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INTRODUCTION

INTRODUCTION OF INDUSTRIAL TRAINING

Industry training means guided practice based on a theory or learned before.

Industry training specifically means university students undergoing training in the

relevant industry, in more formal settings outside the classroom to develop students'

potential for the labor market.

The purpose of this guide is to provide guidance to the students of the University

in order to undergo industrial training program that is more organized and effective.

Industry Training is considered as an important and valuable exposure for

students. Industry training is a compulsory course which has been listed in the

curriculum, Universiti Malaysia Pahang (UMP) and must be followed by each

student in Diploma and Degree as a condition for graduation.

GOALS OF INDUSTRIAL TRAINING

i. Placing students in industry / organization related to providing

exposure, experience and professional skills to students in various

aspects of engineering and computer science.

ii. Produce engineers who are competent, responsible and high attitude

iii. Give industrial training trainees opportunities to be absorbed as

workers in industry training.

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INTRODUCTION OF DEVELOPMENT AND PROPERTY MANAGEMENT

OFFICE (PPH),UTHM.

Development and Property Management Office, UTHM established as the

main function a help to the development of a dynamic center of education and

sophistication. Improvement in various areas of technology and service development

requires a strong and vibrant structure.

Requirements in preparing the development, maintenance and appropriate

services is essential for the success and realizing excellence in teaching and learning

system, In addition, the provision of learning needs and effective maintenance is

needed to ensure that constructed facilities and infrastructure is always at an optimal

level of consumption and will achieve a satisfactory life.

GENERAL FUCTION OF PPH, UTHM

Among the basic functions of the Property Management and Development

Office UTHM are:

Maintenance

Preserve, protect, recognize and regulate buildings, WWW, equipment, services and

environments to meet current standards, utility and value of defense facilities and

secure facilities      

i. . Maintenance Service

      - Maintenance Damage Prevention

            > Following the program / plan established planning

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      - Maintenance Repair Damage.

           > Based on customer reports of damage or were found during the inspection.

   

ii. . Maintenance Operations

      - Normal

      - Services

      - Cleaning / Washing Building

      - Repairs

      - Replacement

      - Extension of

      - Modification

      - Upgrade

       

iii. . Maintenance Areas

      - Maintenance of Building & Area

      - Public

      - Electrical

      - Mechanical

      - Cleaning

      - Landscape

      - Maintenance of Facilities and Equipment

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      - Teaching Aid

      - Furniture

      - Phone

SPACE AND PROPERTY MANAGEMENT

This office is responsible for providing some space and facilities for teaching

and learning of students and programs or event organized by students and the

University itself. Activities are as tests, examinations, meetings, courses or

workshops and events held by the University.

Accordingly, responsibility and management of office space involved is the

General Assembly UTHM, Lotus Hall, Orchid Square and Concourse (front Lecture

Hall 3)

This office provides space and facilities in accordance with the requirements

of the General Assembly UTHM application. Scheduling use, the House of Lotus,

Orchid Square and Concourse (front DK3) is under the responsibility of this office.

Adjustments will be made to ensure that there is no overlap, especially the use of

tables for holding the tests, examinations, meetings, exhibitions and so on. Use of the

General Assembly UTHM for official functions hosted by the University requires a

sketch of the layout to facilitate the provision of related equipment.

Use of equipment such as canopies, chairs / tables, equipment and teaching

aids and PA system are available to meet the needs of the success of the activities,

especially activities of students. Hire from outside is at the discretion of the Director

of Development and Management Hartabina, although the number of rental from

outside is limited to the minimum rate to ensure that the needs of the institution.

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FUNCTION OF THE PLANNING AND MANAGEMENT DIVISION

The main duties of the Planning and Development Division are:

Planning and property development plans of the University in order to meet

the future needs of the University.

Planning and providing physical facilities and infrastructure including

transportation plans to meet the development needs of the University at a

cost that is economical, in the immediate term, good appearance and good

quality.

Consultation & planning for project management technical expertise to

provide physical facilities and infrastructure.

Be a local authority on campus

FUNCTION OF FACILITIES AND PROPERTY MANAGEMENT DIVISION

Among the functions of Facilities and Property Management Division is:

Manage the maintenance of physical facilities, assets and existing

infrastructure of the University to keep in good condition to ensure

uninterrupted operation of the University.

Manage the maintenance of physical facilities, assets and infrastructure of the

University that are in good condition and working.

