Langkawi..Full Story

1.0 INTRODUCTION

Geology Engineering subject (BFC 3013) gives the exposure to the students

about the definition of engineering geology, background of the earth and its

physical properties, plate tectonic, formation and classification of minerals and

rocks, rock type, engineering problem in geology aspect and the list go on.

The mainstream of geology is about our earth its self. So, it is very important

for us, as a student in Civil Engineering field to get-to-know about geology. It is

vital for the student to understand the relationship between Civil Engineering, soil

mechanics and the complex geological process of earth, since initial Civil

Engineering works carried out involve ground investigation.

Recently Geology Engineering subject (BFC 3013) classes have taken a

programmed site visit for engineering geology roam in Langkawi GEOPARK. A

paper work have made for be victorious this programmed and this paper work can

refer of Appendix A. The activities of this programmed are visit the few site and the

main purpose or objective of this site visit is to expose the students about the real

life situation at the geological site and our interest for this site visit is to learn more

about the study of rocks thus the problems occur related with rocks and

engineering works will be advantages for us. Through this site visit, we will have

more knowledge and better understanding about what we called ENGINEERING

GEOLOGY and its will useful for our future especially in our career in civil

engineering field.

In this programmed, the numbers of participants are FKAAS staffs with 6

persons and students as many as 45 persons. The list of the participants for this

programme can refered of Appendix B. This programme have take about four(4)

days, started on 29 January 2009 to 1 February 2009. The main location that

planned for visited were Bukit Malut (Rock Slope Site Work), Langkawi

Development Authority (LADA), Machinchang Cambrian Geoforest Park and

Dayang Bunting Marble Geoforest Park. However, this in this programmed just

cover visited Bukit Malut (Rock Slope Site Work, Machinchang Cambrian

Geoforest Park and Dayang Bunting Marble Geoforest Park. The tentative of this

programm averall can refered of Appendix C.

The expense of this programmed have take about RM 11,700.00 and it

include budget of food, beverage and hotel/lodging. All the students spend their

own money/budget for the whole programme and only claimed for RM 10.00 per

day as stated in the university rules and regulations which RM RM 1,380.00 as

stated in Appendix E. The budget for this progrmme claimed under Vot 21000

(FKAAS Staff) and Vot 52000 (Students) from Faculty of Civil and Environmental

Engineering, Universiti Tun Hussien Onn Malaysia as per Appendix E.

2.0 DIARY

29 JANUARY 2009, THURSDAY

8.00 pm Registration at Dataran Angerik.

8.30 pm Departure from UTHM.

30 JANUARY 2009, FRIDAY

06.15 am Prepare solat subuh and self preparation at Hentian Gurun, Kedah.

07.00 am arrive at Kuala Perlis Jetty

08.00 am Move to Pulau Langkawi

09.30 am Arrive at Kuah Jetty Langkawi

10.30 am Move to Bukit Malut

11.00 am Arrive at Bukit Malut:-

- Safety briefing and Site work 1 – Joint Survey Site Work

* 1st activity started

01.30 pm Move to Maliperdana Hotel for check in:-

- Rooms Distribute for all students and lectures

- Rest and self preparation

02.00 pm Arrive at Maliperdana Hotel for check in and self preparation

03.00 am Move to Gunung Machinchang (Machinchang Cambrian Geoforest Park)

03.45 am Arrive at Gunung Machinchang:-

- Briefing by Mr Mohd Hazreek Bin Zainal Abidin

- Site Visit 2: Sedimentary Rock, Sedimentary Structures & The

Application of Rocks in Civil Engineering Structures

- Gunung Machingchang Geological Exhibition

6.00 pm Move to Maliperdana:-


7.30 pm Night Activities:-

-Window shopping around Pantai Chenang

12.00 am End of Day One

31 JANUARY 2009, SATURDAY

06.15 am Prepare solat subuh and self preparation

08.00 am Move to Dayang Bunting Marble Geoforest Park

-On the way, we visit to Pulau Beras Basah and Pulau Singa.

11.00 am Arrive at Dayang Bunting Marble Geoforest Park:-


- Site Visit 3: Island Hooping for Sedimentary and Metamorphic Rock

1.00 pm Move to Maliperdana for rest and self preparation

1.45 pm Move to Geological Museum

2.00 pm Arrive at Geological Museum:-


- Site Visit 6: Igneous, Sedimentary and Metamorphic Rocks,

Sedimentary Structures and Fossils



- BBQ

12.00 pm End of Day Two

1 FEBRUARY 2009, SUNDAY


8.00 am ready to check out

8.50 am move to Pekan Kuah

9.00 am Arrive at Pekan Kuah

- Free activity

01.00 pm all students gathered at bus.

01.45 pm Move to Kuah Jetty

02.00 pm Arrive at Kuah Jetty

02.30 pm Move to Kuala Perlis

04.00 pm Arrive at Jetty Kuala Perlis and Move to UTHM

02.00 am Estimated Arrived at UTHM

= END OF OUR VISIT =

3.0 MAIN CONTENT:

3.1 Introduction:

From the tentative of this programmed, site visit for engineering geology roam

have cover three location of four location that planned. First location or Site Visit 1 is in

Bukit Malut . These locations consist of rock type of mudstone and their formation is

Singa Formation. The age of this stone is 280 billion year. This mudstone had

undergone metamorphism due to the heat from granite intrusion, forming hornfels but

still retaining its original sediment structure. The mode of slope failures based on the

discontinuity in this site is a plane failure. The time we have on there been on 30

January 2009, Friday at 11.30 am. In this site, the activities that covered are about Joint

Survey Site Work, where its objective are make sure students able to use the geological

compass, know how to measure the dip angle and dip direction of any planes and known

how to plot poles on site visited.

For the second site was at same day in Gunung Machinchang, on 30 January

2009, Friday but at 3.00 pm. We have visited Machinchang Cambrian Geoforest Park

( Site 2), where, this place is a hosts the olderst geological formation in Malaysia known

as the Machincang formation (550 million years old). The ripple structure in

Machinchang formation describe sediment deposition was at shallow sea. The

Machinchang peak exhibits peculiarly chopped sandstone that has often been related to

the old folk myth of the brawl between two giants, the Matchinchang and MatRaya. The

activities in this site covered surveyed the Sedimentary Rock, Sedimentary Structures &

The Application of Rocks in Civil Engineering Structures. Besides that, we also have

visited Gunung Machingchang Geological Exhibition. The purposes of this survey are we

can see many kind of Sedimentary Rock and know how it produced

The third or last site that visited was in Dayang Bunting Marble Geoforest Park.

