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THE UNIVERSITY OF NEW SOUTH WALES
SCHOOL OF CIVIL AND ENVIRONMENTAL ENGINEERING
SEMESTER 2 2010
CVEN3302: STRUCTURAL BEHAVIOUR AND DESIGN
1. TIME ALLOWED - 3 hours
2. READING TIME - 10 minutes
3. THIS EXAMINATION PAPER HAS 5 PAGES
4. TOTAL NUMBER OF QUESTIONS - 4
5. TOTAL MARKS AVAILABLE -100
6. ALL QUESTIONS ARE OF EQUAL VALUE.
7. CANDIDATES MAY BRING TO THE EXAMINATION:- Open Book Exam-
Electronic Calculators- Handheld Computers
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8. ALL ANSWERS MUST BE WRITTEN IN INK. EXCEPT WHERE THEY ARE
EXPRESSLYREQUIRED, PENCILS MAY BE USED ONLY FOR DRAWING, SKETCHING
ORGRAPHICAL WORK.
9. THIS PAPER MAY BE RETAINED BY CANDIDATE.
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QUESTION 1
For the beam shown in Figure la:
(a) Solve for the missing reactions RA, Rn and MA; sketch the
bending moment diagramfor the beam.
(b) Using the cross section shown in Figure Ib, design the beam
for the negative momentover the middle support (support B) in
Figure la. You may ignore the moment due tothe self-weight of the
beam.
Take f~ =25 MPa, fsy =500 MPa, 10 mm diameter stirrups and cover
= 30 mm. Note, allloads shown in Figure la are factored design
loads.
4,.,
6th
Figure la (dimensions are in m)
rI
100
..::;.... -~f 4. .; V~.: ...
Figure Ib (dimensions are in mm)
2
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QUESTION 2
An analysis of a member in a concrete framed structure gives the
end actions shown InFigure 2a. There are no loads applied to the
member between its end points.
(a) Solve for all missing actions.(b) An engineer has proposed
the section shown in Figure 2b. Is the section sufficient
to carry the design loads? Fully justifY your answer by detailed
calculation.
Take f; = 40 MPa and fsy = 500 MPa . Note that all stress
resultants shown in Figure 2a arethe result design loads facto red
for the strength limit condition.
~V" = ~000 \
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QUESTION 3
The beam shown in Figure 3 is subjected to two uniformly
distributed loadings, W' and 2W',acting on the top flange of the
beam. The section geometry of the beam (530UB92.4) is alsoshown in
Figure 3. There is full restraint at both supports only.
(1) Calculate the maximum value of W', clearly indicating the
values of Ms, Le, am, as andMb, where relevant.
(2) Check the adequacy of the beam in shear at the design value
of W calculated in part (1)and, if required for strength, design
intermediate web stiffeners.
(3) Check whether load-bearing stiffeners are necessary at the
supports, if stiff bearing platelength at supports = 300 mm.
2W'(kN/m)/W'(kN/m)
A B C D
6m 12 m ~14 6m ~I4 ~ 41
4209 mm ~I
530UB92.4Grade 300
10.2 mm 533 mm
15.6 mm
Figure 3
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QUESTION 4
A 360UB56.7 beam-column of Grade 300 steel shown in Figure 4 is
subjected to the designaxial compressive force of 150 kN, major
axis (x-axis) end moments of 120 kNm and100 kNm that cause reverse
curvature bending, and minor axis (y-axis) end moments of50 kNm and
50 kNm causing single curvature bending. Le = 8m for column and
beambuckling. Determine the out-of-plane member capacity of this
beam-column.
I_172 mm
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360UB56.7Grade 300
x
8.0mm
359mm
13.0 mm y
Figure 4
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