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SULIT
UNlVERSITI MALAYSIA
P RLIS
Peperiksaan Semester Kedua
Sidang Akademik
20111201
2
4 Jun2012
EAT 354 3
-
Steel Building Design
Rekabentuk Binaan Keluli)
asa
: 3 jam
Please make sure that this question paper
has
TWELVE 12) printed pages including this
front page before you start the examination.
Sila pastikan kerlas .oaJan
In
mengandungi DUA BEUS 12) muka surat yang bercelak termasuk muka
hadapan .ebelum anda memulakan peperiksaan inf.)
This question paper has TWO 2) sections, SECTION A and SECTION
B.
Answer
ALL
questions from SECTION A and any ONE 1) question from SECITON B.
Kerlas .oaJan ni mengandungi DUA 2) bahagian,
BAHAGL4N
A dan BAHAGL4NB. Jawab SEMUA
soalan daripada BAHA.GL4N A dan mana-mana
SATU
1)
soa/an
dariBahogian B.
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E T 354
SECTION
A: This section h s 4 questions. Please answer
LL
questions.
BAHAGIAN A.: Bahagian inl menganthmgi 4
soalan.
Silajawab SEMUA soalan.
Question 1
Soa/anI)
a)
A flat bar, 300 mm wide and 25 mm thick, is to be
used
as a tie. Erection conditions
require that the bar be constructed from two lengths connected together with a lap
splice using nine M20 bolts, as shown in Figure I. Calculate the tensile strength of
the bar, assuming grade 8275 steel.
[Satu bar
rata,
300 mm lebar
dan
25 mm
tebal,
untuk digunalcan sebagal pengikat Keadaan
pembinaan memerlukan bar diblna dari dua panjang yang disambungkan
bersama tiengan
sambat
pusingan
menggunalcan
sembi/an M20
bolt,
seperti yang
ditunjulrkan
dalam Rajah 1.
Kirakan
kekuatan tegangan bar,
dengan mengandailcan
gredS275 keluli }
5
Marks
Markah)
b) If the middle row
of
the holes is relocate 75 mm in X-direction, calculate the tensile
strength of the bar.
{Jika barisan
tengah
lubang
disusun
semula
75 mm dalam arah-X, lcirakan lrekuatan
tegangan bar.}
5 Marks Markah)
c) Compare your answer in QI(a) and Ql(b). Propose your opinion and state any
assumption you make.
[Bandingkan
jawapan anda dalam
Q1
a) dan QI b). Berikan pendapat
anda
dan nyatakan
sebarang
andaian
yang dlbuat.}
3 Marks Markah)
d) If the applied tensile load, T is 25% higher
th n
the tensile strength
of
the bar in
Q 1 b), determine the minimum thickness
of
the bar.
[fUca beban tegangan yang
digunakan,
T ialah 25 lebih tinggi daripada kekuatan tegangan bar pada
Q1
b),
tentukan kefebalan
minimum
bar.}
(4 Marks Markah)
.••.3/-
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3
EAT 354
e) Other than increase or decrease the thickness
of
the bar in
Q
1 (d). as a design
engineer what would you do? Give two suggestions and state any assumptionS made.
Sketch a diagram
if
necessary.
[Selaln
dar
ipada menambah aJau mengurangkon kefebalan bar pada l
d),
sebagai seorangjurulera
rekabentuk
apakah
yang
akon
ancla
lak:ulcan?
Berlkan
penclapaJ
anda
dan
nyatakon sebarang
andaion
yang
dibuat
Lakorkan rajah jiko perlu ]
3
Marks Markah)
y
L x
50mm
0
0
a
G G
]OOmm
0 0
0
0
e a a
0
0 0
0
0
0
e
G a
]00
nun
0 0
SOmm
.
I·
I
]50mm ]50mm
Figure
[Rajah 1]
4/
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Question 2
(Soalan2)
-4 -
EAT3S4
(a) The part
of
the floor
plan
for the internal panel
of an
office building
is
shown in
Figure 2.
The
floor is precast concrete slabs 125 mm thick supported on steel beams.
Assuming that self-weight
of
main beam
may
be taken as 1.0 kN/m. The following
loading data may be used:
[ bahag/an pelan lantai unh k panel dalaman bangunan
peJabat
dilUnjulckan di Rajah 2. Lantal i U
adalah papak
pra lUang
berketebalon
125 mm
disokang pada
rasuJc
keluJi. Anggap herat sendiri
rasuJc utama
sebanyak 1.0
/rN/m.
