will be covered by the proponent (commitment to

carrying out and financing the mitigation and monitoring work is given in the Proponents

Declaration on Page vii).

The EIA monitoring report structure provided in the EIA report bylaw 2012 (2012/R-27) shall

be used for the monitoring report preparation. Monitoring reports will be submitted at the

intervals as specified in Table 23 for monitoring work during operational phase of the project.

Although there is no monitoring identified for the operational phase of the project, the

Consultant recommends monitoring of and recording / reporting of any accidental fuel spill

incidents.

12-76

Table 23. Monitoring programme for construction phase of the project

Monitoring parameter Location Frequency or timing of monitoring

and report submission Cost

(MRF) Seawater quality tested for

Temperature pH Salinity Turbidity Electrical Conductivity Total Dissolved Solids Dissolved Oxygen

T2/SW1, T3/SW2

Every 2 months 8,000 per survey

13-77

13 Conclusion

The environmental impacts associated with the proposed project are considered minor. This

conclusion is based on the evaluation of various components of the proposed project,

implementation methods discussed, findings of the existing environment and environmental

components that are likely to be affected. The significant environmental component associated

with the project is the marine environment.

Findings of the environmental survey showed that the proposed project area has almost

negligible hard coral cover. The area was dominated by rock and rubble. There were also signs

that parts of the reef had subsided and there was a lot of large debris on the reef (due to structural

failure of previous berthing facility at the site).

The operation of a better equipped, larger berthing facilities, upon completion has a major

positive impact. This will allow berthing of larger vessels and more efficient unloading of bulk

materials such as construction materials. Bigger fuel barges will also be able to use the facility to

load and unload fuel.

Therefore, with due consideration to the environmental components identified above and the

extent of the project activities and their likely and predicted impacts identified, the consultant

concludes that the project components and selected designs are feasible and appropriate

mitigation measures have been considered to correct and minimize unfavorable environmental

changes. The Consultant also stresses the importance of regular monitoring as given in the EIA

report, so as to identify impacts due to the project and rectify any negative impacts.

13-78

Acknowledgements

The consultant acknowledges the contribution provided by the team members in this report

for the valuable contribution to the report and at the field. The consultant also acknowledges the

assistance provided by Maldives Petroleum Links Pvt Ltd.

CVs of team members are given below.

1

Curriculum Vitae

Position Environmental Consultant

Name Shahaama Abdul Sattar

Address G. Helengeli, Lily Magu

Male’, Rep. of Maldives

Contact Mobile: +9607904985

Email: shahaama.abdulsattar@lamer.com.mv

shahaama.sattar@gmail.com

Date of Birth 30 September 1980

Nationality Maldivian

Education Master of Science (MSc) in Fisheries Biology and Fisheries

Management, University of Bergen. Bergen, Norway, 2004 - 2006

Bachelor of Science (BSc.), The Flinders University of South Australia,

Adelaide, South Australia, 1999 - 2001

Membership of

Professional Associations

Small Island Research Group (SIRG) Maldives, Vice President

Countries of Work

Experience

Maldives

Languages

Dhivehi Mother tongue

English Fluent

Employment Record

From: 2008 - 2011

Employer: Marine Research Centre, Ministry of Fisheries and Agriculture, Male’, Maldives.

Position: Fisheries Biologist

From: 2006 to 2008

Employer: Marine Research Centre, Ministry of Fisheries Agriculture and Marine Resources, Male’,

Maldives.

Position: Senior Research Officer

From: 2002 – 2004

Employer: Marine Research Centre, Ministry of Fisheries Agriculture and Marine Resources, Male’,

Maldives.

Position: Research Officer

Line of work at MRC included:

Assessment of the reef and grouper fisheries of Maldives, with surveys to monitor fisheries and

fish species behavior. Compilation and analysis of data, for regular reviews and reporting and

formation of management recommendations. Key role in the formulation of the Grouper Fisheries

Management Plan / Grouper Fisheries and Export Regulation

2

Focal point for the IUCN funded project on identification of reef fish spawning aggregations in

the Maldives through fishermen interviews (2007)

Secretariat and key organizer – Indian Ocean Cetacean Symposium 2009

Project Partner for Maldives for the Darwin Initiative Coral Reef Fish Project, Maldives

MRC Focal Point for the Atoll Ecosystem Conservation Programme, Ministry of Housing and

Environment (2009 – 2011)

Participated in the Biodiversity Valuation survey of Baa Atoll Maldives carried out by AEC

project and IUCN

From: May 2011 – Dec 2012

Employer: Darwin Reef Fish Project / Marine Research Centre (Maldives) and Marine Conservation

Society (UK)

Position: Consultant, Darwin Reef Fish Project (4 year joint collaboration between MRC and MCS,

UK)

Assess the various reef fisheries (grouper, aquarium and food fisheries) of the Maldives and aims

to establish management plans for these fisheries. Provision of technical support and assistance

to the project staff and MRC in implementing the project and formulation of the management

plans.

From: July 2011 – Dec 2011

Employer: Bay of Bengal Large Marine Ecosystem Project

Position: BOBLME Sharks Working Group Coordinator

Coordinator for the Sharks WG of BOBLME project, and work with the focal points in the

member countries, to assist in the formulation and implementation of their National Plans of

Action for Sharks.

From: June 2011 to Present

Employer: Land and Marine Environmental Resource Group Pvt Ltd

Position: Environmental Consultant

Workshops/Seminars Participated

15-21 March 2003 - Training Workshop on the Implementation of Multilateral Agreements in

the Conservation of Biodiversity with special focus on Marine Biodiversity. Kushiro, Japan

14-16 November 2006 – Sixth William R. and Lenore Mote International Symposium – Life

history in Fisheries Ecology and Management. Sarasota, Florida

03-05 March 2008 – Olhugiri and Dhigalihaa Protected Areas Management Planning Workshop.

Eydhafushi, Maldives

11 March 2008 – Applying the Ecosystem Approach to managing Atoll Ecosystems in the

Maldives. Hulhule Island Hotel, Maldives

24-26 March 2008 – Regional Consultation on Preparation of Management Plans for Shark

Fisheries. Beruwela, Sri Lanka

17-19 June 2008 – Workshop on Assessment and Management of the Offshore Resources of

3

South and Southeast Asia. Bangkok, Thailand

22-23 March 2009 – BOBP-IGO National Workshop on Monitoring, Control and Surveillance in

Marine Fisheries. Male’, Maldives

18 – 20 July 2009 – Indian Ocean Cetacean Symposium 2009. Paradise Island Resort and Spa,

Maldives.

09-11 August 2009 – Second Regional Consultation on Preparation of Management Plans for

Shark Fisheries. Kulhudhuffushi, Maldives

24-25 February 2010 – BOBLME Project – National Inception Workshop, Male’, Maldives

2-3 June 2010 – BOBP-IGO Technical Advisory Committee – 5th

Meeting, Male’, Maldives

13-14 September 2010 – BOBLME Fisheries Assessment Working Group – 1st

Meeting, Bangkok,

Thailand

14-16 December 2010 – EWS-WWF 2nd

Marine Conservation Forum for the Gulf Region In

partnership with the Pew Environment Group – Local Actions for Global Challenges, Abu Dhabi,

United Arab Emirates

18-19 January 2011 – Bay of Bengal Large Marine Ecosystem Project – Workshop on the Status

of Marine Managed Areas in the Bay of Bengal, Penang, Malaysia

5-7 July 2011 –Bay of Bengal Large Marine Ecosystem Project – First meeting of the BOBLME

Sharks Working Group, Male’, Maldives

7-8 September 2011 – Workshop to formulate the Grouper Fisheries Management Plan,

DRFP/MRC, Male’, Maldives

15-17 September 2011 – SEAFDEC Special Meeting on Sharks Information Collection in

Southeast Asia, Bangkok, Thailand

10 April 2014 - Stakeholder Consultation to present the National Plan of Action on the

Conservation and Management of Sharks (NPOA-Sharks), Male’, Maldives

Publications

Sattar, S. A., Najeeb, A., Islam, F., Afzal, M. S. and Wood, E. (2012) Management of the grouper

fishery of the Maldives, Proceedings of the 12th International Coral Reef Symposium, Cairns,

Australia, 9-13 July 2012, Session 13E (in press)

Ushan, M., Wood, E., Saleem, M. and Sattar, S. A (2012) Maldives Sharkwatch Report for 2009 -

2010, Proceedings of the 12th International Coral Reef Symposium, Cairns, Australia, 9-13 July 2012,

Session 13D (in press)

Sattar, S. A., Andréfouët, S., Ahsan, M., Adam, M. S., Anderson, C. R. and Scott, L (2012) Status of

the Coral Reef Fishery in an Atoll under tourism development: the case of Central Maldives, Atoll

Research Bulletin 590: 163-186

Sattar, S. A., Amir, H. and Adam, M. S. (2012) Reef fish tagging programme – Baa Atoll Pilot project,

Atoll Research Bulletin 590: 187-200

BOBLME (2011) Report of the BOBLME Sharks Working Group, 5-7 July 2011, Male’ Maldives,

4

Prepared for the Bay of Bengal Large Marine Ecosystem Project by Sattar, S. A. and Anderson, R. C.

