Appendix 1 – South Tarawa Coastal Processes Assessmentclimate.gov.ki/.../uploads/2013/...of-2-appendices.pdf · South Tarawa Coastal Processes Assessment The coastal process regime

KAPII FS6 – Improving the Protection of Public Assets – Shoreline Protection Design Guidelines

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Appendix 1 – South Tarawa Coastal Processes Assessment


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South Tarawa Coastal Processes Assessment

The coastal process regime (waves, tides, currents, sediment transport) of South Tarawa varies considerably between different island shorelines and between the ocean and lagoon. It is important to recognise such differences in the assessment of coastal change (erosion and accretion) and flooding. Furthermore, consideration of differences in processes between sites is critical in the design of asset protection measures at the shoreline.

Circulation in coral reef systems is typically driven by a combination of tidal flow, wind-driven flow, and flow induced by the breaking of wind-waves at the reef edge. In large part the relative role of each of these mechanisms is controlled by reef morphology. Existing studies of coral reef oceanography can be divided into those that have examined broad scale circulation (von Arx 1948; Gallagher et al. 1971; Stroup and Meyers 1974; Henderson et al. 1978; Atkinson et al. 1981; Pugh and Rayner, 1981; Kench, 1994; 1998; Kraines et al., 1998) and those that have examined the interaction of waves with coral reefs (e.g. Roberts et al., 1992; Symonds et al, 1995; Brander et al., 2004; Kench and Brander, 2006; Kench et al., 2009a, b).

A.1 Tides

Tidal flow is an important mechanism of water exchange between the open ocean and lagoon where there are large (wide and deep) passages in the reef rim (Kench, 1994, 1998) or where the lagoon is relatively small in area. Of relevance to this study the direct influence of tides is limited where there are no passages connecting the lagoon and ocean and/or where the tides have low amplitude.

The tidal characteristics of Tarawa lagoon are semi-diurnal (2 high tides every 24 hour period) with the tidal range (difference in tidal elevation between low and high tide) ranging from 2.4 m under spring tide conditions to 0.5 m under neap tide conditions (Figure A.1). Notably there is considerable difference in the height of successive high tides.

Figure A.1 Water level record from Betio wharf SEAFRAME tide gauge. From Damlamian, 2008.


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Damlamian (2008) undertook a modelling study of circulation in Tarawa atoll lagoon. Results from this modelling work indicated that the lagoon shoreline of South Tarawa is subject to reversing tidal flows, which are controlled by the rising (incoming) and falling (outgoing) tides. Current meters deployed close to the south Tarawa Lagoon shoreline, used to validate the model, measured peak currents on the order of 0.15 to 0.2 m/s. In general such currents are insufficient to entrain sediments but are capable of transporting sediment once it has been mobilised by wave energy.

Changes in tidal elevation also play a major role in modulating the magnitude of wave energy that propagates onto reef surfaces and can access the reef island shorelines. This will be discussed in greater detail below.

A.2 Wind

The wind regime is important in forcing surface currents in atolls and can force surface and return currents in atoll lagoons (Munk and Sargent, 1948). Wind also plays a major role in the generation of waves that can affect shorelines (Kench et al., 2006). Wind-generated wave energy can be divided into two types. First, incident ocean swell at the ocean reef edge is generated by wind systems in the Pacific Ocean. These waves are the largest (1-3 m) to impact the atoll on the ocean reef and have a long period (10-14 seconds). Second the interaction with wind with the lagoon surface generates local wave energy. Wave height is related to the wind speed and distance of lagoon across which wind blows. These waves are typically lower than ocean waves, have shorter period and propagate in the direction of wind flow. In Tarawa the wind regime is dominated by winds from the easterly quarter. Consequently, wind-generated wave energy increases westward across the lagoon. However, reversals in this energy gradient can be expected under less frequent northwesterly events.

A.3 Waves

The interaction of waves with coral reefs is known to control reef flat wave and current processes, ecological and geological processes in coral reef systems (Hamner and Wolanski, 1988; Nakamori et al., 1992; Roberts et al., 1992; Abelson and Denny, 1997; Hearn et al., 2001). Incident waves and their interaction with coral reef platforms are also acknowledged as the main mechanism controlling the formation, erosion and change of coral reef islands (Gourlay, 1988).

Coral reefs act to filter incident waves and control the energy that leaks on to reef platform surfaces. The physical processes of wave breaking at the reef edge have been well documented. Numerous studies have documented large reductions in wave energy of up to 97% as incident swell is transformed and breaks at the reef edge (Lee and Black, 1978; Gerritsen, 1981; Roberts and Suhayda, 1983; Hardy et al., 1990; Lugo-Fernández et al., 1998; Hearn, 1999; Massel and Brinkman, 1999). However, there has been comparatively little emphasis placed on examining the character and importance of wave processes on reef flats for the formation, change and stability of reef sedimentary landforms such as beaches, sand aprons and reef islands.

Despite dramatic energy losses at the reef edge, residual wave energy still leaks onto reef flat surfaces. Transmission of this energy onto reef surfaces and toward shorelines is strongly influenced by tidal stage. Transfer of wave energy across reef flats to shorelines is greatest at higher tidal stages (Brander et al., 2004) and in situations where the wave height is small compared with water depth (Kench and Brander, 2006).


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Once on reef flats energy travels toward island shorelines. Studies have shown that the maximum size of waves on reef flats is controlled by water depth, with the maximum wave height approximately 0.6 times the water depth (Gourlay, 1994; Brander et al., 2004; Kench and Brander, 2006; Kench et al., 2009). Consequently, as water depth decreases toward shore wave height also diminishes. In addition waves can lose their energy through interaction with the reef surface. Consequently, this frictional loss in energy is dependent on the width of the reef flat surface. In general, reduction in energy increases with reef flat width (Kench and Brander, 2006).

A.4 Summary Coastal Processes Regime: South Tarawa

The physical condition of each section of coast results from the interaction of waves and currents with the existing coastline and the available supply of sand and gravel. Figure A.2 presents a summary of the coastal process regime in South Tarawa and represents a synthesis of the wind, wave and current processes that are able to influence the coastline transport sand and gravel, cause coastal erosion or coastal accretion (land building).

On coral reef systems the exposure of coastlines to energy (waves and currents) is controlled by:

n The direction and magnitude of ocean swell that is delivered to the coral reef. In general prevailing swell propagates from the east around Tarawa.

n The elevation and width of the reef which act to reduce incident ocean swell energy reaching

shorelines. Coral reef platforms cause ocean swell to transform and break, releasing wave energy at the reef edge. In general, higher reef platforms are more efficient at promoting wave breaking. The reef platform at Tarawa is considered to be elevated and is exposed at lower tidal stages and is efficient at breaking incident wave energy.

Wave energy that is not released at the reef edge travels onto the reef platform where it can form secondary waves. In this instance wave breaking can occur at island shorelines. However, as waves travel across a reef platform interaction with the reef surface causes waves to lose their energy. Therefore, wider reef flats are more efficient at extracting energy from waves.

In summary wave energy is greatest on prevailing windward locations and where the distance from island shoreline to reef edge (the reef flat) is narrow. In contrast, wave energy is generally lowest at leeward locations and where the reef width is large.

Based on these principles the coastline of South Tarawa has been divided into a number of broad exposure settings. The different categories are presented in Figure A.2 and summarised in Table A1. This classification reflects broad differences in the amount of wave energy reaching island shorelines, and the magnitude of wave setup and storm surge at island shorelines.


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Figure A.2. Summary of coastal process regions in South Tarawa.


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The assessment divides the shoreline into six categories. On the ocean shoreline there are three divisions which reflect differences in gross wave energy conditions from the exposed high energy eastern end of South Tarawa to the lower energy western South Tarawa ocean shoreline (Table A1). The lagoon shoreline is also divided into three sections which also reflect differences in incident energy. However, on the lagoon shoreline the energy gradient is reversed. Lowest energy is the eastern lagoon shoreline. The incident energy conditions increase toward the west as wind generated waves increase in height and as ocean swell wraps around the western end of Betio.

The process assessment also provides a coarse-scale indication of the direction of alongshore sediment transport. On the ocean shoreline it is inferred that alongshore sediment transport occurs toward the west. However, it is likely that there are small pocket beaches and sections of coast in which there is little alongshore sediment flux. On the lagoon shoreline it is also inferred that alongshore sediment transport is toward the west. However, it is also likely that there is easterly drift along the lagoon shoreline of Betio in response to swell refraction around the western tip of the atoll.

Table A1 summarises these categories which were used in the South Tarawa Coastal Condition Assessment.

Table A.1. South Tarawa energy setting categories.

Orientation Energy Key factors Location on Tarawa

Ocean High Windward setting Narrow reef width <200 m

East to southeast ocean shoreline

Medium Non-windward setting Intermediate reef width 200 – 500 m

Central southern ocean shoreline

Low Leeward setting Wide reef width >500 m

Western southern shoreline

Lagoon Low Sheltered lagoon setting (upwind) Eastern lagoon shoreline

Medium Moderate fetch lagoon setting Central lagoon shoreline

High Long fetch lagoon setting (downwind) Western lagoon shoreline


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Appendix 2 – Site Visit Checklist


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Site Visit Checklist

Complete the following checklist for each site. Remember to take photographs of the site.

Site Visit Checklist

Location or site name:

Date and Time:

Photos taken

A) General Site Conditions

Is the site on the lagoon or ocean side? Ocean / Lagoon

What is the shape of the coastline if viewed from above? (please circle)

Straight Curved (i.e. bay)

Channel / passage

Is there any beachrock present?

Yes / No

What length will any shoreline protection works need to be? e.g. what is the length of coastline at risk?

Describe the type of vegetation at the site

B) Existing Structures or Shoreline Protection Works

Are there any existing structures or shoreline protection works at the site? Yes / No

If yes, what type of protection is it? e.g. sandbag wall, mangroves, embankment etc.

What is the age of the existing structures or shoreline protection works?

What condition are the existing structures or shoreline protection works in? (please circle) Good OK Bad

Are the visible signs of the effects of coastal erosion on the structure? e.g. flanking at the ends, blow outs, undermining.

