CEB318-T1-S1-2006 - QUT Surname Given Name/s III-III...

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Unformatted text preview: QUT Surname Given Name/s III-III- 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 HOT-ROLLED 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 long-span 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 over-designed. (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 non-standard 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 mid-height 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 cont/... P be)” P P l 66"“5ffiww é l / M“ I 1: u e c D a F ll FL _ 3ooaq®3aaad cho “#3306 ! Rooo| Boea' o o a, i \ g: \A\er0 Nb 0 ' .......................... ., I “9"” 0 0 3 CL 3 4“ «1 C2 C. 0+ H , w 35 s Connealovx Res’vm‘m’c boéca 3w- 3: fix? on A51 vuxoum‘an: 3i ‘ i . A, G = Tart 3 '35 B, D": = T392. it C, E = ‘39: 7 Figure 2 (a) M 0“? momm 1m“ Mw‘leL Figure 2 (b) IHI _L 5 T y 5 L 240 Jr. 5 T Figure 2 (c) CEB318T1.061 cont/... UESTION 5 A cross section of a thin-walled 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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