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MISION AND VISION PPH, UTHM

PPH MISION

Planning, Implementing, Managing

And Development and Asset Services

Quality to realize the

Mission and Vision of the University

PPH VISION

Providing Infrastructure Facilities

And facilities of Conductive

For Excellence in University

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UTHM DEVELOPMENT PROJECT OPERATED BY PPH, UTHM

FPTP BUILDING PROJECT

MOSQUE PROJECT

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SWIMMING POOL PROJECT

DEWAN GUNASAMA PROJECT

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FKAAS BUILDING PROJECT

FPTV BUILDING PROJECT

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FSKTM BUILDING PROJECT

LIBRARY

Figure ii : UTHM Development Project Operated by PPH,UTHM

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2.7 ORGANIZATIONAL CHART PPH, UTHM

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CHAPTER 1

FORMWORK AND SCAFFOLDING

1.1 Introduction

At first day I come to office, I was introduced to all staffs. There are many

staffs as there are many departments at the PPH, UTHM. The departments are civil

engineering unit, mechanical engineering unit, electrical engineering unit and others.

As a civil engineering student, I was under civil engineering unit supervised by En.

Roszaidi bin Ali, the engineer of the unit. However, as the unit is too small to placed

practical students, so we are placed under landscape and senibina unit and there, I

was supervised by Prof Madya Sri Dr Wan Zahari, the Deputy of the . Then, I was

taken to the MOA site. There, we were asked to observe and study about the

formwork and scaffolding.

1.2 What is Formwork?

Formwork is the moulds that concrete is poured into so that it retains its shape

as it sets. The concrete is poured into the formwork and the formwork remains until

the concrete is fully set and is capable of supporting itself.

The formwork can be either temporary or permanent.

It is important that the formwork is strong enough to support the concrete otherwise

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"blowouts” can occur.  This is when the formwork bends or breaks, allowing the

concrete to escape before it is fully set. It must also be left on for the specified time

in the case of temporary or removable formwork.

1.3 Types of Formwork

There are different types of formwork:

Timber formwork - this formwork is constructed on the building site

and it is made from timber and plywood or moisture-resistant

particleboard. It is easy to make but can be time consuming and it

should be noted that the plywood or particleboard used has a

relatively short lifespan.

Engineered formwork - this consists of premade modules that have a

metal frame and are covered on the concrete side with a material such

as timber or aluminium.  The metal frame is usually steel or

aluminium.  The advantage of engineered formwork is that it is

modular in nature, so you can simply join it together, making it fast to

erect. Because it can be reusable, it is also cost effective.

Reusable plastic formwork - are made up of lightweight, strong

formwork panels that are interlocking and modular in nature, so you

can easily construct the formwork for your concrete.

Insulated formwork - also known as insulated concrete formwork or

ICFs, the formwork itself is made out of expanded polystyrene, ad it

stays in place once the concrete is set, making it a permanent type of

formwork.  These formwork systems are very energy efficient.

Permanent formwork - this type of formwork is designed to stay in

place (be permanent). It is put together on the site and it remains even

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after the concrete is fully set, giving the concrete extra strength and

also protecting it.

1.4 Advantages of Timber Formwork

i. Cost

Timber formworks can be constructed at a lower initial cost than steel due to

higher availability and cheaper production costs. The cost of timber varies

depending on the quality and treatment of the wood.

ii. Handling

People new to building formworks typically choose timber because it requires

neither special tools nor a high level of construction experience. It is also

easier to handle due to its light weight.

iii. Aesthetics

An aesthetically pleasing architectural effect can often be achieved using a

timber formwork. Painted timber formwork not only adds colour and a

finished look, but oil or epoxy treatments can double the number of times the

formwork may be reused.

1.5 What is Scaffolding?

Scaffolding is a temporary platform constructed for reaching heights above

arms' reach for the purpose of building construction, maintenance, or repair. It is

usually made of lumber and steel and can range from simple to complex in design,

depending on its use and purpose. Millions of construction workers, painters, and

building maintenance crews work on scaffolding every day, and due to the nature of

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its use, it must be properly constructed and used to ensure the safety of those who use

it.

1.6 Suspended Scaffolding

Suspended scaffolding is a platform for temporary access created by hanging

from above, rather than supporting from below or at the height of the scaffold. It can

be used for everything from window washing on high rises to construction projects.

In many regions, the building department regulates the use of scaffolding and

requires a permit before people can install it. The permit may need to include proof

that authorized installers and operators will be on site to supervise the use of the

scaffolding, in the interest of worker safety.

There are a number of different designs for suspended scaffolding, each with

its own benefits, limitations, and safety concerns. Some designs are multi-level for

access from a number of heights. The two-point suspension design is the most

common, although single and multi-point systems are also available for special

applications. The height is typically adjustable with hoists and other equipment to

raise and lower workers. Adjustability may also be necessary to allow people to get

onto the platform at some work sites.

1.7 Independent Tied Scaffolds

An independent scaffold consists of a double row of standards, with each row

parallel to the building. The inner row is set as close to the building as is practicable.