Saleem, M., Sattar, S. A. (2009) Study on post-tsunami restoration and conservation projects in

Maldives, Prepared for the International Union for Conservation of Nature.

Tamelander, J., Sattar, S., Campbell, S., Hoon, V., Arthur, R., Patterson E. J.K., Satapoomin, U.,

Chandi, M., Rajasuriya, A. and Samoilys, M. (2009) Reef fish spawning aggregation in the Bay of

Bengal: Awareness and Occurrence, Proceedings of the 11th International Coral Reef Symposium,

Ft. Lauderdale, Florida, 7-11 July 2008, Session 22

Sattar, S. A., Jørgensen, C., Fiksen, Ø. (2008) Fisheries Induced Evolution of Energy and Sex

Allocation. Bulletin of Marine Science , 83(1): 235-250

Sattar, S. A. (2008) Review of the Reef fishery of the Maldives, Marine Research Centre, Male’,

Maldives. 62 pp

Sattar, S. A. and M. S. Adam (2005) Review of the Grouper fishery of the Maldives with additional

notes on the Faafu Atoll fishery. Marine Research Centre, Male’, Maldives. 54 pp

Environmental Impact Assessments Reports and other studies

The following are a selected list of the projects I have been involved in as an environmental

consultant at LaMer Group Pvt Ltd.

Name of assignment or project EIA for development of domestic airport facility at Funadhoo, Shaviyani

Atoll

Year 2018

Location Funadhoo, Shaviyani Atoll, Maldives

Client Regional Airports, Ministry of Tourism

Project features Development of domestic airport facility at Funadhoo

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA for agricultural development project at Hulhidhoo, Vaavu Atoll

Year 2017

Location Hulhidhoo, Vaavu Atoll, Maldives

Client Aarah Investments Pvt Ltd

Project features Development of Hulhidhoo as a mix-use island with an agricultural

(hydroponics) and tourism component

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA for development of 100 bed hospital at Addu City

Year 2017

Location Addu City, Maldives

Client Ministry of Housing and Infrastructure

Project features Redevelopment of Equatorial Convention Centre as a 100 bed tertiary

level hospital

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA for relocation of sewer outfalls at IGMH and Westpark area, Male’

City

Year 2017

Location Male’, Maldives

Client MWSC Pvt Ltd

Project features Relocation of sewer outfalls at IGMH and Westpark area to industrial

village area of Male’

Positions held EIA team member

5

Responsibilities Preparation of the EIA report

Name of assignment or project EIA for resort development at Islands I and E of Emboodhoofalhu

Finolhu Development project

Year 2017

Location Emboodhoofalhu Finolhu, Maldives

Client Dream Islands Development Project

Project features Development of reclaimed islands I and E of Emboodhoofalhu Finolhu

as tourist resorts

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project Environmental Impact Assessment Report for aquatic animal quarantine

facility at Hulhumale'

Year 2016

Location Hulhule, Maldives

Client Ministry of Fisheries and Agriculture

Project features Setting up an animal quarantine facility within plant quarantine service

area in Hulhule

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project Environmental Impact Assessment report for relocation of Male’

Submarine cable landing

Year 2016

Location Male’, Maldives

Client Dhiraagu

Project features EIA related to relocation of the submarine cable from existing location

to a new location

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project Socioeconomic Situation analysis of selected fishing communities as

part of formulation of Master Plan for Sustainable Fisheries

(MASPLAN)

Year 2015

Location ADh. Mahibadhoo, F. Bilehdhoo, GA. Villingili, HA. Ihavandhoo, L.

Gan, L. Maamendhoo, Lh. Naifaru, S. Maradhoo, Maldives, Maldives

Client Ministry of Fisheries and Agriculture

Project features Socioeconomic survey of selected islands, to undertake a situational

analysis of the island communities

Positions held Fisheries Management Consultant

Responsibilities Carryout socioeconomic surveys in forms of group discussions and

household surveys. Data collection and analysis and report formulation

(trip reports and overall situational analysis).

Name of assignment or project Development of Training material for project staff on mainstreaming

and increasing awareness on climate change adaptation and mitigation

measures in tourism operation

Year 2015

Location Male’, Maldives

Client Ministry of Tourism

Project features Mainstreaming and increasing awareness on climate change adaptation

and mitigation measures in tourism operation

Positions held Team member

Responsibilities Material development and presentation

Name of assignment or project Development of water supply and a sewerage system at Fuvahmulah

Year 2015

Location Fuvahmulah, Gnaviyani atoll. Maldives

Client Ministry of Environment and Energy

Project features Setting up a water supply and a sewerage facility

Positions held EIA team member

6

Responsibilities Preparation of the EIA report

Name of assignment or project Environmental Impact Assessment for soft coastal protection works at

GDh. Thinadhoo

Year 2014

Location GDh. Thinadhoo, Maldives

Client Ministry of Environment and Energy

Project features Beach Nourishment and Coastal protection

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project Beach Nourishment and Coastal Protection works at a private land at

Praslin, Seychelles

Year 2014

Location Praslin, Seychelles

Client Ahmed Didi

Project features Beach Nourishment and Coastal protection at Praslin, Seychelles

Positions held Environmental assessment team member

Responsibilities Preparation of the report submitted to the client

Name of assignment or project 1500 Housing Unit construction Project Maldives

Year 2014

Location Fuvahmulah, Gadhdhoo, Hoadedhdhoo, Hithadhoo, Holhudhoo,

Madaveli, Thinadhoo, Maldives

Client Ministry of Housing and Infrastructure

Project features Construction of Housing Units at the specified Islands

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Coastal modification at Robinson Club Maldives

Year 2013

Location Ga. Funamaudua, Maldives

Client Robinson Club Maldives, Maldives

Project features Coastal modification at the NW side of the island, construction of geo-

bag revetment and harbor basin maintenance dredging works

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for construction of gravity type waste water collection system

at ADh Omadhoo

Year 2013

Location ADh Omadhoo, Maldives

Client ADh Omadhoo Island Council Office

Project features Construction of gravity type waste water collection system and sea

outfall pumping system

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for upgrading of Maldive Gas Pvt Ltd Gas jetty

Year 2013

Location Thilafushi, Maldives

Client Maldive Gas Pvt Ltd

Project features Reconstruction of existing gas jetty head and expansion of jetty head

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Resort development at GDh Havvodaa

Year 2013

Location GDh Havvodaa, Maldives

Client Crystal Plaza Pvt Ltd, Maldives

Project features Construction of a resort hotel and all the related amenities

Positions held EIA team member

Responsibilities Preparation of the EIA report

7

Name of assignment or project EIA report for Coastal protection, coastal modification, beach

nourishment, coral nursery setup and entrance channel maintenance

dredging work

Year 2013

Location Gili Lankanfushi, Maldives

Client Gili Lankanfushi, Maldives

Project features Coastal protection, coastal modification, beach nourishment, coral

nursery setup and entrance channel maintenance dredging work

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Harbor development project at Dh. Maaenboodhoo

