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Ocean and Coastal Academic Visit at Kuala Perlis,

Langkawi and Kuala Kedah

Sharifah Nur Ainiza Binti Khaidzi

Civil Engineering Department

University Teknologi Petronas

Bandar Seri Iskandar

31750 Tronoh,Perak

sharifahainiza@gmail.com

Abstract – Academic visit was conducted in three (3) different

places which are Kuala Perlis, Langkawi, and Kuala Kedah. This

academic visit was done in order to provide good field exposure

for student about several interesting features that can be observed

including coastal erosion, various coastal protection structures,

unique ‘piled’ breakwater, groyne, breakwater, geo-bag, and geo-

tube and beach nourishment. In addition, during this academic

visit, various example of related structures that can be found

constructed in the coastal area such as jetty and facility in marina.

On the other hand, several sample of beach material also have

been grabbed in certain visited places to determine the overall

shoreline condition besides environment condition such as the

condition of the waves including wave height, wave period and

wave direction also have been observed at each site. Thus, this

paper discuss the site assessment of selected coastal places that

have been visited during the academic visit such as Langkawi

Islands and two marina harbors.

I. INTRODUCTION

A. LOCATION OF ACADEMIC VISIT

Coastal zone is a place where a significant part of

world economic potential is concentrated since 70% of the

Earth is covered by water and along coastlines and it is clear as

a bell that coastal zone has several aspects of that have high

value of socio-economic activity leading to a significant growth

of population density in coastal zones. Coastal zone is actually

the interface between the land and water besides it is also be

defined as a spatial zone where interaction of the sea and land

processes occurs which are important because a majority of the

world's population inhabit such zones.

Due to the dynamic interaction between the oceans

and the land, it resulting in continual changing of coastal zones.

Waves and winds along the coast are both eroding rock and

depositing sediment on a continuous basis, and rates of erosion

and deposition vary considerably from day to day along such

zones.

Location of the academic visit

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Thus, in order to study the result of deposited sediment

on a continuous basis, and the rates of erosion and deposition

from day to day along such zones academic visit were done in

three different place located at North of Peninsular Malaysia

which are Kuala Kedah, Kuala Perlis, and Langkawi Island.

The first place that have been visited during the

academic visit are Kuala Perlis. As reported by Thia-Eng et al.

(2000), during 1985, 1972 km of West Coast Malaysia

coastline, includes from Kuala Perlis to Sungai Udang, West

Johor and Northern Kuala Selangor coast had been affected by

critical erosion. In addition, Thia-Eng et al. also stated that the

rate of shoreline erosion were increased due to mangrove

extraction activities and lands conversion for agricultural

purposes besides also effected by the natural and human

activities such as deforestation, dredging, and land reclamation

which lead to the sedimentation problems to the Straits.

Besides Kuala Perlis, Kuala Kedah also have been

visited during this academic visit. Kuala Kedah were located at

the mouth of the Kedah River. Initially, it was a transit centre

along the India-China route in past. Besides, Kuala Kedah is a

town and parliamentary constituency in Kedah, Malaysia. It is

a fishing port, located at the mouth of the Kedah River, and

serves as a terminus for ferries to the tourist island

of Langkawi.

In this report, several locations in Kuala Kedah had

been visited and protection measure in that location had been

observed. For example, one of the Malaysian Maritime

Enforcement Agency’s coastal protection measures which

called as Marina Harbour. This coastal protection measures

shows an example of the failure marina harbour. Some

measurement at site was taken for some analysis in order to

understand more details about coastal processes.

Third place that have been visited is Langkawi which

actually an archipelago of islands located in the state of Kedah,

Malaysia. The island is located near the Kedah shoreline and

adjacent to the Thailand border. This island consists of 99

islands on Malaysia-s west coast where Langkawi Island itself

as the largest island followed by Pulau Dayang Bunting, Pulau

Tuba and other smaller islands that located around the

Langkawi Island. Kuah town is the capital of Langkawi as the

largest town. Besides that, Langkawi were actually surrounded

by turquoise sea, the interior of the main island is a mixture of

picturesque paddy fields and jungle-clad hills.

In this report, several locations in Langkawi Island had

been visited in order to study about protection measures in that

location such as Tanjung Rhu, Pantai Chenang, Pantai Kuala

Muda, Langkasuka Breakwater, Kuala Triang, Pantai Kok, and

Telaga Harbor Marina.

B. COASTAL PROTECTION MEASURES

With the objective of preventing shoreline erosion and

flooding of the hinterland, coastal structures are continually

used in coastal defense schemes. Besides used as a shoreline

erosion prevention and flooding mitigation method, coastal

structures also have another objectives include sheltering of

harbor basins and harbor entrances against waves, stabilization

of navigation channels at inlets, and protection of water intakes

and outfalls.

Basically, there are several main concept of coastal

protection measures. Firstly is do nothing. Do nothing is the

concept applied when the erosion phenomena causes no

problem wether to the people or to the environmental

respectively. Second is take away the cause of the problem.

These kind of concept are theoretically the best thing to do but

not always feasible for example the application of groynes. The

construction of groynes along the coast where the erosion is

caused by the longshore transport but useless if the erosion due

to cross-shore transport. Next is supply sediment. This concept

is cures nothing and may go on forever but os often a good

measure besides very feasible and sits well in environment

strategies.

The other concept of coastal protection measures are

reduce the loads and increase the strength. For reduce the loads

concept, it could be done by constructing breakwater in front of

eroding coast. For increase the strength concept, it is suitable

when there is a lot of pressure to prevent the available spec and

sometimes can lead to more erosion in adjacent areas.

Moreover, there are also an alternatives measures that

were used recently which are called hard-measures and soft-

measures. Soft structures measures is a solution approach that

does not required any construction of additional structures such

as do nothing, beach nourishment, and accommodation or

retreatment. Soft engineering is a more sustainable, long-term

and potentially cheaper approach to coastal defense, working

with natural processes to protect the shoreline.

However, the coastal protection development at

coastal area had disturbed natural processes and facing erosion

problem. The lack of sediment budget a long shore transport as

there a disturbance in updrift sediment supply will resulting

erosion phenomena happened. In addition, erosion may also can

occur when the changes in local wave climate due to dredging

activities as the wave climate become higher than before.

There are several coastal protection measures that

have been done at Kuala Perlis in order to mitigate the erosion

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impact. For example, dredging work which involved the basin

dredging at Kuala Perlis passenger jetty, Perlis and also

deepening the basin of Kuala Perlis jetty, Perlis.

