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SBEQ 1122
CONSTRUCTION
TECHNOLOGY II 2015
Lecturer : Mr Syamsul Hendra B. Mahmud
Title : Trip Report To Kuala Lumpur&Putrajaya
Group Members:
Contents
ACKNOWLEDGEMENT.........................................................................................................................2
INTRODUCTION..................................................................................................................................3
PETRONAS TWIN TOWER (KLCC)..........................................................................................................4
Name Matric No
Lee Jun Hou A14BE0040
Norkhalida Bt Hassan A14BE0100
Ameera Shuhada Bt Shahril A14BE0007
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STRUCTURAL FRAME.......................................................................................................................7
Core ...........................................................................................................................................7
Column.......................................................................................................................................8
Foundations................................................................................................................................9
PINNACLES...................................................................................................................................10
SKYBRIDGE...................................................................................................................................12
TUANKU MIZAN ZAINAL ABIDIN MOSQUE..........................................................................................16
BUILDING COMPONENTS...............................................................................................................17
CONCEPT AND STRUCTURE............................................................................................................17
Foundation ...............................................................................................................................18
Column.....................................................................................................................................19
Mihrab......................................................................................................................................20
Dome .......................................................................................................................................21
PUTRAJAYA INTERNATIONAL CONVENTION CENTRE...........................................................................22
BUILDING COMPONENTS...............................................................................................................23
STRUCTURAL SYSTEM....................................................................................................................23
ROOF STRUCTURE.........................................................................................................................26
PUTRA MOSQUE...........................................................................................................................27
BUILDING COMPONENTS...............................................................................................................29
TOWER OR MINARET ....................................................................................................................29
MAIN DOME.................................................................................................................................31
GALERIA...........................................................................................................................................32
BUILDING COMPONENTS...............................................................................................................33
GLASS CLADDING..........................................................................................................................33
HOMOGENEOUS TILES FINISHES....................................................................................................36
CONCLUSION....................................................................................................................................37
REFERENCES.....................................................................................................................................38
ACKNOWLEDGEMENT
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We would like to express our deepest appreciation to all those who provided us the
possibility to complete this report. A special gratitude we give to our construction technology
lecturer, Mr. Syamsul Hendra Bin Mahmud, whose contribution in stimulating suggestions and
encouragement, helped us to coordinate our project especially in writing this report.
We also would like to express our special gratitude and thanks to instructors of each
place that we visited for giving us such attention and time. Not forgetting the informations on
building structures for our research to do this academic report.
We would also like to acknowledge with much appreciation the crucial role of team
members Lee Jun Hou, Norkhalida Bt Hassan and Ameera Shuhada Bt Shahril for the great
cooperation and high profile commitment.
Last but not least, special thanks to our classmates who gave us some motivations and
guidelines indirectly to finish this report. And all kindness to help us for giving us details about
the further informations for this course report.
INTRODUCTION
The trip was on 3rd of April 2015 until 4th of April 2015 had gave our group a very
interesting and unforgettable experience. The trip enhances us to gain more knowledge and give
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some illustration in Construction Technology II subject. It helped us to understand more on the
components of each of the building such as cladding, structural frame, finishes and others. The
trip was at Petronas Twin Tower or known KLCC tower, Yayasan Kepimpinan Perdana, Putra
Mosque and Iron Mosque, also with one of the building in Persint. Our group had chosen
Galleria Building which consists of 9 levels.
We were asked to do an assignment on the building components of each of the building.
In addition, briefly explanation is needed in Petronas Twin Tower construction process. The
discussion on the assignment of the building component comprises of column, foundation, dome
of a mosque, Skybridge and pinnacles (for Petronas Twin Tower). For instance, as for Iron
Mosque, the steel structural frame will be briefly explained because of its unique architectural
styles and their concept very differ from other mosque.
Last but not least, the trip leads us to improve friendships among us. Besides, the
knowledge those were gain in the trip really appreciable because it is not the same as we are in
lecture class. The information also make us feel really proud to be Malaysian due to the different
concept were use in constructing those building. The concept of the building shows that
Malaysia has improved a lot from before.
PETRONAS TWIN TOWER (KLCC)
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KLCC (Kuala Lumpur City Centre) or known as Petronas Twin Tower in Figure 1 has
been developing since 1998. The Twin Tower was designed by an architect, Cesar Pelly from
Argentina but the designed was inspired through Tun Dr Mahathir that wanted to have
characteristic of Malaysia and consist of Islamic elements. The objective of constructing this
tower is to make Malaysia as well known country. The construction of Twin Tower starts from
01 March 1993 until 1998. Both towers have been constructed according to different company.
The area of the Twin Tower approximately 218000 m² in size with the 88 levels. The structural
frame use are columns, core and ring beam of high strength concrete which 80 grade of concrete
and floor beams.