Data behan yang berllwt holeh digunakan.J
125 mm concrete slab 3.0 kN/m
2
[PapaHonkrlt 125 mm]
Finishes 1.0 kN/m
2
[Kemasan]
Partition
[Pembahaglan]
Imposed
load
[Beban hldup]
1.0kN/m
2
=3.0kN/m
2
f he beam of
457 x 191 x 67 UB
of
grade S 275 is used
in
beam
B/I-2
check for
the following design capacity; state your assumption [s] i f any:
[Jlka rasuk 457
t
191 t 67
UB
darl gredS 75 dlgunakan untuk Tasuk BlI-2, periksa kopasiti
rekobentuk berikut; nyatakan ondaion-andaian jika
ada:]
(i) Section classification
[Klaslfikasi seksyen]
(ii) Maximum bending moment and shear force
[Maksimum
moment lentur
dan
daya ricih]
iii)
Moment capacity
[Kapasitl momen]
(iv) Shear capacity
[Kapasili rlclh dan lengkungon]
(3 Marks
Markah)
(3
Marks Markah)
(6 Marks
Markah)
(6 Marks Markah)
••..5/-
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SULIT 5
EAT 354
b) As a design engineer of steel structure,
i
he design capacity at a)
iii)
and a) iv) did
not meet the requirement s stated in
Eurocode
3:
Design
o
Steel Structures Part
I
1,
gives your comment
to
solve the problem.
[Sebagai jurutera rekabentuk strulclur hlllIli. jika kopasiti
relcabentuJc
pada a) iii) dan a) iv) lidak
memenuhi
hlper/uan seperti dinya/akan da/am
Eurocode 3:
Design
o Stee/ Structures Part 1-1,
berikan pendapat anda un/uk menyelesaikan masa/ah
i/u]
,
,
,
--,------
,
'\
- - - - - - - - - \ \ - - - - - -
2 Marks Markah)
,
,
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ J __
,
, ,
, ,
r::\
:
r :
~ ~ r _ ; ; ~ l r _ ~ ; ~ ~ r _ ~ ~
,
,
,
,
•
,
"
6000
f \
--
~
~ _
; ; _ l r _ ; i ~ ~ r _ ~ x
,
,
--,----------------
2000
A
2000
_ _
..
_ _ _ _ _
1
, \
_ _ _
. . . . __
• • •
"
2000 2000
All Dimension
in mm
Semua
dimensi
da/am mm)
Figure 2
{Rajah
2J
2000
,
2000
c
,
,
....
6/
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Question 3
Soallln3)
EAT 354
(a) t is proposed to use 686 x 254 x 140UB of grade S275 for a beam spanning 12.0 m
and supporting three secondary beams as shown
in
Figure 3a.
The
lateral and
torsional restraint
to
the compression flange is provided
at
both
end supports and at
positions
of
secondary beams. The compression flange is unrestrained between
supports
and
secondary beams.
[Adalah dicadangkan untuk menggunakan 686
54
140UB gred S275 untuk rasuk yang
panjangnya 12.0 m dan menyakong tiga rasuk kedua sepert; ditunjukkon dalam Rajah 30. Halangan
slsi
dan
kilasan pada bebibir mampatan rasuk
dikenakon
pada kedua-dua hujung sokongan
dan
pada
kedudukan
rasuJc..rasuk
kedua.