Is the land behind the structure or works showing signs of regular overtopping? e.g. removal of sediment from behind the structure.

Yes / No

What other structures (if any) are present? e.g. ramps, outfalls, utilities


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C) Coastal Environment

Beach characteristics:

Is the beach steep or flat? (please circle)

Steep / Flat

Are there signs of erosion? e.g. erosion scarp

Yes / No

What is the size of the sediment on the beach? (please circle)

Large coral rocks (>30cm) Smooth rock or coral pavement

Seagrass or algal turf Sand Mud

Headland

What is the width of the reef flat? (approximate)

Tide levels: Locate the high tide mark on the beach. This will be where this is accumulation of material on the beach face or water marks on the structures.

What is the distance between the high tide mark and the top of beach?

How much beach is exposed at low tide? Estimate the width of the beach in metres.

Wave climate: A general guide to the energy setting for a specific site is provided in the STCCA and can be found by locating the site on the Coastal Processes Map in the MapInfo ProViewer.

What is the wave climate or energy setting at the site? High = large waves, large size sediment (e.g. ocean side of Bonriki Airport runway) Low = small waves, find size sediment (e.g. lagoon side of Bonriki Airport runway)

High Medium Low

Which direction do the waves generally approach from? e.g. north-east, south-west. Look for build up of sediment at either end of the site.

Currents and Littoral Drift: A general guide for the littoral drift at a specific site is provided in the STCCA and can be found by locating the site on the Coastal Processes Map in the MapInfo ProViewer.

Is there a build up of sediment on one end of the beach or existing structure (if present) indicating the direction of sediment transport/littoral drift? If yes, on which side is the sediment built up?

Yes / No

West / East

Are there strong currents which move water and sediment away from the site? Yes / No


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D) Assets

What existing assets are at the site? e.g. main road, buildings etc.

How important are the assets? (please circle) e.g. critical (hospital, airport), moderate (schools), not critical (private housing)

Critical Moderately critical

Not critical

What is the age of the asset? i.e. When was the asset built?

What is the condition of the asset? (please circle).

Good OK Bad 1 2 3 4 5

What is the main use of the asset? e.g. private, commercial, public

What is the distance between the asset and the top of the beach or edge of vegetation?

Who owns the asset?

E) Land Use

What is the land behind the coastline currently used for? e.g. commercial use, recreational use

What is the future land use for the site?

F) Anecdotal Evidence

Talk to local landowners or business owners near the site to understand what has been happening at the site in the past, present and any likely future changes. Record their comments below.

Suggested questions: n Are there any problems with coastal erosion or overtopping at the site? n How often does erosion/overtopping occur? n When was the last big event? n What are the likely causes of the problems? n What is the present land use for the site? n Have there been any recent changes at the site?


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Appendix 3 – Adaptation Strategies


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Adaptation Strategies Adaptation Strategy Purpose Coastal Processes Environmental Impacts Design Life

Relocation of threatened buildings and creation of buffers or set-back zones

§ Move away from the coastal erosion hazard or floodable area

§ Provides sufficient land area between asset and hazard

§ Suitable for protection against: ü Erosion ü Flooding

§ Energy setting: high, medium and low (where there is sufficient land area to relocate or create a buffer/set-back zone)

§ Requires suitable area to relocate building which may involve some environmental impacts depending on the site chosen

§ Controls the use of the land in the buffer or set-back zone

§ Depends on the design life of the building, rate of erosion and width of the buffer or set-back zone

§ If the relocated position is still near the coast then the design life is the time until erosion reaches new site.

§

Non

-stru

ctur

al (P

lann

ing)

Elevated floor levels § Reduces the damage caused by flooding by providing floodable area underneath buildings

§ Suitable for protection against: û Erosion ü Flooding

§ Energy setting: high, medium and low § Allows areas to flood § Depends on the design life of the building and rate of sea level rise

Beach nourishment § Provides a buffer between the erosion hazard and the asset

§ Suitable for protection against: ü Erosion ü Flooding

§ Energy setting: medium or low energy

§ Sediment transport: not appropriate in areas with large scale movement of sediment along or on/off shore

§ Addition of sediment to the littoral system

§ May require retaining structures to keep material in place

§ Indefinite if regularly maintained

Stru

ctur

al (s

oft)

Planting mangroves § Dissipates wave and tidal energy by trapping littoral sediments thus reducing coastal erosion

§ Suitable for protection against: ü Erosion û Flooding / overtopping

§ Energy setting: low energy

§ Wave height: reduces wave heights once mangroves mature

§ Stabilises sediment

§ Requires sufficient time to establish

§ Creates habitat for vulnerable species

§ Indefinite

Seawalls (self-supporting) § Prevents loss of land from erosion by wave action or currents

§ Suitable for protection against: ü Erosion ü Overtopping û Flooding

§ Energy setting: high, medium and low. Most suitable in high energy environments.

§ Sediment transport: stabilises the shoreline but interrupts the movement of sediment along or on/off shore

§ Interrupts the movement of sediment along or on/off shore

§ Reflects wave energy

§ Depends on the type of material used

§ Reinforced concrete – approximately 50+ years

§ Mass concrete block – approximately 50+ years

Revetments (supported by land behind)

§ Prevents loss of land from erosion by wave action or currents

§ Suitable for protection against: ü Erosion ü Overtopping û Flooding

§ Energy setting: medium to low energy.

§ Sediment transport: stabilises the shoreline but interrupts the movement of sediment along or on/off shore

§ Wave height: most suitable where wave height is relatively small

§ Interrupts the movement of sediment along or on/off shore

§ Reflects wave energy, increases scour at toe of wall and leads to undermining of structure

§ Loss of intertidal habitats

§ Depends on the type of material used

§ Sandbag – approximately 15 years

§ Rock armour – approximately 50+ years

Stru

ctur

al (h

ard)

Embankments § Can be combined with other structural options

§ Placed above MHWS

§ Reduces wave run-up and overtopping volumes providing protection to low lying areas

§ Suitable for protection against: û Erosion ü Overtopping û Flooding

§ Energy setting: depends on the option it is combined with

§ Sediment transport: should be located above MHWS to restrict impact on coastal processes

§ Provides increased area for vegetation § Depends on the design life of the option it is combined with


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Appendix 4 – Option Identification Table


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Option Identification Table

Site Name: Adaptation Options

Soft Hard Answer the following questions with a tick (ü) or cross (û). If an option has a cross (û) beside any of the questions then the option does not need to be considered further. The adaptation options which answer yes to all of the questions are appropriate for the site. Outline designs should be developed for each option (maximum of two) to provide further information for comparing the options at a later stage in the process.

Non

-stru

ctur

al i.

e.

mov

e aw

ay /

buffe

r

Bea

ch n

ouris

hmen

t

Man

grov

e pl

antin

g

Sea

wal

l / R

evet

men

t

Em

bank

men

t

1 Is the option appropriate for the energy setting of the site? Refer to Appendix 3 for guidance on the energy setting for each adaptation option.

2 Are the environmental impacts from this option acceptable? i.e. increased downstream erosion

3 Will the option address the problem? i.e. coastal erosion and/or overtopping


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Appendix 5 – Profile Survey Guidelines


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Profile Survey Guidelines Introduction

Following is a set of instructions for carrying out a survey of the selected site. Profile surveys should be undertaken at 50m intervals for sites which are less than 300m in length. If the site is more than 300m in length, increase the interval to every 100m. Figure 1 shows an example of the spacing for survey profiles.

Figure 1 – Example of profile survey intervals

Survey Equipment

It is expected that the following equipment should be used for the accuracy of the survey required:

§ Theodolite / level

§ Survey staff

§ GPS (with batteries)

§ Notebook or paper and pen

§ Camera

§ Plan / map of survey profile locations

§ Plan / map of benchmark/survey control point locations

Site 6 – RD_12 Main Road in Antenon Length: 200m Profile survey every: 50m

Prof

ile 1

Prof

ile 2

Prof

ile 3

Prof

ile 4

Prof

ile 5

Map not to scale


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Survey Instructions

1. The survey should ideally be undertaken at low tide so that levels on the reef flat can be obtained. Find out the time of low tide and arrange to start the survey a few hours before low tide.

2. Locate the nearest known benchmark or survey control point to each of the sites. The level of the benchmark relative to a known datum, such as the University of Hawaii tide gauge, is required. If unsure of the location of the benchmarks/survey control points the Land Management Division of MELAD should be able to advise on the location of these survey marks.

3. Make sure the benchmark/survey control point is easy to identify and locate in future. This will be the reference point for any proposed construction works at the site. Take photographs and GPS coordinates of the location of the benchmark/survey control point to help locate it easily in the future.

4. Carry out a profile survey of the site selected for outline design. Record the chainage/distance from a reference point (i.e. the edge of the main road) and level for each point along the survey profile. Points along the profile should be taken at regular intervals of not more than 5m across the beach and maximum intervals of 10m across the reef flat. It is advisable to record the level at each point along the survey profile as well as record a GPS coordinate. Each profile survey needs to be tied in to the known benchmark closest to the site.

5. Ensure a level is obtained at the location of any significant changes in elevation or key features i.e. level of the main road, level at the top of any existing structure, level at the edge of vegetation, level of the top of the beach, level of the approximate high tide mark, level at the toe of the beach, level of the reef flat etc.

6. Determine the depth to the reef foundations below the top of the beach. This will require a trial pit to be excavated at the top of the beach to expose a small area of the underlying reef foundation rock. A level should be taken on the foundation rock to determine the depth below datum. Once a level has been obtained the trial pit can be backfilled and surface levelled.

7. Draw a sketch to show the location of the benchmark, survey profile, the location of the reference point for each profile and any other significant features along the profile i.e. level of the main road, existing structures, toe of beach etc.

8. Record the time and date the survey was carried out.

9. Measure the level of the tide at the time of the survey.

10. Enter the chainage/distance and level for the points along the profile survey for each site into a spreadsheet.

11. Reduce the levels to the known datum i.e. University of Hawaii tide gauge level. Note that all levels shown on the final cross-sections are to be in terms of University of Hawaii datum.