The Dayang Bunting Marble Geoforest Park(Site 3 ) is mainly made of Permian marble

overt rusted by the older Setul formation limestone. These world finest marbles were

resulted from the baking of Chuping limestone by Triassic (220 – 200 m.y) granite

intrusion underneath. There are a number of caves within the park is the fresh water of

Tasik Dayang Bunting, formely a dry doline resulted from the collapse of a very large

underground limestone cave. The combination of landscapes from marble and granite

bedrocks formed a figure resembling a pregnant woman on her back, hence the name

Tasik Dayang Bunting. We have there on 1 January 2009, Saturday at 10.00 am.

The activities included visited Island Hooping for Sedimentary and Metamorphic Rock.

Here, we can see surface rock before and after been Marble rock with clearly of real

place.

The summaries of whole site visited for engineering geology roam have sevent (7)

objective conducted, that were:

i. Apply the engineering geology knowledge/skill in civil engineering projects.

ii. Outlined the basis principles to recognize the types of minerals and rocks.

iii. Understand the various type of laboratory testing to measure the rock strength.

iv. Understands the geophysics method and site investigation works.

v. Understand the method to stability of rock slope and tunnel.

vi. Apply the geology theory that learnt during classes to hands on practically on

sites.

vii. To get the laboratory sample for rock strength testing (Laboratory 3 – Point Load

Test).

3.2 LITERATURE REVIEW

3.2.1 GEOLOGY STRUCTURE

The rocks comprising the crust respond to such stresses by undergoing changes

of shape (strain), therefore various geological structures are developed which provide a

record of type of deformation.

Compression, tensional and shearing forces acting on rocks may cause them to form:

(a) Fractures

(b) Joints

3.2.1.2 FRACTURES

Fault is fractures which have had displacement of the rocks along them. The

adjacent rock masses slipped past one another in response to tension, compression or

shearing stress. Fault plane is the plane of dislocation along which movement occur

during faulting. Fault commonly create zones of broken ground – weaker and less stable

than the adjacent rock. Sudden movement along faults may cause earthquakes.

Types of fault:

1) Normal Faults

Are faults that result from horizontal tensional stresses in brittle rocks and where the

hanging-wall block has moved down relative to the footwall blo

Figure 1.0: Normal fault

2) Horsts and Gabens

Due to the tensional stress responsible for normal faults, they often occur in a series,

with adjacent faults dipping in opposite directions. In such a case the down-dropped

blocks form grabens and the uplifted blocks from horsts. In areas where tensional

stress has recently affected the crust, the grabens may form rift valleys and the

uplifted horst blocks may form linear mountain ranges.

Figure 1.1: Horsts and Gabens

3) Half-Grabens

A normal fault that has a curved fault plane with the dip decreasing with depth can

cause the down-dropped block to rotate. In such a case a half-graben is produced,

called such because it is bounded by only one fault instead of the two that form a

normal graben.

Figure 1.2: Half-Graben

4) Reverse Fault

Are fault that result from horizontal compressional stresses in brittle rocks, where the

hanging- wall block has moved up relative the footwall block.

Figure 1.3: Reverse Fault

6) A Thrust Fault

Thrust fault is a special case of a reverse fault where the dip of the fault is less than

15o. Thrust faults can have considerable displacement, measuring hundreds of

kilometers, and can result in older strata overlying younger strata.

Figure 1.4: Thrust Fault

7) Strike Slip Faults

Strike slip fault are faults where the relative motion on the fault has taken place along

a horizontal direction. Such faults result from shear stresses acting in the crust. Strike

slip faults can be of two varieties, depending on the sense of displacement. To an

observer standing on one side of the fault and looking across the fault, if the block on

the other side has moved to the left, we say that the fault is a left-lateral strike-slip

fault. If the block on the other side has moved to the right, we say that the fault is a

right-lateral strike-slip fault.

Figure 1.5: Strike Slip Faults

8) Transform-Faults

Transform faults is a special class of strike-slip faults. These are plate boundaries

along which two plates slide past one another in a horizontal manner. The most

common type of transform faults occur where oceanic ridges are offset. Note that the

transform fault only occurs between the two segments of the ridge. Outside of this

area there is no relative movement because blocks are moving in the same direction.

These areas are called fracture zones.

Figure 1.6: Transform-Faults

9) Oblique-slip faults

Figure 1.7: Oblique-slip faults

Fault along the southern boundary of Makhtesh Ramon, Negev, Southern Israel.

A fault which has a component of dip-slip and a component of strike-slip is

termed an 'oblique-slip fault'. Nearly all faults will have some component of both dip-slip

and strike-slip, so defining a fault as oblique requires both dip and strike components to

be measurable and significant. Some oblique faults occur within transtensional and

transpressional regimes, others occur where the direction of extension or shortening

changes during the deformation but the earlier formed faults remain active.

3.2.1.3 STRIKE AND DIP

Strike and dip is to describe the compass direction and the degree of inclination

of a rock mass. Outcrop is an exposure of rock at the surface (or the area of a rock lying

directly beneath a soil cover).

Strike: The line formed by the intersection of horizontal plane (the water surface) and an

inclined plane (the surface of the rock layer).

Dip or dip angle: The maximum angular deviation of the inclined layer from horizontal.

In other words, the maximal angle of slope of a tilted stratum measured directly

downward from the horizontal plane. The direction of dip is perpendicular to the strike.

Figure 1.8: Dip and strike

3.2.1.4 JOINTS

These are rock fractures with no movement along them and tend to break a rock

mass into a network of blocks. They are formed by tectonic stressing and are developed

in nearly all rocks.

Fractures within sedimentary rocks are usually the bedding planes. Many

bedding planes are very thin bands or partings of shale or clay between units of stronger

rocks. Massive rocks have less fractures, joints or structural weaknesses.