Year 2013

Location Dh. Maaenboodhoo, Maldives

Client Ministry of Housing and Infrastructure

Project features Development of harbor facility (dredging of harbor basin, construction

of wharfs and breakwater)

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Flood mitigation and reclamation work at Faresmaathoda

Year 2013

Location GDh. Faresmaathodaa, Maldives

Client United Nations Office for Project Services (UNOPS)

Project features Construction of breakwater and reclamation of land

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Development of Domestic Airport Facility

Year 2012

Location Th. Thimarafushi, Maldives

Client Maldives Airports Company Limited

Project features Construction of runway apron

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Wharf reconstruction and upgrading of existing berthing

facility and slipway

Year 2012

Location Thilafushi, Maldives

Client Fuel Supply Maldives Pvt Ltd, Maldives

Project features Reconstruction of wharf and upgrading of existing berthing facility and

slipway

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Resort development at B. Kanifinolhu

Year 2012

Location B. Kanifushi, Maldives

Client Coastline Hotels and Resorts Pvt Ltd, Maldives

Project features Construction of a resort hotel and all the related amenities

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for Borehole construction at Cyprea Mrine Food Fish Factory

Year 2012

Location K. Himmafushi, Maldives

Client Cyprea Marine Food Pvt Ltd, Maldives

Project features Construction of a 8 inch borehole at factory premise

Positions held EIA team member

Responsibilities Preparation of the EIA report

8

Name of assignment or project EIA report for resort development at K. Kudavilligili, Maldives

Year 2011

Location K. Kudavilingili, Maldives

Client Yacht Tours Pvt Ltd, Maldives

Project features Construction of resort hotels and all the related amenities. In addition a

large reclamation of the shoreline as additional land as part of the resort

development is also part of the project

Positions held EIA team member

Responsibilities Preparation of the EIA report

Name of assignment or project EIA report for development of city hotel, hospitality institute and resort

development at Gasfinolhu and Bodufinolhu, L. Atoll

Year 2011

Location L. Gan, Bodufinolhu and Gasfinolhu, Maldives

Client Premier Equities Pvt Ltd, Maldives

Project features Construction of a resort hotel and required amenities including a

training hotel for hospitality industry

Positions held EIA team member

Responsibilities Preparation of the EIA report

Referees

Dr. Mohamed Shiham Adam, PhD

Marine Research Centre

Ministry of Fisheries and Agriculture

Male’, Republic of Maldives

Tel. No: +960 331 3681

Email: msadam@mrc.gov.mv

Dr. Charles Anderson

anderson@dhivehinet.net.mv

charles.anderson11@btinternet.com

Certification

I, the undersigned, certify that to the best of my knowledge and belief, this CV correctly describes my

qualifications, my experience, and me. I understand that any willful misstatement described herein may

lead to my disqualification or dismissal, if engaged.

Shahaama A. Sattar Date: October 2018

CURRICULUM VITAE 1. POSITION: Environment Analyst 2. NAME OF FIRM: LaMER Group Pvt.Ltd

3. NAME: Azim Musthag 4. DATE OF BIRTH: 13th December 1985 5. NATIONALITY: Maldivian 6. PERSONAL ADDRESS: M. Anthias, Fulooniya Magu, Malé, Maldives 7. EDUCATION Bachelor of Marine Science (Majoring in Marine Ecology),

Griffith University, Queensland, Australia. DELF (Diplôme d'études en langue française) Level A1 and Level A2

8. MEMBERSHIP OF PROFESSIONAL SOCIETIES: Master Instructor with the Scuba Schools

International (SSI). 9. OTHER TRAINING: Fish Watch Training Workshop conducted by Darwin Reef Fish

Project initiated by the Marine Research Centre of Maldives in

collaboration with Marine Conservation Society (UK) in 2009.

IUCN Manta Ray Workshop in 2013.

National Coral Reef Monitoring Framework monitoring protocols training in 2014 conducted by IUCN Maldives.

10. COUNTRIES OF WORK EXPERIENCE: Maldives and Australia 11. LANGUAGE AND DEGREE OF PROFICIENCY: English - Native or bilingual proficiency

Dhivehi - Native or bilingual proficiency French - Limited working proficiency

12. EMPLOYMENT RECORD: 2005 - 2011 Dive Instructor,

Maldivers Diving Centre, Malé.

2012 – 2014

Dive Instructor, Diveoceanus Dive Centre at Paradise Island Resort

2017 - 2017 Research Assistant Griffith University, Gold Coast, Australia.

2018 (Present) Environmental Analyst Lamer Pvt Ltd

13. DETAILED TASKS

ASSIGNED: WORK UNDERTAKEN THAT BEST ILLUSTRATES CAPABILITY TO HANDLE TASKS:

Project: Ecological surveys for the proposed, potential UNESCO

biosphere reserves. Year: 2018

Location: Maldives Client: IUCN Maldives Main project features: Surveying of 5 reefs and 3 islands. Position: Consultant. Activities performed: Conducted ecological (marine and terrestrial) surveys at the proposed sites Data compilation and analysis Assisted in the final report development.

Project: Environmental Monitoring Report for resort development Year: 2018 Location: Maldives Client: Pearl Atoll Pvt Ltd Main project features: Survey for the Environmental Monitoring Report Position: Environmental Analyst Activities performed: Conducted the marine component of the survey. The seawater quality analysis, sedimentation analysis, reef benthic surveys, and fish surveys. Project: Environmental Impact Assessment Report for resort development Year: 2018 Location: Bodufushi, Raa Atoll. Client: Alibey Maldives Pvt Ltd Main project features: EIA Survey for an addendum Position: Environmental Analyst Activities performed: Conducted the marine component of the survey. The seawater quality analysis, reef benthic surveys, and fish surveys. Project: Environmental Impact Assessment for Coastal Protection and Entrance Clearance. Year: 2018 Location: Bandos Island Resort, Kaafu Atoll. Client: Bandos Island Resort. Main project features: EIA Survey Position: Environmental Analyst Activities performed: Conducted the marine component of the survey. The seawater quality analysis, reef benthic surveys, and fish surveys. Project: Third Addendum to the Environmental Impact Assessment Report Year: 2018 Location: Enboodhoo Finolhu Lagoon Client: Dream Islands Development Pvt Ltd Main project features: Reclamation of Islands for Resort Development at Enboodhoo Finolhu Falhu, South Malé Atoll Position: Environmental Analyst Activities performed: Conducted the marine component of the survey. The seawater quality analysis, reef benthic surveys, and fish surveys.

14. Certification: I, the undersigned, certify that to the best of my knowledge and belief, this CV correctly describes myself, my qualifications, and my experience. I understand that any wilful misstatement described herein may lead to my disqualification or dismissal, if engaged.

Date: 05th August 2018 [Signature of staff member or authorized representative of the staff] Day/Month/Year Full name of staff member: Azim Musthag

13-79

References

Allison, W.R., 1996. Methods for surveying coral reef benthos. Prepared for IMS, Zanzibar, 18 pp.

Beijbom, O., Edmunds, P., Roelfsema, C., Smith, J., Kline, D., Neal, B., Dunlap, M., Moriarty, V., Fan, T., Tan, C., Chan, S., Treibitz, T., Gamst, A., Mitchell, B. and Kriegman, D. (2015). Towards Automated Annotation of Benthic Survey Images: Variability of Human Experts and Operational Modes of Automation. PLOS ONE, 10(7), p.e0130312.

Coastal Engineering Research Centre, 1994. Shore Protection Manual, Washington, DC: US Government Printing Office.

Coleman, N., 2000. Marine Life of Maldives. Apollo Bay, Victoria: Atoll Editions

Defant, A., 1961. Physical oceanography, Volume 2, Pergamon Press, New York.

Doodson, A. T., 1922. The harmonic development of the tide-generating potential, Proceedings of the Royal Society, A100, pp 305-329

English, S., Wilkinson, C. and Baker, V., 1997 (ed). Survey Manual for Tropical Marine Resources. Australian Institute of Marine Science, Townsville, Australia. 390pp.