Plot the chainage/distance and level on a graph in excel to create a cross-section for each profile which can be used in the design of shoreline protection works.


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Appendix 6 – Outline Design Guidelines for Selected Adaptation Options


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Beach Nourishment Outline Design Guidelines General Considerations

• Confirm the existence of a coastal erosion problem.

• Understand the coastal processes at the site and surrounding area including their impact and natural variability.

Site Specific Considerations

Technical

The following information should be collected to assist with outline design of a beach nourishment option at a specific site.

Design Inputs for Beach Nourishment

Information Required Source

Design water level NIWA Coastal Calculator

Design wave height NIWA Coastal Calculator

Acceptable level of overtopping NIWA Coastal Calculator

Minimum berm elevation 0.5m above present day MHWS (i.e. year in which works are being undertaken)

Slope of beach (existing) Profile survey

Width of berm (existing) Profile survey

Level of top of beach (existing) Profile survey

Grading of existing beach sediment Sediment sample and testing

Retaining structures (existing) Aerial photos and site visit

Volume of material lost per year (m3/year) Regular monitoring of beach profiles

The main factors to consider when designing a beach nourishment option are:

• Get an understanding of the behaviour of the beach eg direction of sand movement and why the existing beach has eroded. Attempt to address the causes of that erosion.

• Are there nearby beaches that are stable? Use them as a basis of design.

• What is the grading of the sand already on the beach?

• Nature and grading of the nourishment material (ideally it should be coarser than the existing)

• What is the slope of the existing beach?

• The design profile of the beach

• Are there any existing retaining structures?

• Where to place the nourishment on the beach

• The volume of sand required


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• Calculate the likely frequency and volume of renourishment (i.e. maintenance)

• Assess the need for end or constraint structures, particularly on long beaches.

Environmental

• Mitigate impacts on coastal processes

• Mitigate impacts on protected species, coral reef, mangrove or seagrass areas

• Minimise waste

• Minimise noise and dust levels

• Mitigate the impacts of the construction works i.e. vehicle movements

Social

• Consider access requirements to and along the beach

• Minimise impact on businesses, agriculture and neighbouring landowners

• Consider existing and future land use

• Mitigate impacts on areas of cultural or historical significance

Economic

• Calculate the cost of nourishment and maintenance

• Calculate the plant, labour and material costs

Important Notes

• Approximately 5-10% of initial volume should be allowed as a contingency to account for losses during construction and settlement of the beach after construction.

• Monitoring of the beach profile should be carried out at regular intervals both before and after construction to assess the changes in the beach profile over time. The longer the data record the more useful the data is for design purposes.

• The quantity of material needed to top up the beach will be roughly equivalent to the quantity lost through erosion per year.

• Estimate the quantity lost per year along the length of beach being nourished and allow to replace that volume periodically.


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Mangrove Planting Guidelines General Considerations




Technical

The following information should be collected to assist with planting mangroves.

Requirements for Planting Mangroves




Tide range (including MHWS, MLOS and MLWS)

SEAFRAME tide gauge records (from Australian Bureau of Meteorology)

Predicted tide levels for design timeframe including an allowance for sea level rise (MHWS, MLOS and MLWS)

NIWA Coastal Calculator

Type and size of sediment (existing) Site visit and sample

The main factors to consider when planting mangroves are:

• The spacing of the propagules

• Number of propagules planted together

• Time of year when propagules are planted

• Handling of propagules prior to planting

• Frequency of inundation

Environmental


• Mitigate impacts on protected species or seagrass areas

• Minimise waste



Social



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• Consider potential for sandbags and mangroves to be vandalised




Economic


Important Notes

• Avoid planting mangroves in areas of permanent ponding as this prevents the roots from breathing and will kill the mangroves.

• Avoid areas with high wave heights and strong currents.


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Sandbag Seawall or Revetment Guidelines General Considerations




Technical

The following information should be collected to assist with construction of a sandbag seawall or revetment option at a specific site.

Requirements for Sandbag Seawall or Revetment





Minimum crest elevation NIWA Coastal Calculator

Type of foundation Site visit and testing

Depth to foundation Site visit and testing with scala penetrometer



Level of bottom of beach (existing) Profile survey

The main factors to consider for a sandbag seawall or revetment option are:

• Height of the wall/revetment

• Length of the wall/revetment

• Slope of wall/revetment

• Position and alignment of the wall/revetment

• Footing details to tie into foundation

• End details to tie into existing shoreline

• Toe and/or scour protection

• Filter materials required

• Size and density of sandbags

• Number of sandbags required

• Calculate the frequency of maintenance


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Environmental



• Minimise waste



Social





Economic

• Calculate the cost of construction and maintenance


Important Notes

• Consistency in the mixing of sand and cement is critical to the strength of the wall. Mechanical mixing provides the greatest consistency and should be used instead of manual mixing.

• Ensure geotextile is wrapped into toe and overtopping blankets.

• Ensure two rows of sandbags are used.


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Rock Armour Outline Design Guidelines General Considerations




Technical

The following information should be collected to assist with outline design of a rock armour option at a specific site.

Design Inputs for Rock Armour











Density of rock Sample or testing

The main factors to consider when designing a rock armour option are:

• Height of the wall/revetment

• Length of the wall/revetment

• Slope of wall/revetment

• Position and alignment of the wall/revetment

• Footing details to tie into foundation



• Filter materials required

• Size and density of rock

• Quantity/volume of rock



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Environmental



• Minimise waste



Social





Economic



Important Notes

• Grading of the armour rock is important. The size limits for armour are:

- <0.75 W50

- >1.25 W50

Where W50 refers to the weight for which 50% of rock armour is lighter. This effectively means all rocks are the same physical size.

• Density for the rock is also important if in any doubt, check the density by testing (weigh a piece of rock, then weigh the same piece in water).


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Reinforced Concrete Wall Outline Design Guidelines General Considerations




Technical

The following information should be collected to assist with outline design of a reinforced concrete wall option at a specific site.

Design Inputs for Reinforced Concrete Wall











The main factors to consider when designing a reinforced concrete wall option are:

• Height of the wall – use minimum height necessary

• Length of the wall – refer to standard drawing

• Thickness of wall – refer to standard drawing

• Minimum cover to reinforcement – refer to standard drawing

• Position and alignment of the wall

• Footing width and details to tie into foundation – refer to standard drawing



• Anchors into foundation may be required

• Quantity/volume of material required


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Environmental



• Minimise waste



Social





Economic




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Embankment Outline Design Guidelines General Considerations




Technical

The following information should be collected to assist with outline design of an embankment option at a specific site.

Design Inputs for an Embankment







Slope of land (existing) Profile survey

Level of top of land (existing) Profile survey

The main factors to consider when designing an embankment option are:

• Height of the embankment/bund

• Length of the embankment/bund

• Thickness of embankment/bund

• Position and alignment of the embankment/bund

• End details to tie into existing land levels

• Compaction of material required

• Quantity/volume of material required


Environmental



• Minimise waste



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Social





Economic



Important Notes

• An embankment on its own will not provide sufficient protection against coastal erosion and flooding. It should be used in combination with other hard or soft options.


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Appendix 7 – Guidelines for using the Coastal Calculator (Version 4.5)


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Guidelines for using the Coastal Calculator (Version 4.5)

Introduction

The following instructions are for the use of NIWA’s Coastal Calculator (version 4.5). Before using these guidelines the ‘Introduction’ and ‘Help’ pages of Coastal Calculator should be read to provide additional information on using the Calculator.

For the design of shoreline protection works the Coastal Calculator can be used to determine the design criteria at each site, such as water level, wave height and minimum crest elevation for sloping revetments and vertical seawalls, by completing the table below.

Design Criteria for Shoreline Protection Works

1% Annual Exceedence Probability 2050s 2070s Storm Tide Level (including wave set-up on ocean side only)

Significant Wave Height (m) Sloping Revetment Minimum Crest Elevation (m UoH)

Vertical Seawall Minimum Crest Elevation (m UoH)

Climate Change Scenarios

Begin by selecting the ‘Scenario’ tab at the bottom of the screen as shown in Figure 1.

Figure 1 – ‘Scenario’ tab for selecting global climate change scenarios and future timeframes


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Inputs for Climate Change Scenarios

Select the inputs from the dropdown boxes as shown in Figure 2. These should be consistent with the recommendations made by the Foreshore Management Committee for shoreline protection works. It is important to keep the inputs the same for all options to provide a realistic comparison of the results across all options. The ‘Future timeframe comparison’ dropdown box can be changed depending on the required timeframe for the design life of the structure. The timeframe used in the Shoreline Protection Design Guidelines is 2070s.

The NIWA Coastal Calculator assumes that there is a discrepancy of 0.419m between the SEAFRAME tide gauge datum and the University of Hawaii datum. Depending on which is selected, different tide levels are predicted.

Observations of water levels in Kiribati lead us to conclude that the discrepancy noted by NIWA probably means the datum was previously 0.419m out and is not correct.

Therefore, we recommend that until such time as the status of the tide gauge and Coastal Calculator is confirmed, the Calculator is set to SEAFRAME datum and land levels to University of Hawaii datum are used. This results in more conservative values.

Figure 2 – ‘Scenario’ tab input data

Results for Climate Change Scenarios

Figure 3 shows the results from selecting the scenario inputs in the previous step. The predicted future sea level for the timeframe selected can be calculated by adding the ‘Present mean level of the sea’ to the ‘Sea-level rise magnitude’. Alternatively the future sea level is given in the ‘Tarawa’ tab by selecting the ‘Changes in tide levels’ from the first drop down box in the results section as shown in Figure 4.

Figure 3 – ‘Scenario’ tab results


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Figure 4 – ‘Tarawa’ tab results for future tide level predictions

Sea levels will be the consistent for all sites across the island as IPCC predictions are based on global scale models. It is useful to note that ‘Present mean level of the sea’ is the average sea level during the 1990s (1980 – 1999) which is the baseline year for the IPCC’s global model predictions.