The superstructure of twin tower was conducted by two consortia because to decrease
the time and contribute to competition of two consortia which are Majors joint venture and SKJ
joint venture. For Tower 1 which place at the right side was constructed by Majors joint venture
which led by Japan Hazama Corporation and consist JA Jong Construction Co, MMC
Engineering Services SD Bud, Ho Hop Construction Co Bud and Mitsubishi Corporation.
Meanwhile, for Tower 2 the construction was led by Samsung Engineering & Construction Co,
Kuk Dong Engineering & Construction Co Ltd and Syarikat Jazeera SD Bhd.
Figure 1: Petronas Twin Tower
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In constructing this Twin Tower, some special element should be considered within the
project such wind behavior and damping. Petronas Twin Tower, with 451.9 meter tall was the
tallest building until 2004. The construction of Tower 1 and Tower 2 take different time to
complete, Tower 1 took 25 months and 24 months for Tower 2 due to some problems. Duration
time of the construction Tower 1 longer compared to Tower 2 due to the vertically of the
building eventhough Tower 2 constructed late one month. The distance between of the two
towers is 60 meter.
TEAM PARTICIPANTS IN CONSTRUCTING THE KLCC:
Owner KLCC (Holdings) Sdn. Bhd. , Kuala Lumpur,
Malaysia
Developer Kuala Lumpur City Centre Bhd. , Malaysia
Architect of record Architectural Division KLCC Bhd., Malaysia
Design consultant Cesar Pelli & Associates, Inc., New Haven CT
Technical consultant Adamson Associates, Toronto Canada
Structural engineer Ranhill Bersekutu Sdn Bhd., Malaysia
Structural consultant Thornton - Tomasetti, New York
M&E engineer KTA Tenaga Sdn Bhd, Malaysia
M&E consultant Flack.Kurtz, New York
Wind consultant Rowan Williams Davies & Irwin, Guelph,
Ontario, Canada
Project management consultant Lehrer McGovern International (Malaysia)
Tower 1 Contractor Mayjaus Joint Venture
Tower 2 Contractor SKJ Joint Venture
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STRUCTURAL FRAME
Structural frame of the Petronas Twin Towers, the geometric shape were used due to
inspiration of Tun Dr Mahathir Mohammad to represent the Islamic element in that tower. After
that, Cessar Pelli, the architect have made some renovation on the shape that he added a few
circles on the shape. Structural steel is used for long-span typical floor beams, supporting
concrete-filled metal deck slabs. Structural concrete is used in foundations, in the central core, in
sixteen tower perimeter columns and variable-depth perimeter ring beams, and in twelve smaller
perimeter columns and ring beams around the `bustle' (half-height mini-tower attached to the
main tower). Outrigger beams link core and perimeter at levels 38 to 40 for additional efficiency.
Core
Each of the twin tower has central core, for all lifts, tower exit stairs and mechanical
services. Satellite bustlestairs have non-structural walls, since they would be less effective cores
For the Petronas Twin Towers, two virtually solid walls running North -South, and one
runningEast -West, provide `Webs', for the core `cantilever beam', making the core quite stiff
and efficient. As a result, it carries slightly more than half the wind overturning moment at the
foundation. To resist wind the core has thick, heavily reinforced corners.
Figure 3: Concept and StructureFigure 2: Designation of Geometric Shape
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The overall core varies from about 23 meter square to 19meter ×22 meter in four steps,
withouter walls varying from 750 millimeter to 350 millimeter and inner walls a constant 350
millimeter in order to prevent complications with lift shafts and the self-climbing forming
systems.
Column
Columns were cast in reusable steel forms and will be open to view at most floors after
chipping fins, filling voids and bug holes, and priming the surface for finish painting.
The sixteen tower columns vary along their height from 2.4 meter of diameter to 1.2meter .Five
size increments minimized the time and cost
associated with formwork changes. The
sixteen tower column was made up by
structural concrete.
Bustle or annex (a smaller circle bustle )which
consist of 44 levels to provide usable area
concrete grades differ from the tower since its
casting occurs on a later schedule and due to
different in merge with the main tower.
Figure 2: Core Wall Layout
Figure 3: Typical Lower Floor Plan
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Foundations
Largest concrete pour for raft foundation: 13,200m3 continuously over fifty-four hours.