The distance between the lines of standards should be the minimum necessary to

accommodate the required number of boards and toe boards. A variation may be

adopted in which the row of standards nearest to the building can be set back about

300 mm from the building face. This means that one of the boards of the platform 16

can be laid between the inside row of the standards and the building face. The

standards should be connected with ledgers parallel to the building and fixed with

right angles couplers. Transoms are then fixed to the ledgers with putlog couplers to

support the recommended platform widths. Sole boards and base plates should be

used under each standard as recommended. Ledger bracing is generally fixed to

alternate pairs of standards. Sway bracing is required at intervals not exceeding 30

M. The scaffold should be tied into the building at the frequency recommended. 

Figure 1.1: Independent Tied Scaffolds Diagram

1.8 Putlog Scaffolds

A putlog scaffold consists of a single row of standards, parallel to the face of

the building and set as far away from it as is necessary to accommodate a platform of

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four or five boards wide, with the inner edge of the platform as close to the wall as is

practicable.

The standards are connected by a ledger fixed with right angle couplers and

the putlogs are fixed to the ledgers using putlog couplers.The blade end of the putlog

tube (or putlog adaptor) is normally placed horizontally on the brickwork being built,

taking care to use the maximum bearing area.

Figure 1.2: Putlog Scaffolds Diagram

1.9 Roof Saddle & Stack Scaffolds

i. Roof Saddle

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Generally agreed to mean the foundation for a scaffold erected on a pitched

roof, when chimneys are to be repairs. Roof saddles are generally erected

when minor repairs are made, e.g. replacing chimney pots, or repointing etc.

A safe means of access or egress must always be provided, and this will

usually comprise an access tower with walkway onto scaffold.

ii. Roof Stack (illustrated below)This type of scaffold, because of the position of the chimney, requires an

access scaffold.Roof stacks are erected where more substantial repairs are

required i.e. demonstration and/or rebuilding of chimney in situation where

the stack is in such a position as to make the erection of a saddle scaffold

impracticable.

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CHAPTER 2

R.C PILES

2.1 Introduction

UTHM have two projects under construction which are MOA and swimming

pool. En.Roszaidi, engineer of PPH, UTHM take the practical students to both sites

to learn about the R.C piles that installed at both sites. As the RC Piles is installed

before we come, so En Roszaidi just explain to us about the RC Piles. He explained

us about the installation procedures for RC Piles and the safety during piling work.

2.1 The Installation Procedures for R.C. Piles.

Step 1: A Licensed Surveyor will be chartered to set out the position of each pile and to establish two number of Temporary Benchmarks (TBM) on site for determine the cut-off levels of piles. The Temporary Benchmarks will be tied back to the existing benchmark.

Step 2: Establish and locate all lines and level.

Step 3: Piling shall be carried out by competent person. Operators and Site Agent/Foreman thoroughly experienced with piling operations shall carry out the piling work. Piles shall be driven accurately in the correct location true to

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the line both laterally and longitudinally as indicated on the drawings. Pile shall be guided by the leader and spirit level to check the verticality of the pile. No pile, which has been deflected from its course or has been wrongly aligned, shall be forcibly brought back to the correct alignment except with the written approval of the Engineer or Clerk of Work.

2.2 The Safety Procedures for R.C. Piling Works.

i. . All underground service facilities have been surveyed and marked.

ii. Heavy machinery access inspection has been certified.

iii. Workers on-site have been briefed on all the essential safety precautions.

iv. Piling Frame Operators shall put on hearing Protectors.

v. The vicinity of working area has been properly barricaded and warning

signboards displayed.

vi. Before lifting the pile by the machine, the assistants are required to stand

back from the pile being lifted. Safety area to stand is approximately one

meter away from the operator's cabin. So that there will be no contact

between the rig assistants and the pile being lifted.

vii. Before lifting the pile from the ground, the operator is to ascertain that

nobody is doing work or standing nearby.

viii. When the pile driver is not in use, the hammer shall be blocked in the leads

or lowered to the ground.

ix. Horns will be sounded twice to warn others of pile lifting is in

commencement.

x. When the pile is in the vertical position, the toe of the pile is rested on the

ground.

xi. After the toe of pile is rested on the ground, the Rig Operator assistant will

secure the pile to the leader using a wire rope. The assistant will also use a

proper guide tool to hold the pile steady. This will prevent the swing of the

pile when the rig on the move.

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xii. The Rig Assistant will than move away from the piles before signaling to the

Rig Operator to position the piles on the piling location.

xiii. After the pile has been positioned on the intended pile location and rested on

the ground, the assistant will approach the pile and rotate the pile using a

guide tool to the required orientation. When driven with two or three hammer

the secured wire rope around the pile during the vertical position will be

removed. Piling works will restart as normal.

xiv. The same procedures shall be adopted for lifting the second length of pile.

All R.C. piles shall be in good condition before installation to ensure no

cracking during driving. Pile rejection will induce compensating cost to

contractor.