Site Specific Data for Tarawa

Once the climate change scenario has been selected site specific data can be entered on the by selecting the ‘Tarawa’ tab (see Figure 5). The inputs and results for this tab are site specific and can be used to determine the water levels and wave heights at the site as well as the minimum crest elevation for a vertical seawall or a sloping revetment.

Figure 5 – ‘Tarawa’ tab for site specific data


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Inputs for determining significant wave heights at a site

The Coastal Calculator distinguishes between sites which are on the ocean side and sites on the lagoon side. This is due to the different coastal processes operating on exposed versus sheltered coasts.

Ocean Side

For a site on the ocean side of Tarawa enter the appropriate value for each of the following inputs:

n Location on Tarawa: Locate the nearest wave location to the selected site. There are three options for a site on the ocean side of Tarawa depending on whether the site is on the north east coast, west or south coast. For a site on the north east coast select OCEAN SHORE: North (east) coast. Likewise for a site on the west and south coast of Tarawa select either OCEAN SHORE: West coast or OCEAN SHORE: South coast.

n Ocean shore reef flat width: Using the MapInfo ProViewer software measure the reef flat width. A MapInfo ProViewer user guide is contained in the STCCA report.

n Level of landward edge of reef: Use the profile survey data collected for the site to determine the level of the landward edge of the reef. For a diagram showing the location of the landward edge of the reef refer to section 3 on the ‘Help” tab of the Coastal Calculator.

n Average reef flat level: Use the profile survey data collected for the site to determine the average reef flat level. Refer to section 3 on the ‘Help” tab of the Coastal Calculator for more information.

n Level of the top of any beachrock: Use the profile survey data collected for the site to determine the height of any beachrock, if present. Some sites will not have any beachrock, in which case the input value should be zero.

n Wave breaking location: For the purposes of these guidelines the wave breaking location should be set to the default value of ‘Reef edge and rim’.

n Angle of reef face slope: For the purposes of these guidelines the angle of reef face slope should be set to the default value of 1 in 3.

n Ocean side reef flat characteristics: Compared photos of the site with examples provided in section 5 of the ‘Help’ tab to determine the reef flat characteristics for the site.

An example of the inputs for a site on the ocean side of Tarawa is shown in Figure 6.


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Figure 6 – ‘Tarawa’ tab input data for a site on the ocean side of Tarawa

Lagoon Side

For a site on the lagoon side of Tarawa enter the appropriate value for each of the following inputs:

n Location on Tarawa: Locate the nearest wave location to the selected site by using the map in section 2 the ‘Help’ tab of the Coastal Calculator.

n Lagoon reef or sand flat width: Using the MapInfo ProViewer software measure the reef flat width. A MapInfo ProViewer user guide is contained in the STCCA report.

n Level of landward edge of reef or flat: Use the profile survey data collected for the site to determine the level of the landward edge of the reef or sand flat. For a diagram showing the location of the landward edge of the reef refer to section 3 on the ‘Help” tab of the Coastal Calculator.

n Approximate lagoon flat slope (1 in x): Use the profile survey data collected for the site and section 4 of the ‘Help’ tab to calculate the lagoon reef flat slope.

n Level of the top of any beachrock: Use the profile survey data collected for the site to determine the height of any beachrock, if present. Some sites will not have any beachrock, in which case the input value should be zero.

An example of the inputs for a site on the lagoon side of Tarawa is shown in Figure 7.


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Figure 7 – ‘Tarawa’ tab input data for a site on the lagoon side of Tarawa

Results for significant wave heights

Use the ‘Select results to show’ dropdown box to display the significant wave heights for the site by selecting ‘Changes in shoreline significant wave height’, as shown in Figure 8. Results for the significant wave height for three design events or annual exceedence probabilities (AEPs) are displayed: 10% AEP, 2% AEP and 1% AEP. For the purposes of these guidelines the 1% AEP value is used in the design of shoreline protection works.

Figure 8 – ‘Tarawa’ tab significant wave height results


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In the example shown in Figure 8 the shoreline significant wave height predicted for the 2070s which has a ‘1% chance of occurring in any one year’ (i.e. 1% AEP) is 1.00m.

Inputs for determining minimum crest elevation at a site

The minimum crest elevation for structures is determined by the level of overtopping which is acceptable. Recommendations provided by the FMC suggest that overtopping discharge limit should be set at damage to vehicles.

In order to determine the minimum crest elevation for a structure at a specific site begin by selecting ‘Changes in mean overtopping discharge’ from the results section on the ‘Tarawa’ tab and ‘Danger to vehicles (low speed)’ as shown in Figure 9.

Figure 9 – ‘Tarawa’ tab mean overtopping discharge results

Sloping Revetment Minimum Crest Elevation

To determine the minimum crest elevation for a sloping revetment select the inputs as follows:

n Shoreline type: Select sloping (revetment seawall) from the drop down box. n Seawall crest level: This value will be adjusted to determine the minimum crest elevation. Refer

below for further details. n Seawall (revetment) slope (1 in x): For the purposes of these guidelines a revetment slope of 1

in 1 is assumed for all sites. n Seawall crest width: For the purposes of these guidelines the seawall crest width is assumed to

be 0.6m which is equivalent to the width of two standard sandbags currently used in Kiribati. n Seawall (revetment) armouring: For the purposes of these guidelines the seawall armouring is

assumed to be concrete bags which are the closest equivalent to the sandbags currently used in Kiribati.

n Revetment crest wall: For the purposes of these guidelines it is assumed that all revetments have a crest wall.

An example of the inputs for a sloping revetment is shown in Figure 10.


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Figure 10 – ‘Tarawa’ tab input data for determining the minimum crest elevation for a sloping revetment

Vertical Seawall Minimum Crest Elevation

To determine the minimum crest elevation for a vertical seawall select the inputs as follows:

n Shoreline type: Select vertical seawall from the drop down box. n Seawall crest level: This value will be adjusted to determine the minimum crest elevation. Refer

below for further details. n Seawall crest width: For the purposes of these guidelines the seawall crest width is assumed to

be 0.6m which is equivalent to the width of two standard sandbags currently used in Kiribati.

An example of the inputs for a vertical seawall is shown in Figure 11.

Figure 11 – ‘Tarawa’ tab input data for determining the minimum crest elevation for a vertical seawall

Results for Minimum Crest Elevation

To determine the minimum crest elevation for a structure the seawall crest level in the input data section of the Coastal Calculator needs to be adjusted until the level of overtopping does not cause damage to vehicles.

Use the ‘Select results to show’ dropdown box to display the mean overtopping discharge for the site by selecting ‘Changes in mean overtopping discharge’ and the ‘Danger to vehicles (low speed)’


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as shown in Figure 9. Results for the mean overtopping discharge for three design events or annual exceedence probabilities (AEPs) are displayed: 10% AEP, 2% AEP and 1% AEP. For the purposes of these guidelines the 1% AEP value is used in the design of shoreline protection works.

Continue to adjust the crest level elevation value until the ‘1% chance of occurring in any one year’ value for the ‘mean overtopping discharge’ displays a ‘No’ below the required time frame (i.e. 2050s).

The example shown in Figure 12 shows the crest elevation needs to be raised as overtopping occurring as indicated by the ‘Yes’ below the results box for 1% AEP.

Figure 12 – ‘Tarawa’ tab example of a crest elevation where overtopping occurs (i.e. crest elevation is too low).

When the crest elevation is raised by 0.1m a ‘No’ is displayed below the results box for the 1% AEP (Figure 13). This indicates the volume of water overtopping is below the acceptable limits and therefore the crest elevation should be set to this height as a minimum.

Figure 13 – ‘Tarawa’ tab example of a crest elevation where overtopping will not cause damage to vehicles.


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Appendix 8 – Example Bill of Quantities and Preliminary Construction Cost Estimate


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INPUT DATAProject Title: Seawall Revetment QuantitiesProject Location: Bairiki - Nanikai

Notation Description Unit Quantity

Variables For Wall DesignL1 Length of wall m 140L2 Length of any returns not included in "L1" above m 0A Vertical height of seawall m 3B Vertical height of upstand or head m 0.6C Width of toe m 0.6D Depth of toe m 0.6E Width of single layer overtopping blanket m 1.2F Width of single layer extension at base of wall m 1.2G Horizontal distance of sloping portion of wall m 2.85H Number of bags comprising thickness of sloping wall (1 or 2) No. 2I Horizontal distance from existing bank to top of filled bank m 1.5J Vertical distance from the top of seawall to the existing bank directly below it m 0.5K Vertical distance from the top of seawall line to the bottom of sloping bank m 0L Number of 40kg bags cement per 1m³ of concrete mix No. 10

Variables For MaterialM Length of sandbag (0.40m or 0.60m)

Bags are 300 wide x 150 thick when filled) m 0.4N Length of geotextile roll m 50

O Width of geotextile roll m 6P Minimum width of geotextile lap m 0.3

A1 Area of existing sand at toe of wall to be extracted and replaced m24.7

Variables For LabourQ Project Managers salary (per week) $/week 300.00R Quantity Surveyors salary (per week) $/week 200.00S Office Clerks salary (per week) $/week 160.00T Supervisors salary (per week) $/week 180.00U Hourly rate of Leading Hand $/hr 5.50V Hourly rate of Labourer $/hr 3.00W Estimated duration for project weeks 12

Variables For Plant and EquipmentX Hire of digger and operator $/hour 90.00Y Hire of truck and driver $/hour 70.00Z Hire of Grader and operator $/hour 165.00

AA Hire of roller and operator $/hour 65.00AB Concrete mixer $/hour 3.57

Variables For Margins and ContingencyAC Margins (P&G) percent 10.0%AD Margins (Profit) percent 5.0%AE Contingency percent 10.0%

VARIABLES (Refer to sketch)


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Project Title: Seawall Revetment QuantitiesProject Location: Bairiki - Nanikai


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Project Title: Seawall Revetment Quantities

