The document proposes a design for UniArc Residences, a student residence building at Infrastructure University Kuala Lumpur using shipping containers. The 16-level building would house 990 rooms across 3 blocks using different sized containers. Structural analysis using STAAD.Pro shows the steel structure of columns, beams, and bolted connections can support the container loads. Shipping containers provide cost and construction benefits over traditional materials.

1. UPLOADED BY:
DAFER SIEF

2. PROPOSED DESIGN FOR :
UNIARC RESIDENCES ;
STUDENTS’ RESIDENCE IN INFRASTRUCTURE UNIVERSITY KUALA LUMPUR (IUKL)
A building primarily to provide sleeping and residential quarters for students and staffs in this university.

4. ABOUT THE SITE:
Infrastructure University Kuala-
Lumpur (IUKL)
Address: Unipark Suria, Jalan
Ikram-Uniten, 43000 Kajang,
Selangor Darul Ehsan, Malaysia.
GPS Coordinate : 2º58’ 46” N,
101º44/ 24”E
Project site : 19494.36 m²
PROPOSED SITE LOCATION

5. MASTER PLAN OF IUKL : SITE ANALYSIS :

6. WIND DIRECTION & SUN ORIENTATIONOVERVIEW :
Infrastructure University Kuala Lumpur
(IUKL) is a 100 acre campus. The campus is
accessible via North-south highway and is a
30 minutes drive from Kuala Lumpur city
center.
As the numbers of students and staffs of this
university is keep increasing, they need a
well designed of high-rise residence building
for accommodation and facility purposes.

7. sociability through the arc …
CONCEPT: Sociability Through The Arc.
Social interaction is a vital aspect of students life. Lacking in
causes social problems, apparently in Malaysia where ethnicity is
diverse. Each mind is unique in their own way., has the possibility to
gain significant achievements.
Although unorthodox in form, but we believe that such an approach
on bring about the purpose of the student life.
Sociability through the Arc is a solution to this problem where form
determines the student through a sense of community, not just in
education and the consistent pouring of books. A university is a
center of learning, networking, participation and recreation, thus, a
student residence should act the same.
Though form follows function, circular shapes can often create
different results. Circularity provides a sense of unity and equality;
users would feel a communal spirit within them.

10. Sustainable material:
Instead of using traditional building
materials, the containers provide a
cheaper, safer and sustainable option
as a suitable building material.
Steel structure:
To engage in the extensive use of
steel, with minimum use of other
building materials such as concrete,
but also taking budget into account.

11. SCHEDULE OF ACCOMODATION (SOA)
1. General spaces ;

12. SCHEDULE OF ACCOMODATION (SOA)
2. Residences Spaces ;

13. SCHEDULE OF ACCOMODATION (SOA)
1. Facilities ;

14. Site Plan

15. Site Plan

24. Shipping containers are used to become the rooms of this buildings because it is cost effective and
fast method for construction.
Aspects Of The Building Design
The diagram shows the floor plan of rooms available for all three
blocks. Space planning becomes easy due to the fixed floor space.

25. Aspects Of The Building Design
1. 16 levels, 3blocks with a total of 330 rooms for each.
in one block of the residences, therefore the 3 blocks of UniArc Residences contains 990
of rooms including single, double and quad rooms. The buildings use different container
sizes to address the need for different size of rooms. The aesthetics of the containers
are exposed and cantilevered for a new style of exterior outlook of this residences.

26. Aspects Of The Building Design
2. Containers are used to become
the rooms
a) Single Room b) Double Room

27. Aspects Of The Building Design
c) Quadruple Room

28. Aspects Of The Building Design
b) Discussion Room

29. Aspects Of The Building Design
b) Study Room

30. 3. Containers bolted together
Aspects Of The Building Design
The containers are simply bolted together and once installed at the site, windows are
fitted, the modules are decorated and furnished, and then the exterior of the building is
cladded.

31. Courtyard

32. Top Roof

33. Night Time

34. 3. The construction did not require specialized labor and was 40 to 60% faster than the normal
reinforced concrete building in our country. This kind of building construction is estimated can
save at least 10% to 20% in cost.
Aspects Of The Building Design
4. Cost & Time Effect

35. CARGOTECTURE :
Shipping container architecture
is a form of architecture using steel intermodal containers as structural element.
It is also referred as cargotecture, a portmanteau of cargo with architecture.
Uses In Architecture ;
• As a building material
has grown in popularity of the past several years due to their inherent
strength, wide availability, and relatively low expense.
• Build homes with containers
because they are seen as more eco-friendly than traditional building
materials such as brick and cement.

36. Advantages :
1.Strength and durability.
2. Modular.
3. Labor.
4. Transport.
5. Availability.
6. Expense.
7. Foundations.
8. Eco-Friendly.
CARGOTECTURE :

37. BUILDING STRUCTURAL ANALYSIS
(STAAD.PRO DESIGN)
The concept of UniArc Residences which uses
shipping container as rooms and have 15 level
which occupied with 990 rooms and IBS system
more preferable and stable to support the
container load and live load around the building
transfer to beam and column n then transfer to
foundation. Steel materials are used as a column
and beam to support the container. The connection
between container and other structures which is
use welded and bolted connection between column
and beam. The design of this hostel was design in
STAAD.Pro V8i. Reinforced concrete slab was
assign for the walkway in the middle of the
building. The concept IBS system is used to
speedup construction period and flexible due to
container moveable load.
Figure 1: The shipping container, sized 12m x 3m is used.