Excavations at the early stages of construction revealed major problems with the Kenny Hill soil
which is limestone bedrock. The 300,000-metric-ton weight of each tower was to be spread over
a large concrete slab – a ‘mat’. The limestone bedrock below the towers turned out to slope
steeply to one side, enough to cause the foundation to fail, making it much more expensive and
difficult to build the foundations as planned.
Consequently, it was decided to move the towers about 60 meters to the south-east, where
the buildings would sit on a concrete mat anchored to soil, not bedrock, by concrete friction piles.
The foundation system of the towers consists of a 4.5-metre-thick piled raft. Each foundation
consists of 104 barrettes (rectangular in-situ piles up to 1.2 by 2.8meters). Barrette construction
proceeded with crews lowering a cage of steel reinforcing bars into each hole and then filling the
hole with concrete.
Finally, casting a concrete mat atop the barrettes completed each foundation. Concrete
barrettes (wall segments cast using slurry-wall techniques) up to 105 meters long were used, with
friction determined by full-scale load tests and improved by skin grouting (pumping cement
grout at high pressure out of ports set along the barrette faces).
Figure 6: Tower profile with foundations Figure 7: Raft Foundation Figure 8:Process of making foundation
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PINNACLES
On 13 February 1996 was an eventful day where the construction of the pinnacles began.
The pinnacles consist of mast in 24 segments, spire ball and 14 numbers of ring balls. First the
mast, which had 24 segments, was numbered and jack-lifted according to sequence. The ring ball,
which consisted of 14 concentric tubes of differing diameters, was placed a third of the way up
the mast. Finally, the spire ball was welded to the top of each of the pinnacle. Pinnacles, the
entire of it were clad by stainless steel for reflection of light purpose which could encourage
people to see it ,has 73.5 meter tall for each of its which declare that the Petronas Twin Tower as
tallest building in the world until 2004.
The stainless steel mast is tapered in square circle plan which can decrease of the wind
pressure resistance and have the possibility of deflection. Based on the information gain from the
trip, the mast of 24 segments in geometric form shows the Islamic elements. The stainless steel
pipes curved to 7 different radii and diameter from 1.8 meter – 2.9 meter that formed the 14 ring
balls representing the each State of Malaysia which are Kedah, Pulau Pinang, Perak, Perlis,
Kelantan, Terengganu, Pahang, Negeri Sembilan, Melaka, Selangor, Johor, Sabah and Sarawak.
The pinnacles were functioning as aviation lighting, aircraft warning lights and lightning
protection. For each pinnacle were contributing of tower 1 and tower 2 accordingly to each
Figure 10: 14 Ring BallsFigure 9: Sketch of Pinnacles
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contractor. Each one took more than 19 weeks to make, one was made in Japan while the other
was built in Korea.
Figure 5: Pinnacles elevation Figure 4: The Replica of Petronas Twin Tower
Figure 12: View of Pinnacles
Spire ball
Mast
Figure 11: Pinnacle's View
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SKYBRIDGE
Skybrigde which a double deck bridge, upper level is for staff and the lower is for the
visitor. Skybridge is connected between station of level 41st and level 42nd of the Twin Tower.
Skybridge which situated between the towers at 170 meter above the ground level, provide
stunning vantage point of the surrounding of Kuala Lumpur. Not only functioning as connector
to both tower but Skybridge also provide as an escape during emergency.
Figure 6: View of Skybridge
Figure 7: View at Skybridge
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Skybridge consist of two hinged arch, a pair of legs diverge as they arise from a common
lower support point on each tower. All the legs are connected to a pentagonal steel box girder (a
horizontal beam as of steel use as main support) in supporting the bridge. Structural steel was use
in constructing the bridge due to lightweight of steel and it is easier in construction. It was
designed based on the effect of the wind pressure, so that Skybridge can provide movement
while minimize the pressure applied on it.
VSL Heavy Lifting, a specialist in this field, was appointed for the lifting of the
Skybridge studies and preparation for the lifting was carried out for more than a year in several
countries including the United States and South Korea, simulating various wind and weather
conditions including those based on actual load data over the past 50 years.
Figure 8: The Hinge Arch of Skybridge
Hinge Arch
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There are nine main steps in the lifting of the Skybridge for installation:
A pair of Skybridge’ legs were lifted up one at a time by tower cranes. Once, the legs
were in the position, control cables are used to lower them over the permanent bearings that had
been attached at level 29
1) The two end block girder frames of the Skybridge were lifted. The blocks are
installed about 100mm above their final position at level 41. They are also retracted
about 100mm into the tower to provide sufficient clearance for the Skybridge centre
section during lifting.(Figure 13)
2) The four lifting jacks located at level 50 of both towers are connected on the bridge
center. On the other hands, another four lifting jacks located on level 48 of both
towers were connected to the bridge ends.