Project Location: Bairiki-Nanikai

Excavate trench in seabed and stockpile m³ 708

140 4.7 m3 658.00 Area at toe of main wall

0 4.7 m3 0.00 Area at toe of returns

140 0.6 0.6 m3 50.40 Main wall

0 0.6 0.6 m3 0.00 Returns

Total m3 708.40 Net volume of excavation

Weak mix concrete m³ 391

140 3 0.6 m3 252.00 Sloping main wall

0 3 0.6 m3 0.00 Sloping return wall

140 0.6 0.6 m3 50.40 Toe for main wall

0 0.6 0.6 m3 0.00 Toe for returns

140 0.6 0.15 m3 12.60 Base extension for main wall

0 0.6 0.15 m3 0.00 Base extension for returns

140 0.6 0.6 m3 50.40 Upstand for main wall

0 0.6 0.6 m3 0.00 Upstand for returns

140 1.2 0.15 m3 25.20 Top extension for main wall

0 1.2 0.15 m3 0.00 Top extension for returns

Total m3 390.60 Net volume of concrete

Fill concrete in bags and place bags to form wall No. 21700350 20 2 No. 14,000.00 Sloping main wall

0 20 2 No. 0.00 Sloping return wall350 2 4 No. 2,800.00 Toe for main wall

0 2 4 No. 0.00 Toe for returns350 2 1 No. 700.00 Base extension for main wall

0 2 1 No. 0.00 Base extension for returns350 2 4 No. 2,800.00 Upstand for main wall

0 2 4 No. 0.00 Upstand for returns350 4 1 No. 1,400.00 Top extension for main wall

0 4 1 No. 0.00 Top extension for returnsTotal No. 21,700.00 # of bags required

m³ 708

m³ 0

0.5 140 0.5 0.5 m3 17.50 Main wall - triangle

140 0.25 1.5 m3 52.50 Main wall - trapezoid

0.5 0 2.85 3 m3 0.00 Return - triangle

0 1.5 3 m3 0.00 Return - trapezoid

Sub Total m3 70.00 Total volume of fill required

140 4.16 m3 582.40 Less: fill at main wall toe

0 4.16 m3 0.00 Less: fill at return toe

m3 -512.40 Balance of fill required

Form slope to side of filled material and prepare to receive geotextile fabric m² 579

140 4.14 m2 579.31

0 4.14 m2 0.00

Total m2 579.31 Total slope area

Geotextile placed under wall and wrapped around end bags m² 1363

Girth take-off 1.20 F1.20 D x 20.60 C4.14 Slope length1.20 E1.40 wrap around end bags (x2)

9.74 m

Nett area take-off

140 9.74 m2 1,363.31

0 9.74 m2 0.00

Total m2 1,363.31 Total net area of geotextile

Excavate reef mud and fill and compact behind seawall

Backfill and compact stockpiled excavated material behind seawall and replace existing sand atop toe

Excavated material from toe of seawall and trench to be placed back on top of toe and remaining to be compacted behind seawall


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Item Unit Qnty Cost/Rate Total

1 Hessian bags 400 x300x150 No. 22243 1.00 22,243.00 2 Geotextile fabric rolls 50 m long x 6 m wide No. 6 2,250.00 13,500.00

3 Sand m3 430 - - 4 Cement 40kg bags No. 4297 19.50 83,791.50 5 119,534.50

Hessian bags 400 x300x150 mm21700 No.

543 Wastage 2.5%Total 22243 Total bags to order

Geotextile fabric rolls

1363.31 m2 Nett area

49.7 m Effective roll length5.7 m Effective roll width

4.81 No. Number of rolls required0.36 Wastage 7.5%

Total 6 Total # rolls to order

Sand

390.60 m3 Same volume of nett concrete39.06 Wastage 10.0%

Total 430 m3 Total volume of sand to order

Cement

390.60 m3 Nett volume of concrete10 # Number of 40kg bags per 1m3 of concrete mix

3906 # of 40kg cement bags required391 Wastage 10.0%

Total 4297 Total # of 40kg cement bags to order)

KEY MATERIAL ORDERING LIST

TOTAL COST OF KEY MATERIAL

Description


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Allow for initial site visit, inspection and tenderingPosition Number Weeks $/week Cost

Project Manager 1 0.5 300.00 150.00 QS 1 0.5 200.00 100.00

250.00

Position Number Weeks $/week CostProject Manager 0 12 300.00 - QS 0 12 200.00 - Office Clerk 0 12 160.00 - Supervisor 1 12 180.00 2,160.00

2,160.00 for project

Excavate trench in seabed and stockpile

Position Number Hours/m3 Rate CostLeading Hand 1 0.40 5.50 2.20 Labourers 4 0.40 3.00 4.80

7.00$ per m3

Backfill and compact stockpiled excavated material behind seawall and replace existing sand atop toe


2.30$ per m3

Excavate reef mud and fill and compact behind seawall


3.80$ per m3

Form slope to side of filled material and prepare to receive geotextile fabric


7.25$ per m2

Weak mix concrete


24.50$ per m3

Fill concrete in bags and place bags to form wallPosition Number Hours/bag Rate Cost

Leading Hand 1 0.05 5.50 0.28 Labourers 3 0.05 3.00 0.45

0.73$ per bag

Geotextile placed under wall and wrapped around end bags


0.46$ per m2

BUILD UP OF LABOUR RATES

Allow for Contractors General Costs such as management and staff (including supervisors) salary/wages, site accommodation, services and facilities, mechanical plant, travelling costs, transportation costs, temporary works etc


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BUILD UP OF PLANT AND EQUIPMENT RATES

Plant Number Days hire Rate CostDigger 1 0 90.00 - Truck 1 0 70.00 -

-$ for project

Excavate trench in seabed and stockpilePlant Number hours hire Rate Cost

Digger 1 0.021 90.00 1.89 Truck 1 0.02 70.00 1.40

3.29$ per m3

Backfill and compact stockpiled excavated material behind seawall and replace existing sand atop toePlant Number hours hire Rate Cost

Digger 1 0.021 90.00 1.89 Truck 1 0.02 70.00 1.40 Grader 1 0.034 165.00 5.61 Roller 1 0.034 65.00 2.21

11.11$ per m3

Excavate reef mud and fill and compact behind seawall Plant Number hours hire Rate Cost

Digger 1 0.021 90.00 1.89 Truck 1 0.36 70.00 25.20 Grader 1 0.034 165.00 5.61 Roller 1 0.034 65.00 2.21

34.91$ per m3

Weak mix concrete Plant Number hours hire Rate CostConc mixer 1 1.4 3.57 5.00

5.00$ per m3



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BUILD UP OF "OTHER COSTS" RATES

Plant Number Rate CostAirfares (trips) 0 1,000.00 - Accommodation 0 200.00 - Barge and tug (trips) 0 10,000.00 - Site Office and setup 0 5,000.00 -

-$ for project



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Project Title: Seawall Revetment QuantitiesProject Location: Bairiki-Nanikai

Item Description Unit Quantity LabourRate

MaterialRate

PlantRate

OtherRates

TotalRate

Cost

1.0 PRELIMINARIES AND GENERAL

1.1Allow for initial site visit, inspection and tendering Item 1 250.00 250.00 250.00

1.2Allow for employer requirements and/or restrictions Item 1 - -

1.3Allow for Contractors General Costs such as management and staff (including supervisors) salary/wages, site accommodation, services and facilities, mechanical plant, travelling costs, transportation costs, temporary works etc Item 1 2,160.00 - 16,841.00 19,001.00 19,001.00

1.4 Allow for attendance on nominated sub-contractors or suppliers if required Item 1 - -

PRELIMINARIES AND GENERAL TOTAL 19,251.00

2.0 EXCAVATION2.1 Excavate trench in seabed and stockpile m³ 708 7.00 - 3.29 10.29 7,289.44

2.2Backfill and compact stockpiled excavated material behind seawall and replace existing sand atop toe m³ 708 2.30 - 11.11 13.41 9,499.64

2.3 Excavate reef mud and fill and compact behind seawall m³ 0 3.80 - 34.91 38.71 -

2.4 Form slope to side of filled material and prepare to receive geotextile fabric m² 579 7.25 - - 7.25 4,200.00

EXCAVATION TOTAL 20,989.08

3.0 CONCRETE3.1 Weak mix concrete m³ 391 24.50 214.52 5.00 244.02 95,313.42

3.2 Fill concrete in bags and place bags to form wall No. 21,700 0.73 1.03 1.75 37,975.50

3.3 Geotextile placed under wall and wrapped around end bags m² 1,363 0.46 9.90 10.36 14,127.12

CONCRETE TOTAL 147,416.04

4.0 SUB-TOTAL 187,656.13

5.0 MARGINS 5.0% 9,382.81

6.0 SUB-TOTAL 197,038.93

7.0 CONTINGENCY 10.0% 19,703.89

8.0 TOTAL CONSTRUCTION COST OF PROJECT 216,742.82

BILL OF QUANTITIES


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Appendix 9 – Preferred Option Selection Table


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Preferred Option Selection Table Location:

Option:

Good Neutral Poor Comments

Technical considerations:

Design life of structure

Fit for purpose

Ease of construction

Availability of materials

Environmental considerations:

Impact on coastal processes

Effect on coral reef, mangrove or sea grass

Effect on protected species or habitats

Management of waste arising from activity

Level of noise and dust

Social considerations:

Access to and along the beach

Impact on neighbouring land owners

Impact on current & future land use

Impact on areas of cultural or historical significance

Outcome of consultation with community

Economic considerations:

Capital costs

Maintenance costs

Efficient use of funds

Impacts on local population & employment


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Appendix 10 – MPWU – Procurement Procedures


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Procurement Arrangements Summary of Budget Processes – KAP II Project Funding Agencies Ministry of Finance OB MPWU Suppliers KAPII funding from GEF, AusAid, NZAID is deposited with the Govt of Kiribati, and maintained in the No.4 Account

Receives funds and stores in No4 Account

OB prepares Development Budget, including all KAPII expected expenditure for coming year

MPWU prepares Recurring and Development Budgets, including all expected expenditure for coming year

Collates ministerial development budgets, sets budget ceilings and obtains approval to overall budget.