In order to maintain the depth of ferry, boat and

shipping channel the marine sediment of estuary of Perlis River

has to be dredged out of the basin. However, these dredged

sediments were dumped back to the sea as marine disposal. This

lead to increasing in term of due to the rapid sedimentation that

happens lately at Kuala Perlis. Besides the flooding that

frequently happen at Perlis, due to located at the bay area of

Langkawi Island, these had been one of the contribution that

lead to the rapid sedimentation because this could drive the

problem of dumping sediment returns to the river mouth in a

short time and also depend on the wave flow.

For Langkawi Island, there were also some places that

also implement the coastal protection measures. There coastal

protection measures include the construction of marina and

jetty and dredging work. the implementation of these method

have been implied in several tourism places such as River

dredging at Sungai Kisap, Sungai Temoyong and Sungai

Teriang, Langkawi, Kedah, Deepening the existing river at

Pulau Langkawi, Kedah, Passenger jetty and a cargo jetty at

Teluk Bujur, Pulau Tuba, Langkawi, Kedah and Passenger jetty

at Pulau Dayang Bunting, Langkawi.

Next, for Kuala Kedah, a lot of mitigate method have

been applied in order to mitigate and reduce the erosion and

sediment transport affect at the shore. For example, reclamation

of two Islands inclusive of rock revetment work and beach

nourishment at Pantai Kok, Kedah, Basin Dredging at Kuala

Kedah Marina, Marine, Passenger Jetty and Structural

Construction at Kuala Kedah,Kedah.

C. COASTAL EROSION PROBLEM

Technically, this report will discuss on the overall

condition of the shoreline for all visited sites located at

Langkawi. The potential causes of the eroding beach and the

extent of the erosion has reach inland will be discussed.

Erosion problem has becoming a threat to this unique island. The erosion problem causing damage to the loveliness beaches and nearby structure such as resort and hotel. Basically, coastal erosion is divided into three categories which are;

1. Category I: Areas suffering from serious coastal erosion where shore-based facilities are in imminent danger of loss/damage.

2. Category II: Areas where shore-based facilities are

expected to be endangered within 5 to 10 years if no remedial action is taken. Area suffering form significant erosion.

3. Category III: An acceptable Erosion areas generally undeveloped with consequent minor economic loss if erosion continues unabated.

Several beaches in Langkawi Island are categorized under

Category 1 of coastal erosion. In order to protect the beaches,

government has come out with appropriate mitigation.

Mitigation building or known as coastal protection structures

such as revetments, breakwaters, groynes, supported by beach

nourishment are implemented to the affected coastal area. The

selection of coastal protection structure and its design is

specifically depends on the location and problem faced.

Samples of beach material at every site are collected

to analyze for Particle Size Distribution (PSD) test. This test is

performed to determine the percentage of different sizes

contained within a soil. This is because the distribution of

different grain sizes affects the engineering properties of soil.

Suspended sand is sampled at several heights and positions on

a beach and fore dune, providing detailed insight into the

Dredging work at Kuala Perlis Jetty

Sand Reclamation at Kuala Kedah

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vertical and horizontal variation in sand content in the air during

landward transport.

II. OBJECTIVES

Technically, there are five main objectives of this academic

visit. The first objective of the visit is to assess overall condition

of the shoreline in three different places. Second is to observe

the environment condition including the condition of the wave

in term of wave height, wave direction and wave period at each

site. Next, the objective of the visit is also to conduct beach

profile survey at the identified project site besides to get an

exposure to the coastal protection structures either by using

hard structures or soft structures or even by using non-

engineering method such as mangrove plantation method.

Lastly, the objective of the visit is also to observed and identify

the successful and non-successful method that being used in

order to mitigate the erosion problem.

III. SCOPE OF STUDY

In order to make sure the listed objective are successfully

achieved, there are several scope of study have been point out

which are as stated below:

To collect sample of beach material and analyze for

Particle Size Distribution (PSD) test.

To plot and analyze the variation and condition of the

beach profile

To assess all the protection measures either hard

structures or soft structures at the project site

To assess successful and non-successful coastal

protection method

To analyze characteristic of the beach material through

sieve analysis test.

IV. LITERATURE REVIEW

As mentioned earlier, 70% of the Earth is covered by

water which may lead coastal zones a place of significant part

of world economic potential. However, coastal erosion is a

threat to sea-bordered nations where it damages coastal

resources, property and infrastructure along the coastline,

affecting the livelihoods of coastal communities

(Saengsupavanich, 2013). Hence, immediate and effective aid

is needed to prevent further coastal erosion or else more several

kilometers of the beach will be destroy if no action is taken.

There are several coastal structures that can be considered as a

mitigation to save coastline from further erode or siltation.

A. Breakwater

Breakwaters, also called bulkheads, reduce the intensity of

wave action in inshore waters and thereby reduce coastal

erosion or provide safe harbourage. As stated by Bill Deane

(2008), breakwaters is actually a hard-structures that built

parallel to a shoreline to protect an anchorage from the effects

of weather and long shore drift. Generally, there are several type

of breakwater being used conventionally such as Detached

Breakwater, Reef Breakwater, Floating Breakwater, Rubble

Mound Breakwater, and Vertical Front Breakwater.

According to Magor Karsten (2013), detached

breakwater are used in many function such as as a shore or as a

coast protection measures. Detached breakwater is a coast-

parallel structure located close to the surf-one which provides

shelter from the waves whereby the littoral transport behind the

breakwater is decreased and also modified the transport pattern

adjacent to the breakwater thus its securing coastal profile

against erosion. If the breakwater are designed in long sized,

will be lead to the development of tombolo. In the mean while,

the trapped sand comes from the adjacent beaches, which

means that both the upstream and downstream beach will suffer

from erosion during the development of a salient or a tombolo.

When a tombolo has been formed, the adjacent beaches are

influenced in a way similar to that of a groyne with upstream

accretion and lee side erosion.

Example of Breakwater

B. Groyne

Another method that being used world widely is

Groyne which are built to stabilize a stretch of natural or

artificially nourished beach against erosion that is due primarily

to a net longshore loss of beach material that function only

when longshore transport occurs. Groynes is also built to absorb

the energy produced from the shore resulting in reducing the

impact of the energy impact on the coast. In addition, an

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accretion of beach material on the up drift side and erosion on

the down drift side could be occurred due to the effect of a

single which both effects extend some distance from the

structure.

However, use groynes as a mitigation measure is not

very practical since they will caused soil erosion due to disturb

the seabed from having the sufficient sediments deposited there.

The example of the groynes structure can be seen from Figure

2.2.