3) The four lifting jacks located at level 50 of both towers are connected on the bridge
center. On the other hands, another four lifting jacks located on level 48 of both
towers were connected to the bridge ends.
4) The centre section which weighs 325 tons was lifted about 11 meters and restrained.
This is to allow the upper 10 meters of the legs to be connected to the girder on the
bridge
5) After a final check, lifting of the center section commences.
6) At a minimum lifting speed of 12 meters per hour, the centre section is gradually
lifted to its final level.
7) Steps Seven to Nine took about two weeks. A temporary connection secures together
the centre section and the end block girder frame to ensure there is no stress
8) The legs are moved into place. When the legs are in their final position, the Skybridge
end blocks are lowered on their permanent bearings at Level 41. The centre section is
then lowered to meet the legs.
9) After the lifting system has been removed, the floors were concreted, the Skybridge
roofed. The maintenance equipment is set up on stainless steel rails on top of the
bridge. The Skybridge was lifted to its final position at the 41st and 42nd levels
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TUANKU MIZAN ZAINALABIDIN MOSQUE
Tuanku Mizan Zainal Abidin Mosque or well known as Iron Mosque which situated in
Putrajaya made up of 70 % of steel and 30% concrete. Iron Mosque were constructed on April
2004 and fully completed on August 2009 which it takes five years to be constructed. The
mosque’s name is due to it was officially open by 13th Yang Dipertuan Agong, Tuanku Mizan
Zainal Abidin of Malaysia on 11 June 2010. But most of Malaysian known this mosque as Iron
Mosque or Masjid Besi due to the structural frame of the mosque made of steel. Nik Arshad as
the architure of Senireka incharge of designing the Iron Mosque structure.
Steel was chosen for this construction of this project even though there was no specific
requirement for the material in the design brief. This is because of the short time frame for
construction, took less time to construct and the fact that the central prayer area spans 48 meters
which would not be viable using concrete. Grade 43 and 43A steel are used of which 30% is
imported and 70% is from local sources. Masjid besi or Iron Mosque may accommodate up to
20,000 worshippers at a time.
Figure 27: View of Iron Mosque Figure 28: Steel Frame
Figure 30: Asma Ul Husna that made up from steel
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BUILDING COMPONENTS
CONCEPTAND STRUCTURE
Stainless steel is as the main frame structure in constructing the Iron Mosque. They were
manufactured in the factory and then lifted into place and painted with an anti-rust paint. Another
advantage of the steel columns is that they are hollow at 2.4m x 2.4m so all the necessary
services can be neatly run on the inside.
Designed and the concept of Iron Mosque are differ from another mosque in Malaysia but
indeed adoption of combination China and German of due to the mosque employs “architectural
wire mesh” imported from Germany and China, produce architectural styles , and does not come
with minaret. The concept of iron mosque is airy, transparent and lighting. The Iron Mosque
does not consist of fans and air conditioning due to concept of neutrality. Yet another unique
aspect of this mosque is the Infinity Edge which is a water feature on three sides which co uld
provide the cool air and contribute to airy.
Figure 31: Infifnty Edge Figure 32: Iron Mosque under construction
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Foundation
Bored piles are usually preferred over driven piles in limestone areas due to the following
concerns:
1) Should there be cavities with roofs of inadequate thickness, there will be risk of collapse of
the roofs if piles bear on the roofs. Bored piles can penetrate through the cavity roofs and
socket a sufficient depth into the bedrock. The capacity of the bored piles will be ensured.
Bored piles also overcome the problem of premature termination of driven piles on hard
lenses, floaters or overhangs above bedrock.
2) Due to erratic limestone rock surface, piles tend to deviate during driving although provision
of pile shoes and proper control of driving energy may be able to reduce this phenomenon.
Pile deviation results in excessive pile length and pile damages. Quite often the integrity of
piles can be affected without showing visible signs of damage
However, bored pile solution is costly and slow in construction compared to driven piles.
Stringent construction control is required to ensure the quality of bored piles
The foundations of Iron Mosque are using the driven method of spun piles with several of
size. The original design of “Masjid Besi” shall consist 2 numbers of minaret because apart of
dome area, there have 2 number of large pile cap with 36 of pile group need to be constructed.