Figure 1.9: Jointing in a folded stratum

3.2.2 CASE STUDY

J1

F2

F2

Figure 2.0: Location map of Bukit Lanjan Rock Slope Failure Bukit Lanjan

Discontinuity Dip/Dip direction Type

J1 60/070 Joint plane A

F1 80/225 Fault plane B

F2 78/327 Fault plane C (Release

plane)

Table 2.1: Result of kinematics analysis of rock slope stability analysis of the

failed slope

3.2.2.1 ANALYSIS OF FAILURE

The stability of the rock slope in Bukit Lanjan is controlled by the characteristics

andorientations of the discontinuity planes present in the rock mass. Depending on the

orientations of the relevant discontinuities, rock slopes could fail in these forms:

planar,wedge, toppling or the combination of these three modes. A kinematic rock slope

stability analysis was conducted using a stereographic projection technique. This

method is extremely useful, particularly to project three dimensional discontinuity planes

onto two-dimensional presentation.

3.2.2.2 CAUSE OF FAILURE

Rock slope failure can occur when there exist several causal factors with a single

or multiple triggering factors. More often than not, the triggering factor is either man-

made or natural events that cannot be controlled or avoided. In the case of Bukit Lanjan,

the analysis shows that unusual prolonged rainfall prior to the failure event may have

been the triggering factor for the rock slope failure. Based on the analysis of failure as

discussed above, it appears that one of the major factors causing rock slope failure was

rock mass structure, i.e. an unfavourable discontinuity orientation toward failure.

The rock slope failure at Bukit Lanjan was due to a huge wedge block which was

formed along the intersection between a steeply dipping fault plane F1 (dip/dip direction:

80o/225o), and a more gently dipping major joint plane J1 (dip/dip direction: 60o/070o),

with a fault plane F2 (dip/dip direction: 78o/327o) as a release plane.

Apart from unfavourable discontinuity orientations, back analysis shows that

failure ofthe wedge would not have occurred under dry conditions (F.O.S. = 3.0).

However, when analysed under hydrostatic pressure in which the faults and joints were

filled with water, the F.O.S. fell below unity, indicating that failure would be expected.

Under this situation, high water pressure condition is an additional factor causing rock

slope failure.

3.2.2.3 REHABILITATION OPTIONS

Rock Slope Re-profiling

This option required re-profiling the rock slopes to a gentler angle. The safe

overall slopeangle was determined based on detailed geological and discontinuity

mapping, and subsurface investigations. Based on the analysis of available data, an

overall rock slope profile of 48o was considered appropriate for the anticipated in situ

instability condition. Slope re-profiling usually reduces the possibility of large scale

wedge and/or planar type

failure.

To contain localized minor rock and debris falls, the design would have to

incorporateappropriately designed catch berms, protection screens, rock trap ditches

and fencing. Localized stabilization measures such as rock bolts, rock anchors, dowels,

shotcrete and concrete buttress were also anticipated to support kinematically unstable

blocks that would become exposed during the construction works. Drainage works were

also incorporated in the form of surface and horizontal drains; the latter were designed in

excess of 20 metres to 30 metres in depth.

Figure 2.1: Pictuce of rock slope at Bukit Lanjan re-profiling in progress

3.2.2.4 LESSON LEARN

Large scale rock slope failure along highways is a dramatic event, creating high

nationalimpact and influencing public perception toward the safety of rock slopes. This

event triggered public inquiry regarding the safety of rock slopes along roads and

highways

Large scale rock slope failure involves major discontinuities such as fault planes,

shearzones, dykes and major joints. A separate analysis to determine rock stability

based on major discontinuities is crucial in assessing the risk of large-scale rock slope

failure. Minor joints sets analysis is not sufficient since it only addresses issues related to

small and medium-sized failure.

Large scale rock slope failure is difficult to predict, particularly with regard to

whenfailure may occur, size of the failure and degree of risk to life and property. Many

factors can contribute toward rock slope failure and all it requires is a triggering agent to

initiate failure

3.2.3 SITE VISIT

3.2.3.1 TYPES OF FORMATION AT LANGKAWI ISLAND

MACHINCHANG FORMATION

Machinchang Formation is conformably overlain by Setul Formation which is

consists of mainly limestone (marble) and characterized by karst topography. Towards

the top of the sequence of the formation, two detritus strata are present and known as

the Lower and the Upper Detrital member. This formation outcrops in the east of

Machinchang Formation near Teluk Kuban Badak and the eastern parts of Langkawi

Islands including Pulau Dayang Bunting (eastern part), in the south, Pulau Tuba, Pulau

Timun, Pulau Tg. Dendang and Pulau Langgun in the north. The age of the formation is

interpreted as Ordovician to Early Devonian. This limestone area froms karstic

topography, characterized by isolated, steep slope and very rugged topography

surrounded by alluvium. The area is covered by thin soil and barren to slightly covered

by vegetation especially in dry season.

Figure 2.2: Machinchang formation

SINGA FORMATION

Singa Formation unconformably overlain the lower paleozoic rock. It consists of

mainly black mudstone and siltstone with interbedded-sandstone layer of late Ordovician

to early Permian (Jones, 1981). This formation is outcropped in the east of Gunung

Raya and many small islands including Pulau Rebak, Pulau Kentut, Pulau Tepur, Pulau

Beras Basah and Pulau Singa in southern part of Langkawi Islands. This rock formation

ios characterized by rolling and quite smooth topography.

Figure 2.3: Singa Formation

CHUPING FORMATION

Chuping Formation conformably overlain Singa Formaion. It consists of relatively

pure, lighter colour and thickly bedded to massive limestone of Permian age. This rock

formation was metamorphosed to marble and outcrops in the western part of Pulau

Dayang Bunting. This rock formation is gently dipping towards east and relatively

developed thicker soil as compared to the limestone area of Setul Formation.

Figure 2.3: Chuping Formation

OTHER ROCK FORMATION

Other than the rock formations mention above, igneous rock granite is also

present. The main intrusion forms the highest peak in Langkawi Island known as

Gunung Raya. Other granite forms a prominent ridge align in north east direction from

Teluk Borau in south-west to Pasir Hitam (north-east), a small ridge east of Kuah town,

circular hill north of Pulau Dayang Bunting and western part of Pulau Tuba to Pulau

Bumbon. A low undulating hill near south of Padang Mat Sirat is also consists of granite.

Generally the granite areas show relatively smooth topography with granite to moderate

slope gradient . This type of topography is covered by thick soil and dense vegetation.

Alluvium, mainly of marine origin is occupying the south-western part (Pantal

Cenang and Pantal Tengah), around Kuah town and the area in between the limestone

hill in the north-east of Langkawi main island. Alluvium is also present in the middle part

of Pulau Tuba and some parts of Pulau Rebak Beesar. Most of alluvium areas around

Kulah and Pantai Chenang in Langkawi main island and Pulau Tuba were developed

into residential or agricultural. The alluvium area in the north-east of Langkawi main

islands is relatively untouched and covered by thick mangrove.