Revises budges in line with ceilings Revises budges in line with ceilings

Issues Development Warrant for project expenditures on request from MPWU/OB, provided request is in line with the approved budget

Requests Development Warrant for KAP II project

Requests Development Warrants for other projects planned that year

Obtains Development Warrant and then issues a Departmental Warrant to MPWU, for the FS6 and FS7 components

Receives Departmental Warrant from OB for KAPII. $700,000 for FS6 and $730,000 for FS7

End of budget phase


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Summary of Procurement Processes – KAP II Project Funding Agencies Ministry of Finance OB MPWU Suppliers Seeks quotations for goods and services to build

FS6 works (in theory at least three quotes). Small amounts by general inquiry, large amounts by advertised invitation to bid

Provides quotations to MPWU

Evaluates bids and makes a recommendation to relevant approvers. <$5,000 – Perm Secretary, Works <$50,000 – Ministry Procurement Committee >$50,000 – Central Procurement Board

Bid is approved and contract drawn up for amounts over $XXXX by AGs office

Receives and signs supply contract

Receives invoice and opens a payment voucher Supplies goods and services, invoices MPWU

Supervisor signs off goods and services received, payment voucher approved. Payment voucher sent to Finance

Receives approved payments voucher and raises cheque in favour of supplier.

Receives cheque from Finance and deposits, funds transfer to supplier

Receives reconciliation of finding from OB

Reconciles KAP FS6 and 7 against overall KAP budget and reports to funders

Reconciles all payment vouchers against project, reports to KAP against budget


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Appendix 11 – Environment Licence Application


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Environment Licence Application Environmental Legislation/Regulations

Existing environmental legislation in Kiribati consists of the following:

- Environment Act 1999

- Environment (Amendment) Act 2007

- Environment (General) Regulations 2008.

Specific sections of the Environment Act 1999 have been replaced by the Environment (Amendment) Act 2007. All shoreline protection works covered by this guideline should therefore comply with the Environment (Amendment) Act 2007 and Environment (General) Regulations 2008.

Environment Licence

Environment (Amendment) Act 2007 states that an Environment Licence is required for any proposed activity. An Environment Licence application form must be completed, along with the payment of applicable fees as stipulated in part 3 of the Environment (General) Regulations 2008. These can be obtained from the Environment and Conservation Division of the Ministry of Environment, Lands and Agriculture Development.

The Principal Environmental Officer reviewing the application will advise whether an environmental impact assessment report is required to supplement the application. The environmental impact assessment report shall include:

- a description of the impacts of the proposed activity,

- the possible alternatives to the proposed activity, including the alternative of not undertaking the proposed activity,

- mitigation measures that can be applied to minimise or prevent harm to the environment, and

- any details that may be prescribed.

Environmental Impact Assessment Report

There are two types of Environmental Impact Assessment Reports which may be required under the Environment (General) Regulations 2008: a basic environmental impact assessment report or a comprehensive environmental impact assessment report.

Basic Environmental Assessment Report

A basic environmental impact assessment report, should always be undertaken early in the project and shall include the following:

Item Detail 1 the objectives of the proposed activity

2 an analysis of the need for the proposed activity

3 a description of the proposed activity, including—


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Item Detail (a) if the activity includes construction work—

(i) designs, plans and maps; (ii) the quantities of any materials and equipment needed; (iii) the nature of any construction or works process; (iv) construction working hours; (v) proposed schedule for implementation and completion;

(b) if the activity includes carrying on an environmentally-significant activity— (i) the nature and extent of the activity; (ii) materials needed; (iii) sourcing of material, whether imported or locally

sourced; (c) if the activity includes taking, harvesting, growing or

keeping of organisms, the type and number of organisms involved;

(c) if the activity includes the generation of any waste substances or energy— (i) the nature and quantity of any waste products; (ii) proposed methods for controlling and dealing with any

waste products; (d) if the activity includes harm to a coral reef, mangrove or sea

grass bed, the nature and extent of the harm; (e) if the activity includes harm to a protected species or

ecological community, the nature and extent of the harm; (f) if the activity is in a protected area or World Heritage area,

the nature and extent of any harm to the protected area or World Heritage area

4 a description of the environment likely to be affected by the proposed activity

5 the potential or actual impacts of the proposed activity on the environment

6 a description of any intended investigations or studies of the possible impact of the proposed activity on the environment

7 a description and assessment of the controls, safeguards, standards or other measures intended to be adopted or applied for the protection of the environment

8 a description of how climate change and climate variability may impact on the activity


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Item Detail 9 a description of any intended monitoring and reporting of the impact of

the activity

10 the benefits of the proposed activity, including any economic, social and cultural factors

11 reasonable alternatives to the proposed activity, including, at least, the alternative of not undertaking the activity

12 an outline of the reasons for the proposed activity as opposed to the alternatives

13 a description of any other legal requirements relating to the proposed activity

14 a summary of the results of consultations with communities likely to be affected

15 a list of the persons and bodies who have been consulted

16 a list of contributors to the report and their contact details

17 a summary report written in Kiribati


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Comprehensive Environmental Assessment Report

A comprehensive environmental impact assessment report, should always be undertaken early in the project and shall include the following:

Item Detail

1 all the information required by a basic environmental impact assessment report for the proposed activity

2 if the activity includes construction work—

(a) adequate technical data to allow an assessment of the impact of the prescribed works;

(b) the plans for de-commissioning the constructed works; (c) level of noise involved and hours of operation

3 a description of the environment likely to be affected by the proposed activity including—

(a) the geology, soils, ground, surface and lagoon water (including baseline data);

(b) the nearby foreshore description – beach material, shape of coastline, wind direction, currents and nature of reef;

(c) ecological important habitats and organisms: distribution and abundance in the area

4 a description of, and any likely impacts on, social, economic and cultural resources including:

(a) population & employment (within the likely affected community);

(b) health facilities; (c) education facilities; (d) current land use and resources traditionally used by local

communities; (e) sites or structures that are of historical and cultural

significance

5 the potential or actual impacts of the proposed activity on the environment, including any primary, secondary, short and long term adverse and beneficial impacts

6 a full description of any residual impact which can not be mitigated

7 an account of any similar projects elsewhere and a description of the impacts, and controls used

8 a full description of each alternative to the proposed activity, including the benefits, impacts and management options


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Item Detail

9 an environmental management and protection plan for the proposed activity, including—

(a) a description and assessment of the controls, safeguards, standards or other environmental management measures intended to be adopted or applied for the protection of the environment, including their estimated costs;

(b) a description of any intended environmental monitoring and reporting of the impact of the activity with estimated costs;

(c) a description of responsibilities and authorities for implementation of mitigation measures and monitoring requirements;

(d) a clear statement that the applicant is committed to the measures included in the environmental management and protection plan; and

(e) a clear statement by the applicant that, if unexpected adverse impacts occur, contact will be made immediately with the Principal Environment Officer to seek advice

a full description on long term measures proposed to be undertaken to avoid likely adverse impacts of climate change and climate variability in relation to the activity, taking into consideration global and local climate scenarios

a description of the possible energy sources for activity, taking into account viable renewable energy sources, and a justification for the proposed energy source

10 a full description of the methods used in predicting and assessing the information presented

11 detail of public involvement and disclosure including:

(a) a description of the participation schemes involving the public from project planning until decommissioning;

(b) an outline of major issues received from the public and a description of how these concerns are going to be addressed;

(c) a summary of public opinion on the proposed project 12 sources and references to materials relied on

Timing & Costs

Environment Licence application fees are specified in the Environment (General) Regulations 2008. These are subject to change at the Minister’s discretion, therefore reference should be made to the latest version of the regulations for up to date application fees.

Item Activity Fee


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1 Activities intended to generate income or make a profit $50

2 Government activities not intended to generate income or make a profit

$30

3 All other activities $20

Additional fees may be imposed under the Environment (Amendment) Act 2007 to cover the cost of publishing the application in local newspapers or radio.

Consultation

As part of the environmental impact assessment report, the applicant shall attempt to consult with any nearby or adjacent landowners and any other person who would have an immediate interest in the activity.


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Appendix 12 – Standard Drawings

Sheet No 1/1 Standard MPWU Cement and Sandbag Seawall

Sheet No C-003 Embankment Details

Sheet No C-004 Reinforced Concrete Seawall Details

Sheet No C-006 Mangrove Planting Details

Sheet No C-007 Rock Armour Revetment Wall

NOT FOR CONSTRUCTION

●

●

●


>

≥

>



≤ ≥≥

> >


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Appendix 13 – Procurement Schedule


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Procurement Schedule Item Person

Responsible Supplier Quantity Budgeted Cost

(A$) Actual Cost (A$)

Date Ordered Date Delivered

Example: Sandbags

Tieraata

Betio Hardware

200

100

120

12/3/2010

15/3/2010


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Appendix 14 – Inspection and Test Plans


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Inspection and Test Plan – Beach Nourishment

Example Inspection and Test Plan for Beach Nourishment

Critical Factor Method of Testing Frequency of Testing Acceptable Limits

Size of nourishment material

Particle size distribution (PSD)

Every dredger load. PSD to be established for each dredge site.

Imported material is preferred to be coarser than native beach material.