The foundation works contract was awarded to Pembinaan Mitrajaya Sdn Bhd
having difficulties time during constructed the two of minaret’s pile cap because Pembinaan
Mitrajaya need to excavate more than 5m below ground level compared with other pile cap due
to the constrain area.
The concreting work of this pile cap has been carrying out twice because of large size
and weight of concrete can affected the stability of form work. Beside that that, the most critical
at that time during concreting work for the minaret’s pile cap were to get continuous concrete
supply because by the same time the MOF 2 ( Ministry of Finance Building phase 2) project
also in progress. Therefore Pembinaan Mitrajaya has made an early arrangement with concrete
plant from Buildcon and Lafarge at Pulau Meranti in order to avoid any delay of concrete supply.
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Column
Column that made up from steel and been clad by concrete with tiles finishes provided
gas district cooling system which contribute to absorption of heat , engine driven and
desiccant( a substance such as calcium oxide or silica gel that has a high affinity for water and is
used as drying agent). As a result, it could give cool environment.
Furthermore, column in the most had been completed other services which are light, to
provide better lighting and to ensure that the air within the building stays cool even without the
use of fans or air conditioners. Every single column in the Iron Mosque provided the same
services, so it has follows the concept of lighting and airy, indeed has decrease uses of the
electricity.
Figure 34: Gas District Cooling System
Figure 35: Column Structure
Figure 33: Column
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Mihrab
By using steel, the worshippers have an uninterrupted view of the innovative glass wall
surrounding the Mihrab, the recess that indicates the direction of prayer, and the Mimbar, the
elevated place from which to give Khutbah, on Fridays. Mr. Nik Arshad informed that the glass
wall Mihrab is a first in Malaysia as is the whole open concept of the mosque. Quranic
quotations adorn the glass panels of the wall which were especially engineered and fabricated in
Germany and stand about 13 meters high. The effect is that the calligraphy seems to mystically
float in mid air and looks like in gold colour.
To significantly reduce the intrusion of rain, Nik Arshad said that screens were required.
This was one of the major design challenges for the new mosque – how to design a curtain to let
the air in but keep the rain out. Eventually a unique solution was found using the latest
technologies from China and Germany to create a steel latticework frame, with a backing of
Architectural Woven Wire Mesh which creates a lightweight surface which is 50% open
And 50% blocked. This has been designed so cleverly that indeed the air flows through but the
rain does not enter, giving worshippers the feeling of being slightly buffeted by wind as it passes
through the mosque
Figure 36: Mihrab
Figure 37: Calligraphy that seem float in mid air
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Dome
Dome Tuanku Mizan Zainal Abidin made of stainless steel, the main prayer hall
surrounded by Marshrabiyah screen comprising “lattice " and " architectural wailing metallic
screen" that serves as a transparent, light and wind. In addition, this mosque using ultrasonic
technology, which is used as a bird repellent from entering the mosque and also preventing it as
it, passes through the building. This dome which has been build using steel make it differ from
the other mosque that made up of concrete.
Figure38: Dome
Figure 39: Dome View
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PUTRAJAYA INTERNATIONALCONVENTIONCENTRE
The Putrajaya Convention Centre is located in Precinct 5 of the Federal Administration
Centre of Putrajaya. It is situated on the top of ‘Puncak Selatan’ and has a commanding view of
the Boulevard. The Putrajaya Convention Centre was completed in April 2003 at a cost of
approximately RM600 million. The Putrajaya Convention Centre has a total area of 135,000 m2
inclusive of basement car parks and multi-level convention facilities at higher levels.
The Plenary Hall is on the 1st Floor and surrounded by a ring of galleries, VVIP and VIP
lounges, a viewing deck and a conference hall. The Head of States Hall is located on the ground
floor, surrounded by VVIP meeting rooms and lounges. The lower ground mezzanine floor has
meeting rooms, a reception area, administration and maintenance office.
On the lower ground floor, there are meeting rooms, a restaurant and a column-free
banquet hall that can host a 2,600 seated silver service dinner. Perunding Mahir Bersatu Sdn.
Bhd. is the concept engineer for the Putrajaya Convention Centre and was subsequently assigned
to be the Checking Engineer for Putrajaya Holdings Sdn. Bhd. Upon the completion of the tender
exercise, IJM Corporation Sdn. Bhd. (IJM) was awarded the ‘Design and Build’ for Putrajaya
Convention Centre.
Sinclair Knight Merz Engineering Sdn. Bhd. (SKM) was then appointed by IJM. The
brief from the Employer required not only a state-of-the art world class conference centre, but
also an icon building, which can be a landmark for the country.