Figure 2.3: Other Rock Formation

3.2.3.2 BUKIT MALUT

Location: About 5km from jettty

Highlights: Project that doing hammer test and compass levelling

Significance: Hills with great view and mode of failure is planar

Formation: Singa formation

Figure 2.4:

Bukit Malut

3.2.3.3 DAYANG BUNTING LAKE

Location: 18 kms from Kuah Town

Highlights: Tasik Dayang Bunting, Gua Langsir

Significance: It is the second largest island in the Langkawi archipelago.

Formation :Chuping formation

Figure 2.5: Dayang Bunting Lake

3.2.3.4 GUNUNG MACHINCANG

Location: Oriental Village, Jalan Telaga Tujuh, 07000 Langkawi

Altitude: 700 meters above sea level

Highlights: Amazing views of the surrounding horizon and rainforests from cable car

Formation: Machinchang formation

Figure 2.6: Gunung Machinchang

3.2.3.5 LANGKAWI GEOPARK

Location: At land of the cable car at Gunung Machinchang

Highlights: Place that we can leran more about rock

Significance: View all types of rock that exist

Figure 2.7:

Langkawi Geopark

3.2.4 ROCK TESTING

Rock testing is divided into two types namely, laboratory and in situ test. The

tests are undertaken to measure the basic properties, index properties and engineering

properties of rock. Field or in situ test include plate bearing test, full-scale shear test,

creep test and stress distribution by means of instrumentations. Laboratory tests include

compression tests (uniaxial & triaxial), shear test, creep test, fatigue/dynamic loading

test. Testing methods or procedures are divided into:

Index or indirect test

Direct test or strength test

Recommended method of testing (ISRM, 1982) are with the objective of

standardizing test procedures on all types of rocks. For laboratory test using small and

intact rock sample, the effect of specimen size and scale of rock mass discontinuities

(bedding planes, mineral arrangement, joint/cracks) on laboratory test data must be

evaluated and corrected accordingly.

Point load index test

A simple and fast to estimate the uniaxial compressive strength of rock. Sample

can be in the form of core or irregular shape. Equipment is portable and test can be

undertaken in the field. Point-load index strength obtained (Is) can be used to estimate

the uniaxial compressive strength (UCS) of rock tested using the following formula (after

Broch & Franklin, 1972):

σc ≈ 24Is (for core sample diameter = 50mm)

σc ≈ (14 + 0.175)Is (for platen separation, D ≠ 50mm, size

correction is necessary)

Figure 2.8:Point Load test

Rebound hammer test

Can be conducted using Schmidt's hammer (L-type). Test is simple and fast and

equipments are portable. Test can be undertaken on the surface of block or core

samples and does not involve destruction of sample. Index value obtained is rebound

number (R) which is a measure of the degree of hardness of rock surface. Value of R

can be used to estimate the compressive strength of rock using the following equation:

Log10 JCS = 0.00088(y) (R) + 1.01 (Franklin, 1989)

Where, JCS (MPa) is the compressive strength of rock surface; y (kN/m3) is unit

weight of rock. For fresh rock (weathering grade I), JCS is approximately equals to the

UCS of the rock material.

Figure 2.9: Rebound

Hammer Test

3.3 METHODOLOGY

Side Survey

(Bukit Malut, Langkawi)

Identify type of rock(Siltstone and mudstone)

Point Load Compass Rebound Hammer

Point Load

To identify and recognize the rock sample (Siltstone and mudstone).

Choose the suitable rock sample (siltstone and mudstone) for Point Load Test.

Size rock sample is ± 5cm x 5cm x 5cm.

Equipment and materials ;

a) Digital or manual rock strength index apparatus ( Point Load Test )

b) Irregular pieces rock samples

Procedure ;

The apparatus consists of a load frame 55kN capacity with hydraulic loading ram

actuated by hand pump. Students should tests on block and irregular lump. Check first

on the block and lumps to be tested respect the shape prescription here indicated:

15 ≤ D ≤ 85 0.3 ≤ D/W ≤ 1.0 0.5 D ≤ L

Where;

Ini rupanya batu siltstone and mud stone…baru ku tahu…

D = Distance of the contact conical points (mm)

W= Average width (Waverage) of the sample perpendicular to the loading

direction(mm)

L = Distance between the contact conical points and the nearest free end (mm)

Ten (10) irregular lump samples should be tested from the same original type of

rock. Mark the desire test orientation on the sample with lines along the surface. These

lines are used for centering the sample before the test and checking the proper stress

orientation along the compression to failure. Close the valve of the hydraulic circuit of the

hand pump. Insert the extension rod the jacket lever and zero set the digital readout unit.

Insert the sample between the conical points along a direction perpendicular to the end

faces of the core, far from the ends or edges: act on the jack to close the platens to the

core. Check that the digital manometer records a small load and operate with the pump

to increase the load steadily such that the failure occurs within 10 to 60 sec. record the

maximum force displayed by the digital manometer (the peak load value is frozen on the

display) and measure again the distance D of the points.

Compass

To identify the discontinuity at the slope.

Using the apparatus to measure the discontinuity.

Equipment and materials ;

a) Compass

Procedure

The method we use to collect datas for dip direction is by using the left hand

technique where the skin facing our face. The thumb as the dip and index fingers as the

strike. Besides that, we can also use rock or water to find the dip direction by pouring

water or dropping the rock onto rock surface. When we know the dip direction, we can

find the strike by using the `Left Hand Technique`

The Brunton Compass is used to find the North direction. There are a few steps to

determine the north such as below:

i. The compass is placed on the surface of the rock horizontally. From here we will

know the North direction by red mark which points to the North.

ii. The North direction is marked on the rock.

iii. Then, the compass is placed vertically on the rock to get the dip direction

iv. On the compass, there are two calibrations. But, we have to take the bigger and

logical reading.

v. If we cannot see the reading on the compass, we can look at the small binocular

beside the compass.

To find the strike, other than the left hand technique, we can also take reading by

looking at the red mark line ( North ) on the compass. The method to read the value of

dip direction from North that was marked on the rock is by looking at the red line on the

compass. For example, let’s say the value is 65o. This value is added with 90 o to get the

dip direction.