Kench, P. S .and Brander, R., 2005. Sensitivity of reef islands to seasonal climate oscillations: South Maalhosmadulu atoll, Maldives. Submitted to Coral Reefs.

Kench, P.S. and Cowell, P.J., 2001. The Morphological Response of Atoll Islands to Sea Level Rise. Part 2: Application of the Modified Shoreline Translation Model (STM). Challenges for the 21st Century in Coastal Sciences, Engineering and Environment, Journal of Coastal Research, Special Issue, 34, pp 645-656.

Kench, P.S. and McLean, F.R., 2004. Hydrodynamics and sediment transport fluxes of functional Hoa in an Indian Ocean Atoll. School of Geography and Environmental Science, The University of Auckland, New Zealand.

Kuiter R. H., 1998. Photo guide to Fishes of the Maldives. Atoll Editions

LaMer Group, 2011. EIA report for Reconstruction of berth at Thilafushi block 149C. Prepared for Mr. Ahmed Shahir, M, Furahani

LaMer Group, 2014. First Addendum to the Environmental Impact Assessment Report Repair works at Berthing Facility at Block 149C at Thilafushi. Prepared for HAIS Investments Maldives

Leopold, L. B., Clarke, F. E., Hanshaw, B. B. and Balsley, J. R., 1971. A procedure for evaluating Environmental Impact. Geological Survey Circular 645.U.S. Geological Survey, Washington. 30 pp

Maniku, H. A., 1990. “Changes in the topography of the Maldives”, Forum of Writers on Environment, Male

Miller, I.R. and Muller, R., 1997. A quality control procedure for observer agreement of manta tow benthic cover estimates. In Proceedings of 8th International Coral Reef Symposium, Panama. Smithsonian Tropical Research Institute, Balboa, Republic of Panama, 2, 1475-1478

13-80

MEE, 2015. National Biodiversity Strategy and Action Plan 2016-2025, Maldives: Ministry of Environment and Energy

Ministry of Environment and Energy [MEE], 2013. Guidance Manual for Climate Risk Resilient Coastal Protection in the Maldives.

Ministry of Construction and Public Works, 1999. Environmental/Technical Study for Dredging/Reclamation Works Under the Hulhumale Project, Maldives – Draft Final Stage 1 Report

Naseer, A. and Hatcher, B. G., 2004. Inventory of the Maldives coral reefs using morphometrics generated from Landsat ETM+ imagery. Coral Reefs 23(1),pp 161-168.

NDMA, 2019 (unpublished). Proposed updates on the risk profile of the draft Maldives National Disaster Management Plan. Version as of 18 January 2018

Ohlhorst, S.L., Liddle, W.D., Taylor, R.J. and Taylor, J.M., 1988. Evaluation of reef census techniques. Proceedings of 6th International Coral reef Symposium. Australia. 2 pp 319-324

Overpeck, J., Anderson, D., Trumbore, S., and Prell, W., 1996. The southwest Indian Monsoon over the last 18000 years; Climate Dynamics 12,pp213-225

Veron, J.E.N., 2000. Corals of the World, Australian Institute of Marine Sciences and CRR Qld Pty Ltd

Young I (1999). Seasonal variability of the global ocean wind and wave climate. International Journal on Climatology 19:931-950.

Zahir, H, Quinn, N. and Cargilia N., 2010. Assessment of Maldivian Coral Reefs in 2009 after Natural Disasters. Marine Research Centre; Malé; Republic of Maldives.v + 57 pp.

13-81

Appendices

13-82

Appendix 1 List of abbreviations

EIA – Environmental Impact Assessment EPA – Environmental Protection Agency GMIZL - Greater Male’ Industrial Zone Ltd MEE – Ministry of Environment and Energy MHI – Ministry of Housing and Infrastructure MWSC – Male’ Water and Sewerage Company NBSAP - National Biodiversity Strategy and Action Plan TDS – Total Dissolved Solids ToR – Terms of Reference

13-83

Appendix 2 Terms of Reference (ToR)

D, EnYironmenlal Prorection Agency

ryEPN

NA: 2O3 EC N PRtv t2O20126 1

Extended Terms of Reference for the EnvironmentalImpact Assessment Report for Alongside Berth construction at

K.Thilafushi

The following is the extended tems of Reference for EIA fbr Construction of rn alongside berth atone ofthe plots ir K.Thilafushi. This ToR is prepared on the basis ofthe scoping meeting held at hPAon 2511212018 in consultation with representatives liom the proponent, Maldives Petroleum Links PvtLtd and representatives from other institutions. The EIA consultant ofthe project is Mr, Hussrin Zahir(P04/2007).

While every anempt has been made to ensure that this TOR addresses all ofthe major issues associatedwith development goposal, they are not necessarily exhaustive. They should not be interpreted asexcluding from consideration matters deemed to be significant but not incorporated in them, or mattersculrently unforeseen. that emerge as imponant or significant from enviaonmental studies, or otherwise.during the course ofpreparation ofthe EIA report.

The components of the EIA repon would be based on the discussion during the scoping meeting as

follows:

Introductioo - ldentify specific components ofthe project in relation to the proposed devclopment.Describe the rationale for the proposed project concept and its objectives in the contcxt of theexecuting arrangements for the environmental regulations with regard to environmental regulationsofMaldives especially in the context ofthe requirement for environmenlal impact assessmcnt.

2. Study Area - submit a minimum A3 size scaled plan with detailed drawing ofberth facility. Specifythe boundaries ofthe study area for the assessment as well as any adjacent areas in the contexl oftheproject and its impacls. 'Ihis should describe the specific components of the project. generaldescription of the location of the p.oposed development site and its proximity and nearbyenvironmentally sensitive sites if any.

1. Scope of Work - I he folll)win8 tasks \\,ill bc perlbrmed

-{--4*4.

cftrdffil rEa..d.n r..*ycRn Bundhs lE troor, h.idhuv.r.. 8' ryu n

M.le., Rep. of M,ldiv.s, 20392

'! "*.,"*, * *r.orr, 3 '*""",e.r..-* O

Task l. Descriotion of the Prooosed Proiect Provide a full descdption and justification of the

relevant pans ofthe project, using maps at appropriate scales uhere necessary. lnclude intbrmalion about

the project proponent, cost ofthe project. The following should be provided (all inputs and outputs related

to the proposed activities shall bejustified);

W .t^t Environmental Pmtection Agency

ilEPA

. Location ofBenho Size and Designo Details ofthe Piling Workso Number ofvessels and size ofvessels that would use the berth. Project inputs and outputsr Work Methodology and Schedule. Environmental monitoring during construction activities:. Measurcs to protect environmental values during construction and operation phase i.e.

sedimentation control ;

. Project managemenr (include scheduling and duration of the project and life span of facilities;communication ofconshuction details. progress, target dates, constructior/op€ratior/closure oflabor camps, access to site, safety. equipment and material storage, fuel ma[agement andemergency plan in case ofspills).

r Engineering design with load calculalion details.. History of the site including but not limited to the reasons why the previous biahing facility

collapsed and how this is addressed in the current design.

l emporary f'acilities:

. Details ofthe temporary Conslruction site

. operation of temporary faciliries including power generation, water supply, waste management and

decommissioning.

present baseline data on the relevant

environmental characteristics ofthe study areas. including the lbllowing:

AII data must be collected as per the requirements olthe EPA Data Collection Guidelines (published on

uu"w.epa.eov.mv)- The repod should outline detailcd methodology ofdata collection utilized.