Figure40 : Putrajaya International Convention Centre
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BUILDING COMPONENTS
STRUCTURAL SYSTEM
The main building consists of 6 levels of functioning space: -
a) Lower ground (on the raft, housing the Banquet Hall);
b) Ground Floor (Head of States Hall);
c) Floor (main entrance to the Plenary Hall and meeting rooms);
d) 2nd Floor (Plenary Hall and meeting rooms);
e) 3rdFloor (Plenary Hall, meeting rooms and viewing decks); and
f) 4thFloor (Mechanical rooms).
The shape of the building is circular hence the structural grid is also circular on plan. The
inner ring is 70m in diameter, the middle ring is 100m and the outer ring is 130m. The inner 2
rows of columns (Ring A and B) were 2.0m in diameter and the outer most row (Ring C)
consists 900mm2 columns. The lower ground floor housed the column -free Banquet Hall. The
span between the columns is 70m and above the Banquet Hall are the Head of States hall and the
Plenary Hall. To support the loadings from the Plenary Hall, an innovative radiating portal frame
(F1 frame) was developed (Figure 3). The F1 frame is part of the inner most row column (Ring
A). The horizontal member of the F1 frame reached out 20m towards the centre. The depth of the
Figure 41: Frame- Ground Floor Figure 42: Structural frame at roof
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horizontal member was 3.9m. All the horizontal member of the F1 frame stops at the
compressing ring beam.
Within the compression ring beam (900 x 2700) was a system of grillage beams 250 x
2000mm (30m diameter). The analysis of the F1 frame was carried out using finite elements. The
design criteria was not only for strength but also the dynamics acceptance criteria, this will be
elaborated in the section below. Above the ground floor the structural system consisted of
composite columns, structural steel frame and reinforced concrete composite slab with shear
connectors. The steel beam was on a radial and circumferential arrangement.
Figure 42: Column Node
Figure 43: View at roof top
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The majority of the beams were constructed of Grade 43 steel built-up sections (using
plate thickness up to 40mm) and UB steel beams of up to 388kg/m, acting compositely with the
concrete floor slab. The outer most row column (Ring C) stopped at the ground floor and the
inner row column (Ring A and B) continued to the roof at 15° inclination outward from first
floor onwards. The columns were composite columns with steel plate with thickness from 20mm
to 40mm in filled with concrete.
The design for structural continuity at the column had created a challenge. An n
innovative design was carried out on the column node using the STRAND 7 program. A typical
beam to column connection modelling is shown in Figure 4.
To achieve a rigid connection between the radiating beams, the steel column was
fabricated into two halves and the radiating beam slotted in between and welded. (Refer to
Figure 5). Each of these column nodes weighed approximately 10 ton and was fabricated off site.
A 200T capacity crawler crane was used to erect the nodes. For the erection of the steel member,
one unit of 150T and200Tcapacitycrawler cranes and four tower cranes with 2.5T tip loads were
used. Erection of beam was done in such a way to form a square closed loop for stability of the
structure.The Plenary Hall was formed using built-up steel beam raked and shaped in two (2)
directions. Precast planks with structural topping were used to form the seats.
Figure 44: Plate Girder welded into half of
Column Steel Node
Figure 45: Roof Truss- Wire Frame
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ROOF STRUCTURE
The roof structure is unique with its complicated geometry and long span. The shape of
the roof resembles a ‘pending’ which is a buckle worn in Malay weddings. The spine truss
spanned 90m and had a depth varying from 3.60m to 7.50m. This spine truss supported the
centre roof; inner roof and part of the outer roof (refer to Figure 6).
The spine was supported by ‘Crab Claw’s at either end. Each ‘Crab Claw’ transferred the
load to four columns. The roof structure was modelled using the finite element program
STRAND 7. The model was 3-dimensional representing the entire roof including the ‘Crab Claw’
support. Sufficientaccess elements were provided for easy maintenance of the building and
services, considering clear span and height.
The fabrication and erection of the roof truss was most challenging as it involved extensive
welding and tight distortion control. A high degree of accuracy in fabrication was required such
that the individual components were aligned properly during erection. In order to catch up with
the tight construction schedule, the fabricator had to produce 300 tons of steel per week.
The most challenging in the erection process was the erection of the spine truss. The spine truss
was analysed in stages to re p resent the sequences of erection supported by temporary towers.