Graphically, groynes structures can be classified as

either long or short, depending on how far across the surf zone

they extend. Groyne would be considered as long when

transverse the entire surf zone, whereas those that extend only

part way across the surf zone are considered short structures.

Most groins are designed to act as short structures during severe

sea states and as long structures under normal conditions

Example of Groyne

C. Revetments

Next, revetments also one of the famous method used

in order to protect coastal erosion which is actually an onshore

structures with the principal function of protecting the shoreline

from erosion. Besides, revetment structures typically consist of

many material such as cladding of stone, concrete, or asphalt to

armour sloping natural shoreline profiles. It is also a much

cheaper alternative compared to groynes. There are a few types

of revetment, such as rock revetment and interlocking flex

revetment.

Interlocking flex slab is good to be introduced at the

area with the acceptable and significant category of erosion.

The advantage of using interlocking flex slab revetment is they

are interlock to each other. Hence, if one of the interlocking

broken, it will affect the other interlock.

Interlocking flex slab revetment

D. Jetties

Jetties which is a shore-connected structures are also

method used in coastal protection measures to stabilization of

navigation channels at river mouths and tidal inlets. Jetties are

generally built on either one or both sides of the navigation

channel perpendicular to the shore and extending into the

ocean. It is possible to reduce channel shoaling and decrease

dredging requirements by confining the stream or tidal flow.

Moreover, another function of the jetties is also to arrest the

crosscurrent and direct it across the entrance in deeper water

where it represents less hazard to navigation.

Besides, in order to stabilize the channel where

harbors, rivers, lagoons and estuaries open out into the ocean a

pair of jetties are built. When extended offshore of the breaker

zone, jetties improve the manoeuvring of ships by providing

shelter against storm waves. Jetties are constructed similar to

breakwaters. For example, this allows boats and ships to safely

enter the channel into a harbor. In addition, jetties are used to

protect and stabilize man-made constructions such docks, piers

and other maritime works. Harbors, rivers, lagoons and

estuaries typically have entrances that migrate through time.

E. Mangrove

Other than all mentioned method, mangroves are also

being used to re-establishment of habitats (structure) and

functions such as coastal protection, contribution to fishery

production, enhancement of aesthetic quality of the landscape

that have been lost. Technically, mangrove are a salt-tolerant

group of tropical plants that occupy the inter-tidal zones of the

sheltered coasts such as estuaries and lagoons. They are

variously adapted to cope with the unfavorable environmental

conditions for growth and reproduction resultant by inundation

with salt water, unstable soils due to tidal flow and lack of

freshwater.

In addition, mangroves are capable of reducing erosive

forces of waves, tidal currents and consolidating sediment, thus

check coastal erosion which with their characteristics root

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system. Besides, the superiority of mangroves against

engineering structures are able to withstand high wave energies

and protecting coastal areas for example during the incident of

Indian Ocean tsunami in 2004.

V. SITE ASSESSMENT

As mentioned at the beginning of the report, there are

three different place that have been visited during this academic

visit. Therefore, there are several beaches being visited at these

mentioned places such as Pantai Tanjung Rhu which located at

Langkawi Islands, Pantai Chenang, Pantai Kok and many more.

This academic visit involved such kind of several

beaches that located at different place is actually to provide

good field exposure in order to study about the features that

already implement besides to observe these feature. The

observation of the feature would include coastal erosion,

various coastal protection structures, and knowing successful

method and un-successful method such as mangrove.

A. Jetty Structure, Kuala Perlis

The first site location that have been visited during the

academic visit is Kuala Perlis Passenger Jetty, Perlis. This jetty

is actually a main jetty that being used by people to get to the

Langkawi Island through jetty as a transportation. Malaysian or

non-Malaysian can choose either to bring along their car to the

island by using Ro-Ro ferries transportation or just take the jetty

without their car. Ro-Ro are actually a vessels designed to carry

wheeled cargo, such as automobiles, trucks, semi-trailer trucks,

trailers, and railroad cars, that are driven on and off the ship on

their own wheels or using a platform vehicle, such as a self-

propelled modular transporter.

During the observation about the jetty structures, it

could be observed that the jetty used the absorber in order to

mitigate the direct impact of big vessel to the jetty structures.

The absorber usually called dock fender. In boating, a dock

fender is a bumper used to absorb the kinetic energy of a boat or

vessel berthing against a jetty, quay wall or other vessel. This

kind of bumper are used to prevent damage to boats, vessels and

berthing structures because this fenders usually have high

energy absorption and low reaction force.

B. Chenang Beach

The second location during the academic visit is Pantai

Cenang. Pantai Cenang is undoubtedly the main hub of

Langkawi and is the most developed western coastal area in the

whole of Malaysia. It takes only about 15 minutes to reach

Pantai Cenang area from the Langkawi International Airport.

This is the first area to get filled up during the high season even

though Pantai Cenang area has the largest concentration of

hotels. Besides, due to that it has lead serious erosion and

sediment problem happened at the Pantai Cenang.

Due to that, to encounter erosion and sedimentation

problem breakwaters had been built at Pantai Chenang as

shown in Figure 2.6. Type of breakwater used in this location

is pile breakwater where it resist wave and allow some sediment

to pass through (Figure 2.7). The implementation of

breakwater there had encouraged sedimentation. The sheet pile

breakwater where it is perpendicular to the shore and extend

into the water. All of these sheet piles are installed with respect

to the Low Admiralty Tide (LAT) level.

Dock Fender

Pile Breakwater

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Sheet pile breakwater at Pantai Chenang

C. Kuala Sungai Cenang

After observing the pile breakwater constructed at the

Pantai Cenang, this visit also involved the survey and

observation for the geo-tube and groynes structures near the

Kuala Sungai Cenang. Geotextile tube is lay as construction of

breakwater at the river mouth of Chenang River. Geo tube had

been used to form a groin to resist sedimentation from blocking

river mouth which is important for navigation route of local

fishermen.

In addition, geotextile tubes are large tube like

structures fabricated from high strength geotextile with soil-in-

fills. Basically, to enable retention of the soil-infill, geotextile

were used to make geotextile tubes and bags has fine pore sizes

besides also has high permeability to enable easy exit of water

during the hydraulic filling stage. It also has high tensile

strength to enable it to resist the tensile stresses occurring

during hydraulic filling and maintain its structure shape. The

groyne is introduced to trap the sediment from the sea and to

avoid from erosion to go beyond to the nearby resort. It is as an

alternative to save the resort from destroyed due to the coastal

erosion.