Describing The Oriental of layer of rock

When we describe the orientation of sedimentary rock units, we must keep in

mind that these rocks were originally deposited as sediment in horizontal (flat) layers.

Tectonic forces cause the rock layers to be folded and uplifted, and sedimentary rocks

can be in any orientation, including vertical.

If we examine a small area of a layer of rock, we can describe its orientation in

space using two directional components:

Using Brunton Compass to set up North direction, strike and dip direction.

1. The angle at which the rock "dips" (with respect to the horizontal) - called dip.

2. The compass direction along which the bed of rock trends (with respect to north)

- called strike.

To determine the strike direction, it is necessary to find the compass direction of

an imaginary horizontal line on the surface of the bed of rock (also called a bedding

plane).

The direction in which the imaginary horizontal line trends (with respect to north)

is measured with a compass. In addition to the strike, the dip angle (and general

direction) is also noted. Dip angle and direction are written such as "45oE" or "5oW".

Note that a 5o dip is nearly horizontal, and an 85o dip is nearly vertical. When the

orientation of a layer of rock is plotted on a map, the strike direction is perpendicular to

the dip direction. If the rock dips due East, its strike will be due North (may also be

described as north-south).

Dip and strike are recorded on maps using special symbols that resemble a "T"

with an elongated top bar. The top bar of the "T" is oriented on the map in the precise

orientation of the strike of the rock unit. The short vertical bar of the "T" points in the

direction of dip. There is almost always a number accompanying these strike and dip

symbols, and that number refers to the angle of dip.

Rebound Hammer

To identify the degree of hardness of rock surface.

Equipment :

a) Rebound Hammer

Procedure

Can be conducted using Schmidt's hammer (L-type). Test is simple and fast

and equipments is portable. Test can be undertaken on the surface of block or core

samples and does not involve destruction of sample. Index value obtained is rebound

number (R) which is a measure of the degree of hardness of rock surface.

There are a few steps to determine the rebound number:

i. After determine the scanline survey, our group must setup number of point

from point 1 until point 15 each slope.

ii. Then, we rebound the schmidt’s hammer at each points to get the value of

rebound number.

iii. Record the data on the lab sheet and calculate the data.

3.4 RESULT

No. TypeDip

directionStrike

Dip

angle

Persistence

(m)

Aperture

(mm)Infilling Roughness Water

1 Joint 130 40 30 1.2

Very

narrow

(<2mm)

Clean Rough Dry

2 Joint 120 30 30 1

Very

narrow

(<2mm)

Clean Rough Dry

3 Joint 140 50 50 2 - Clean Rough Dry

Dip direction Dip angle

J1 131 30

J2 121 30

J3 140 48

Slope 130 37

P 126 34

Mode of failure Criteria Stability

Planar

i. Dip direction lie within + 200 from the “design slope” dip

direction.

1260 + 200 = ( 1460 until 1060) 1300 exist for this range

ii. ψf > ψi > fj (slope angle> plane angle>friction angle)

37>34>31

ii. Release surfaces must be present to define the lateral

boundaries of the slide.

unstable

FOS= cA + (W cos β - U - V sin β + T sin (Ω+β )) tan φW sin β+ V cos β - T cos (Ω+β )

= friction angle =310

c = cohesion = 50 kPa

β = failure plane angle =340

α = slope angle = 370

H = height of plane = 40m

Z = tensional cracks = 1m

T = tension of anchor = 0

Ω = inclined angle of anchor = 200

γr = unit weight of rock = , r = 2.414x10kN/m3

γw = unit weight of water = 9.81 kN/m3

A = (H-Z) . cosec β

=(40-1 ). cosec 34=38 . 21

W = ½ γ r . H² [ (1- (Z/H ) ² )cot β - cot α ]

=12

×2 .414×10×402×[(1−(140 )

2)cot 34−cot 37]¿2985 .43

U = ½ γw .Zw .( H-Z). cosec β

=12

×9 . 81×1× (40−1 )cos ec34

=342 . 09

V = ½ γw . Zw

=

=12

×9 . 81×1

=4 . 905

FOS= cA + (W cos β - U - V sin β + T sin (Ω+β )) tan φW sin β+ V cos β - T cos (Ω+β )

=(50×38 .21)+ [ 2985 . 43 cos34−342 .09−4 .905 sin 34+0 ] tan 312985 .43 sin 34+4 .905 cos34−0

=3190 .4537711673 .497699

=1 .906¿1 .9

No. Joint 1 Joint 2 Joint 3

1 62 40 42

2 42 55 50

3 48 50 26

4 60 30 62

5 70 60 56

6 70 46 60

7 67 48 24

8 54 64 52

9 54 64 64

10 68 70 62

11 72 64 64

12 40 42 50

13 42 66 42

14 64 58 42

15 48 58 26

JOINT 1

Sample Mudstone

Surface No. 1

Rebound Number (R) 62

42

48

60

70

70

67

54

54

68

72

40

42

64

48

Total 861

Average value, R 57.40

Compressive Strength (MPa) 169.67

Take density = 2414kg/m3

Sample of calculation:

Average of number of rebound number (R) is given as:

=62+42+48+60+70+70+67+54+54+68+72+40+42+64+4815

=861

Log10 JCS = 0. 00088 (γ )(R) + 1. 01

Where γ = 2.414 x 10

Log10 JCS = 0. 00088 (2 . 414×10 )(57 . 40) + 1. 01

JCS = 169 .57MPa

JOINT 2

Sample Mudstone

Surface No. 1

Rebound Number (R)

40

55

50

30

60

46

48

64

64

70

64

42

66

58

58

Total 815



Log10 JCS = 0. 00088 (γ )(R) + 1. 01

Where γ = 2.414 x 10

Log10 JCS = 0. 00088 (2 . 414×10 )(54 .33 ) + 1 . 01

JCS =145 . 29MPa

JOINT 3

Sample Mudstone

Surface No. 1

Rebound Number (R)

42

50

26

62

56

60

24

52

64

62

64

50

42

42

26

Total 722



Log10 JCS = 0. 00088 (γ )(R) + 1. 01

Where γ = 2.414 x 10

Log10 JCS = 0. 00088 (2 . 414×10 )(48 .13 ) + 1 . 01

JCS =107 . 75MPa

The data’s that we get from the places that we visit at Bukit Malut which we

applied in the lab 4B is to determine the discontinuities sets and modes of failure of

structural geology data to slope, and lab 4C is to calculate the plane and wedge of

safety.