The temporary towers were 55 m. (Refer to Figure )
Figure 47: View of Temporary Steel Support
for Spine Roof Erection
Figure 46: View at roof
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PUTRA MOSQUE
Putra Mosque, named after the first Prime Minister of Malaysia, Tunku Abdul Rahman
Putra Al-Haj is one of the main landmarks of Putrajaya. It is adjacent to the Putra Square and
opposite the Putrajaya Lake. Of the mosque can be seen clearly the beauty of the lake and the
surrounding area. Most of the area is surrounded by lakes Putrajaya mosque. This makes the
Masjid Putra appear floating on the surface of the lake. Apart from that, it also allows fresh air
blowing in from the lake to cool the mosque. Putra Bridge and Complex Prime Minister also can
be seen clearly from the mosque.
Park Babylon Malaysia this name is likely to correspond to appreciate the beauty of the
Putra Mosque. The view from the back corner, Putra Mosque is surrounded by water, Putrajaya
Lake which shows it as if floating on the water surface. Pink dome enhances the beauty of the
Masjid Putra.
Putra Mosque is located in Bandar Sunway, which is one of two "urban intellectuals"
under the Multimedia Super Corridor (MSC) .It is a project of the technology zone area of 15 x
50 km. The city is the pride of the nation because it is the only city in the garden equipped with
multimedia technology based information networks and infrastructures are high.
Figure 48: View Putra Mosque
28. 28
Putra Mosque Putra has taken by itself. Masjid identity named after the first Prime
Minister of Malaysia Tunku Abdul Rahman Putra Al-Haj. It is intended to commemorate the
efforts given by the Father of Independence.
The overall design concept is based on the architecture of the Putra Mosque Persian
Safavid royal era. Traditional architecture used to harmonize the rectangular shape changes
(prayer hall) to form spherical (dome) to introduce pentagons (octagon) as an intermediate form.
Figure 49: The Chandelier in Putra Mosque Figure 50: View of Putra Mosque from outside
29. 29
BUILDING COMPONENTS
TOWER OR MINARET
There is also a tower that stands as high as 116 meters to the left of the gate Putra
Mosque. Eight star-shaped tower corners clearly demonstrate excellence and Islamic design
concept .There are five levels of division on this tower to symbolize the five pillars of Islam and
also pray five times.
This 116-meter-high tower is located on the left of the gate of Putra Mosque. As well as
the main dome of the building, the top of the tower is also pink. The tower was inspired by the
shape of a minaret Sheikh Omar, octagon star-shaped and consists of eight corners symbolizing
the eight cardinal directions. In the physics building the tower, there are five levels which
symbolize the five pillars of Islam are also five obligatory prayers. The tower serves for the call
to prayer in all directions.
Figure 51: Minaret or Tower
30. 30
For this tower we can conclude it as concrete tower. The concrete tower consists of
precast ring elements, which are assembled and connected at site. The tower can be climbed
from the inside and is equipped with working platforms and a ladder with fall protection system.
Optionally, a service lift or climbing assistance can be installed. The bottom cabinet sections are
arranged in the tower bottom.
The cabinet sections are connected to the generator and the top cabinet in the nacelle via
power and control cables. At the tower top the cables are routed through a cable loop. It allows
the nacelle to turn several times in each direction without damaging the cables. The power cables
between WTG and grid are routed through conduits. The foundation is project-specific,
depending on the ground conditions and the local rules and regulations.
Figure 52: View of Minaret or Tower
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MAIN DOME
At the top, there are eight small domes forming the four directions of the compass.
Meanwhile, around the bottom of the main dome, 16 attached hood. Pink dome was designed by
the architectural style as is often found in the mosques of Egypt, which is based on Arabesque
(engraving plant-Red). Outer side of the dome is composed of granite that forms the typical
Islamic geometric ornaments.
While on the inside, the dominance of pink remains there with geometric ornaments and
decorations around it there is a circular calligraphy. However, carving and decoration inside the
mosque dome and overall traditional Malay-inspired sculpture. Wooden ornaments are used to
turn the sculpture in the mosque. Putra Mosque dome pink. The design is based on arabesque
carvings i.e.: plants like carved on the domes of mosques in Egypt. Carvings and ornate dome
and mosque overall depth of the traditional carving art inspired Malays.
The dome is a structurally sound design. These days they often made of concrete and
reinforced by steel. The main advantage of this style of design is that it is heavier in weight,
making it difficult to lift it off its base. Moreover, besides the weight of steel and concrete, the
shape of the dome itself makes it a very solid structure. According to architects, the arches of the
dome are naturally strong and are hardly influenced by extreme external forces like tornadoes.
Also with no flat walls, these kinds of structures have very few seams, leading to less penetration
of water.