From the observation, it shown the failure of the

groynes application. This is because, this time being the

groynes structures are no function at all either to avoid erosion

or sediment problem. Besides, the application of breakwater

also seems got erosion until at the end of the breakwater.

Geotextile tube breakwater

D. Pantai Tanjung Rhu, Langkawi

Tanjung Rhu (meaning cape of pines) is the north

western coastal area of Langkawi and Teluk Yu (meaning Shark

Bay) is an area along the northern coast line. Tanjung Rhu are

located in the northwest of Peninsular Malaysia. It is a narrow

spit with the beautiful Andaman Sea on one side and a lagoon

on the other. However, during mid 90’s, this beach had been

experiencing critical coastal erosion. The erosion had gone

beyond up to the border of the hotel building that located near

to the Tanjung Rhu beach. The erosion problem may be cause

by construction of breakwater at updrift of Tanjung Rhu where

the sediment supplement to Tanjung Rhu beaches had been cut

off.

Hence, to mitigate the erosion problem, coastal

engineering practitioners had come up by considering beach

nourishment after properly designed and placed in an

appropriate location by expanding the beach about 20 meters to

25 meters. Insensitive area of the beach has been chosen to be

the sacrificial part to be eroded for the mitigation during the

process of beach nourishment. On the other hand, some volume

of sand was filled which extended several kilometer from

beach. This reclaimed area is allowed to erode for several

kilometers for some period of year. However, regular

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maintenance needs to be done in some period of year to repair

back the allowed erosion area.

Pantai Tanjung Rhu

During the academic visit, students were divided into

4 different group that consist about 10-11 member per group.

These group will measured the slope of the beach for four

different locations of the beach to predict and study the distance

that affected during mean high water spring (MHWS) and mean

low water spring (MLWS) by using “Predicted Tide: Kuah

Langkawi” Tidal Information obtained from the Tide Tables for

Malaysia 2015 published by Royal Malaysian Navy to obtain

the predicted tide at Tanjung Rhu with respect to Mean Sea

Level (MSL) at that respective time (9.30am).

After getting the sample of 3 different levels for each

four different locations, the prediction discussion would be

done by comparing the result of sieve analysis test. Besides that,

these locations also compared in term of beach slope. The

comparison done between these different locations are actually

to analyze wither there are the different between those location

and observe the possible reasons.

Furthermore, to study the beach materials that have

been used during the beach nourishment at the area, a few

samples of beach materials are taken along the shoreline. Three

different level involving MLWS, MSL, and MHWS were being

collected at each group location point aligned vertically from

beach towards the sea. Then, it will undergo particle size

distribution analysis for Tanjung Rhu shoreline assessment.

Below is the sketch of the slope measurement in order to predict

the MHWS and MLWS at that particular location.

Slope measurement

E. Langkasuka Breakwater

Langkasuka Breakwater also one of the breakwater

structure that have been visited during the visit. It is located near

to Langkawi International Airport which is under LADA

development. This breakwater structures at the location is to

resist wave and protect reclamation of airport all beaches inside.

This breakwater had protected Langkawi airport and beaches

inside from high wave during tsunami incidence at 2004. For

the time being, there are two type of breakwater which is rubble

mould breakwater and double sheet pile breakwater. Rubble

mould breakwater are attached to the land and connected with

double sheet pile.

There also a few kilometers of double sheet pile that

unattached to the land which makes an opening to allow water

exchange between inside and outside of breakwater. The huge

breakwater is built to give a calm area to the proposed project

as mentioned above. The width of the breakwater is about 9.9m.

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Langkasuka Breakwater

F. Kuala Muda

Next location of the academic visit is located at Kuala

Muda that is located just adjacent to the Langkasuka

breakwater. It is a 4 km long breakwater which divided into two

parts and consist of 2km each.The estimated cost for the

breakwater is RM200 million. Upfront of Kuala Muda, 80

hectare reclamation development is going to be developed.

However, Pantai Kuala Muda had experienced erosion

problem. As Kuala Muda had been affected from the disaster,

at 2009, to protect river mouth from sedimentation, lay

geotextile bag along the coastline were suggested by coastal

engineering practitioners for about 30 meters long with 30-

40cm thickness, 1.3 meter width and 2m length for a bag as

embankment. This method were chosen as an alternative in

order to prevent the loss of fine particles besides the geotextile

bag has aesthetic value to blend with nature. There are about 7

layer of geotextile bag per column. Generally, the geotextile

bags are fills with sand and also called as soft rock continental

bed where all of it was arrange with slope 4:5.

Laying geotextile bag as an embankment

Dimension of geotextile bag used

During the academic visit, the geotextile bag seems to

be destroyed in a few places due to bad and serious erosion

problem besides there were several point that experiencing

serious erosion which can be refer to figure shown below. Even

though Kuala Muda are located inside the range of breakwater,

but serious erosion problem still occurred. Therefore, this create

a needs of further study regarding the assessment of the erosion

problem at Kuala Muda.

Serious erosion at Kuala Muda

E. Kuala Triang

Next visited located is called Kuala Triang.

Previously, Kuala Triang is also one of the beaches sandy beach

with little mud located at Langkawi Island. However, after the

tsunami disaster in 2004, it has changed the beach profile of

Kuala Triang into muddy. Currently, the location is facing

worst sedimentation problem.

In 2006, the plantation of mangrove were proposed in

order to protect resident from receiving high impact from

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similar incident in future. However, after a few years, the

mangrove plantation at Kuala Triang started to erode and causes

50% of the planted mangroves were failed. Hence, geotextile

tubes are placed in between pole adjacent to the mangrove and

breakwater in order to protect the mangrove from the diffraction

wave coming from the breakwater. Furthermore, they re-

planting the mangrove at 2010 but unfortunately, the result of

re-planting the mangrove were the same and remain as a failure

of the coastal protection measures until the time our academic

visit.

In a total, there are 10 000 mangrove trees they have

planted at Kuala Triang. Figure 3.5 and Figure 3.51 shows the

sedimentation problem at Kuala Triang and the dump

navigation channel after the area had been shallower and turns

to sedimentation. Based on the explanation by the villager who

stay near the Kuala Triang, the failure of the mangrove

plantation might be due to the Langkasuka breakwater structure

that has change the coastal process at the area. The breakwater

lead the serious sedimentation problem happened at Kuala

Triang. Although the main objective of the breakwater

construction is achieved but then it affects and leads to

sedimentation issues at the adjacent area which is Kg. Teriang.

Hence, the new mangroves cannot survive because the soil

condition is not suitable with the increasing mud from time to

time.