The baseline data wlll be collected before consruction. All survey locations shall be referenced withGeographic Positioning System (GPS) including Bater sampling points. reef ransects, vegetation

Task 2. Descrit tion ofthe Environment - Assemble. evaluatc and

transects and manta tows sites for posterior data compadson. Information

categories shown below:

ded into the

ENimffir d..rio. ^a.ft,

e1.,.,""*" & ft

Berth construction

Assemble. evaluate and presentthc environmental baseline study/data regarding the study areaandtimingofthe study (e.g. monsoon season). Identify baseline data gaps and identify studies and the level ofdetaillo bc carried out by consultant. Consideration oflikely monitoring requirements should be bome in mind

during survey planning, so that data collected is suitable lbr use as a baseline. As such all baseline data

must be presented in such a way that they will be usefully applied to future monitoring. The report should

outline detailed methodology of data collection utilized:

D, ilEnvironmental Prorection Agency EPA

Physical Environment

Climateo General description of wind, waves, rainfall, temperature and climatic conditiorc.o fusk of storm strrges;

. Bathymetry

. Offshore/coastal geology and geomorphology (use maps);o Hydrogmphy/hydrodynamics

o Tidal ranges and tidal currentso Wave climate and wave induced currentso Wind induced (seasonal) cuoents;

Marine Environmen(

ldentify marine protected areas (MPAS) and sensitive sites such as breeding or nursery groundsfor protected or endangered species (e.g. coral reefs, spawning fish sites, nurseries forcrustaceans or specific sites for marine mammals, sha*s and turtles). Include description olcommercial species. species with potential to become nuisances or vector.Description of marine environment at the location (benthic and fish community, live coral andsubstrate cover)Seawater quality of the proposed area measuring, Temperature, pH, Salinity, Turbidity,conductivity, TDS and DO

Socio-economic environmenl

. Economic activities undenaken surrounding the facility:

. Accessibility and transport;

-lask i- Lccislative and regulaton considerutions lhis seclion shall includc all the rclcr;urt

regulations in respect to the nature of the project. This shall include all relevant tourism dcvelopment

related regulations, environmental conservation related regulation and waste management regulations

etc. that are applicable both at national and intemational context that are relevant to the project.

'l ask l Drlrrmino thr ll,tentiil lnlDacts ofth(j I'ropo,red I'roircl

lnlDacts on the natural cn\ ironnlcnt

Eivrdm.ibl Pedon 4.n.y6r.n Bu id'ne, ri froor, aan d hu vre Hnlui

5f ,xorsco:n dl *.",.u.rr-.., OSoll

D ,il.f Environmental Prolection Agency

TEPA

Changes in flow velocities/directions- resulting in changes in erosion/sedimenlation pattems.which may impact shore zone configumtiorVcoastal morphology;Impacts on marine habitats including damages to coral reefs and seagrass communities. fishslocks. prolecled areas ard protected species:

(i)nslructi(p relalcd ha/ards and sks

. Pollution ofthe natural environment:

. Risk ofaccidents and pollution

Impacts on accessibility tbr the nearby facilities (VIP harbour and RKL harbour)lmpacls on thc socio-econontic cnr ironmcnt

'l'he methods used to identily the significance of the impacts shall be outlined. One or more of thefollowing methods musl be utilized in determining impacts: checklists. matrices. overlays. nelworks.expert systems and prct'essional judgment. Justification must be provided to the selected methodologies.The report should outline the uncertainties in impact prediction and also oulline all positive andnegative/short and long-tem impacts. identify impacts that are cumulative and unavoidable.

T.sk 5. Alternatives to proposed proiect - Description ofalternatives including the "no action optiott"should be presented. Determine the best practical environmental options. Altematives examined forthe proposed project that would achieve the same objective including the "no action altemative"-This should include altemative location. The reporl should highlight how the location wasdetermined. All altematives must be compared with locally accepted standards of similar nature. Thecomparison shor-rld yield the preferred altemative for implementation. Mitigation options should bespecified for each component ofthe proposcd proiect.

'Iask 7. Dcrelolrment of monitoring plan -ldentilj arcas and issues rcquiring nrr'nilorin! lo cn\urccompliance to mitigation measures identified. Provide impact management and monitoring planduring and after completion of the proposed projecl giving emphasis on the impacts and theirmitigation measures. Environmental monitoring repons shall be submitted in accordance to the EIAregulalion.

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Task 6. Mitisltioo and manaqement of neqative impacts ldentifr possible measules to prevent orreduce significant negative impacts lo the natuml and human environrnent 10 acceplable levels.Measures for both construction and operation phase shall be identilied. Cost the mitigation measureslequipment and resources required to implement those measues shall be identified. The confirmationof commitment of the developer to implement the proposed mitigation measures shall also beincluded. An l.lnvironmental managemenl plan for the proposed project shall also be provided. Incases where impacts are unavoidable arrangements to compensate for the environmental effect shallbe given.

D, ilEnvironmental Proteclion Agency TPA

larl tl. stakeholdcr (onsullation A \ummary of stakeholder consultalions in thc context of fie projectshall be provided. This shall includc consultation with all the major stakchold$s ofthe project to include.Environmental Protection Agency. Creater Male Industrial Zone Limited and RKL f'acility adjacent tothe site.

Presentrtiotr- The environmental impact assessment report shall be presented in digital lbrmal and willbe concise and focus on significant environmental issues. It will contain the findings, conclusions andrecommended actions suppo(ed by summaries of the data collected and citations for any references usedin interpreting those data. The environmental assessment report will be organizcd according to, but notnecessarily limited by. the outline given in the Environmental [mpact Assessment Regulations, 2012 andsubs€quent amendments.

Timeframe for submittins the EIA reoort - The developer must submit the completed LIA reportwithin 6 months from the date ofthis Terms ofReference.

l5'h April 2020

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13-84

Appendix 3 Site plan and designs

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SECTIONAL VIEW OF JETTY - THILAFUSHI

UK ENGINEERING SERVICES (PVT) LTD

13-85

Appendix 4 Work schedule

ID Task Name Duration Start Finish

1 CONSTRUCTION OF PROPOSED JETTY FOR THILAFUSHI – MALDIVES

307 days Mon 4/1/19 Wed 2/19/20

2 Mobilization at Site 14 days Mon 4/1/19 Mon 4/22/193 Piling Works 195 days Mon 4/1/19 Sun 10/27/194 Supply of 600 mm dia Steel Casing 35 days Mon 4/1/19 Tue 5/14/195 Drilling Work 160 days Wed 5/15/19 Sun 10/27/196 R/F & Concreting 160 days Wed 5/15/19 Sun 10/27/197 Concrete Works 110 days Mon 10/28/19 Mon 2/17/208 Arranged Steel Platform for Supports 30 days Mon 10/28/19 Wed 11/27/199 Formwork Arrangement 45 days Thu 11/28/19 Mon 1/13/2010 Reinforcement Arrangment 30 days Sat 12/14/19 Mon 1/13/2011 Concrete Structures 7 days Tue 1/14/20 Mon 1/20/2012 Curing & Finishing 28 days Tue 1/21/20 Mon 2/17/2013 Completion & Handing Over of the Project 2 days Tue 2/18/20 Wed 2/19/20

Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan FebQtr 2, 2019 Qtr 3, 2019 Qtr 4, 2019 Qtr 1, 2020

CONSTRUCTION OF PROPOSED JETTY FOR THILAFUSHI – MALDIVES

Page 1

13-86

Appendix 5 Method Statement provided by Client

Page | 1

METHOD STATEMENT FOR JETTY CONSTRUCTION WORK HAIS PORT AT THILAFUSHI

Page | 2

Contents PRELIMINARY WORK ....................................................................................................................................... 3

Site Investigation & Site Clearing ................................................................................................................ 3

Surveying .................................................................................................................................................... 3

Procurement of Materials .......................................................................................................................... 3

Shop Drawings and Quantities Review ................................................................................................... 3

Materials Ordering .................................................................................................................................. 3

Safety precautions in demolition & Deep Excavation ................................................................................ 3

Safety of Personnel on site ..................................................................................................................... 3

Other Precautions ................................................................................................................................... 4

Fire or Explosion Risks ............................................................................................................................ 4

Piling ........................................................................................................................................................... 4

CONCRETE WORK ........................................................................................................................................... 8

Plywood ...................................................................................................................................................... 8

Steel ............................................................................................................................................................ 9

Formwork.................................................................................................................................................... 9

Construction of Pile Caps & Plinth Beams .................................................................................................. 9

Placing of Concrete ................................................................................................................................... 10

Curing ........................................................................................................................................................ 11

SAFETY, ENVIRONMENT CARE AND PUBLIC RELATION ................................................................................ 11

Plant, machinery, equipment and hand tools .......................................................................................... 11

General provisions ................................................................................................................................ 11

Hand tools ............................................................................................................................................. 12

Electrical tools ....................................................................................................................................... 12

Woodworking machines ....................................................................................................................... 12

Concrete work equipment .................................................................................................................... 13

Page | 3

PRELIMINARY WORK

Site Investigation & Site Clearing

Prior to Commencement of Work, site inspections will be held to identify the site condition. Soil condition

will be considered with available boring soil testes, N-value measurement and other appropriate testing

done by the employer.