Bebibir mamapatan tidak dihalang diamara kedua-dua
sokongan
dan
rasuJ;,.rasuk
kedua]
Design data:
[Data
rekabentuk:]
Characteristic distributed dead load
[Cirt beban mati teragih]
Characteristic distributed imposed load
[Ciri beban htdup teragih]
Characteristic dead load reaction from each secondary
beam
[Ciri
daya
beban mati dari setiap rasuk
kedua]
= 3.0kN/m
=2.0kN/m
=
1 kN
Characteristic imposed load reaction from each secondary beam
=
2 kN
[Ciri daya beban mati dart setiap rasuk
kedua]
Young s Modulus,E
[Modulus
Young s, E]
Shear Modulus,G
[Modulus Ricih G]
Using the design data given;
[Dengan menggunakon data rekabentuk yang diberi;]
(i) Draw the shear force and bending moment diagram
[Lukiskan gambarajah daya ricih
dan
momen lentur]
(ii) Determine the elastic moment resistance (M.r)
fTentukan
momen
rintangan
/JIifal
M,,)j
= 210kN/mm
2
=81 kN/mm
2
(3 Marks Markah)
(5 Marks Markah)
7
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iii)
Check for the buckling moment resistance Mpb)
[Periksa momen rintangan lengknkan M,w]
EAT 354
6
Marks Markah)
(b) The joint in Figure 3 b is subjected to tensile load. The thickness of the plate is 20
mm
and the diameter
of
the bolt holes is 22
mm
All
data
required for the design
are
show in the figure. Check for the minimum and maximum spacing, end and edge
distance.
{Sambungan
pada Rajah 3b dikenakan
daya
tegangan. Ketebalan plat adalah 20 mm
dan diameter
lubang bolt adalah
22
mm.
Semua
data yang diperlukan untuk rekabentuk
ditunJukkan
didalam rajah.
Semak minimum
dan maksimum untuk ara1c, hujung
dan Jarak
tepi]
6 Marks/6 Markah)
Secondary beam
1 ~ ~ t - - - - I ~ 1 ~ _ - - - - - ~ ~ 1 ~ 4 - - - - - . - j ~ 1
2000 4000 4000 2000
Figure3a
All Dimension in
mm
Rajah3a)
Semua
dimensi dalam mm)
i
1
0
0
0 0
I
I
I
a..
I
0
I
0 0 0
I
I
1
0
~ I ~
5 80 80 50
Figure3b
All Dimension in
mm
[Rajah3bj
[Semua dimensi dalam mm]
....
8/-
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8
EAT 354
Question 4
(Soalan4)
A universal column section member
UKC)
is to e used as
an
internal column
in
a
single-storey building. The column has pinned boundary conditions at each end, and the
storey height is 4
m,
as shown in Figure
4. The
critical combination
of
actions results in a
design axial force of 2500 kN. Assess the suitability of
305
x
305
x 158 UKC in grade
8275 steel for this application and check the following design;
(Ketatan rentas tiang UKC) yang digunakan sebagai salu anggata bahagian ruang dalaman
dolam
bangunan bertingkat lIuang yang telah disematkan keadaan .empadan di setiap hujung,
d n
kstinggian
antara tingkat
4 m.
seperti yang
ditunju1dcan
dalam R/ljah 4. Gabungan
Irritikal
tindakan hasil dolam reka
bentuk daya paksi 2500
kN.
Nilatkan kesesuaian
305 x
305
x 158 UKC
dalam gred ksluli
8275
untuk
aplikasi ini dan semak rekabentuk berikut:]
a) Compression resistance
if
he
beam
placed on top of he column.
{Rintangan mampatan Jtka ras k
dtleta1dcan
di atas tiang.]
4 Marks Markah)
b) Buckling resistance in compression
i
he beam placed on top of he column.
{Rintangan lengko1dcan dalam mampatan jika rasuk di/eta1dcan
di
atas tiang.]
6 Marks Markah)
c) If the axial load, Ned acting
100 mm from
column web face, check the
buckling resistance.
{Jzka
beban paksi. Nodbertindok 100
mm
dari muka
web tiang,
semak rintangan lengkokan.]
7 Marks Markah)
d) Compare your answer in Q4(b)
and
Q4(c), justify your answer and state
any
assumption you made.
(Bandingkan Jawapan anda di Q4 b) dan Q4 c), Justifikasi Jawapan ando
d n
nyatakan
sebarang andaian yang ando buat.]
Figure
4
{Rajah
4]
3 Marks Markah)
....9/-
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SULIT E T 354
SECTION
B :
This
section has 2 questions. Please answer
any ONE
of he questions.
BAHAGlAN B: Bahagian inl mengandung/2 .oalan. SiJajawab mana - mana SATU 1)
soaIan.
Question 5
[Soalan
5/
a) Select the suitable universal column section UKC) and design the column shown in
Figure 5 using
S275
steel between levels 1 and
2.
The following assumptions may
be
made:
[Pllih keralan remas liang UKC) yang sesual dan rekabentuk liang di antora oras I dan 2 yang
elitunjukkan dalam
Rajah
6
bagi kelull
S275. Andalan-andalan
berikut
boleh
dibuat.]
