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 areFKAAS 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

Move to Pulau Langkawi

am

09.30 am

Arrive at Kuah Jetty Langkawi

10.30 am

Move to Bukit Malut

11.00

Arrive at Bukit Malut:-

am

- 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

03.45 am

Move to Gunung Machinchang (Machinchang Cambrian Geoforest Park)

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:- Rest and self preparation

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:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin

- 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:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - Site Visit 6: Igneous, Sedimentary and Metamorphic Rocks, Sedimentary Structures and Fossils

6.00

pm

Move to Maliperdana for rest and self preparation

7.30

pm

Night Activities:- BBQ

12.00

pm

End of Day Two

1 FEBRUARY 2009, SUNDAY 6.15

am

Prepare solat subuh and self preparation

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

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 manmade 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 reprofiling 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)

Point Identify Compass Rebound Load type of rock Hammer (Siltstone and mudstone)

Point Load

•

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

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

•

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;

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.

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

No.

RESULT

Type

Dip direction

Strike

Dip

Persistence

Aperture

angle

(m)

(mm)

Infilling

Roughness

Water

Clean

Rough

Dry

Clean

Rough

Dry

Clean

Rough

Dry

Very 1

Joint

130

40

30

1.2

narrow (<2mm) Very

2

Joint

120

30

30

1

narrow (<2mm)

3

Joint

140

50

50

2

-

Dip direction

Dip angle

J1

131

30

J2

121

30

J3

140

48

Slope

130

37

P

126

34

Mode of failure

Criteria

i.

Stability

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

Planar

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 cosβ - U - V sinβ + T sin (Ω + β )) tan φ W sinβ + V cosβ - 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).cosec34 = 38.21

W=

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

  1  2   1 2 = × 2.414 × 10 × 40 × 1 −    cot 34 − cot 37   2   40    = 2985.43

U=

½ γ w .Zw .(H - Z).cosec β

1 × 9.81× 1 × ( 40 − 1) cos ec34 2 = 342.09 =

V=

½ γ w .Z w =

1 × 9.81× 1 2 = 4.905 =

FOS =

cA + (W cosβ - U - V sinβ + T sin (Ω + β )) tan φ W sinβ + V cosβ - T cos (Ω + β )

(50 × 38.21) + [ 2985.43 cos34 − 342.09 − 4.905sin 34 + 0] tan 31 2985.43sin 34 + 4.905cos34 − 0 3190.453771 = 1673.497699 = 1.906 ≈ 1.9 =

No. 1 2 3 4 5 6 7 8 9 10 11 12 13

Joint 1 62 42 48 60 70 70 67 54 54 68 72 40 42

Joint 2 40 55 50 30 60 46 48 64 64 70 64 42 66

Joint 3 42 50 26 62 56 60 24 52 64 62 64 50 42

14 15

64 48

58 58

42 26

JOINT 1

Sample Surface No.

Mudstone 1 62 42 48 60 70 70 67

Rebound Number (R)

54 54 68 72 40 42 64

Total Average value, R Compressive Strength (MPa)

•

Take density = 2414kg/m3

•

Sample of calculation:

48 861 57.40 169.67

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

62 + 42 + 48 + 60 + 70 + 70 + 67 + 54 + 54 + 68 + 72 + 40 + 42 + 64 + 48 15 = 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 Surface No. Rebound Number (R)

Mudstone 1 40 55 50 30 60 46 48 64 64 70

64 42 66 58 Total Average value, R Compressive Strength (MPa)

58 815 54.33 145.29

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 Surface No.

Mudstone 1 42 50 26 62 56 60 24

Rebound Number (R)

52 64 62 64 50 42 42

Total Average value, R Compressive Strength (MPa)

Log10 JCS = 0.00088(γ )(R) + 1.01 Where

γ

= 2.414 x 10

26 722 48.13 107.75

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

10 GOAL

TO GRAB THE KNOWLEDGE AND UNDERSTANDING IN THE ENGINEERING GEOLOGY IN ORDER TO APPLIED IT IN THE CIVIL ENGINEERING PROJECT.

20

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.

30 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).

40 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

4.5

•

Bukit Malut – Rock Slope Site Work

•

Langkawi Development Authority – LADA

•

Machinchang Cambrian Geoforest Park

•

Dayang Bunting Marble Geoforest Park

Committee The committee of the visit as per Appendix D.

50 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.

