BAA 3223 Steel & Timber Design Final Exam Paper

8/10/2019 BAA 3223 Steel & Timber Design Final Exam Paper

1/11

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


2/11

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


3/11

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)


4/11

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


5/11

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


6/11

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

,


7/11

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.


8/11

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


9/11

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10/11

CONT'IDENTIAL

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11/11

CONFIDENTIAL

Formulae

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Documents

BAA 3223 Steel & Timber Design Final Exam Paper