: Kuala Triang faces a worst sedimentation after tsunami on

2004

F. Pantai Kok

Next is the project site also covered the most beautiful

beach called Pantai Kok. The beach along Pantai Kok is

dominated by mostly high-end upscale resorts like the Sheraton

and Tanjung Sanctuary. The beach is a very beautiful made up

with clean sands and clear waters thus it become one of the

tourist attractions, because of the beach has a secluded bay area

with wonderful serene view of the water, lush greenery and lot

of forested land along mountain slope that offers great nature

walks. Graphically, the beach lies on the western coast of

Langkawi and about 12kms north of Pantai Cenang Area.

The view of Pantai Kok sceneries

However, coastal erosion problem also happens at Pantai Kok

which have been believed that it is due to the Port Langkasuka

development breakwater becoming one of the contributing

factor. Scientifically, increased cross-shore erosion at opposite

coastline, Pantai Kok were resulted from incoming wave

reflection by Langkasuka hard breakwater structures. Initially

detached breakwater at Pantai Kok was constructed to protect

Pantai Kok from the incoming wave reflection from Port

Langkasuka breakwater. Moreover, the detached breakwater

are then becoming artificial islands for tourism purposes.

G. Telaga Harbor Marina

Last location at Langkawi Island is called Telaga

Harbour Marina. Telaga Harbour Marina is one of the only two

marinas in Langkawi (the other being in Kuah) where sailing

yachts can clear in and out. Originally, the marina has Harbor

Master, Customs and Immigration offices. In addition, Telaga

Harbor Park once used to be a sleepy fishing village. A modern

and sophisticated marina with comprehensive berthing facilities

and added Perdana Quay which is a harbor-side complex having

a boardwalk with several waterside restaurants, bars and shops

to make it a great attraction for both yachters and tourists has

been built by LADA (Langkawi Development Authority). It

covers a total area of 32 acres.

Conventionally, Telaga Harbour Marina is a places

where many yachts plying the region and act a gateway. Telaga

Harbour Marina also offered safe and sheltered harbour that has

Detached Breakwater

11

evolved from a small fishing village, feature a self-contained

township accessible both by road and sea. Besides, the facilities

and services available also make it an ideal destination for

transient and home base to yachts of various sizes including

mega yachts. The on water activity and yachts berthed at the

harbour will provide picturesque background to the harbour,

creating a lifestyle and attracting tourism.

Telaga Harbor Marina

Telaga Harbour Marina are designed for the yachts

and boats to park as the area is calm and protected from the

wave actions. Poonton system is used for the jetty platform to

goes up and down accordingly. Hence, the jetty height is

adjustable depends on the water level of the sea. When high tide

is happening, the platform will increase to the high of water

level while during low tide water levels, the height of the

platform will be lowered. The water levels inside the harbour

need to be calm enough, in order to avoid the boats and the

yachts from colliding of each other.

However, growth of barnacles as per Figure 3.71 can

be seen live at the floaters at the marina jetty is disturbing the

fascinating view at the marina harbour. Barnacles are

exclusively marine, and tend to live in shallow and tidal waters,

typically in erosive settings. However, these barnacles can be

removed using chemical.

Barnacles at the jetty floaters

H. Marina Harbour at Kuala Kedah

The last project visit during the academic visit is

Marina Harbour which located at Kuala Kedah. It is actually

one of the failed marina harbors at Malaysia. However, it now

sits idly and has not been operational due to defects to its

structure and the serious siltation problem it faces. . Originally,

the purpose of this marina is actually for maritime terminal

where yachts, ships and boats docked but now it is operating as

an office of Malaysian Maritime Enforcement Agency

(MMEA)

Initially, Marina Harbour were completed in 2004

where the palatial appearance of the castle-like structure belies

its woes. Unfortunately, after a few years, the surrounding

Kuala Kedah river mouth has suffered decreasing navigation

depths, predominantly as a result of severe siltation from river

mouth sedimentation which renders it inaccessible to boats.

This Kuala Kedah Marina which suffers from severe

siltation that lead on difficulty to operate as usual where ship

and boat not able to park inside the marina. This problem causes

the losses to the agency where they need to park ship and boat

at another location. Other than that, siltation also causes some

cracking around the building base where there are weak soil to

withstand the loading.

12

Siltation problem at the opening of breakwater

IV. RESULTS & DISCUSSION

A. Tanjung Rhu

: Tanjung Rhu sedimentation transport

Based on the site visit at Tanjung Rhu, Breakwater

seems to be the current coastal protection measures used in

order to mitigate the erosion and sediment transport problem.

But as refer to the figure above, there are serious erosion

problem happened at Tanjung Rhu. Thus, to reduce the erosion

impact, several beach management alternatives could be taken

such as beach nourishment. Beach nourishment is a process

involved sand replacing at the erosion point to create a new

sandy shoreline where the beach is eroding. The sand may come

from inland dunes or coastal plains. Restoring and protecting

dunes could also be done in order to reduce the erosion impact.

The restoring the damaged dunes usually involved erection of

fences that help traps windblown sand. Thus, replant native

vegetation on the growing dunes are necessary because native

dune plants have dense root systems and spreading vegetation

that trap even more windblown sand.

Sieve analysis test were done for all the samples taken

during the academic site visit at Tanjung Rhu. Generally, during

the site visit, there were 4 different group which consists of 10-

11 members. Each group will take 3 different samples from

different level which are at Mean Low Water Spring (MLWS),

Mean Sea Level (MSL) and Mean High Water Spring

(MHWS).

Besides that, Particles Size Distribution (PSD)

analyses also have been conducted by using the sample

collected during the project visit. PSD is a mathematical

function that defines the relative amount, typically by mass, of

particles present according to size. The analysis of PSD are

using the sieve analysis test conducted at lab which the sample

are separated on sieves of different sizes.

In junction, there are a few advantages and

disadvantages of using sieve analysis in order to analyse overall

shoreline condition and also analyse the characteristics of the

collected beach sample at Tanjung Rhu. For example, the

advantage of using sieve analysis are this technique is well-

adapted for bulk materials besides a large amount of materials

can be readily loaded into 8-inch-diameter (200 mm) sieve

trays. For the disadvantages, there are a few disadvantages that

could be listed out from using sieve analysis techniques. As

what to be concerned is about when it is involving particles

which are too small thus lead to a concerned for separation by

sieving. Generally, a very fine sieve, such as 37 μm sieve, is

exceedingly fragile, and it is very difficult to get material to pass

through it.