Figure2.1: Circular type R.C Piles

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CHAPTER 3

GEOTEXTILES

3.1 What is Geotextiles?

Geotextiles are permeable fabrics which, when used in association with soil,

have the ability to separate, filter, reinforce, protect, or drain. Typically made

from polypropylene or polyester, geotextile fabrics come in three basic forms: woven

(looks like mail bag sacking), needle punched (looks like felt), or heat bonded (looks

like ironed felt). Geotextile composites have been introduced and products such

as geogrids and meshes have been developed. Overall, these materials are referred to

as geosynthetics and each configuration like geonets, geogrids and others. It can

yield benefits in geotechnical and environmental engineering design.

3.2 Application of Geotextiles

Geotextiles and related products have many applications and currently

support many civil engineering applications including roads, airfields, railroads,

embankments,  retaining structures, reservoirs, canals, dams, bank protection, coastal

engineering and constructionsite silt fences. Usually geotextiles are placed at the

tension surface to strengthen the soil. Geotextiles are also used for sand

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dunearmoring to protect upland coastal property from storm surge, wave action and

flooding. A large sand-filled container (SFC) within the dune system prevents storm

 erosion from proceeding beyond the SFC. Using a sloped unit rather than a single

tube eliminates damaging scour.

Erosion control manuals comment on the effectiveness of sloped, stepped

shapes in mitigating shoreline erosion damage from storms. Geotextile sand-filled

units provide a "soft" armoring solution for upland property protection. Geotextiles

are used as matting to stabilize flow in stream channels and swales. Geotextiles can

improve soil strength at a lower cost than conventional soil nailing. In addition,

geotextiles allow planting on steep slopes, further securing the slope. Geotextiles

have been used to protect the fossil hominid footprints of Laetoli

in Tanzania from erosion, rain, and tree roots. In building demolition, geotextile

fabrics in combination with steel wire fencing can contain explosive debris.

3.3 Design Consideration

To use geotextiles to reinforce a steep slope, two components have to be

calculated:

the tension required for equilibrium

the appropriate layout of the geotextile reinforcement.

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Figure 3.1 : Types of Geotextiles

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CHAPTER 4

GEOGRIDS

4.1 Introduction

A geogrid is geosynthetic material used to reinforce soils and similar

materials. Geogrids are commonly used to reinforce retaining walls, as well as

subbases or subsoils below roads or structures. Soils pull apart under tension whereas

geogrids are stronger in tension. This fact allows them to transfer forces to a larger

area of soil than would otherwise be the case. Geogrids are commonly

made polymer materials, such as polyester or polystyrene. They may be wovern or

knitted from yarns, heat-welded from strips of material, or produced by punching a

regular pattern of holes in sheets of material, then stretched into a grid. 

4.2 Types of Geogrid

i. Polyester, high tenacity multifilament yarns that are woven into a stable

network. These high strength polyester yarns are coated with a PVC

material.

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ii. Extruded polypropylene grid composed of two and three layers of high

strength polypropylene, biaxially oriented. . The layers are designed to

accommodate find-grained, cohesive and non-cohesive fills as well as

small sized random fill.

4.3 Function of Geogrid

i. Soil Stabilization: When base material is compacted over geogrids (or

geotextiles) the base material is “seated” locking the aggregate

together in a fixed position.

ii. Base Reinforcement & Confinement: Geogrids keep the fill material

where it belongs and aids interlocking of granular base.

iii. Stress Transfer: Geogrids do this by distributing applied loads over a

greater area and thus reducing vertical pressure on the sub-grade.

Figure 4.2 : Types of Geogrid

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CHAPTER 5

LEVELLING & SURVEYING

5.1 Definitions

i. Differential levelling is the term applied to any method of measuring

directly with a graduated staff the difference in elevation between two

or more points.

ii. Precise levelling is a particularly accurate method of differential

levelling which uses highly accurate levels and with a more rigorous

observing procedure than general engineering levelling. Itaims to

achieve high orders of accuracy such as 1 mm per 1 km traverse.

iii. A level surface is a surface which is everywhere perpendicular to the

direction of the force ofgravity. An example is the surface of a

completely still lake. For ordinary levelling, level surfaces at different

elevations can be considered to be parallel.

iv. A level datum is an arbitrary level surface to which elevations are

referred. The most common surveying datum is mean sea-level

(MSL), but as hydrological work is usually just concerned with levels

in a local area, we often use:

v. An assumed datum, which is established by giving a benchmark an

assumed value (e.g. 100.000 m) to which all levels in the local area

will be reduced. It is not good practice to assume a levelwhich is close

to the actual MSL value, as it creates potential for confusion.

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vi. A reduced level is the vertical distance between a survey point and the

adopted level datum.

vii. A bench mark (BM) is the term given to a definite, permanent

accessible point of known height above a datum to which the height of

other points can be referred.