Surveying

TBM level will be transferred to the site, from existing point by qualified surveyor. Jetty location point is to

be confirmed by Client at the site.

The jetty is designed for 101.20 m length & 16.20 m width

Procurement of Materials

Shop Drawings and Quantities Review

All necessary shop drawings will be prepared after detecting possible discrepancies in the design drawing.

Actually required quantities of materials will be taken out from the design drawings and the approved shop

drawings.

Materials Ordering

Materials will be ordered as per the approved Material list. All materials to be incorporated in the

permanent Work will be ordered only form the approved suppliers. A Requirement Schedule for local &

imported materials with delivery program will be submitted to the Engineer.

Safety precautions in demolition & Deep Excavation

Safety of Personnel on site

Plant and Equipment

Care shall be taken to ensure that plant and equipment are:

a) Of an appropriate type and standard having regard to the location and type of work involved,

b) In the charge of a competent operator, and

c) Maintained in good working condition at all times.

The equipment shall be fitted to machines and adequate power and stability for the use intended.

The operator shall be experienced in the use of the equipment and there shall be a high standard of

inspection and maintenance.

Page | 4

Where appropriate, plant and equipment shall comply with the requirements of the relevant British

Standards or other approved international standard.

Protection of Site personnel

During the construction work all operators and workers shall wear adequate protective clothing and, where

appropriate, protective equipment such as safety helmets, goggles, ear defenders and respirators.

Other Precautions Every working place and approach and all openings dangerous to persons employed and others shall be

properly illuminated and protected.

Before carrying out any part of construction, contractor shall consider prevailing weather conditions and

weather forecast. Particular attention shall be paid to the effects of adverse wave movements.

When entering into confined spaces effective steps shall be taken to establish and maintain an atmosphere

fit for respiration. Standby men may be necessary during such operations as may be the provision, and

training in the use, of rescue equipment.

Fire or Explosion Risks Precaution shall be taken to prevent the risk of fire or explosion caused by gas or vapor. When thermal

reaction or thermal lancing methods are used, consideration shall be given to the prevention or oxygen

enrichment and the attendant risk of explosion or liquefied petroleum gas shall be handled with care and

stored and used in accordance with good practice.

The use of thermal cutting tools in close proximity to timber and other flammable materials shall be

avoided unless suitable precautions are taken against the risk of fire or explosion.

Explosives shall be handed and used in accordance with the recommendations given in BS 5607.

Piling

Cast in Bored piles

BORED PILING

1. General

The method statement for bored piling below describes the whole construction procedures including material and equipment required for the construction of bored cast-in-situ piles

Detail of the procedures contained herein may be reviewed periodically and modified based on actual requirement

Page | 5

The piles to be constructed will be of a nominal specified diameter, bored through overlying soils to found in the bedrock strata or remain in the soil to act as shaft friction and end bearing piles.

The piles are designed by the Engineer to resist axial compressive loads.

2. BORED PILES CONSTRUCTION

The pile boring operations shall be performed using the suitable rotary drill rigs depends on the diameter, depth, and soil condition and construction method. 84 Nos of Piles are designed for construction in 600 mm diameter with 5.0 m center to center intervals.

The bore-holes shall be stabilized with a temporary steel casing in 15 mm thickness steel plates.

The length of the casing will be determined from the actual soil condition encountered on site.

Bentonite shall be used for unstable subsoil condition and for piles equal and more than 1800 mm diameter.

3. SETTING OUT

The location of permanent bored piles shall be set out and by the contractor’s surveyor based on approved setting out drawings from consultant and control points at site

The surveying details of each location to be recorded incorporating reduced level and coordinates.

Each individually surveyed pile position shall be protected from disturbance prior to commencement of boring works.

Two reference points to be installed equidistant at not less than 2.0m from the pile center location.

A pilot hole of about 3 - 6 meter deep shall be drilled at the pile location.

f. The eccentricity and alignment of the pilot hole is then checked.

4. DRILLING

Prior to commencing any operations, the client representative will be required to verify all associated technical information such as presence of services, pile coordinates, platform and cut-off levels, validity of drawings etc.

Then, if necessary, after accurately setting out of the pile location by a land surveyor, a temporary casing will be set in position with length of casing to be determined from ground condition.

The vertical accuracy of the casing will be checked during the installation process using 2 numbers of plumb bob.

Page | 6

Excavation of the soil inside the casing/bored holes will be carried out using the rotary Kelly bar and the auger or bucket method.

The drilling process will be continued to the designed founding depth or to the commencement of rock head level by using augers and drilling buckets.

Pile lengths shall be as per the current construction drawings or as otherwise instructed by the client/Engineer.

At the point of encountering the rock head level, for examples, where the soil drilling tools are unable to penetrate the strata any further, boring shall cease in order that the client’s representative may verify the occurrence and confirm the rock socketing criteria.

For drilling through rock, rock drilling tools shall be applied. This shall include rock auger, core barrels, (round shank, roller bit) cross cutters and where necessary, chisels.

The final toe level of the pile shall be verified by the client’s representative. A detailed record of all encountered ground conditions together with the associated times and type of equipment and materials used will be recorded in the ‘Pile Bore Log’.

Upon reaching the final depth, loose and remolded material and debris will be removed using ‘cleaning bucket’. The cleaning bucket is a specially design flat bottom bucket which will pick up all the loose material at the bottom of the hole. The base of the hole shall be checked by the measuring the depth of the base.

5. BENTONITE

The bentonite is delivered to site in 50kg per bags, which are stored under cover.

The bentonite is mixed by high turbulence mixers and the slurry is stored in a pool. The size of the pool shall have a storage capacity of about 400 cu. m.

A laboratory is provided on site for regular testing of the slurry.

The minimum frequency of testing and the acceptable range of physical characteristics of the bentonite slurry must be conforming to specification.

Laboratory reports are kept during the construction period.

Apparatus available in the site laboratory includes the following: 1 mud balance (density test) 1 marsh cone (viscosity test) 1 sand screen set (sand content test) Paper for measuring Ph

Contaminated bentonite slurry will be discarded by mixing with the earth and transport to dumping area.

Bentonite will be used as a drilling fluid to stabilize the bored hole.

During the boring process, the bentonite slurry is kept as high as possible within the casing and well above the existing ground water

Page | 7

Upon completion of boring, the bottom of the bored hole is thoroughly cleaned with the cleaning bucket prior to recycling of the bentonite

A submersible turbine pump attached to the tremie pipe is lowered to the bottom of the bored hole.

The bentonite, loaded with soil particles in suspension, is drawn off from the bottom of the bored hole and recycled through a Caviem or equivalent recycling unit.

The process is continued until the bentonite arriving from the base of bored hole had been flush out.

6. INSTALLATION OF STEEL CAGE

The reinforcement cage will be fabricated in lay-down sections.

The length, type and size of the steel cage will be according to contract drawings and specifications.

The cages will be provided with stiffening rings and others accessories to enable handling, lifting and installation without permanent deformations.

Cages will be installed into the bored hole using a service crane of the required lifting capacity

Concrete spacers wired to the cage shall provide lateral support and ensure adequate concrete cover.

Spacers shall be placed at 3 equal levels of each 12m cage with 3 nos at each level.

If the diameter of bored pile more than 200cm the spacers shall be placed more than 3 nos to be advised by consultant representative.

7. CONCRETING

All pile shall then be concreted by using the (tremie) method.

Concrete of higher slump (=175mm+25mm) otherwise specified, shall be used for ‘tremie’ method.

