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IIIIII Examination Paper SEMESTER: FIRST SEMESTER EXAMINATIONS 2006 UNIT: CEB318 STRUCTURAL ENGINEERING 2 — THEORY 1 DURATION OF EXAMINATION: PERUSAL: 10 MINUTES
WORKING: 3 HOURS EXAMINATION MATERIAL SUPPLIED BY THE UNIVERSITY:
EXAMINATION BOOKLETS '— FIVE (5) PER STUDENT I EXAMINATION MATERIAL SUPPLIED BY THE STUDENT: WRITING IMPLEMENTS CALCULATORS — ANY TYPE ASI PUBLICATIONS INCLUDING DESIGN CAPACITY TABLES
AUSTRALIAN STANDARDS A81170, AS4100 . AUSTRALIAN STANDARD FOR CIVIL ENGINEERING STUDENTS H822
HOTROLLED AND STRUCTURAL PRODUCTS — BHP/ONESTEEL QUT STUDY NOTES
SUMMARY NOTES FOR STEEL STRUCTURES DESIGN — LIMITED TO FIVE (5) DOUBLE SIDED SHEETS
(THIS MATERIAL MAY BE ANNOTATED)
(THIS MATERIAL MUST NOT BE REMOVED FROM THE EXAMINATION ROOM) INSTRUCTIONSTO STUDENTS: Students are prohibited from having mobile phones or any other device capable of communicating information
(either verbal or written) in their possession during the examination NOTES MAY BE MADE QM ON THE EXAMINATION PAPER DURING PERUSAL TIME
ALL FIVE (5) QUESTIONS ARE TO BE ATTEMPTED ATTEMPT EACH QUESTION IN A SEPARATE EXAMINATION BOOKLET PLEASE ENSURE YOUR SUMMARY NOTES ARE ENCLOSED WITHIN YOUR EXAMINATION BOOKLET
UPON COMPLETION MARKS FOR EACH QUESTION ARE AS INDICATED Queensland University of Technology QUT QUT Kelvin Grove Carseldine QUESTION 1 Figure 1(a) shows a longspan truss bridge. The diagonal members of this truss bridge
are unequal angles 150 X 100 x 10 UA (G300) and are designed to carry tension loads
of 400 kN. The joints of the truss system are made using a 20 mm gusset plate and
bolts. Figure 1(b) shows the details of one of the connections where SIX M20 Grade
4.6/S bolts have been used on the long leg. (a) Determine the axial tension design capacity of the connection and comment on its
structural adequacy. Assume that the 20 mm gusset plate is structurally adequate
as it has been overdesigned. (11 Marks) (b) If we now decide to use welded connections instead of the above bolted connection, design the welds to carry the required tension load of 400 kN.
(Total 7 Marks)
( Total 18 Marks) Figure 1 (b) CEB318T1.061 cont/ QUESTION 2 Figure 2(a) shows a layout of beam and columns in an apartment building to be
constructed in the near future. The columns are spaced at 6.0 metre centres. The main
beam (530UB92.4) carries the permanent (dead) load and imposed (live) load
components from the secondary beams as point loads (P) as shown in Figure 2a. The
nominal permanent and imposed load components are 150 and 250 kN, respectively.
Figure 2(b) includes the bending moment distribution in the beam in terms of applied
loads (P) and span (L). Figure 2(a) also shows the details of connection restraint based
on the ASI publication. Using AS4100 design rules, verify whether the 530UB92.4
beam is adequate to carry the load combination of permanent and imposed loads by
checking its bending Capacity. For your calculations ignore the self weight of 530UB92.4 beam. (26 Marks) QUESTION 3 In Figure 2(a), a 150UC30.0 section is used for COLUMN C1 of the frame structure.
This column is designed to support a beam reaction of 0.35P (P = applied load shown
in the ﬁgure) at an eccentricity of 150 mm. The column ends (A and H) can be
assumed to be restrained in position, but free to rotate (nominally pinned). For beam
buckling purposes, the connection restraint for end A can be taken as fully restrained
(F) while that at end H can be taken as partially restrained (P). Is the 150UC30.0 section adequate for COLUMN C1? You must show all the calculations. Basic capacities such as ¢Ns, ¢Nc, ¢Ms and ¢Mb can be directly taken
from ASI design charts or tables. (18 Marks) QUESTION 4 The 6 metre long COLUMN C2 of the frame structure in Figure 2(a), is to be made
from a heavily welded nonstandard steel section as shown in Figure 2(c). This
column should carry a beam reaction of 1.15P (P = applied load shown in Figure 2(a))
which passes through the centroid of the column without any eccentricity. There is a
single lateral restraint at midheight of COLUMN C2 and the restrained position
can be assumed to be pinned. The top of the column can be assumed as ﬁxed and the
bottom as pinned. The dimensions of the non—standard steel section are shown in
Figure 2(c). The steel used is Grade 300 with a yield stress of 300 MPa. Verify the
structural adequacy of COLUMN C2. (22 Marks) CEB318T1.061
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T Figure 2 (c) CEB318T1.061 cont/... UESTION 5 A cross section of a thinwalled beam with a constant thickness of 4 mm throughout
the section is shown in Figure 3. It is subjected to a shear force V of 300 kN. All the
dimensions are shown in the ﬁgure. Use centreline dimensions in all your ' calculations. Assuming [Z = 3.08 x 106 mm4, ﬁnd the following: (a) Shear force in Flange 1 (b) Shear force in Flange 2 (c) The shear centre of the section ((1) The maximum shear stress in the section (Total I 6 Marks) Figure 3 END OF PAPER CEB318Tl.O6l ...
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This note was uploaded on 04/26/2010 for the course EN 40 taught by Professor Mcgregor during the Two '10 term at Queensland Tech.
 Two '10
 MCGREGOR

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