5.2 Equipment of Levelling

The level, its tripod, the staff and the staff bubble are all precision items of

equipment upon which the accuracy of the work is highly dependent. They shall be kept

correctly calibrated, and be used and stored with care. Levels shall be carried in vehicles

in a padded box, case or shelf in addition to the normal case, and staves shall be kept in a

canvas or plastic sleeve to prevent damage to the face and entry of dirt.

5.3 Levels

A level is basically a telescope attached to an accurate levelling device, set upon

a tripod so that it can rotate horizontally through 360°. Normally the levelling device is a

bubble, but modern ones incorporate a pendulum. There are three basic types of level,

shown in figure 6.1 (from MWD,

1981) and described below:

a) Dumpy Levels

These are more basic levels often used in construction work. The telescope is

rigidly attached to a single bubble and the assembly is adjusted either by means

of a screwed ball-joint or by

footscrews which are adjusted first in one direction, then at 90°.

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b) Tilting Levels

This type of level is fitted with a circular bubble for preliminary approximate

levelling and a main bubble which is attached to the telescope. For each

observation (not setup) the main bubble is viewed through an eyepiece and the

telescope tilted by a fine screw to bring the two ends of the bubble into

coincidence.

c) Automatic Levels

This more modern type of level is now in general use. It has a compensator

which consists of an arrangement of three prisms. The two outer ones are

attached to the barrel of the telescope. The middle prism is suspended by fine

wiring and reacts to gravity. The instrument is first leveled approximately with a

circular bubble; the compensator will then deviate the line of sight by the amount

that the telescope is out of level.

Figure 5.1: Dumpy Level

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Figure 5.2: Tilting Level

Figure 5.3: Automatic Level

5.4 Staves

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The levelling staff is a box section of aluminium or wood, which will

extend to 3 or 5 m in height by telescoping, hinging or addition of sections. One

face has a graduated scale attached for reading with the cross-hairs of the level

telescope. These faces can vary in pattern and graduation; 5mm graduations

should be the maximum for accurate levelling of gauging stations. Many staves

used these days are of aluminium because of its durability. However aluminium

has a co-efficient of thermal expansion of :

0.000023m/metre of length/°C

and this can cause some potential inaccuracies. For instance, "Survey Chief" and

"Brookeades" staves are standardised at 27°C, and in very cold weather these

staves could be as much as 3mm too short over their full length. For low

temperature work consult the temperature table for each staff which should be

with its "instruction manual" or printed on the staff itself.

5.5 Staff Bubbles

These are generally a small circular bubble on an angle plate which is

held against one corner of the staff to ensure that the staff is held in a vertical

position. If the staff is not held vertical,

the reading will be too large and may be significantly in error. A staff bubble

shall be used at all times. If one is not available, the "chainman" (staff

operator)shall rock the staff slowly back and forth about the vertical in a line

towards the instrument. The observer notes the smallest reading which will occur

when the staff is vertical.

5.6 Care of Equipment32

• ensure that tripod screws and hinges are kept tight.

• always transport the level in a padded box.

• when removing from the box lift it by the centre and not by the eyepiece

or objective end of the telescope.

• screw it firmly onto the tripod, whilst holding it in one hand (make

certain that it is not cross-threaded and that threads are compatible).

• when carrying the level tripod assembly in the field, support it over the

shoulder or, in bush, crooked over an arm with the telescope unclamped

(i.e. free to rotate).

• automatic levels should not be carried in a vertical or near-vertical

position, as the compensator will swing about and be prone to damage.

• staves are too much of a precision item of equipment to be used in place

of a slasher, vaulting pole, etc.

• staves shall be transported in their protective cases to protect the face

from damage.

• wooden staves which become wet should be dismantled and dried out

before storing away.

• any moisture which is evident in an instrument must be allowed to

disperse by storing the level out of its case in a warm room. Should it

persist after several days the instrument may require specialist

• servicing.

5.7 Checking Level Accuracy

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Levels can move out of adjustment so that their line of sight (line of

collimation) is not truly horizontal. This will cause errors in readings which become

greater as the viewing distance increases. However if a backsight and a foresight are

exactly equi-distant from the instrument, the error in each sighting will cancel each

other out. This feature can be used to check the accuracy of a level by the following

simple method:

• install three pegs or marks firmly in the ground at distances of 30 m apart in a

straight line; the centre peg is only to mark the distance, but the outside two shall be

firm enough for reliable change points

• set up the level over the centre peg and read the staff on each of the outside pegs in

turn. Book these values and calculate the height difference. This will be a true height

difference, as the distances are equal and any errors will be self-compensating

• set up the level about 4 m to the far side of one of the outside pegs. Read the staff

on the peg 4m away and then on the one 64 m away. Book these values and calculate

the apparent height difference.