The self-compacting mixed concrete will be discharged through a tremie pipe, which is lowered centrally to the bottom of the bored hole prior to filling it with concrete.

Concrete level of the borehole was recorded after each concrete truck discharged and graph will be plotting against theoretical.

One length shall be continuously embedded in the concrete during this process to ensure that the discharge of concrete is below the level of the impurities, which might be present in the top part of the rising head of concrete.

All testing and sampling of the concrete shall be carried out as instructed by the Engineer or Engineer’s representative.

Page | 8

A complete record of all cubes taken shall be maintained in a proper form and slump test results shall be recorded on the ‘Delivery Order’ and the ‘Pile Bore Log’.

All compressive concrete tests will be carried out at the supplier’s laboratory and independent lab.

The client will be notified of the dates of the test by regular issuance in order the tests maybe witnessed.

For a continuous assurance of concrete quality and integrity, concrete will be poured to minimum 0.6m above the theoretical cut-off level (Otherwise Specified).

All completed piles shall be temporarily barricaded and to be backfilled to ground level with a suitable material the next day.

8. SPOIL REMOVAL

Spoil from piles will be cleared from the boring locations by means of an excavator as boring proceeds.

Depending on the volume of spoil excavated, it will be removed to stockpile area or spoil pit, for drying before loading and removed off-site.

CONCRETE WORK

Supply of Concrete

As per Requirement, Concrete will be supplied from approved concrete batching plants. Trail mix will be get approved before order the materials. Slump test and Concrete Test cubes will be cast in each batching.

Grade 30 Concrete

The mixing design will be submitted for approval from the consultant.

Plywood

Phonic – resin bounded plywood shall be used as it is completely water proof and does not laminate as

does ordinary plywood. Plywood panels shall be formed with timber and nailed with short, thin nails at 150

to 225mm centers.

6 or 10 mm thick plywood shall be given a solid a backing nailed at 100 to 150mm spacing along the four

edges and with at least one nail every 0.1 square meter throughout the surface. The edged of sheets shall

be tacked to the same backing board to ensure the production of a smooth joint.

Page | 9

10 and 16 mm thick plywood shall be nailed to a skeleton backing of dressed timber before fixing to the

studding. 19 mm thick plywood shall be nailed direct to studs at a maximum recommended spacing of

450mm. For spacing greater than 450mm skeleton backing of appropriate design shall be used.

Steel

The reinforcement shall be from an approved manufacturer. All the corrosions will be wire brushed prior

to the use. Only reinforcements with sufficient strength shall be use. Reinforcements shall be cut and /or

bend correctly and accordingly to the requirements following BS 4466 standards. Preferably bars of full

length will be use, whenever necessary lapping will be done according to the engineer’s approval. Binding

shall be done with two standards of annealed steel wire 0.9 -1.6mm thickness. Proper cover blocks or

spacer will be use prior to the concreting.

Formwork

All formworks are fabricated with Plywood sheets in varied thickness as per the location. Plywood sheets

are supported with 2” x 4” Timber as required. GI Pipes, acrow prop will be supported to formwork.

Formwork will be arranged for Pile Caps, Tie Beam and deck slab by using 12 – 15 mm thick plywood sheets

as per shown details.

Construction of Pile Caps & Plinth Beams

After completion and testing of piles, pile caps will be cast along with the Tie Beams and Deck Slab.

Supports to Formwork –

From the internal side of the shaft, GI pipes will be tight in each form sets, with vertical supported pipes. In outer side of the shaft, steel chains and curved shape re-bars will be tight. Pouring Concrete

G 30 Ready mixed concrete will be poured by using pump car, with the maximum height of 2500 mm with proper vibrating.

Construction of Platform

Formwork will be arranged with 12 mm thick Plywood sheet with the circular beam, cross beams and circular platform. Platform formwork will be connected with wall shaft formwork set under platform.

Page | 10

Pouring concrete in Platforms

Each level of platform and beams will be poured concrete with bottom level of wall shaft.

.

Placing of Concrete

The concrete shall be transported from the mixer with the possible delay in liquid tight containers or

barrows and by methods which prevent the segregation or loss of ingredients. Slump loss in transit shall

not exceed 25mm Compensation for excessive slump loss by slowing wetter consistency at the mixer

resulting in shall be primed by washing with rich cement grout before use. These shall be thoroughly

washed and cleaned immediately after stopping concreting. Maximum drop shall be maintain up to a

maximum level of 2.4 m. Required tests such as slump tests and cube test will be done prior to the

concreting.

A record shall be kept of the time and date of all concrete pours and the subsequent removal of formwork.

Concreting shall be commenced only after the officer-in-charge has inspected the formwork and

reinforcement as placed and passed the same.

Shuttering shall be cleaned of all shavings, saw dust, pieces of wood, or other foreign material by the use

of air and water pressure hoses. All accumulation of water or debris shall be flushed out through the holes

or opening provided for the purpose. These holes shall be neatly plugged before concreting.

The full depth of fresh concrete shall be completed without damaging adjacent partly hardened concrete.

Concrete shall be considered as properly compacted when the air bubbles cease to appear on the upper

surface and mortar fills the spaces between the coarse aggregate and begins to cream up to form an even

surface.

When this condition has been attained, the vibrator shall be stopped if using vibrating tables or external

vibrators, while needle vibrators shall be withdrawn slowly so as to prevent formation of loose pockets. In

case both internal and external vibrators are being used, the internal vibrators shall first be withdrawn

slowly after which the external vibrators shall be stopped so that no loose pocket is left in the body of the

concrete. The specific instructions of the makers of the particular type of vibrator used shall be strictly

complied with. Over vibration shall be avoided. Shaking of reinforcement for the purpose of compaction

shall be resorted to Likewise; all precautions shall be taken to prevent displacement of the reinforcement

during the placing and compaction of concrete.

Page | 11

Curing

After the concrete has begun to harden i.e. about 1 to 2 hours after its laying, it shall be protected from

quick drying with moist gunny bags, sand or any other suitable material approved by the officer-in-charge.

After 24 hours of laying of concrete, the surface shall be cured by flooding with water of minimum 25mm

depth, or by covering with wet absorbent materials, e.g. damp hessian or jute, coconut or straw matting,

or a layer of sand about 50mm thick. The curing shall be done for a minimum period of 7 days.

SAFETY, ENVIRONMENT CARE AND PUBLIC RELATION

Signboards will be erected and maintained continuously in excavated areas.

Adequate lighting, warning signals and luminous barricades will be provided throughout the night until

backfilling is completed.

During the continuation of the whole working period, officers with relevant experiences will be dispatched

for 24-hour stand by to cope with emergent situation. First- aid kits and Emergency Tel Numbers will be

kept at site officer all the time. In case of emergency, Special Emergency Team, Safely Officer and Site

Manager will be informed and brought to the site to handle the problem promptly.

Plant, machinery, equipment and hand tools

General provisions Plant, machinery and equipment, including hand tools, both manual and power-driven, shall:

a) Be of good design and construction, taking into account, as far as possible, health and safety and ergonomic principles:

b) Be maintained in good working order c) Be used only for work for which they have been designed unless a use outside the initial design

purpose has been assessed by a competent person who has concluded that such use is safe; d) Be operated only by workers who have been authorized and given appropriate training: e) Be provided with protective guards, shields, or other devices as required by national laws or

regulations. Adequate instructions for safe use shall be provided where appropriate by the manufacturer or

the employer, in a form understood by the user As far as practicable, safe operating procedures shall be established and used for all plant,

machinery and equipment. Operators of plant, machinery and equipment shall not be distracted while work is in progress. Plant machinery and equipment shall be switched off when not in use and isolated before any

major adjustment, cleaning or maintenance is done. Where trailing cables or hose pipes are used they shall be kept as short as practicable and not

allowed to create a safety hazard.

Page | 12

All dangerous moving parts of machinery and equipment shall be enclosed or adequately guarded in accordance with national laws and regulations.

Every power-driven machine and equipment shall be provided with adequate means, immediately accessible and readily identifiable to the operator, of stopping it quickly and presenting it from being started again inadvertently.

