Download - Exam 30 October 2015 Questions
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7/23/2019 Exam 30 October 2015 Questions
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Delf t Universi tyofT e ch n o lo g y
Facul tyof Civ i l Engineeringand Geosc iences
Stee l Composi te S t ruc tu res
EXAi \^ S T E E L S T R U C T U R E S2: GlE4rJ5
Fr iday O ctober 30 2 15
1 3 . 3 0 -
16.30
hrs
Please fill inyou r name and stydeot nyinniber
on every answeringsheet that you hand in
Quest ion Points
1 Plasticity
la 3
lb 3
l c
3
Id 3
l e
3
I f
3
2 Stress strain relat ionship
2a 3
2b
3
3 stabi l i ty
3a 3
3b 3
4 Simple Joint
4a 3
4b 3
4c 3
4d
4
5 Welded beam
5a 3
5b 5
5c 4
5 Bolted connect ion
6a 3
6b
6
6c
2
6d 3
7 general quest ionsontubu lar struc tures
7a-h 12
8 CHS-X-joint
8a 5
8b 3
9RHS
to
H-section
9a 3
9b 4
9c 4
Total points 100
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Delf Universi ty o f Teclnnology
Facul ty o f Civi l Engineering and Geosciences
Stee l & Compos i te S t ruc tu res
Xm S T E E L S T R U C T U R E S 2 :CE4 J J5
Friday, October 30, 2015
1 3 . 3 0 - 16.30 i irs
PLASTICITY
A ND
STABILITY
QUEST ION 1 Plas ticity
Sr
A
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Del f t Univers i ty of Technology
Facul ty of Civ i l Engineer ing and Geosciences
Stee l
i
Compos i te St ruc tu res
E X A M S T E E L S T R U C T U R E S 2 : 0 1 1 4 1 1 5
Fr i day , O c tobe r 3 0 , 2 0 1 5
1 3 . 3 0 - 16 30 hrs
Q U E S T I O N
2
Stress=stra ira relai i i ionship
3 S y ] )
C J
Figure 2: One rectang ular cross sect ion mad e of
tv\/o
d i f fe re n t s tee l g rades , the s t ra in d is t r i bu t ion and
the s t ress -s t ra in re la t ions .
2a .
Ca lcu la te the bend ing m om en t in the c ross sec t ion fo r the g iven s t ra in d is t r i b u t ion no te tha t the
s t ress d is t r i bu t io n is re la ted to the s t ra in d is t r i bu t ion) .
2 b . Ca lcu la te the curva tu re o f a beam w i th th i s c ross sec t ion and fo r the g iven s t ra in d is t r i b u t io n .
Q U E S T 0 M 3
Stabil ity
o
Both f ram es in Figure 3 are load ed by a vert ical load F.
o A l l conne c t ions in po in t B a re
r ig id .
Frame I Frame 11
Figure 3
3 a .
Draw the buck l ing shape fo r F rame I and Frame II i n F igure 3 . Mo t i va te you r answer .
3 b .
Determine the Eu le r buck l ing load o f bo th s t ruc tu res . Mot i va te your answer .
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Delf t Universi ty o f Tecf ino logy
Facul ty o f Civi l Engineering and Geosciences
Stee l
Composi te S t ruc tu res
EXAIViS T E E L S T R U C T U R E S 2 :
CJE4 -J - J5
Fr iday, October 3 0 ,
2015
1 3 . 3 0 - 1 6 . 3 0 i i r s
CONNECTBOWS
QUESTIOW
4 : S i m p l e J o i n t : b o l t e d c o n n e c t i o n w i t h p a r t i a l d e p t h e n d p l a t e
a
4 -
Bolt
row
1
Bolt row 2
Bolt row
3
HEA 200
50 1 50
10
80
45j
7 1
B o l t s M 2 0
70
- 23 1 T T
70 7
IPE3
180
m m
45I
Design bearing resistance of the bo l ts in th e end p la te :
Bo lt ro w 1: 138 l
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Delf t Univers i tyofTe c hno logy
Faculty
of
Civ i l Engineer ing
and
Geosc iences
Stee l Compos i te S t ruc tures
E X A M S T E E L S T R U C T U R E S 2: C1E41 JS
Fr iday O ctober 30 2015
1 3 . 3 0 - 16.30hrs
QUESTiOW
5:
W e l de d beam
t
columtTijoiirli;
190mm
K
aweb
=
6 m m
HEA
32
afiange
=
9 mm
IPE450
45
11
II
II
M I
i I M
I M I
I
I i
I I
I
[
I
11 M
I 1 t
Steel grade: S355
HE A320
h= 310 mm
b
=
3 00
mm
t f = 15.5mm
t = 9 mm
r
= 27 mm
IPE450
h
=
4 5 0
mm
b= 190 mm
t f = 14.6
mm
t w
=9.4 mm
r
=
2 1
mm
5a Listallj o i n t c om p onen t s t ha t s hou ldbec ons ide redtod e t e r m i n ethebend ing m o m e n t
resis tanceof t h is jo in t .