38. BUILDING STRUCTURAL ANALYSIS
(STAAD.PRO DESIGN)
The shipping container’s weight was 2860 kg and pay load capacity is 25 000 kg and we can’t assign the container
in STAAD.Pro but we can assign the load of container on the member.
2860kg >> 28.47Kn
28.4Kn / area of container (12m x 3m) = 0.79Kn/m2
0.79Kn/m2 x horizontal length of beam + other load have to consider = …3.37.kN/m (depends on the length)
Dead Load = 3.37 kN/m
Dead Load =2.5kN/m (Hostel) refer to BS Code
Life Load = 2.7kN/m

40. Sl.No. Description UDL Load (kN/m2) Concentrated Load (kN)
1. Bathrooms and toilets in all types of
buildings
2 1.8
2. Living and bed rooms
3 Office rooms in
(i) Hostel, hotels, hospitals and
business building with
separate store
2.5
(Live Load)
2.7
(ii) In assembly buildings 3 4.5
4. Kitchens in
(i) Dwelling houses 2 1.8
(ii) Hostels, hotels and
hospitals
3 4.5
5. Banking halls, class rooms, X-ray rooms,
operation rooms
3 4.5
6. Dining rooms in
(i) Educational buildings,
institutional and mercantile
buildings
3 2.7
(ii) Hostels and hotels 4 2.7
7. Corridors, passages, stair cases in
(i) Dwelling houses, hotels,
and hostels
3 4.5
(ii) Educational, institutional
and assembly buildings
4 4.5
(iii) Mercantile buildings 5 4.5
8. Reading rooms in libraries
(i) With separate storage 3 4.5
(ii) Without separate storage 4 4.5
Column Stump : UC356 X 368 X
177
Column Size for building : UC356 X 368 X 153
Beam Size : UB305 X 165 X 54
Container Holder size : TUB1608012.5
Walkway : Reinforced concrete slab size
0.2 m was merged with UB305 X
165 X 54
• Bolt Connection which is use M30 to connect column and
beam and M20 for container holder and container itself
• Shear wall use for lift core
Property of Steel Materials

41. STAADPRO DESIGN
Figure 2: Whole structure and the member of column and beam Figure 3: Plate surface was assign as a Shear wall for lift core.
Figure 4: Bending moment of Ground floor. Figure 5: Shear force z and y direction on member.

42. Figure 6: Top render view of UniArc Residences Block A and B. Figure 7: Side render view of UniArc Residences Block A and B.
Table above shows the summary of displacement due to member. Table above shows the summary of Beam and Force.

43. Total Applied load 1
TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -161438.24
SUMMATION FORCE-Z = 0.00
Total Reaction Load 1
TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 161438.24
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 4695572.67 MY= 0.00 MZ= 275171.57
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = 1.04335E+00 7944
Y = -1.41989E+00 8173
Z = 1.01648E+00 7797
RX= -2.49647E-03 1257
RY= -1.15224E-03 7882
RZ= -1.70877E-03 1260
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
238 0.00 -6.94 0.00 0.00 0.00 0.00
0.72 -868.51 -0.30 0.00 0.00 0.00 111000
239 0.00 -6.94 0.00 0.00 0.00 0.00
18.33 -1002.71 -0.55 0.00 0.00 0.00 111000
240 0.00 -6.94 0.00 0.00 0.00 0.00
2.77 -1070.11 0.28 0.00 0.00 0.00 111000
243 0.00 -6.94 0.00 0.00 0.00 0.00
-2.20 -1311.97 1.37 0.00 0.00 0.00 111000
244 0.00 -1.74 0.00 0.00 0.00 0.00
1.59 -80.47 6.09 0.00 0.00 0.00 111000
245 0.00 -6.94 0.00 0.00 0.00 0.00
-7.04 -1877.43 -9.16 0.00 0.00 0.00 111000
246 0.00 -6.94 0.00 0.00 0.00 0.00
-0.76 -1102.06 0.65 0.00 0.00 0.00 111000
247 0.00 -6.94 0.00 0.00 0.00 0.00
-3.89 -974.29 0.25 0.00 0.00 0.00 111000
248 0.00 -6.94 0.00 0.00 0.00 0.00
0.08 -901.93 -0.18 0.00 0.00 0.00 111000
249 0.00 -6.94 0.00 0.00 0.00 0.00
6.97 -1845.73 3.19 0.00 0.00 0.00 111000
250 0.00 -6.94 0.00 0.00 0.00 0.00
-0.77 -777.01 -0.13 0.00 0.00 0.00 111000
251 0.00 -1.74 0.00 0.00 0.00 0.00
-2.76 -126.01 12.40 0.00 0.00 0.00 111000
252 0.00 -6.94 0.00 0.00 0.00 0.00
1.31 -883.08 -0.03 0.00 0.00 0.00 111000
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -104016.01
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -3014467.56 MY= 0.00 MZ= -210624.92
TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 104016.01
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 3014467.53 MY= 0.00 MZ= 210624.92
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = 7.50485E-01 7944
Y = -1.00336E+00 8173
Z = 7.32269E-01 7797
RX= -1.72856E-03 1257
RY= -8.23866E-04 7882
RZ= -1.11287E-03 1260