Based on the data we look the form discontinuities that place is joint. We analysis

the data, we get the modes of failure of structural geology based on discontinuities is

planar which that occur along slip plane.

After we know the modes of failure at Bukit Malut is plane failure, we were

applied lab 4C to estimate the plane of safety. Then, we get the factor of safety (FOS)

for Planar mode is 1.9, that show the FOS at this place is safe because that more than

1.5 required.

Besides that, the sample of the rocks that we took from the Bukit Malut is also

used in the lab 3, with is for the Point Load Test. Based on the I50 from Point Load Test

Index show that the typical static mechanical properties of some rock types show that

Bukit Malut may have the Mudstone (sedimentary rock ).

Rebound Hammer is simple and fast and equipments are portable. Index value is

rebound number (R) which is measure of the degree of hardness of rock surface. Based

on the analysis data Rebound Hammer Test, we get the degree of hardness of rock

surface around range (107.75 – 169.57 )MPa. That show the rock is slightly weathered

rock (grade II).

3.5 CONCLUSION AND RECOMMONDATION

This site visit really will bring us a lot of opportunity to explore the world of

geology in Civil Engineering. Thus, through this site visit, its also will increase our

interest in study of geology. Besides that, what we had learnt in class theorically now we

can practice it on site. This is parallel with UTHM Mission to produce graduate students

or Engineer not only good in academic but also better in hands-on job assessment.

As a conclusion we could describe from this research is, after we make a

calculation to find a FOS (Factor of Safety) for a plane failure of rock at Bukit Malut, we

find the answer of safety area are safe. FOS (Factor of Safety) in that area is 1.9.

From the Point - Load Index Test that we did in the laboratory, we use the rock

that we get from site at Bukit Malut is classified in Sedimentary Rock. The name of rock

we get from site is Mudstone. The Average Point Load Index, Is(50) (MPa) for this rock

is 3.584 MPa.

Rebound Hammer Test is simple and fast in result. Other benefits is equipments

is portable. Index value is rebound number (R) which is measure of the degree of

hardness of rock surface. Based on the analysis data Rebound Hammer Test, we get

the degree of hardness of rock surface around range (107.75 – 169.57 ) MPa. That

show the rock is slightly weathered rock (grade II).

From site visit that we have done, we got some problem there during collecting

the data such as, we are not manage our time properly. So we suggest to extend the

time limit for every checkpoint to give more information to student. The time constrain

may cause lack of attention among the student.

Perhaps, UTHM will provide more tools for student to make a research smoothly

and also the tools must in good condition. For example to test roughness of rock

(Rebound Hammer).

Student need the detail of explanation when the lecture convey the message to

make the work faster. The lecture need to give an explanation to the student earlier.

Every lecturer must in each bus to explain to the student what should they do while

collecting the data at the site.

3.6 COMMENT

Site research is one of the good learning method where every student has

directly involve during the site visit. Student will exposed in real situation how data

collected. Student can apply the theory that they have learn in the lecture at the real site

from there. Also, each student will get the experience after the site visit.

Other than experience, we also can see the nature view. We are not just learn

about geology only, but we also have learn about structure of the construction along the

journey that we can see many things in a reality situation concerning with a geologies

like retaining wall, anchor bolt, rock bolt, igneous rock, sedimentary rock, and etc from

the lecturer. Then the lecturer has test us from the quiz that he had made.

From the trip that we have done, we can see the great teamwork among the

group members where every group members has given the high commitment when they

need to complete the task given.

4.0 APPENDIX

APPENDIX A

UNIVERSITI TUN HUSSEIN ONN MALAYSIA

KERTAS KERJA CADANGAN MENGADAKAN

SITE VISIT FOR GEOLOGY ENGINEERING PAPER

FAKULTI KEJURUTERAAN AWAM DAN ALAM SEKITAR

UNTUK KELULUSAN :-

1. TIMBALAN NAIB CANSELOR (AKADEMIK &

PENGANTARABANGSAAN)

2. TIMBALAN NAIB CANSELOR (HAL EHWAL PELAJAR DAN ALUMNI)

Disediakan oleh :

Tarikh: ...................................

................................... ................................

MOHD NAZRUL AZWAN BIN AZMI EN. MOHD HAZREEK BIN ZAINAL

ABIDIN

_________________________________________________________________

Disemak / Disahkan oleh :

Tarikh: ...................................

...................................................................................

PROF. IR. DR. ABDUL AZIZ BIN DATO’ ABDUL SAMAD

______________________________________________________________________

____

Ulasan / Sokongan :

Tarikh : .................................

...........................................................

TN. HJ. ABU BAKAR BIN HUSSAIN

______________________________________________________________________

____

Kelulusan :

............................................. Tarikh : .................................

TNC (A&P) / TNC (HEP&A)

KERTAS KERJA CADANGAN MENGADAKAN

SITE VISIT FOR GEOLOGY ENGINEERING PAPER

FAKULTI KEJURUTERAAN AWAM DAN ALAM SEKITAR

1.0 GOAL

TO GRAB THE KNOWLEDGE AND UNDERSTANDING IN THE ENGINEERING

GEOLOGY IN ORDER TO APPLIED IT IN THE CIVIL ENGINEERING PROJECT.

2.0 INTRODUCTION

Geology Engineering subject (BFC 3013) gives the exposure to the

students about the definition of engineering geology, background of the earth and

its physical properties, plate tectonic, formation and classification of minerals and

rocks, rock type, engineering problem in geology aspect and the list go on.

The mainstream of geology is about our earth its self. So, it is very

important for us, as a student in Civil Engineering field to get-to-know about

geology. It is vital for the student to understand the relationship between Civil

Engineering, soil mechanics and the complex geological process of earth, since

initial Civil Engineering works carried out involve ground investigation.

The main purpose of this site visit is to expose the students about the real

life situation at the geological site and our interest for this site visit is to learn

more about the study of rocks thus the problems occur related with rocks and

engineering works will be advantages for us. Through this site visit, we will have

more knowledge and better understanding about what we called ENGINEERING

GEOLOGY and its will useful for our future especially in our career in civil

engineering field.

3.0 OBJECTIVE

This site visit was conducted to guide the student in order to:

3.1 Apply the engineering geology knowledge/skill in civil engineering projects.

3.2 Outlined the basis principles to recognize the types of minerals and rocks.

3.3 Understand the various type of laboratory testing to measure the rock

strength.