• compare the two height differences; if the instrument is in adjustment (i.e. its

collimation is true) they will be within 5 mm.

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Figure 5.4: A method for checking the level accuracy

5.8 Levelling Procedures

(a) Setting up

• Backsight and foresight distances should be approximately equal to avoid

any errors due to collimation, refraction or earth curvature.

• Distances must not be so great as to not be able to read the graduations

accurately.

• The points to be observed must be below the level of the instrument, but

not lower than the height of the staff.

(b) Elimination of parallax

• Parallax is the apparent movement of the image produced by movement

of the observer's eye at the eyepiece.

• It is eliminated by focusing the telescope on infinity and then adjusting

the eyepiece until the cross-hairs appear in sharp focus. The setting will

remain constant for a particular observer's eye.

(c) Booking• level books or loose-leaf levelling sheets shall be numbered and indexed

in a register.

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• details of the site, work, date, observer, chainman, booker, weather,

wind, instrument and any other relevant items shall be entered.

• enter the first observation (which is on a known point) in the Backsight

column, and sufficient detail in the Remarks column to identify it. Enter

the point's R.L. zero from the site register or plate on the BM, etc.

• enter all other points on subsequent lines as intermediates except the

point chosen as the foresight. Identify them in the Remarks column as

above. Enter the foresight on a further line in the Foresight column.

• change the instrument to the next setup. Enter the following backsight on

the same line as the previous foresight but in the Backsight column.

• repeat the above procedure at each setup on the outward run then reverse

it to work back to the starting point on the return run. The furthest point

out is treated as for all other change points.

5.9 Reducing the Levels

Two methods are in general use; the "rise and fall" method and the "height of

collimation" method. The latter reduces levels relative to the instrument height. As it has

inferior in-built checks it

should not be used and will not be covered here. The "rise and fall" methods shall be

used for reduction of all site levelling. Reduction shall be carried out on site before

packing up to ensure that the levelling has been done correctly.

• calculate the rises and fall between successive points and book them in the

appropriate column (one can determine whether each shot is a rise or fall by the

following rule of thumb: a higher value on top denotes a rise; a higher value on the

bottom denotes a fall)

• add up the backsight and foresight columns for the entire traverse and note the

difference between them; this is the close

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• add up the rises and falls for the entire traverse, and compare the difference

between them with the difference between the backsights and foresights; they should

be the same

• carry the reduced levels in the R.L. column down the page by adding or subtracting

the appropriate rise and fall values to the successive values of R.L. The final value of

the original starting point will differ from the original value by the amount of the

close.

Figure 5.5: I am holding the staff and take the reading around

the civil unit of PPH, UTHM

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CHAPTER 6

DESIGN USING ESTEEM PLUS VER 6.5.1.2

6.1 Introduction

Design is the checking the Ultimate Limit State (ULS) and Serviceability

Limit State of a building that want to construct. This work is purposely done by

design engineer. Before the engineer start to design the building, he/she will redraw

the architectural plan into structural plan. First, the work will begin by construct the

column and determining the slab to be design. As I am study this during semester 5

and 6 in Reinforced Concrete I and II, there are two general types of slab which are

one-way slab and two-way slab. Two-way slab is economical compare to one-way

slab. However, during the practical, I found that engineer mostly design the slab into

one-way slab as it is easy to design. In addition, it is also depends on the budget of

the client.

6.2 Design the Surau Semerah Option 2 using Esteem Plus 6.5.1.2

En.Roszaidi, the engineer of PPH, UTHM has divided the students practical

into three groups. As there are three plans to be design which are Surau at Semerah

option 1 and 2, and SFV Pagoh. I was given to design Surau Option 1. The

Architectural Plan referred to the appendix. En. Roszaidi ask us to follow the column

and some others part in the architectural plans. He said not to change so many.

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Figure 6.1: The beam and column of Surau option 2 for Roof Beam by using Esteem

Plus 6.5.1.2

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Figure 6.2: The beam and column of Surau option 2 for Groung Floor Beam by using

Esteem Plus 6.5.1.2

Figure 6.3: Detailing for column Surau Option 2

Figure 6.4: Detailing of Continuous Roof Beam (RB9)

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Figure 6.5: Detailing of Simply Roof Beam (RB2)

Figure 6.6: Detailing of Continuous Ground Floor Beam (GF5)

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Figure 6.7: Detailing of Simply Ground Floor Beam (GF2)

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Figure 6.8: Key plan of pile cap foundation