60

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:

NO BIL

NAMA

NO IC

MATRIK

1 2

AGILARAJAN A/L SELVARAJAH

871010055587

CF080284

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 9

ISMAIL BIN AHMAD

870105085987

CF080267

MELVIN SAMUEL A/L PAKINATHAN MOHAMAD NORFEKRY BIN MD

870605055477

CF080053

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 NAVINDERJEET SINGH A/L GURDER

821113055429

CF080068

15 16

SINGH

871003146261

CF080028

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 23

NORAINI BINTI CHE HUSIN

860815295074

CF080220

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 30

NURUL HIDAYAH BINTI AB RAHMAN

871019295296

CF080049

NURUL IZZATI BINTI AB RAHMAN

870101115210

CF080147

31 32

NURUL SYIFAA' BINTI AHMAD

870527016068

CF080047

RAZANITA BINTI RAHMAN

870430015640

CF080048

33

RAZIANA BINTI BAHARIM

870606295034

CF080197

34

REEZA HILMEE BIN AZME

870909065607

CF080242

35

ROSLAN BIN TOLEK SHARIFAH NAZIRA BT SYED MOHD

850122035019

CF060052

NOR

870606035240

CF080170

37

MOHD MAZLAN BIN MAMAT

851221115203

CF060063

38

SITI NOR AISHAH BINTI SOID

871010065910

CF080193

10

36

39

SITI 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 MOHD FIRDAUS BIN MD DAN @

810807015700

CF080160

45 46

AZLAN

850101116063

CF060044

AHMAD FIRDAUS BIN MD NOH

870225105225

CF080281

APPENDIX C

PROGRAMME TENTATIVE SITE VISIT FOR ENGINEERING GEOLOGY ROAM FACULTY OF CIVIL AND ENVIRONMENTAL ENGINEERING 29 JANUARY - 1 FEBRUARY 2009 (THURSDAY – SUNDAY)

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

06.15 am

Prepare solat subuh and self preparation

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:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - Rooms Distribute for all students and lectures - Rest and self preparation

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):- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - Presentation of Langkawi Geopark by LADA officer

5.00

pm

Move to Maliperdana:- Rest and self preparation - Briefing by Mr Mohd Hazreek Bin Zainal Abidin

7.30

pm

Night Activities:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - 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:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - Site Visit 1: Sedimentary Rock, Geologic Agent & Geological

Structures 09.50 am

Move to Gunung Machinchang (Machinchang Cambrian Geoforest

10.00 am

Arrive at Gunung Machinchang:-

Park)

- 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 1.00

pm

Move to Maliperdana for rest and self preparation

1.45

pm

Move to Dayang Bunting Marble Geoforest Park

2.00

pm

Arrive at Dayang Bunting Marble Geoforest Park:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - Site Visit 3: Island Hooping for Sedimentary and Metamorphic

Rock 6.00

pm

Move to Maliperdana for rest and self preparation

7.30

pm

Night Activities:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - 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:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - 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:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin - Site Visit 5: Sedimentary Structures and Fossils

9.50

am

10.00 am

Move to Geological Museum Arrive at Geological Museum:- Briefing by Mr Mohd Hazreek Bin Zainal Abidin

- 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 SITE VISIT FOR ENGINEERING GEOLOGY ROAM FACULTY OF CIVIL AND ENVIRONMENTAL ENGINEERING 29 JANUARY - 1 FEBRUARY 2009 (THURSDAY – SUNDAY)

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 SITE VISIT FOR ENGINEERING GEOLOGY ROAM FACULTY OF CIVIL AND ENVIRONMENTAL ENGINEERING 29 JANUARY - 1 FEBRUARY 2009 (THURSDAY – SUNDAY)

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:-

i.

Food and Beverage Allowance: RM 60.00 x 3 persons x 3 days = RM 540.00

ii.

Hotel Allowance

: RM 180.00 x 3 persons x 2 nights = RM 1,080.00

Technician:-

i.

Food and Beverage Allowance: RM 40.00 x 2 persons x 3 days = RM 240.00

ii.

Hotel Allowance

: RM 100.00 x 2 persons x 2 nights = RM 400.00

Sub Total Cost

B.

(A)

: RM 2,800.00

Vot 52000 FKAAS

No. of student: 46 persons

i.

Food and Beverage Allowance: RM 10.00 x 46 persons x 3 days = RM 1,380.00

Sub Total Cost

(B)

TOTAL COST (A + B)

5.0 REFERENCE

: RM 1,380.00

: RM 4,180.00

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