3.4 Understands the geophysics method and site investigation works.

3.5 Understand the method to stability of rock slope and tunnel.

3.6 Apply the geology theory that learnt during classes to hands on practically on

sites.

3.7 To get the laboratory sample for rock strength testing (Laboratory 3 – Point

Load Test).

4.0 DETAIL OF PROGRAMME

4.1 Number of participants:

i) FKAAS staffs - 6 persons

ii) Students - 45 persons

The list of the participants for this programme as per Appendix B.

4.2 Proposed date for the site visit

29 January - 1 February 2009

4.3 Tentative

The tentative of the visit as per Appendix C.

4.4 Location

The visit would be held at

Bukit Malut – Rock Slope Site Work

Langkawi Development Authority – LADA

Machinchang Cambrian Geoforest Park

Dayang Bunting Marble Geoforest Park

4.5 Committee

The committee of the visit as per Appendix D.

5.0 FINANCIAL

The estimation of the budget for this programme include food and beverage,

hotel/lodging is RM 11,700.00. All the students will spent their own money/budget

for the whole programme and only claimed for RM 10.00 per day as stated in the

university rules and regulations which RM RM 1,380.00 as stated in Appendix E.

The budget for this progrmme would be claim under Vot 21000 (FKAAS Staff)

and Vot 52000 (Students) from Faculty of Civil and Environmental Engineering,

Universiti Tun Hussien Onn Malaysia as per Appendix E.

6.0 CONCLUSION

This site visit really will bring us a lot of opportunity to explore the world of

geology in Civil Engineering. Thus, through this site visit, its also will increase our

interest in study of geology. Besides that, we can practice on site what we had

learnt in class theoretically. Our soft skills / generic skills also will be apply and

performed in order to conduct the entire job as given by the lecturer. This is

parallel with UTHM Mission to produce graduate students or Engineer not only

good in academics but also better in hands - on job assessment and also with

some additional value added which is generic skills. We hope our proposal for

“Engineering Geology Roam” will be approved and support by the entire

Department in UTHM that related with our intensive effort to make this site visit

as a dream comes true.

APPENDIX B

PARTICIPANT LIST

SITE VISIT FOR ENGINEERING GEOLOGY ROAM

FACULTY OF CIVIL AND ENVIRONMENTAL ENGINEERING

29 JANUARY - 1 FEBRUARY 2009 (THURSDAY – SUNDAY)

Staff :

Prof. Madya Hj. Ismail Bin Yusof

En. Mohd Hazreek Bin Zainal Abidin

Pn. Asmah Binti Ibrahim

Cik Siti Fadzilah Binti Kasno

Jabatan Kejuruteraan Geoteknik dan Pengangkutan

En. Rahmat Bin Muslim

Jabatan Kejuruteraan Bangunan dan Pembinaan

En. Isham Bin Ismail

Jabatan Teknologi Kejuruteraan Awam

Students:

BI

L NAMA NO IC

NO

MATRIK

1 AGILARAJAN A/L SELVARAJAH 871010055587 CF080284

2 AMIR FIRDAUS BIN ABU BAKAR 820617065511 CF080155

3 B. GEVANSRI A/L BASAKRAN 870810015749 CF080186

4 CHANG KENT CHIN 870401105225 CF080128

5 FAISAL BIN SHEIKH KHALID 870122235385 CF080290

6 FERNANDEZ AU 880104125173 CF080297

7 HAWA HAIDAR BINTI ATEMIN 870412465154 CF080081

8 ISMAIL BIN AHMAD 870105085987 CF080267

9 MELVIN SAMUEL A/L PAKINATHAN 870605055477 CF080053

10MOHAMAD NORFEKRY BIN MD

YACOB 871212015153 CF080233

11 MOHD JAFNI BIN MOHD JAMIL 871014095367 CF080279

12 MOHD NAZRUL AZWAN BIN AZMI 871124236351 CF080111

13 MOHD RIZAL BIN KHATIB 800801035613 CF080154

14 MOHD SHAHIR BIN DZULKAPLI 821113055429 CF080068

15

NAVINDERJEET SINGH A/L GURDER

SINGH 871003146261 CF080028

16 NIK NUR DINA BINTI NIK AZMI 821110035414 CF080217

17 NIK NUR NAZIRA BINTI NIK YUSOFF 850708115200 CF080192

18 NOOR AMIRA BT SARANI 870528086500 CF080286

19 NOOR ASYIKIN BTE ABD RAHMAN 870213235620 CF080089

20 NOOR SUHAILA BINTI SULAIMAN 871120085496 CF080066

21 NOR DIANA BT ABDULLAH 870801085892 CF080113

22 NORAINI BINTI CHE HUSIN 860815295074 CF080220

23 NORSHAHIDA BINTI MOHD HAILAN 870411385590 CF080191

24 NORSHAKINA BINTI SAMSUDDIN 870926025738 CF080169

25 NUR FAEZAH BINTI YAHYA 870527045096 CF080127

26 NUR SHUHADAH BINTI AZMAN 870801465174 CF080110

27 NURAZZILAH BINTI SULAIMAN 870224015332 CF080034

28 NURNADIAH BINTI MADON 841121016524 CF080098

29 NURUL HIDAYAH BINTI AB RAHMAN 871019295296 CF080049

30 NURUL IZZATI BINTI AB RAHMAN 870101115210 CF080147

31 NURUL SYIFAA' BINTI AHMAD 870527016068 CF080047

32 RAZANITA BINTI RAHMAN 870430015640 CF080048

33 RAZIANA BINTI BAHARIM 870606295034 CF080197

34 REEZA HILMEE BIN AZME 870909065607 CF080242

35 ROSLAN BIN TOLEK 850122035019 CF060052

36SHARIFAH NAZIRA BT SYED MOHD

NOR 870606035240 CF080170

37 MOHD MAZLAN BIN MAMAT 851221115203 CF060063

38 SITI NOR AISHAH BINTI SOID 871010065910 CF080193

39SITI RAHAYU BINTI SHEIKH

ABDULLAH 820503065062 CF080223

40 MOHD FAIZAL BIN JANTAN 850815145229 CF060050

41 FAIZAL BIN PAKIR 851208105107 CF060066

42 ANANDAN A/L ARUMUGAM 860205055129 CF080142

43 NAZLEENA BINTI DAUD 811011015750 CF080163

44 JULIA BINTI MOHAMED UYOB 810807015700 CF080160

45

MOHD FIRDAUS BIN MD DAN @

AZLAN 850101116063 CF060044

46 AHMAD FIRDAUS BIN MD NOH 870225105225 CF080281

APPENDIX C

PROGRAMME TENTATIVE




29 January 2009, Thursday

8.00 pm Registration at Dataran Angerik.