• The column is continuous and fOnDS part
of
a structure
of
simple construction.
nang adalah
seJanjor
dan membentuk sebahagian darlpada·struktur pembinaan yang mudak}
• The column
is
nominally pinned at the base.
(/'iong secara nominal disemalkan
eli
pangkal.)
• Beams are connected
to
the column flange by flexible end plates.
[Roauk disambungkan
kepoda bebibir lajur
oleh
plat-akhlr f1eaibel.}
The reactions from the beam are given:
Diberi
tindakbalas dori ramk:)
• Reaction from beam 1,
Fl,d
= 35
kN
(/'indak balas dari ram I, F .d = 35 k.N]
• Reaction from beam
2,
lod = 200 kN
(/'indak
balas dari
ramk 2,
=
200
k.N]
• Reaction from beam 3, F3,d =
35 kN
(/'indak balas dari rasuk 3, FM = 35k.N]
17
MarksJ17
Markah)
b) As an engineer justify the requirement
to
design for the column between levels 2 and
3.
Give
your opinion and state any assumptions made.
[Sebagoi seorang jurutera perlutah
anda
merekabentuk bag/ tiang antara aras 2
dan
3. Berikan
pendapat
ando
dan nyalakan sebarang
undaion
yang d/bual.]
(3 MarksJ3
Markah)
....10/-
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375 mm
45DDmm
1
I
_. :; ;
~ . . . . . . .
igureS
[ ajahS]
I
._--+._.
I
EAT S4
P
q
Zd
Ii
F - '= - ='
Fl.d
11/
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EAT 354
Question
6
ISoalan6
a) Figure 6a and
6b
shows side and front elevations
of
the connection between column
and beam
of
the steel building structure. The joint is subjected to tensile load P,
which is 70
kN
for dead load and 55 kN for imposed load.
The joint
dimensions and
loads are shown in the figure. With grade 4.6 and 20 rom diameter bolt used for the
connection, the following data may be used;
[Rajah 60 and 6b menunjukkan pondangan tepi dan hadapan penyambungan di antara tiang dan
rasuk struktur bangunan kelull. Sambungan ini dikenakan dayo tegangan
P
iaitu 70 kN untuk beban
mati dan
55 kN
untuk beban hidup. Dimensi penyambungan don daya ditunjukkan didalam rajah.
Dengan menggunakan
gred
4.6
dan
20
mm diameter bolt untuk sambungan, data yang berikut boleh
digunokan:}
Bolt tension capacity,
PI
= 47.7 kN
[Keupayaan tegangan bolt,
PJ
Bolt shear capacity,P, =39.2
kN
{Keupoyaan riaih bolt, P
J
Design strength, Py = 265 N/rom
2
[Kekuatan rekobentuk,
pJ
i) Determine the depth
of
neutral axis
[Tentukan kedalaman paksi neutral]
ii) Calculate for the moment resistance
[Kira untuk penentangan moment]
iii) Check whether the
20
rom diameter bolt is satisfactory for the combine
shear and tension.
[Perlksa jika bait berd/ameter 20 mm adalah memuaskan untuk gabungan ricth dan
tegangan]
15Marksl15
Markah)
b) The connection between plate and beam is using the fillet weld method. Throat
thickness
of
the weld is 6 rom and steel grade S 275 are used for the connection.
Thickness
of
the plate is 5 rom. Determine the design resistance
of
the weld
per
unit length. Assume all the missing data if any).
[Penyombungan diantora plet dan rasuk menggunakan ldmpalan lambi. Ketebalan tekak
ldmpalan adalah
6
mm dan keluf/ gred
S
275 digunokan untuk sambungan
inL
Ketebalan plet
adalah
15
mm. Tentukan penentangan rekabentuk sambungan untuk satu unit panjang. Buat
andoian
untuk
data yang
tidale
lengkap Gika ado
5 Marks/5 Markah)
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2
EAT
354
p
2
15 mm
thick plate
2 thick plate
Figure6a
[Rajah a]
b
Figure6b
[Rajah b]
~ o o O O O O O O O O O O O O O O O O O O O O
All Dimension in mm
[Semua dlmensl
da am
mm]
All Dimension
n
mm
[Semua dimensl da am
mm]
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