Level of beach nourishment crest

Profile survey Every 20m - 0m, + 0.25m

Slope of nourished profile

Profile survey Every 20m - 0m, + 0.25m


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Inspection and Test Plan – Planting Mangroves

Example Inspection and Test Plan for Planting Mangroves


Thickness of geotextile bags

Measurement One bag every 20m - 0.1m, +0.15m

Length of mangrove garden

Measurement On completion +/- 1m

Width of mangrove garden

Measurement On completion +/- 1m

Level of fill material in mangrove garden

Visual inspection All No deep ponding on surface

Grouping of propagules in planting holes

Visual inspection Every 10m 3 propagules per hole

Spacing of propagule holes

Measurement Every 10m 0.5m +/- 0.1m

Location and alignment of mangrove gardens

Profile survey and GPS

Random checks with GPS

Positions within 2x GPS accuracy


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Inspection and Test Plan – Cement and Sandbag Seawall

Example Inspection and Test Plan for Sandbag Seawalls


Strength of sand/cement mix

Crushing cylinders at 28 days

4 samples per wall No test under 5 MPa

Placement of sandbags

Visual inspection All Ensure placement in accordance with drawings

Level of footing Measurement Every 20m -0m, +0.15m

Width of scour toe Measurement Every 20m -0m, +0.3m

Level of top of wall Profile survey Every 20m -0m, +0.15m

Position of top of wall Profile survey Every 20m +/- 0.15m

Level of crest wall Profile survey Every 20m -0m, +0.15m

Geotextile Visual inspection of material specifications

Every roll Strength and permeability specified

Placement of geotextile (including 0.3m overlap)

Visual inspection Every piece - 0m, +0.2m

Thickness of sandbag wall

Visual inspection Every 20m 2 bags thick

As built location and alignment of wall


At each end of wall 2 x GPS accuracy


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Inspection and Test Plan – Rock Armour Wall

Example Inspection and Test Plan for Rock Armour Wall


Size of main rock armour

Visual inspection, supplier records

Every delivery In accordance with specification

Size of secondary rock armour

Visual inspection, supplier records

Every delivery In accordance with specification

Density of main rock armour

Supplier records Every delivery In accordance with specification

Density of secondary rock armour

Supplier records Every delivery In accordance with specification

Placing of rock armour Visual inspection Continuous Two rocks in main layer at all points

Placement of geotextile (including 0.3m overlap)

Visual inspection Every piece - 0m, +0.2m


Width of scour toe Measurement Every 20m -0m, +0.3m



Thickness of main rock armour layer

Measurement or profile survey

Every 20m -0, +0.15m

Thickness of secondary rock armour layer

Measurement or profile survey

Every 20m -0, +0.15m





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Inspection and Test Plan – Reinforced Concrete Wall

Example Inspection and Test Plan for Reinforced Concrete Wall


Strength of concrete Crushing cylinders at 28 days

1 test per 10m3 Not less than 20 MPa

Strength of reinforcing steel

Visual review of mill certificate

All Not less than 500 MPa

Cover to reinforcement Measurement Prior to every concrete pour

0.75m, - 0m, +0.15m


Width of scour blanket Measurement Every 20m -0m, +0.3m



Thickness of wall Measurement Every 20m -0m, +0.15m




Joints Visual inspection Every joint Ensure construction joints are prepared in accordance with drawings


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Inspection and Test Plan – Embankment

Example Inspection and Test Plan for Embankment


Level of embankment crest

Profile survey Every 20m -0m, +0.15m

Position of top of embankment

Profile survey Every 20m +/- 0.15m

Compactions of embankment material

Roller All No difference between adjacent passes of roller

As built location and alignment of embankment


At each end of embankment

2 x GPS accuracy


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Appendix 15 – Site Safety Management Plan


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Site Safety Management Plan

1 Objective The following Site Safety Management Plan has been prepared for the Kiribati Adaptation Project, Phase II (KAP II) – Improving the Protection of Public Assets which is being undertaken by the Ministry of Works and Public Utilities (MWPU) of Kiribati.

The objective of the Site Safety Management Plan is to:

• Highlight and analyse the key safety issues during Construction.

• Ensure all works are carried out using the best safe working practices.

• Combat and remove Health and Safety risks during Construction.

• Identify appropriate protective measures where avoidance or removal of risk is not possible.

• Ensure equipment, and materials used are safe and appropriate.

• Ensure that adequate information, instruction, training and supervision is provided to the workers in the appropriate language.

2 Hazard Management/Identification

2.1 Objectives: • To identify existing and new hazards to employees and visitors at the specific project sites.

• To access the level of risk.

• To implement controls to either eliminate, isolate or minimise the risks.

2.2 Hazard Considerations are: • Handling and storage of materials and equipment.

• Correct operation of plant and equipment.

• Temporary works such as excavations, shoring, etc.

• Working platforms.

• Personal Protective/Safety Equipment (PPE) such as appropriate footwear, clothing, safety goggles and ear muffs, etc.

The Construction Project Manager with assistance from all staff and sub contractors shall identify in each trade section the hazard, its duration and method of control.


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2.3 Hazard Identification:

The Construction Project Manager must record the possible hazards both current and potential for this project.

2.4 Hazard Risk Assessment:

Each hazard is categorised into:

• Significant or

• Non – significant

Significant Hazards and Non Significant Hazards are then addressed by the Construction Project Manager:

1. Eliminate

2. Isolate

3. Minimise

The Construction Project Manager is to take reasonable action to effect steps 1, 2 or 3 whichever is practicable. The considerations include:

• Can the hazard be removed by design or engineering?

• Can the hazard be removed by substitution?

• Can the risk from the hazard be reduced by enclosing it or isolating it from the work force?

• Can the hazards be removed at source before they can affect the workers?

• Can the hazards be reduced by segregating the process from the workers other than those needed for the process?

• Can rules or procedures be developed to reduce the risk of injury?

• Can Personal Protective Equipment be used to reduce the risk of injury?


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3 Safe Work Practices

3.1 Your Responsibility to Act Safely

Each employee has a responsibility for their own health and safety and for the health and safety of any other person around them. It is also an employee’s responsibility to comply with the safety rules and practices that apply to the site. Therefore you must:

• Read or have this Site Safety Management Plan explained to you and ask questions if you do not understand.

• Set an example to fellow workers in observing health and safety rules and procedures.

• Report any potentially hazardous situations immediately, including ‘near miss’ incidents.

• Operate in a safe manner so as not to cause injury to self or other workers.

• Follow all instructions from your supervisor.

• Observe warning signs and notices.

• If you are not familiar with a task that involves hazards ask your supervisor before commencing work.

• Wear appropriate clothing and footwear for the job and use appropriate Personal Protective Equipment.

• Do not wear torn clothes to work.

3.2 Emergency Procedures

If an accident occurs you should do the following:

• Firstly – help the person injured if you can without injury to yourself.

• Secondly – notify your supervisor immediately about the accident. If you witnessed the accident, describe to your supervisor exactly what happened.

If an Evacuation Event occurs:

• Listen to instructions from your supervisor and vacate the site through the designated route/gate as instructed.

• You are to stay at the assembly point until such time that you are checked off by the Construction Project Manager.


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3.3 Site Access

Identification Cards – Bonriki Airport

You must be wearing your Identification Card in order to access the site. You must be wearing your identification card in order to be issued with tools for the work.

3.4 Visitors – Bonriki Airport

All visitors must report to the site office immediately upon arrival on site. Visitors will be identified with a visitor tag.

Visitors must be escorted by an inducted person around the site. This inducted person takes responsibility for the safe conduct of visitors on site. No more than 5 visitors at any one time can be escorted around the site.

3.5 Site Security – All Sites

All equipment must be returned to toolboxes and then returned to the appropriate equipment shed at the end of each day.

All mobile mechanical plant is to be locked and secured after hours.

The work area is to be appropriately barricaded if the work area is situated in close proximity to roads, pedestrian access, and residential/commercial areas for the safety of others.

All open trenches/excavations are to be appropriately barricaded or temporarily covered at the end of each work day.

3.6 Traffic Management – All Sites

All work carried out on site is to be organised so as to avoid any disruptions to traffic flow. Proper authorisation is to be obtained from the necessary authorities if it becomes necessary to partially close off roads or other public amenities/services or access.

3.7 Site Storage

The stockpiled materials are to be placed at designated areas ensuring no hindrance to traffic, people or services. The stockpiled materials are to be placed and barricaded appropriately for the safety of others.

All equipment and materials are to be placed safely to allow free access and movement for construction works on site.

3.8 Personal Protective Equipment (PPE)

The following PPE is to be worn on site at all times:

• Work boots/safety shoes/safety gum boots (with hard toe caps) must be worn on site for protection of feet from falling objects and coral rock.

• Safety helmets must be worn on site. Chin straps may be required under special circumstances.

The following PPE is to be worn for specific tasks:


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• Side shields or goggles must be worn when drilling, grinding or doing work which could cause an injury to the eyes.

• Correct welding helmet or tinted goggles when electric welding or oxy cutting is required. Aprons, leather sleeves, gauntlet gloves, eye protection, overalls shall be worn by welders and assistants where there is danger of injury to body areas or burning by hot materials.

• Consider situations where dust, fragments, vapours and fumes may cause harm. Wear either a simple disposable mask or respirator if required. Goggles may be required for dust hazards.

• If you are working in an area displaying a sign to protect hearing or using noisy equipment, you are required to use hearing protection.

• High visibility vests are to be worn for visibility if working near machinery, trenches or road’s sides.

• Other types of Personal Protective Equipment (PPE) appropriate for the task.

Familiarise yourself with various warning and cautionary signs around the site. Examples of their usage include safety equipment to be worn and actions required to be taken. Instructions on these signs should be followed closely to avoid putting yourself and others in at risk.

3.9 First Aid

All injuries must be reported to your supervisor immediately or on the day they occur. This reporting procedure is important in order to eliminate the cause of the injury or accident.

If you require First Aid treatment advise your supervisor and proceed to the site office/dedicated area for attention. First Aid provisions are to be located on site at all times.

3.10 House Keeping

The work area is to be inspected on a daily basis at the end of the day to ensure that the site is tidy and clear. The following directions are to be followed at all times:

• Keep access ways clear of all materials and equipment.

• Store materials and equipment in a neat and tidy manner.

• Place rubbish in the designated rubbish site.

• Do not throw materials or other equipment from an elevated height.

• Nails protruding from timber must be bent over or pulled out.

• Protruding reinforcing bars must be capped.

3.11 Electrical Equipment

Defective or carelessly used electrical gear can be life threatening. To ensure the safe use of electrical equipment the following requirements must be met:


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• Prior to connection to the power source check leads, plug connectors and switches for damage or defect. Do not use if faulty and report fault to your supervisor.

• Do not run leads across access ways or doors unless protected. Minimise length of leads where practicable.

• All equipment that is plugged or direct wired is to be connected to an approved earth leakage circuit breaker.

• When making connection of an electrical supply to a tool or machine, make sure that the equipment is turned “OFF” and work towards the power outlet supply.