The machines or equipment shall be so designed or fitted with a device that the maximum safe speeds, which shall be indicated on it. Is not exceeded; if the speed of the machine is variable, it shall only be possible to start it at the lowest speed appropriate.

Operators of plant, machinery, equipment and tools shall be provided with personal protective equipment including, where necessary, Suitable hearing protection.

Hand tools Hand tools and implements shall be tempered, dressed and repaired by competent persons. The cutting edges of cutting tools shall be kept Heads of hammers and other shock tools shall be dressed or ground to a suitable radius on the

edge as soon as they begin to mushroom or crack. When not in use and while being carried or transported sharp tools shall be kept in sheaths, shields,

chests or other suitable containers. Only insulated or non-conducting tools shall be used on or near live electrical installations if there

is any risk of electrical shock. Only non-sparking tools shall be used near or in the presence of flammable or explosive dusts or

vapors.

Electrical tools Portable electrical tools shall generally be used on reduced voltage to avoid as far as possible the

risk of a lethal shock. All electrical tools shall be earthed, unless they are “all insulated” or “double insulated” tools which

do not require an earth. Earthlings shall be incorporated in metallic cases and as a safeguard against damaged cables where wires enter the tool.

All electrical tools shall receive inspection and maintenance on a regular basis by a competent electrician, and complete records kept.

Woodworking machines Shavings, sawdust, Etc, shall not be removed by hand from woodworking machines or in their

vicinity while the machines are working. On hand saws all the blades, except the operating portion, shall be enclosed. Band wheels shall be

enclosed with stout guards. Band saws shall be provided with automatic tension regulators. Planning machines shall be provided with bridge guards covering the full length and breadth of the

cutting block and easily adjustable in both horizontal and vertical directions. Thickness machines shall be provided with sectional feed rollers or a kick-back preventer which

shall be kept as free as possible.

Page | 13

Woodworking machines shall be properly spaced to avoid accidental injury when handling large boards or long planks.

Where provided. Chip and sawdust extraction s stems shall be maintained in efficient working order.

Mechanical feeding devices shall be used when ever practicable. All cutters and saw blades shall be enclosed as far as practicable Circular saws shall be provided with strong, rigid and easily adjustable guards for the saw blades

and with riving knives of suitable design matched to the saw blade in use. The width of the opening in the table for the saw blade shall be as small as practicable.

Portable circular saws shall be so designed that when the blade is running idle it is automatically covered.

Concrete work equipment Concrete mixers shall be protected by side railings to prevent workers from passing under the skip

while it is raised. Hoppers into which a person could fall, and revolving blades of trough or batch-type mixers, shall

be adequately guarded by grating. In addition to the operating brake, skips of concrete mixers shall be provided with a device or

devices by which they can be securely blocked when raised. While the drum of a concrete mixer is being cleaned, adequate precautions shall be taken to

protect the workers inside by locking switches open, removing fuses or otherwise cutting off the power.

Concrete buckets for use with cranes and aerial cableways shall be free as far as practicable from projections from which accumulations of concrete could fall.

Loaded concrete buckets shall be guided into position by appropriate means. Concrete buckets positioned by crane or aerial cableways shall be suspended by safety hooks. When concrete is being tipped from buckets, workers shall keep out of range of any kick-back due

to concrete sticking to the bucket. Concrete bucket towers and masts with pouring gutters or conveyor belts shall:

a) Be erected by competent persons; b) Be inspected daily.

The winch for hoisting the bucket shall be so placed that the operator can see the filling, Hoisting, emptying

Where practicable, be provided with an adequate means indicating its position. Guides for the bucket shall be correctly aligned and so maintained as to prevent the bucket from

jamming in the tower. Scaffolding carrying a pipe for pumped concrete shall be strong enough to support the pipe when

filled and all the workers who may be on the scaffold at the same time, with a safety factor of at least 4.

Pipes for carrying pumped concrete shall: a) Be securely anchored at the ends and at curves: b) Be provided near the top with air release valves; c) Be securely attached to the pump nozzle by a bolted collar or equivalent means.

13-87

Appendix 6 Water quality test results from MWSC

MWSC-A5-F-92 Rev 00

WATER QUALITY TEST REPORTReport No: 500184675

Sample Description ~ Thi T2 Thi T3

Sample Type ~ Sea Water Sea Water

Sample No 83212697 83212698

Sampled Date ~ 05/06/2020 05/06/2020 TEST METHOD UNIT

PARAMETER ANALYSIS RESULT

Physical Appearance Clear with particles Clear with particles

Turbidity 0.191 0.155 HACH Nephelometric Method (adapted from HACH 2100N Turbidimeter User Manual) NTU

Keys: NTU : Nephelometric Turbidity Unit

Notes: Sampling Authority: Sampling was not done by MWSC Laboratory This report shall not be reproduced except in full, without written approval of MWSC This test report is ONLY FOR THE SAMPLES TESTED. ~ Information provided by the customer

************************* END OF REPORT *************************

Page 1 of 1

Male' Water & Sewerage Company Pvt LtdWater Quality Assurance LaboratoryQuality Assurance Building, 1st Floor, Male' Hingun, Vilimale', Male' City, MaldivesTel: +9603323209, Fax: +9603324306, Email: wqa@mwsc.com.mv

Customer Information:Land & Marine Environment Resources H.Azum Ameeneemagu Male' MALE

Report date: 02/07/2020Test Requisition Form No: 900190152Sample(s) Recieved Date: 01/07/2020

Date of Analysis: 01/07/2020 - 01/07/2020

Checked by

Aminath Sofa Laboratory Executive

Approved by

Mohamed Eyman Manager, Quality

13-88

Appendix 7 Bathymetric survey of project area

-40m

-40m

-40m

-38m

-38m

-38m

-36m

-36m

-36m

-34m

-34m

-34m

-34m

-34m

-32m

-32m

-32m

-32m

-30m

-30m

-30m

-30m

-28m

-28m

-28m

-26m

-26m

-26m

-24m

-24m

-24m

-22m

-22m

-22m

-20m

-20m

-20m

-18m

-18m

-18m

-18m

-16m

-16m

-16m

-16m

-14m

-14m

-14m

-12m

-12m

-12m

-10m

-10m

-10m

-10m

-8m

-8m

-8m

-6m

-6m

-6m

-6m

-5m

-5m

-5m

-5m

-5m

-4.8m

-4.8m

-4.8m

-4.8m

-4.8m

-4.6m

-4.6m

-4.6m

-4.6m

-4.4m

-4.4m

-4.4m

-4.4m

-4.4m

-4.2m

-4.2m

-4.2m

-4.2m

-4.2m

-4.2m-4.2m

-4m

-4m

-4m

-4m

-4m

-4m

-4m

-4m

-4m

-3.8m

-3.8m

-3.8m

-3.8m

-3.8m

-3.8m

-3.8m

-3.8m

-3.8m

-3.6m

-3.6m

-3.6m

-3.6m

-3.6m

-3.6m

-3.6m

-3.6m

-3.6m

-3.4m

-3.4m

-3.4m

-3.4m

-3.4m

-3.4m

-3.2m

-3.2m

-3.2m

-3.2m

-3.2m

-3.2m

-3.2m

-3m

-3m

-3m

-3m

-3m

-2.8m

-2.8m

-2.8m

-2.8m

-2.8m

-2.8m

-2.8m

-2.6m

-2.6m

-2.6m

-2.6m

-2.6m

-2.6m

-2.4m

-2.4m

-2.4m

-2.4m

-2.4m

-2.2m

-2.2m

-2.2m

-2.2m

-2m

-2m

-1.8m

-1.8m

-1.8m

-1.6m

-1.6m

-1.4m

1.7421.744

1.7701.772

1.245

1.219

1.2741.268 0.6630.680

0.8120.823

10m 20m 50m

Geodetic Parameter : Zone : UTM Zone 43 Spheroid : WGS 1984 Vertical Datum : MEAN SEA LEVEL

0m

13-89

Appendix 8 List of participants of Scoping meeting

Environmental Protection AgencyMale', Rep of Maldives

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MEETING ATTENDANCE

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Phone No.

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