In addition, in order to determine the aggregate or

sample gradation, some of the descriptive terms used in

referring to aggregate gradations are:

Coarse Aggregate: All the materials retained on and

above the 2.36 mm sieve

Fine Aggregate: All the material passing the 2.36 mm

sieve.

Besides testing or sieve analysis, to analyse the overall

shoreline condition, average beach slope and beach width were

also calculated for every point where the samples are collected.

On the other hand, based on the sample taken, beach profile

survey were also done at the identified project site which using

3 different level on comparing the beach profiling including all

the samples from others group. The graph of these different

level were then plotted and be analysed in term of variation and

condition of the respective beach profile.

13

Tick Group

Tanjung Rhu (MLWS) 0 Chainage

Those group which consist of 4 groups besically required to do

beach profiling according to their designated selected points

which is 100 meters apart from another group.

TR A to TR C and TR D to TR G is the point from sea

further up to landward section starting from the left.

Left hand side section (TR A to TR C):

Tanjung Rhu (MSL) 0 Chainage

= Mean Low Water Spring (MLWS)

= Mean Sea Level (MSL)

= Mean High Water Spring (MHWS)

Triangle Group (300 Chainage)

Star Group (200 Chainage)

Circle Group (100 Chainage)

Tick Group (0 Chainage)

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

2 469.65 543.31 73.66 0 0.0 100.0

1.18 428.42 558.63 130.21 73.66 12.8 87.2

0.6 402.98 516.53 113.55 203.87 35.4 64.6

0.425 378.59 424.77 46.18 317.42 55.1 44.9

0.3 358.04 419.31 61.27 363.6 63.1 36.9

0.212 345.87 426.53 80.66 424.87 73.7 26.3

0.15 310.9 372.02 61.12 505.53 87.7 12.3

0.063 410.06 419.71 9.65 566.65 98.3 1.7

Pan 391.39 391.43 0.04 576.3 100.0 0.0

14

Tanjung Rhu (MSL) 0 Chainage

Tanjung Rhu (MHWS) 0 Chainage

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

2 469.65 524 54.35 0 0.0 100.0

1.18 428.42 517.52 89.1 54.35 11.0 89.0

0.6 402.98 475.35 72.37 143.45 29.0 71.0

0.425 378.59 393.53 14.94 215.82 43.6 56.4

0.3 358.04 402.42 44.38 230.76 46.6 53.4

0.212 345.87 443.77 97.9 275.14 55.6 44.4

0.15 310.9 409.22 98.32 373.04 75.4 24.6

0.063 410.06 433.48 23.42 471.36 95.3 4.7

Pan 391.39 527.35 135.96 494.78 100.0 0.0

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

2 469.65 477.86 8.21 0 0.0 100.0

1.18 428.42 440.95 12.53 8.21 1.7 98.3

0.6 402.98 416.71 13.73 20.74 4.4 95.6

0.425 378.59 391.28 12.69 34.47 7.3 92.7

0.3 358.04 397.9 39.86 47.16 10.0 90.0

0.212 345.87 563.13 217.26 87.02 18.5 81.5

0.15 310.9 462.71 151.81 304.28 64.6 35.4

0.063 410.06 425.34 15.28 456.09 96.8 3.2

Pan 391.39 391.53 0.14 471.37 100.0 0.0

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Tanjung Rhu (0 Chainage)

MLWS

MSL

MHWS

15

Circle Group

Tanjung Rhu (MLWS) 100 Chainage

Tanjung Rhu (MSL) 100 Chainage

Tanjung Rhu (MHWS) 100 Chainage

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

2 469.52 512.58 43.06 0 0.0 100.0

1.18 428.47 463.81 35.34 43.06 12.6 87.4

0.6 403.02 452.91 49.89 78.4 23.0 77.0

0.425 378.63 395.99 17.36 128.29 37.7 62.3

0.3 358.02 376.62 18.6 145.65 42.8 57.2

0.212 346.02 386.6 40.58 164.25 48.2 51.8

0.15 310.9 446.53 135.63 204.83 60.2 39.8

Pan 391.44 552.18 160.74 340.46 100.0 0.0

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

2 469.52 469.78 0.26 0 0.0 100.0

1.18 428.47 428.68 0.21 0.26 0.1 99.9

0.6 403.02 404.37 1.35 0.47 0.1 99.9

0.425 378.63 383.2 4.57 1.82 0.4 99.6

0.3 358.02 385.43 27.41 6.39 1.4 98.6

0.212 346.02 585.74 239.72 33.8 7.4 92.6

0.15 310.9 495.16 184.26 273.52 59.7 40.3

Pan 391.44 432.92 41.48 457.78 100.0 0.0

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

2 471.08 488.72 17.64 0 0.0 100.0

1.18 425.45 469.12 43.67 17.64 3.6 96.4

0.6 405.65 504.98 99.33 61.31 12.6 87.4

0.425 368.95 418.47 49.52 160.64 33.1 66.9

0.3 357.35 433.9 76.55 210.16 43.3 56.7

0.212 345.03 470.75 125.72 286.71 59.1 40.9

0.15 333.65 406.2 72.55 412.43 85.0 15.0

Pan 523.3 538.43 15.13 484.98 100.0 0.0

16

Star Group

Tanjung Rhu (MLWS) 200 Chainage

Tanjung Rhu (MLS) 200 Chainage

0.0

20.0

40.0

60.0

80.0

100.0

0.01 0.1 1

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Tanjung Rhu (100 Chainage)

MLWS

MSL

MHWS

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

3.35 483.75 552.35 68.6 0 0.0 100.0

2 469.66 556.68 87.02 68.6 13.8 86.2

1.18 425.46 502.06 76.6 155.62 31.3 68.7

0.6 405.63 471.45 65.82 232.22 46.8 53.2

0.425 296.27 326.85 30.58 298.04 60.0 40.0

0.3 357.36 416.84 59.48 328.62 66.2 33.8

0.212 345.94 430.95 85.01 388.1 78.1 21.9

0.15 310.9 334.45 23.55 473.11 95.3 4.7

PAN 391.21 394.68 3.47 496.66 100.0 0.0

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

3.35 483.75 500.89 17.14 0 0.0 100.0

2 469.66 480.17 10.51 17.14 3.5 96.5

1.18 425.46 441.32 15.86 27.65 5.6 94.4

0.6 405.63 448.75 43.12 43.51 8.9 91.1

0.425 296.27 342.97 46.7 86.63 17.7 82.3

0.3 357.36 457.17 99.81 133.33 27.2 72.8

0.212 345.94 525.26 179.32 233.14 47.5 52.5

0.15 310.9 388.81 77.91 412.46 84.1 15.9

PAN 391.21 401.6 10.39 490.37 100.0 0.0

17

Tanjung Rhu (MHWS) 200 Chainage

Triangle Group

Tanjung Rhu (MLWS) 300 Chainage

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

3.35 483.75 488.19 4.44 0 0.0 100.0

2 469.66 469.79 0.13 4.44 1.0 99.0

1.18 425.46 425.66 0.2 4.57 1.0 99.0

0.6 405.63 406.36 0.73 4.77 1.0 99.0

0.425 296.27 300.15 3.88 5.5 1.2 98.8

0.3 357.36 383 25.64 9.38 2.1 97.9

0.212 345.94 569.23 223.29 35.02 7.7 92.3

0.15 310.9 510.08 199.18 258.31 56.5 43.5

PAN 391.21 433.75 42.54 457.49 100.0 0.0

0.0

20.0

40.0

60.0

80.0

100.0

0.01 0.1 1

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Tanjung Rhu (200 Chainage)