• When disconnecting the electrical supply turn “OFF” the electrical supply first, then disconnect the plug and work back to the tool or machine.

3.12 Earthmoving Equipment

To ensure the safe use of the earthmoving equipment the following requirements must be met:

• No employee is to operate earthmoving machinery unless instructed and licensed to do so.

• Switch off engines while refuelling. Smoking and naked lights are prohibited at fuelling points and fuel storage dumps.

• Machinery must be switched off during repairs or lubrication.

• Machine guards are for protection and must not be removed except by an authorised person.

• Be careful to let the air out of a tyre fitted to a split rim before trying to remove it.

• Blades and buckets are to be lowered to the ground when machine is unattended. Ensure that the brakes are on and machine switched off.

• No passengers are allowed on machines unless seating is fitted.

• Signs and warning lights must be appropriately positioned. Reversing beepers must be operational.

• Carry a radio to keep in contact with your supervisor.


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4 Emergency Plan

An emergency plan provides site staff with guidance should an emergency develop on site. Each site is to display the following requirements:

• Site safety location plan.

• Site address.

• Site telephone number.

• Location of the site and adjoining streets.

• Location of site entrance/exit.

• Location of site offices and the amenities as appropriate.

• Location of First Aid box.

• Location of phones.

• Location of fire extinguishers.

• Location of assembly area in the case of an evacuation.

• Emergency action list.

• Material data sheet for hazardous materials stored on site.


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5 Accident/Incident Investigation Report

Should an accident or incident take place resulting in injury to person or property it is to be recorded in the site safety book and a report completed.

The following flow chart demonstrates the procedure to be followed:

Accident Occurs

Provide immediate medical assistance. Help control hazard and raise alarm.

Inform Site Manager. Close off accident scene, erect Accident Control notice.

Did ‘serious’ harm occur?

No Yes

Do not interfere with accident scene unless necessary to secure and make safe.

Notify authorities immediately

Carry out accident investigation

Provide Accident Report within 2 days of accident occurring

Details of investigation to company records

Evaluate procedures

Carry out accident investigation


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6 General Health & Safety Rules

Refer to the following general health and safety rules that are to be maintained and adhered to throughout the project:

• Report all hazards promptly.

• Report all accidents and near misses promptly.

• Keep all walkways clear at all times.

• Ensure all machinery guards are in place.

• Keep well clear of all moving drives, belts and parts of machinery.

• Stack materials safely.

• Wear appropriate and proper Personal Protective Equipments at all times.

• Know where fire extinguishers are located and how to use them.

• Clear away rubbish promptly.

• Don’t work in the dark. Arrange for adequate lighting during night works.

• Keep electrical leads clear of water.

• Take care when using or handling hazardous materials.

• Watch where you are working. Familiarise yourself with the site.

• Take care of your personal hygiene.

• Always use an isolating transformer or earth leakage breakers when using any electrical tool or appliance.

• No practical jokes or silly antics on the work site.

• Get into a habit of thinking safety.

• Alcohol, drugs, kava or smoking are not to be consumed at the site. Allocate a specific smoking area if possible. Employees may not operate plant or equipment if they are under the influence of drugs or alcohol.

• At the Bonriki Airport site when aircraft are landing or taking off from the runway, construction work must stop.


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Appendix 16 – Construction Environmental Management Plan


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Construction Environmental Management Plan

1 Objective

The purpose of this document is to identify potential risks to the environment and to determine the procedures required to remove or mitigate any adverse environmental impacts caused by the construction works.

Contingency plans have also been developed so that in the event of any environmental incident, plans are in place and the appropriate materials and equipment are on hand to minimise impacts.

The General Environmental Principles shall be:

• ecological processes during construction shall be maintained in the same or similar condition as the original state that existed before the commencement of construction activities

• environmental protection provisions must comply with relevant statutes, by-laws and standards related to environmental protection

• Contractors are required to remove all construction debris from the site, to correctly dispose of all debris due to construction activities in an environmentally sound manner and to leave the site in a tidy condition

• areas outside the bounds of permanent works, which were developed or altered in any way, shall be reinstated to the condition as at commencement of the works.

• temporary structures at the work site shall be removed or decommissioned when no longer required in an environmentally sound manner

2 Environmental Management

2.1 Erosion and Sediment Control

There is potential for increased turbidity and silt in local water ways from construction activities. To minimise erosion and sedimentation effects in the local water ways during construction, the following guidelines must be followed:

• Restricting earthwork activities to the areas marked on the drawings.

• Constructing systems to control silt runoff such as silt fences, retention ponds or contour drains on a phase by phase basis.

• Stabilizing the bare earth areas around the work area.

• Directing clean water from undisturbed areas around the work area.

• Installation of drainage to allow the efficient flow of storm water during construction.


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• Installation of stabilised construction entrances at all points of site ingress and egress. When wheel washing is required, ensure that this is done on an area stabilised with aggregate that drains to an approved sediment retention facility.

The condition and the quality of the waterways is to be monitored on a regular basis and any adverse effects are to be promptly identified and remediated.

2.2 Construction Equipment

Poorly maintained equipment can result in:

• Unacceptable noise discharges

• Unacceptable air discharges

• Fuel, oil or hydraulic oil leak.

To ensure that there is no adverse environmental effect from poorly maintained or operated equipment, the following conditions must be met:

• Machinery in poor condition is to be shut down.

• Machinery utilised for the project is to be in good working order.

• All machines and vehicles must be serviced regularly.

• All machines and equipment are to be operated by a licensed operator.

Daily monitoring of all machines and equipment on site is to be carried out.

2.3 Fuel & Oil Storage and Handling

There is potential for significant adverse effects to result from poor storage and handling of fuel, oil, lubricants and similar substances. To ensure that there is no adverse environmental effect from these activities the following control measures are to be imposed:

• Appropriate storage and handling procedures used.

• Bulk storage tanks are to be placed in a bund area.

• All used oil to be stored in secure containers and disposed of off site in an appropriate manner.

• No refuelling of plant is to be carried out within 50m of the watercourse or with direct discharge to a watercourse.

The storage of fuel and other substances is to be monitored on a daily basis.


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2.4 Stock Piles

The following control measures are to be imposed for stock piling of materials:

• Store materials away from drainage lines and flood prone or tidal water marks on level ground.

• Ensure stockpiled materials have down slope bunds to catch eroded sediments.

• Grade permanent ground to a stable profile and reinstate as soon as possible.

• Storm water drainage is diverted away from the stockpiles.

• Ensure proper disposal of surplus stockpile off site.

2.5 Waste Disposal and Litter Control

A bulk waste bin is to be provided on site. The bulk bin is to have a lid and be emptied on a regular basis. No burning or long term open storage or waste burial is allowed on site. All waste is to be disposed of off site in an appropriate manner.

2.6 Dust Control

Measures are to be implemented in controlling the dust generated during the construction work. To ensure that dust emissions are kept at a minimum level, the following control measures are to be implemented:

• Damping down of potential dust generation areas with water cart. A water cart is to be available at short notice at all times.

• Ensure that the surfaces are constructed to their final design requirement as quickly as possible.

• Using covers on small areas that may generate dust.

• Covering trucks or dampening down loads.

• Covering surface with materials that will not generate dust.

• All earthwork materials that are carted near or in any locality beyond the site which are liable to give rise to dust nuisance beyond the site are to be covered or kept moist.

The generation of dust during the construction works is to be monitored on a regular basis.

2.7 Construction Noise

Activities with the potential to generate nuisance noise levels are to be restricted to normal working hours. No works with potential to generate nuisance noise is to be undertaken on Sundays or Public Holidays.

All construction equipment on site is to be kept in good working order.


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2.8 Traffic

Construction activities on site will have potential to generate additional traffic on adjacent roads. Appropriate measures are to be implemented to mitigate any potential hazard that may arise due to additional traffic. Appropriate measures are to be implemented but not limited to the following:

• Ensure appropriate signage is used for the direction of traffic or to signal expected delays.

• All loads to be securely tied down.

• Loads which have the potential to discharge dust or other material must be covered.

• The vehicles are to be in a good state of repair.

• Awareness of pedestrians (especially young children).

Ensure that the traffic management requirements comply with the Government of Kiribati traffic laws.

2.9 Cultural Site

In the event that any cultural sites are uncovered during the works, the following measures are to be undertaken:

• Cease all works in the vicinity of the discovered site.

• Notify the Construction Project Manager.

• Secure the area so that the site is not further disturbed and communicate the message to the employees.

2.10 Site Tidy up

As part of the completion of the construction works, the following activities are to be undertaken:

• All surplus materials from site are to be removed.

• Silt fences or other temporary works are to be removed.

• All disturbed surfaces to be reinstated.

• All rubbish generated on site to be removed.

3 Record Keeping & Inspections

3.1 Inspections

Practicable steps are to be undertaken to ensure that the Construction Environmental Management Plan is strictly followed by all those who will be involved in the construction works, and regular monitoring procedures shall be carried out to review the construction methodology.


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A monthly meeting shall be held on site between the Construction Site Manager, Contract Manager and Project Engineer to discuss the results of the monthly audit or inspection of site.

3.2 Site Meetings

Daily meetings shall be held to discuss the work planned for the day and any hazards that can be expected. Brief notes of these meetings shall be kept, including the names of the attendees.

Daily tool box meetings shall be carried out and the following issues discussed:

• Environmental issues including any incidents or complaints that occurred in the preceding weeks.

• Health & Safety issues including new hazards.

• Quality of the works and the site.

• Other project related issues.

4 Site Specific Requirements

4.1 Plan of site

Contractor to provide site plan showing areas for

• First Aid station

• location of fire extinguishers

• stockpile areas and storage areas for dry materials

• secure storage area for fuel and other hazardous liquids

• stormwater drainage and containment for construction generated water runoff

• exits/entrances and traffic direction

• amenities

Documents

Appendix 1 – South Tarawa Coastal Processes Assessmentclimate.gov.ki/.../uploads/2013/...of-2-appendices.pdf · South Tarawa Coastal Processes Assessment The coastal process regime