44. Pile Cap Geometrical Data
Pile Cap Length PCL = 3.598 m
Pile Cap Width PCW = 2.500 m
Initial Pile Cap Thickness tI = 0.300 m
Pile Geometrical Data
Pile spacing Ps = 1.500 m
Pile Edge distance e = 0.500 m
Pile Diameter dp = 0.500 m
Pile Capacities
Axial Capacity PP = 500.000 kN
Lateral Capacity PL = 100.000 kN
Uplift Capacity PU = 300.000 kN
FOUNDATION DESIGN (PILING)
PILE CAP DESIGN-NODE P238
Material Properties
Concrete f'c = 25.000 kN/m^2
Reinforcement fy = 460.000 kN/m^2
Concrete Cover
Bottom Clear Cover CCB = 0.050 m
Side Clear Cover CCS = 0.050 m
Pile in Pile Cap PCP = 0.075 m
Loading applied at top of cap
Load
Case
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kNm)
My
(kNm)
Mz
(kNm)
1 0.722 -875.452 -0.304 0.000 0.000 0.000
2 0.287 -602.273 -0.265 0.000 0.000 0.000
3 1.009 -1477.725 -0.569 0.000 0.000 0.000
4 1.471 -2189.269 -0.849 0.000 0.000 0.000
Pile Cap size (in investigated direction) H = 3.598 m
Pile Cap size (in investigated perpendicular direction) B = 2.500 m
Piles are used to transfer a
surface load to competent soil or
rock layer at depth when surface
layer is not adequate or not
economically feasible to use. For
this design spun pile type were
used to build up pile cap design
which merge with I-beam steel.

45. _ Arrangement Reaction
Pile
No.
X
(m)
Y
(m)
Axial
(kN)
Lateral
(kN)
Uplift
(kN)
1 -1.299 -0.750 -309.036 0.232 0.000
2 -1.299 0.750 -308.922 0.232 0.000
3 0.000 0.000 -309.037 0.232 0.000
4 1.299 0.750 -309.038 0.232 0.000
5 1.299 -0.750 -309.152 0.232 0.000
Maximum bar size allowed along length # 32
Maximum bar size allowed along width # 20
Bending Moment At Critical Section = -1007.520 kNm (Along Length)
Bending Moment At Critical Section = -509.797 kNm (Along Width)
Pile Cap Thickness t = 0.842 m
Selected bar size along length # 12
Selected bar size along width # 12
Selected bar spacing along length = 79.60 mm
Selected bar spacing along width = 102.53 mm
PILE CAP DESIGN CALCULATION
Pile reactions:
Total pile number N = 5
REINFORCEMENT CALCULATION
Maximum bar size allowed along length # 32
Maximum bar size allowed along width # 20
Bending Moment At Critical Section = -1007.520 kNm (Along Length)
Bending Moment At Critical Section = -509.797 kNm (Along Width)
Pile Cap Thickness t = 0.842 m
Selected bar size along length # 12
Selected bar size along width # 12
Selected bar spacing along length = 79.60 mm
Selected bar spacing along width = 102.53 mm

46. PILE CAP THICKNESS CHECK
Calculated Thickness' (t) = 0.842m
Check for Moment (Along Length)
Critical Load Case for thickness is reported only when required thickness
is more than the given minimum thickness.
Critical Load Case : 4
Check for Moment (Along Width)
Critical Load Case for thickness is reported only when required thickness is
more than the given minimum thickness.
Critical Load Case : 4

47. Check for One Way Shear (Along Length) Check for One Way Shear (Along Width)

48. Check for One Way Shear Check for Two Way Shear (Along Length)

49. Table : The Pile cap summary for each node.

50. STEEL TYPE LENGTH (m) PRICE (RM)
UB 305X165X54 42322.80 48,781,843.00
UC
356X368X177
2502.72 3,316,077.00
TUB 1608012.5 21446.80 10,935,498.00
UC
356X368X153
11622.51 12,652,068.00
GRAND TOTAL COST 75,685,487.00
STRUCTURE
TAKING OFF AND TOTAL COST OF STRUCTURE
STEEL TAKING OFF FROM STAADPRO
STEEL TAKE-OFF
PROFILE LENGTH(METER) WEIGHT(KN )
ST UB305X165X54 42322.80 22368.411
ST UC356X368X177 2502.72 4345.013
ST TUB1608012.5 21446.80 8583.640
ST UC356X368X153 11622.51 17410.745
TOTAL =
52707.808
STEEL TOTAL COST
The material of steel cost estimate by the length of each type of steel
by follow latest CIDB market price. The table below show the grand
total price of cost.
Table 2.0: The total cost for structure.