Figure 6.9: Detaling of pile cap foundation

6.3 Summation of Individual beam Loadings and Reactions from Esteem Plus

6.5.1.2 for Ground Floor Beam

|------------------------------------------------------------------------------------------------------|| Beam Name | LL/DL | Loadings,kN | Reactions,kN | Difference,kN |Width |Depth |Ten% |Com% |Shear ||------------------------------------------------------------------------------------------------------|| GF1 | LL | 75.6 | 80.6 | -5.0 | 300 | 500 | 0.2 | 0.2 | 0.23 || GF1 | DL | 104.3 | 104.3 | 0.0 |

| GF2 | LL | 14.4 | 14.4 | 0.0 | 300 | 500 | 0.2 | 0.2 | 0.19 |

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| GF2 | DL | 19.9 | 19.9 | 0.0 |

| GF3 | LL | 122.9 | 134.1 | -11.2 | 300 | 500 | 0.2 | 0.2 | 0.89 || GF3 | DL | 178.7 | 178.7 | -0.0 |

| GF4 | LL | 14.4 | 14.4 | 0.0 | 300 | 500 | 0.2 | 0.2 | 0.19 || GF4 | DL | 19.9 | 19.9 | 0.0 |

| GF6 | LL | 0.0 | 0.0 | 0.0 | 300 | 500 | 0.2 | 0.2 | 0.04 |

GF6 | DL | 8.6 | 8.6 | 0.0 |

| GF7 | LL | 0.0 | 0.0 | 0.0 | 300 | 500 | 0.2 | 0.2 | 0.04 || GF7 | DL | 8.6 | 8.6 | 0.0 |

| GF9 | LL | 61.2 | 68.2 | -7.0 | 350 | 550 | 0.2 | 0.2 | 0.20 || GF9 | DL | 105.9 | 105.9 | 0.0 |

| GF11 | LL | 14.4 | 14.4 | 0.0 | 300 | 500 | 0.2 | 0.2 | 0.19 || GF11 | DL | 19.9 | 19.9 | -0.0 |

| GF12 | LL | 14.4 | 14.4 | 0.0 | 300 | 500 | 0.2 | 0.2 | 0.19 || GF12 | DL | 19.9 | 19.9 | -0.0 |

| GF14 | LL | 61.2 | 68.2 | -7.0 | 350 | 550 | 0.2 | 0.2 | 0.20 || GF14 | DL | 105.9 | 105.9 | 0.0 |

| GF5 | LL | 115.6 | 125.2 | -9.5 | 250 | 450 | 0.3 | 0.2 | 1.29 || GF5 | DL | 174.7 | 174.7 | 0.0 |

| GF8 | LL | 39.6 | 39.6 | -0.0 | 300 | 500 | 0.7 | 0.4 | 0.58 || GF8 | DL | 67.6 | 67.6 | 0.0 |

| GF10 | LL | 174.8 | 210.0 | -35.2 | 300 | 500 | 0.4 | 0.2 | 1.14 |

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| GF10 | DL | 249.7 | 249.7 | 0.0 |

| GF13 | LL | 174.8 | 200.0 | -25.1 | 300 | 500 | 0.2 | 0.2 | 1.03 || GF13 | DL | 249.7 | 249.7 | -0.0 |

|---------------------------------------------------------------------|| SUM OF ABOVE | Loadings,kN | Reactions,kN | Difference,kN ||---------------------------------------------------------------------|| LIVE LOAD, kN | 883.4 | 983.4 | -100.1 || DEAD LOAD, kN | 1333.3 | 1333.3 | 0.0 ||---------------------------------------------------------------------|

Table 6.1: Summation of Individual beam Loadings and Reactions for Ground Floor Beam

6.4 Sum of Key Plan Load Input from Esteem Plus 6.5.1.2 for Ground Floor

Beam

--------------------------------------------------------------| Element | Load Type | Dead Load,kN | Live Load,kN |--------------------------------------------------------------| Slab | Area load | 908.4 | 840.6 || Slab | Internal UDL | 0.0 | 0.0 || Slab | Edge UDL | 0.0 | 0.0 |

| Slab | Point load | 0.0 | 0.0 |--------------------------------------------------------------| Slab | SUM of Above | 908.4 | 840.6 |--------------------------------------------------------------| Beam | SelfWeight | 372.9 | 0.0 || Beam | UDL | 0.0 | 0.0 || Beam | Point load | 0.0 | 0.0 |

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| Beam | VariableLoad | 0.0 | 0.0 |--------------------------------------------------------------| Beam | SUM of Above | 372.9 | 0.0 |--------------------------------------------------------------| S: SUM of KEYPLAN INPUT| 1281.3 | 840.6 |----------------------------------------------------------------------------------------------------------------------------| Column | Point load | 0.0 | 0.0 |--------------------------------------------------------------| Wall | Point load | 0.0 | 0.0 |--------------------------------------------------------------| Transfer Column load | 0.0 | 0.0 |--------------------------------------------------------------| Transfer Wall load | 0.0 | 0.0 |----------------------------------------------------------------------------------------------------------------------------| T: SUM of ALL THE ABOVE| 1281.3 | 840.6 |----------------------------------------------------------------------------------------------------------------------------| A: SUM BEAM TAKE-OFF | 1333.3 | 883.4 || B: SUM COLUMN TAKE-OFF | 0.0 | 0.0 |--------------------------------------------------------------| C: SUM LOAD TAKE-OFF | 1333.3 | 883.4 |--------------------------------------------------------------| D: SUM COLUMN REACTIONS| 1281.3 | 940.7 || E: SUM SYMTRY REACTIONS| 0.0 | 0.0 |--------------------------------------------------------------| DIFFERENCE, F = D - E | 1281.3 | 940.7 |--------------------------------------------------------------