MLWS

MSL

MHWS

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

3.35 483.85 530.96 47.11 0 0.0 100.0

2 469.53 529.43 59.9 47.11 9.4 90.6

1.18 428.38 482.56 54.18 107.01 21.4 78.6

0.6 403 459.3 56.3 161.19 32.2 67.8

0.425 378.6 417.18 38.58 217.49 43.4 56.6

0.3 357.99 437.3 79.31 256.07 51.1 48.9

0.212 345.9 461.02 115.12 335.38 67.0 33.0

0.15 310.91 353.9 42.99 450.5 90.0 10.0

PAN 391.27 398.48 7.21 493.49 98.6 1.4

18

Tanjung Rhu (MSL) 300 Chainage

Tanjung Rhu (MHWS) 300 Chainage

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

3.35 483.85 485.34 1.49 0 0.0 100.0

2 469.53 471.66 2.13 1.49 0.3 99.7

1.18 428.38 433.52 5.14 3.62 0.7 99.3

0.6 403 418.56 15.56 8.76 1.7 98.3

0.425 378.6 404.84 26.24 24.32 4.9 95.1

0.3 357.99 454.52 96.53 50.56 10.1 89.9

0.212 345.9 572.16 226.26 147.09 29.4 70.6

0.15 310.91 423.46 112.55 373.35 74.6 25.4

PAN 391.27 406.17 14.9 485.9 97.0 3.0

SIEVE

SIZE

(mm)

MASS

OF

PAN

(g)

MASS OF

PAN +

SIEVE (g)

MASS OF

SIEVE (g)

CUMULATIVE MASS

RETAINED (g)

CUMULATIVE

PERCENT

RETAINED (%)

PERCENT

PASSING (%)

3.35 483.85 485.64 1.79 0 0.0 100.0

2 469.53 478.21 8.68 1.79 0.4 99.6

1.18 428.38 455.75 27.37 10.47 2.1 97.9

0.6 403 486.71 83.71 37.84 7.6 92.4

0.425 378.6 442.6 64 121.55 24.3 75.7

0.3 357.99 455.25 97.26 185.55 37.0 63.0

0.212 345.9 481.87 135.97 282.81 56.5 43.5

0.15 310.91 380.91 70 418.78 83.6 16.4

PAN 391.27 403.41 12.14 488.78 97.6 2.4

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Particle Distribution Size

MLWS

MSL

MHWS

19

Based on the result from sieve analysis test, it could be observed

that all the samples from Tanjung Rhu Beaches consisted of

sandy material, with high percentage of the sand consisting

from 0.212mm to 1.18mm. In addition, at chainage of 000

which is the location of TICK Group, The beach slope was

determine to be 1:10 which is around 5.7˚. It is considered as a

fairly flat beach.

According to the logarithm PSD graph at 000 chainage, it can

be seen that the majority percentage of sediment size is between

0.2mm to 1mm. besides, it could be conclude that the sand is

very fine sand which has higher backwash of sediment due to

being less permeable because all the material passing the 2.36

mm sieve which lead could help in analysis the beach slope.

Due to the sand is a very fine sand, it could be concluded that

the sloping of the beach is close to flat. Thus, the result of the

beach sloping is expected to have small value of slope.

Besides plotting the graph for each point, the result of the test

are then plot in combining all the result of 4 different groups in

order to make a comparison and analyse the different. Thus,

below are the graph plotted by combining all the result but

divided into level. The graph plotted into different level is

because to make analyses of the result to be easier by focusing

on one type of level only.

From the plotted graph, it shows that at Mean Sea Level (MSL)

seems to have a significant different between the group.

Sediment may increase as it move towards the point of

TRIANGLE group which located a bit far from the located of

breakwater as compared to TICK Group that located

perpendicular to the detached breakwater.

20

Based on the plotting graph of beach profiling, below

are the slope obtained based on the location of each group.

GROUP CHAINAGE SLOPE,m

TICK 0 0.1

CIRCLE 100 0.6

STAR 200 0.4

TRIANGLE 300 0.6

From the data obtained from the Beach Profiling at

Tanjung Rhu, it was found that the TICK group has the highest

slopping beach, this is mainly because this particular section is

located in front of the Four Season Resort. The sloping is the

high due to the fact that there is some plantation at the higher

section of the beach. The roots of the plant is able to hold the

sand in place and acts as a natural barrier against erosion during

high tide. It was also found that the section of the beach consist

of mostly fine sand.

Next, CIRCLE group obtain a slope value of 0.06. The

tremendous drop in from 22m-24m from the shoreline shows

that erosion constantly happen at this section mainly due to the

fact that the sand is really fine compared to the sand found at

location 26m onwards. Furthermore, from 26 meters onwards

from the shoreline, vegetation were present that is like a dune.

Therefore the roots and the vegetation present acts like natural

barrier against erosion.

0

0.5

1

1.5

2

2.5

3

3.5

0 5 10 15 20 25 30 35

Hei

ght

(m)

Distance (m)

Slope of Beach Profilling

TICK group

CIRCLE group

TRIANGLE group

STAR group

21

3 out of the 4 groups had almost a similar sloping till 15

meters inwards from the shoreline. Only the CIRCLE group

was tremendously low. It is maybe because there is a small river

that is flowing to the sea from the thick vegetation above. The

TICK group was able to obtain the highest elevation because, it

is a developed area. A resort was present further up and heavy

vegetation was present at elevation 3.1m.