5b Calculate
the
design tension res is tance
of the
c onnec t i on be t ween
the
f lange
of
t he beam
and
t he f lange
of
t he c o lum n .
5c Discuss
the
in f luence
of
co lumn s t i f f eners
on the
des ign bend ing moment res is tance
of
t h is jo in t .
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Delft U n i v e r s i tyofT e c h n o l o g y
F a c u l t y
of
C iv i l E n g i n e e r i n g
and
G e o s c i e n c e s
S t e e l
C o m p o s i t e S t r u c t u r e s
EXA IV l S T E E L S T R U C T U R E S
2:
GSE4 J15
F r i d a y , O c t o b e r
30 ,
2015
1 3 . 3 0 - 16.30 hrs
QUESTIOW : V omeiTiresis lLance Join c boled coiminiecliionwithereinided end p l a t e
? 1
2
HE300B
IPE500
e f f
r
S
170
+
6 5
80
70
70
7 0
IPE500
Steel grade: S355
HE300B
tf =
19 mm
t =
11 mm
r
= 27 mm
1PE500
tf =
16 mm
t =
10.2 mm
r
= 21 mm
End plate
tp= 20 mm
Welds
end
p la te
f lange
a
= 9 mm
Welds
end
p la te
web
a
= 6 mm
Bolts
M 2 0 , class
10.9
Non p re - l oaded
Holes w i th norm al
c learance
6a Ma ke sketches
of 4
possible y ie ld l ine pat terns
in the end
p la te
fo r the
bo l t
row 1.
6b Calculate
the
des ign tension res is tance
of the
bo l t
row 3 for the end
p la te . Assume
f f
3
m m for
you r calculat ion s.
6c Discuss wh ich bo l t
row
w i l l have
t he
h igher s t rength
for the end
p l a t e :
the row 2 or the row 3.
6 d W h a t
is a
c r it i ca l c om pone n t
in
case
of
a b r i t t le
and a
duc t i le fa i lu re
o f t h i s
t y pe
of
j o i n t ?
5
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Delf t Univers i ty of Technology
Faculty of Civ i l Engineer ing and Geosciences
Steel & Composite St ructures
E X A M S T E E L S T R U C T U R E S 2 :
CiE41-il5
Fr iday , Oc tober 30 ,2015
1 3 . 3 0 -
16.30 hrs
T U B U L K S T K U C J y R E S
N D
F T I G U E
Q y E S T l O N
7
A ns wer t he ques t i ons i n t he t ab le be low . Copy y ou r ans wers t o y ou r a ns we r ing s he e t
h igher
o r
be t t e r
o r
m o r e
l o w e r
o r
w o r s e
o r
less
t he
s am e
o r
s im i la r
The buck l ing curve fo r a ho t - fo rmed ho l low sec t ions is . . . . t han
that fo r a co ld fo rmed ho l low sec t ion .
7b
The corner radius for cold formed RHS is general ly
hot f in ished ho l low sec t ions .
. . . than for
7c
For the same b h and t the cross sect ional area of a cold
formed RHS is general ly . . . . than that of a hot f in ished hol low
sec t ion
7 d
A CHS sect io n has a rat io be tw ee n the plast ic shear capaci ty
and the elast ic shear capaci ty than an RHS- sect ion.
7e
The cor ros ion pro te c t ion and main ten ance o f a c losed ho l low
sect ion is general ly
t han tha t o f an
l -sect ion.
7 f
The out -o f -p lane buck l ing res is tance o f ho l low sec t ion braces in
a la t t i ce g i rder w i th 1 sect ion chords is general ly .... t han tha t
w ith RHS sect ion chords .
7g
For an RHS jo in t , the to le rance in the cho rd th ickness to has for
chord punch ing shear fa i lu re a . . . . in f luence than fo r chord face
p las t i f i ca t ion .
7 h
The cho rd st ress redu ct io n (Qf) for ch ord ( face) plast i f ica t ion is
genera l ly f o r chord tens ion than fo r chord compress ion .