Table 6.2: Sum of Key Plan Load Input for Ground Floor Beam

CHAPTER 7

SOFTWARE USED DURING PRACTICAL SESSION

6.1 Autocad

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This software is important in PPH. It not only used by engineer and

architect, but it is also used by auditor that need to audit the space of

Universiti Tun Hussein Onn (UTHM). During second week, I am following

Irsalina Suria Bt Ismail, auditor in PPH to audit space around the UTHM. We

are going to audit Faculty of civil engineering (FKAAS), Faculty of

management (FPTV) and Library. Then, we have a meeting on 13 July 2012

from 9.30 am to 5.00 pm for inserting the data audit to spreadsheet. The letter

invitation is at appendix 6.

6.2 Spreadsheet

Spreadsheet is actually from Microsoft Excel. We are typing all the

data and inserting the formulae in the Microsoft Excel. Then, we save it in

order to be reuse in the future. This is called spreadsheet. By using the

software, the works become easier and faster. All the spreadsheet related is

save by PPH to be reuse in the future.

6.3 Microsoft Word

Microsoft Word is using during the writing of letter and report.

Obviously, the PPH is using the Microsoft Word almost the time as it easier

to format and edit. In addition, PPH is the one that need to write the report

relating to most issued relating the facilities and building in the UTHM. Nor

Faezah Bt Zainudin, the PPH assistant is always using this software to write

the report and letter. I am also using this software to type the report. For

example, I was asked to write the MASMA report by En. Johari in the civil

unit. The report can be referred appendix 7.

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6.4 Google Sketch Up

This software was used almost by architect. Pn Yusnorsyazana Bt

Mohd Yunos, the architect in PPH is always using this software before she

makes it into AutoCAD. This software is to make a person imagine the

building that will be constructing. What is interesting is this software is able

to us to see the all site of the building including the section.

6.5 Esteem Plus 6.5.1.2

In semester 5 and 6, I was learned Esteem Plus Software in

Reinforced Concrete Design I and II in order to checking the manual

calculate of the building. During practical session, we are free to choose the

software we want to use so that we are able to finish the design work. Esteem

Plus is the famous software in Malaysia. There are others software that can be

used like Orion, Procon and etc.

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CONCLUSION

I was so happy Universiti Malaysia Pahang (UMP) gives us students of civil

engineering opportunities to do our practical. This practical give many information

and experiences about our work in the future. As civil engineering student, Industrial

training is completing the course as the course taken need to be applied in practice.

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In PPH, UTHM I got many experiences related my field. I have many

chances to see all the engineers like site engineer, design engineer, soil engineer and

structural engineer. Here, I realize that all software that I learned at university will be

important in my future work. The software is like AutoCAD, Esteem Plus and etc.

training is completing the course as the course taken need to be applied in practice.

There are some problems during doing my practical session. However, these

problems do not interrupt my work here. For example, the engineers in PPH are

using Malay during their communication. This makes problem because I am majority

using English during my studies. The words that are using are like ‘papak’, ‘tiang

asas’ and ‘tetulang’. I can solve this problem as there are also others students from

politeknik taking practical here. So, I can learn from them.

Lastly, thank you for all peoples that giving helps during my practical

session. I am also thanks to my university, Universiti Malaysia Pahang (UMP) for

setting up the Subject Industrial Training to civil engineering’s students. I am also

wanting to congrate them as Industrial Training for this semester was held

successfully. I hope this programme will be held continuously and more effective

than this semester.

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REFERENCES

(a) British standards

BS 8110 Structural use of concrete, Parts 1,2 and 3

BS 6399 Design loading for buildings

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(b) Textbook

A.W. Beeby and R.S. Narayanan, Designers Handbook to EuroCode 2. Thomas Telford, London, 1995.

J.H. Bungey and S.G. Millard, The Testing of Concerete in Structures, 3rd edn. Chapman & Hall London, 1995.

R. Hulse and W.H. Mosley, Reinforced Concrete Design by Computer. Macmillan, Basingstoke, 1986.

(a) Internet

http://www.wikipedia.com/Levelling_Surveying.htm

http://www.wikipedia.com/Slab

http://www.google.com

http://www.Emerald.com

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