Figure 53: Rose- Tinted Granite Dome Figure 54 : View near the dome
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GALERIA
Galleria PJH one of the green building, with the Government driving the green building
agenda and several attractive incentives in place for developers going green, we anticipate a
surge in demand for our proven expertise and track record in the development of sustainable
buildings.
It is built for commercial purposes. Galleria PJH is a MSC status 9 storey offices and
retail complex located at Precinct 4, Putrajaya next to Kementerian Belia & Sukan with easy
access to North South Highway, LDP, MEX Highway and SILK Highway.
Figure 55: Galeria at Putrajaya
33. 33
BUILDING COMPONENTS
GLASS CLADDING
This building is applying glass cladding system for internal and external wall. Intonation we can
see at the partition wall level by level of the building. The external envelope of a building not
only fulfils the primary function of protecting the interior from the elements, it also projects an
image to the outside world. Whichever glazing system is used for the façade this section outlines
the common design criteria.
For the glass system, there are some functional values need to be considered:
thermal insulation
reduction in solar heat gain
light transmittance
sound reduction
weather resistance
Figure 56: Example of Glass Cladding Figure 57: Cladding of the Galeria
34. 34
1. Design criteria of glass cladding system:
They must be strong enough however, to withstand:
wind loads
dead loads due to the self-weight of the installation
movement due to settlement or thermal expansion
Imposed loads produced by the intended use of thebuilding
In certain circumstances loads associated with guarding
These need to be transferred to the building structure. Information about the vertical and
horizontal spans to structural fixings and the nature of that structure is required to calculate the
configuration of the system elements in order to provide strength and stability
Even when the loads and consequent movement are applied, the glazing system needs to
remain weather-resistant.
Full plans and elevations relevant to the works to be carried out
Design wind pressure and category
Position of available connections to structure
Glazing specification
It is the most adverse combination of wind load, span and weight that determine the strength
requirement, the size and arrangement of support for an installation.
35. 35
2. Structural stability
Wind loading
The wind acts on a facade creating a variety of different forces through:
direct action
down draughts
vortices
separation
The specific value of the pressure on each surface depends upon the angle at which the wind
approaches, so the orientation needs to be known. The shape of the building, or slenderness
ratio, the position of the installation and details of any features affecting the distribution of
wind or snow also need to be considered.
Neighbouring buildings can affect wind pressure, so their proximity and height need careful
consideration. Pressure is exerted by the wind internally, depending on the position and size of
openings connecting to the outside of the building, and the porosity of the envelope. Positive
internal pressures will add to external suction forces acting on the cladding, as well as having an
effect on internal elements.
The variance of pressure and wind patterns around a building must be taken into account
during design. Not only does it affect the structure’s strength and stability, it affects rain and
thus the weather-resistant properties of the installation.
Figure 59: Wind loadingFigure 58: Curtain Walling
36. 36
HOMOGENEOUS TILES FINISHES
For floor finishes of this building mostly is homogenous tiles finishes:
1. Glazed ceramic tiles
Glazed ceramic tiles are coated with glass-forming minerals and ceramic stains. Typically, they
have a matte, semi-gloss or high-gloss finish which more slippery and scratches are visible.
2. Unglazed ceramic tiles
Its very hard and dense. Typically, these are installed outside your home as they do not offer
much protection against stains. Unglazed tiles do have good slip resistance.
Installation of tiles:
1. Setting up for layout of tiles.
2. Measuring and marking out the tile.
3. Adhering the main field of tiles.
4. Cutting and adhering the perimeter tiles.
5. Installation tile in large area.
6. Welding the tiles.
Figure 60: Homogenous Tile
37. 37
CONCLUSION
Apart from the studies and the discussion in our group, the building component that had
been briefly explained was gain from the trip, internet, books and journal. From the studies, the
building components of each of the building have different in specialty. As for Petronas Twin
Tower has been declared as world’s tallest building on 1998 make us feel proud but
unfortunately the tittle not remain because the other country fight to make tallest building in the
world which is Burj Khalifa take the lead.
However, Petronas Twin Tower has its own specialty. The architectural styles of the
building component of each of those building were differing from the other building. For an
example, dome at Masjid Putra or Putra Mosque consist of rose tinted granite and meanwhile,
Iron Mosque dome were constructed from steel screen comprising lattice and architectural
wailing metallic screen that serves as a transparent, light and wind which follows it concept.
In conclusion, from this trip the building components of each building were different
from each other with different concept. On the other hands, their different ways of constructing
due to different concept and structures use due to its suitability. The experience that we gain was
really precious and useful in making this report.