B .Cenang Beach Cenang Beach Sieve Analysis

During the academic visit, there were two samples

taken at Pantai Cenang in order to analyze the overall beach

condition and beach profile of Pantai Cenang. The samples

were taken near the pile breakwater (Location 1) and also near

the geotextile bag (Location 2). These samples were taken at

different location because to analyze wither the characteristic

of the beach are different or not and also to analyze the location

differently.

It can be concluded that the percent passing is highest

between the last 3-2 sieve where more the 50% passed showing

that the send size at the section is extremely fine. Beach

nourishment that was carried out has to be higher than of the

native material. The breakwater location at this section is

crucial. The breakwater helps the beach to retain the sand from

being washed away or lost in deep sea.

Based on the sieve analysis result, it shows that sand near the

pile breakwater are very fine sand as compared to sand located

at the geotextile bag. Thus, the erosion and sediment problem

would occurred more serious near the pile breakwater.

v. CONCLUSION

Academic visit has gave a very good exposure to the

students. This is because the academic visit was conducted at

many different places that involved many kind of coastal

protection measures that already applied in Malaysia generally

at Northwest Malaysia. Besides, this academic visit gave huge

benefit to student in order to get knows more details and in real

life about the influencing environmental factors and coastal

processes while got to know more interesting knowledge about

causes of coastal erosion or coastal sedimentation which

happened in different places. all of the location exposure also

include the knowledge of management coastal zone in

respecting the principles of sustainability while also include the

analyse of overall shoreline condition, observing environmental

condition, observing the caused of mangrove plantation failure

at Kampung Triang and last but not least, student able to get

more detail exposure about the jetty and marina facility

function.

VI. ACKNOWLEDGEMENT

The author would like to thank the lecturer, Assoc.

Prof. Mustafa for bringing the big of coastal student for this

academic visit assessment. Gratitude is also expressed to all

dedicated Universiti Teknologi PETRONAS‟s technician for

their hard works during the assessment.

VII. REFERENCES

[1 ]N. Ramli, M. Haji Jumali and W. Wan Salim,

'Fundamental Characterisation of Dredged Marine Sediments

from Kuala Perlis Jetty by XRF, XRD and FTIR', AMR, vol.

620, pp. 469-473, 2012.

[2] T. Karambas, 'DESIGN OF DETACHED

BREAKWATERS FOR COASTAL PROTECTION:

DEVELOPMENT AND APPLICATION OF AN

ADVANCED NUMERICAL MODEL', Int. Conf. Coastal.

Eng., vol. 1, no. 33, 2012.

[3] A. Wickramasinghe, 'Tsunami: Building the nation

through reciprocity while reconstructing the affected areas in

0.0

20.0

40.0

60.0

80.0

100.0

0.01 0.1 1

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Particle Distribution Size

Location 1

Location 2

22

Sri Lanka', Local Environment, vol. 10, no. 5, pp. 543-549,

2005.

[4] M. Gül, A. Özbek, F. Karayakar and M. Kurt,

'Biodegradation effects over different types of coastal rocks',

Environmental Geology, vol. 55, no. 7, pp. 1601-1611, 2007.

[5] Environment.sa.gov.au, 'Groynes and breakwaters -

Department of Environment, Water and Natural Resources

(DEWNR)', 2015. [Online]. Available:

http://www.environment.sa.gov.au/our-

places/coasts/Adelaides_Living_Beaches/Managing_the_

Adelaide_coast/Groynes_breakwaters. [Accessed: 25-

Nov- 2015].

[6] A. Jackson, 'Coastal Management', Geographyas.info,

2015. [Online]. Available:

https://geographyas.info/coasts/coastal-management/.

[Accessed: 16- Nov- 2015].

23

24

Based on from the PSD results, TRB have the finest

grain among the 3 point selected with coarser grain at TRC to

the landward.

Right hand side section (TR D to TR G):

TR F that located up to landward give the finest grain

compared to the grain at TRD that located further down to the

sea.

From these two results comparison, it concludes that

coarse-grained clastics like sand are usually deposited in

nearshore, high-energy environments.

Grains size at point TR A is finer compared to grains

at TR D. Wave deposits from the larger particles to the finer

particles. Hence, from the PSD results on these two points, we

can conclude that the longshore current move from right to the

left.

Figure 4.1: Point of study at Tanjung Rhu

B. Pantai Kok

25

PK1 to PK4 and PK5 to PK7 is the point further up to

landward section starting from the left.

Left hand side section (PK 1 to PK 4):

As per Pantai Tanjung Rhu, PK1 to PK4 is the section

further up to landward section. Based on from the PSD results

above, PK4 have the finest grain among the 4 section with

coarser grain at PK1 at shoreline.

Right hand side section (TR D to TR G):

PK 4 that located up to landward give the finest grain

compared to the grain at PK 1 that located further down to the

sea.

Grains size at point PK 1 is finer compared to grains

at PK 5. Wave deposits from the larger particles to the finer

particles. Hence, from the PSD results on this two points, we

can conclude that the long shore current at that particular

location are moving from right to left.

Figure 4.2: Point of study at Pantai Kok

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Particle Distribution Size

PK 1

PK 2

PK 3

PK 4

0.00

20.00

40.00

60.00

80.00

100.00

0.01 0.1 1 10

Pe

rce

nta

ge p

assi

ng

(%)

Seive size (mm)

Particle Distribution Size

PK 5

PK 6

PK 7

26

V. CONCLUSION AND RECOMMENDATIONS

Ultimately, a beach eroded when the supply of the beach

at the particular area should receive is not sufficient. Even

though several of mitigation measures had been applied to cure

the erosion problem, the erosion at that area that intended to

cure may be successfully settled down. However, at a certain

area down drift the treated beach previously may be affected

due to the some of changes have been made to the beach. Even

human actions intended to save or improve the coast may

inadvertently increase erosion without they realized it. For

example, introduced breakwater at river mouth improves

navigation, but at the same time it alters the shoreline processes.

It can be see from the example of faile marina harbour at Kuala

Kedah. Hence, in future, coastal engineer has to look for a wider

scope of view when suggesting any mitigation measure; at the

up drift and also at down drift of the coast to ensure they are not

affected after the remedy had been done.

REFERENCES

[1] C. Saengsupavanich, "Detached breakwaters:

Communities' preferences for sustainable coastal

protection," Journal of Environmental Management,

vol. 115, pp. 106-113, 2013.

[2] S.M.Arens, J.H.Van Boxel and J.O.Z.Abuodha, "John

Wiley & Sons, Ltd," 22 March 2002. [Online].

Available:

http://www.duinonderzoek.nl/publicaties/2002_Arens_

vBoxel_Abuodha_ESPL.pdf. [Accessed 4 July 2014].