8.30 pm Departure from UTHM.

30 January 2009, Friday

06.00 am Estimate to arrive at Kuala Perlis Jetty


06.30 am Move to Pulau Langkawi

08.00 am Arrive at Kuah Jetty Langkawi

08.10 am Move to Bukit Malut

08.30 am Arrive at Bukit Malut:-

- Safety briefing and Site work 1 – Joint Survey Site Work

* 1st activity started.

12.30 pm Move to Maliperdana Hotel for check in:-


- Rooms Distribute for all students and lectures


01.00 pm Arrive at Maliperdana Hotel for check in and self preparation

02.15 pm Move to Langkawi Development Authority (LADA)

02.30 pm Arrive at Langkawi Development Authority (LADA):-


- Presentation of Langkawi Geopark by LADA officer

5.00 pm Move to Maliperdana:-





- Group Task Presentation:-

Data & Result from Joint Survey Site Work

12.00 am End of Day One

31 January 2009, Saturday

07.45 am Move to Pebbly Beach (Machinchang Cambrian Geoforest Park)

08.00 am Arrive at Pebbly Beach:-


- Site Visit 1: Sedimentary Rock, Geologic Agent & Geological

Structures

09.50 am Move to Gunung Machinchang (Machinchang Cambrian Geoforest

Park)

10.00 am Arrive at Gunung Machinchang:-


- Site Visit 2: Sedimentary Rock, Sedimentary Structures & The

Application of Rocks in Civil Engineering Structures

- Gunung Machingchang Geological Exhibition


1.45 pm Move to Dayang Bunting Marble Geoforest Park

2.00 pm Arrive at Dayang Bunting Marble Geoforest Park:-


- Site Visit 3: Island Hooping for Sedimentary and Metamorphic

Rock




- Grouping Project Report Task

- Discussion & Report Writing

- Quizzes

12.00 pm End of Day Two

1 February 2009, Sunday

7.45 am Move to Pantai Pasir Hitam

8.00 am Arrive at Pantai Pasir Hitam:-


- Site Visit 4: Turmalin Minerals

8.50 am Move to Pasir Tengkorak Trail (Machinchang Cambrian Geoforest

Park)

9.00 am Arrive at Pasir Tengkorak Trail:-


- Site Visit 5: Sedimentary Structures and Fossils

9.50 am Move to Geological Museum

10.00 am Arrive at Geological Museum:-


- Site Visit 6: Igneous, Sedimentary and Metamorphic Rocks,

Sedimentary Structures and Fossils

01.00 pm Move to Maliperdana for check out

01.45 pm Move to Kuah Jetty

02.00 pm Arrive at Kuah Jetty

02.30 pm Move to Kuala Perlis

04.00 pm Arrive at Jetty Kuala Perlis and Move to UTHM

02.00 am Estimated Arrived at UTHM

= END OF OUR VISIT =

APPENDIX D

PROGRAMME COMMITTEE




ADVISER

MR. MOHD HAZREEK B. ZAINAL ABIDIN (FKAAS LECTURER)

PROGRAMME MANAGEMENT COMMITTEE

PROGRAMME DIRECTOR

MOHD NAZRUL AZWAN BIN AZMI

VICE PROGRAMME DIRECTOR

NOOR SUHAILA BINTI SULAIMAN

SECRETARY

NURAZZILAH BINTI SULAIMAN

FINANCIAL SECRETARY

NOOR ASYIKIN BTE ABD RAHMAN

NUR SHUHADAH BINTI AZMAN

PROGRAMME EXECUTIVE COMMITTEE

EXECUTIVE OF PROTOCOL AND PROGRAMME TENTATIVE

MOHAMAD NORFEKRY BIN MD YACOB

ISMAIL BIN AHMAD

NOR DIANA BT ABDULLAH

NORAINI BINTI CHE HUSIN

EXECUTIVE OF TECHNICAL AND TRANSPORTATION

FERNANDEZ AU

AGILARAJAN A/L SELVARAJAH

HAWA HAIDAR BINTI ATEMIN

NURUL IZZATI BINTI AB RAHMAN

EXECUTIVE OF ACCOMMODATION AND F&B

MOHD JAFNI BIN MOHD JAMIL

FAISAL BIN SHEIKH KHALID

NOOR AMIRA BT SARANI

NURNADIAH BINTI MADON

EXECUTIVE OF PARTICIPANT MANAGEMENT AND SECRETARIAT

B. GEVANSRI A/L BASAKRAN

NAVINDERJEET SINGH A/L GURDER SINGH

NIK NUR NAZIRA BINTI NIK YUSOFF

NORSHAKINA BINTI SAMSUDDIN

EXECUTIVE OF DOCUMENTATION (PHOTO AND VIDEO)

REEZA HILMEE BIN AZME

MOHD RIZAL BIN KHATIB

RAZIANA BINTI BAHARIM

NUR FAEZAH BINTI YAHYA

EXECUTIVE OF WELFARE AND SECURITY

AMIR FIRDAUS BIN ABU BAKAR

MOHD SHAHIR BIN DZULKAPLI

NIK NUR DINA BINTI NIK AZMI

RAZANITA BINTI RAHMAN

APPENDIX E

BUDGET ESTIMATION




A. Vot 21000 FKAAS

No. of staff: 6 persons (4 lecturer and 2 technician)

Lecturer:-

(i) DS 52:-

i. Food and Beverage Allowance: RM 60.00 x 1 persons x 3 days

= RM 180.00

ii. Hotel Allowance : RM 180.00 x 1 persons x 2 nights

= RM 360.00

(ii) DS 45:-


= RM 540.00


= RM 1,080.00

Technician:-


= RM 240.00


= RM 400.00

Sub Total Cost (A) : RM 2,800.00

B. Vot 52000 FKAAS

No. of student: 46 persons


= RM 1,380.00

Sub Total Cost (B) : RM 1,380.00

TOTAL COST (A + B) : RM 4,180.00

5.0 REFERENCE

i. Mohd Hazreek bin Zainal Abidin. (2008). Engineering Geology.Penerbit

UTHM. Batu Pahat.

Documents

Langkawi..Full Story