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Universiti
Malaysia
PAHANG
EnoineerinO
.
'
oreaxvrt)
FACULTY OF CTVIL
ENGINEERING &
EARTH RESOURCES
FINAL EXAMINATION
INSTRUCTIONS
TO CANDIDATES
1. This
question paper
consist
FI\aE
(5)
questions.
2.
Answer ALL
questions.
3. All
answers to
a
new
question
should start on new
page.
4.
All
calculations must
be
clearly shown and
assumptions
clearly
stated.
5.
Candidates
are not allowed to
bring any materials
other than those
allowed
by
invigilator
into
the
examination room.
EXAMINATION
REOUIREMENTS
1. BS
EN 1993-1-1: Design
of Steel Structures: General
rules and rules for
buildings
2.
BS
EN
1993-1-8:
Design of Steel
Structures: Design
ofjoints
3. MS
544:Pai}:
2001: Permissible
stress
design of solid timber
4. Table
of steel section
properties
5. Table of
bolt and welding
properties
Given:
APPENDIX
A:
Wet and Dry Grade
Stresses
for Various
Shength Groups of Timber
APPENDX
B:
Table
of
Modification
Factor
Ks for Compression Members
Formulae
DO
NOT TURN THIS
PAGE
UNTIL
YOU ARE
TOLD TO
DO SO
COITRSE
COIIRSE CODE
LECTT]RERS
DATE
TIME
SESSION/
SEMESTER
PROGRAMME
CODE
STEEL
AND
TIMBER
DESIGN
BAA3223
IR
SAF'FUAN
BIN
WAN AIIMAD
MOIIAMMAD SYAMSYT,L
HATRI
06
JAI[UARY
2015
3 HOI]RS
SESSION 201.412015 SEMESTER
I
BAA
This examination
paper
consists
of ELEVEN
(11) printed
pages
including front
page
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CONFIDENTIAL
QrrEsTroN
1
BAA/1415y8AA3223
A 457
x 19t x
98
UB
5275
steel section
in Figure
Ql
is
simply
supported
and ca:ries
uniformly
diskibuted
load along
point
A
to
C, and
a
concentuated
load from a secondary beam
at
point
B.
Calculate
the shear force
and bending
moment acted in the beam.
Draw the shear
force diagram
(SFD)
and
bending moment
diagram
(BI\{D).
(5
Marks)
Veri&
the resistance
of the
universal berm for shear
force, bending moment and
deflection.
(Assumptions:1fi:
275Nlmd
and Class I
Section)
(15
Marks)
DL: 120lN
IL:50 k].[
DL:20 k}.t/m
IL: 10
kt{/m
Figure
Ql:
A universal beam subjected to
UDL
and concerntated
load
2
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CONFIDENTIAL
QrrEsrroN
2
BAA/141sv8I^A.3223
A
column is
desigued
as
column
in simple
construction
where
the column
carries design
loading
from
a
beam
in the minor
axis direction of
225
kI\
and an axial
action,
N6,a as
shown
in
Figure
Q2.
A tie beam
is welded
at
mid-height
of
the
column
in
the
major
axis direction
without
contibuting
any additional
axial
load on the column.
At the
top
and
bottom
part
of
the
column, the
column is
effectively
held
in
position
but
not
restrained about
major
and
minor
axis. The
column
is
5.5
meters
in height
and using
305x305x137
AC with
Grade
5275.
Use
yield
strengtb,
fy:275
N/mm2 and
assume
the section is
Class 2.
(Given:
C51.0,
E:210000
N/mm2,
G: 81000
N/mm2)
a)
Detemrine
the desigu
buckling
resistance of
the column, N4na
(8
Marks)
b)
Determine
the design nominal
moment
about major
axis,
My,ea and desigu buckling
resistance
moment about
major axis, M6n3a
(8
Marks)
c)
Using
interaction formulae,
determine the maximum
axial action, Nsa
(4
Marks)
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BAA/1415I/BA43223
ONFIDENTIAL
305x305x137
UC
Tie-beam
at
mid-height
305x305x137 UC
.
Isometric
View
Figure
Q2:
Column
in
simple construction
NEd(ld\f)
-rl
ill[
lli il
ll1 il-
"r-
ill[
i
lill
Lu
Side
View
NsaG
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CONT'IDENTIAL
QrrEsTroN
3
BAN14L5WAA3223
(6
Marks)
(14
Marks)
Figure
Q3
shows
a
steel
roof truss carrying an
axial load 100 klr{ at
point
F, 50klt{ at
point
B
and C, horizontal
load 60 klr{ at
point
G. The truss is supported
by colurnn at
point
A
and D.
All
members in
the
truss
system are using
single angle
grade
5275. The connection at every
node uses
gusset plate
with at least 2 standard bolts
grade
Ymm
diameter.
a)
b)
Analyses the internal
forces for each member
Design
members,
DC and BC consisting of a single
angle.
100 kN
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CONFIDENTIAL
QUESTTON
4
BAA/1415U8
LA3223
Figure
Q4
below show three connections A, B and
C
of a
roof
truss. In connection
'A'
the
diagonal
member is
subjected
to
compression
force
and
in
connection
'B'
the
vertical
angle
member
is subjected
to
tension force. In connection
'B',
two bolts
of 20
mm
diameter
in
Grade
4.6 are used to connect the angle member of 12
mm
thickness in Grade 5275
to
the
gusset plate
of
10
mm
thickness
in
Grade 5355.
In
connection
oC',
the bottom member
consists
ofchannel
section that is subjected to tension
force.
Calculate the design
capacity
of
:
a)
Intemal
connection
'B'.
Assume
shear
failure
occur
at
the thread
area
of
the
bolts.
b)
Spliceconnection'C'
(15
Marks)
(5
Marks)
Canryression
lrernber
Figure
Q4
Tsnsicn
mer&et
,
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CONTIDENTIAL
QUESTTON
s
BAA/1415y8 AA3223
{Ijigare
Q5
(a)
shows
a main beams with 100 mmx200
mm
(Narued^Siee)
cross-section
spanning over
an opening
of
3500
mm wide
and support
a flooring system that
exerts
long-duration
design
uniformly
distibuted
load
of
4.0 kN/m including
its
own self-weight
over
its spau.
The flooring system does
not
contribute
to load
sharing
mechanism. The
beam
is supported
by
200
mm
wide reinforced concrete side-walls
on either side and have
underside
notched.
If
the beams
is
using
frrll
swan SG1
(select
wet) to carry
the load
veri$,
ft" r
ndi$g-sfiess_ggg
pgallnlt
stress.
(10
Marks)
3s00fr
ninension
in
nitinerer
Figure
Q5(a):
Notched
beam supported by reinforced
concrete walls.
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CONF'IDENTIAL
BAA/141sy8AA3223
b) A timber
column
shown
in
Figure
5@) is
pinned
at both
ends and restrained
about
the
minor axis
at mid-height.
ffos a6minal
column section
is 150
mm
x
200
mm
of
SG3
(Select
Wet) timber section.
If the height
of the column
is 6.0 m, determine
the
axial long
term capacity of the column.
(10
Marks)
6.0 m
tr'igure
5(b):
Timber
column
with
mid-height
restaint
v
:
I
150imm
:
I
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BAA/141sIiBA$223
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CONT'IDENTIAL
APPENDD( B
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8/10/2019 BAA 3223 Steel & Timber Design Final Exam Paper
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CONFIDENTIAL
Formulae
Steel
Structure
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