CEB318-T1-S1-2007

CEB318-T1-S1-2007 - GUT Surname Given Name/s III-II...

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Unformatted text preview: GUT Surname Given Name/s III-II.- Examination Paper SEMESTER: FIRST SEMESTER EXAMINATIONS 2007 UNIT: CEB318 STRUCTURAL ENGINEERING 2 - THEORY 1 DURATION OF EXAMINATION: PERUSAL: 10 MINUTES WORKING: 2 HOURS EXAMINATION MATERIAL SUPPLIED BY THE UNIVERSITY: EXAMINATION BOOKLETS - FIVE (5) PER STUDENT 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 (THIS MATERIAL MAY BE HIGHLIGHTED AND ANNOTATED) (THIS MATERIAL MAY BE REMOVED FROM THE EXAMINATION ROOM) INSTRUCTIONS TO 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 QNLX ON THE EXAMINATION PAPER DURING PERUSAL TIME ALL FIVE (5) QUESTIONS ARE TO BE ATTEMPTED ATTEMPT EACH QUESTION IN A SEPARATE EXAMINATION BOOKLET MARKS FOR EACH QUESTION ARE AS INDICATED Queensland University of Technology GUT GUT Kelvin Grove Carseldine QUESTION 1 a) Design strength calculations of a steel compression member gave the following values of kf = 0.60 and one = 0.94, what’s the dominant failure mode of this member? How can this be eliminated? Give brief answers. (2 Marks) b) For the connection shown in Figure 1, the net section fracture of the channel section was found to be critical. Calculate the design tension capacity in kN if Ag of each channel section = 2000 mmz, thickness of web and flange elements of channel = 8 and 10 mm, respectively, fy of steel = 300 MPa and fu of steel = 440 MPa and the bolts are M20. (5 Marks) Figure 1 CEB318T1.071 Cont/.... QUESTION 2 Figure 2 shows a heavily welded plate girder of Grade 350 steel (yield stress = 350 MPa) used as single 12 m span pedestrian bridge beams. The two girders are firmly attached to a 100 mm concrete deck. There are also cross braces at a spacing of 2.5 m along the length. The nominal design live load for the bridge is 5 kPa. The self weight of handrails, concrete slab and girders is considered to be 4 kN/m on each girder. a) Calculate the yield and plastic moment capacities of the plate girder. (7 Marks) b) Calculate the section moment capacity of the plate girder using AS4100 design rules. Compare the section capacity with yield and plastic moment capacities calculated above, and give reasons for the reduction in section capacity. Give brief answers. ' (10 Marks) 0) Calculate the member moment capacity of the plate girder? (3 Marks) d) If the bridge is overloaded, what would cause the beam failure? Describe the type of deformations during failure? Give brief answers. (2 Marks) e) What is the design action effect for each girder? Comment on the structural adequacy of the plate girder. (3 Marks) 400 " ’l l Ti T 5 ‘___ Hana Rail 620 cancrnte Slab _L i 10 C:::llo I \T 400 L P \cdre G-irelers 5. Heavily Welded Plate Girder Cross-section of Bridge Figure 2 CEB318T1.071 Cont/. .. QUESTION 3 Figure 3 (a) shows a steel building under construction. You have been asked to verify the structural adequacy of 310UB46.2 section for a three-span BEAM “A” with spans of 5 In, 4 m and 7 m as shown in Figure 3 (b). The left hand end support is a simple web side plate connection while all other supports have three stiffeners at the support with the bottom flange being bolted firmly to the top plate of the column located below. There is a splice in the largest span, but ignore any effects due to this splice on your calculations. Once completed, this BEAM- A is likely to be subjected to a design wind uplift action of 20 kN/m. It is assumed to be a uniformly distributed load due to the closely spaced purlins on the beam. The permanent action (self weight) was calculated to be 1.11 kN/m. A structural analysis of the 3-span beam gives the required bending moment and shear force coefficients in Figure 3 (b). a) Calculate the design load for BEAM-A and then the design moment based on the coefficients obtained from the structural analysis (3 Marks) b) Assuming that the section moment capacity of 310UB46.2 is 197 kNm, calculate the member moment capacities of BEAM-A and verify its strength adequacy in bending. The A81 design capacity tables or charts cannot be used directly in the calculations. Assume approximate am factors based on simplified moment distributions. (23 Marks) 0) Verify also the adequacy of shear capacity of BEAM-A (5 Marks) Figure 3 (a) Steel Building under Construction CEB318T1.071 cont/.... W kam ‘L 9|I|IllIllIllll!lllllllllllllllllIlllllllllllllilIIlllI!!lllllllllllllllllllllllIlllIllllllllllllllIllIIl||llIIlIIIlllllllllillllllllllllllllI!!!"Illllllllll ‘ 5.111 4111- $111; 2.7.353? - » . . . ,. 4:13W' Figure 3 (b) Loading, Bending Moment and Shear Force Diagrams for BEAM-A under Gravity Load (Note you can use the same coefficients for the wind uplift case in this problem) CEB318T1.071 cont/.... QUESTION 4 Figure 4 shows a corner vertical column 530UB82 subjected to a reaction force of 600 kN from Beam-A at an eccentricity of 50 mm from the flange surface. Two other beams shown in the same figure, Beam B and Beam C, are not carrying any transverse loads, and are simply providing lateral restraints to the column. All the supports and connections (at P, Q, R) are considered to be restrained in position, but free to rotate (nominally pinned) as shown in the figure. For the purpose of buckling capacity evaluation, the restraint conditions can be assumed to be fully restrained (F). By using ASI Design Capacity Tables or Charts in all your calculations, determine whether the chosen UB section is structurally adequate to support the combined loading. (24 Marks) GookN Beam Figure 4 CEB318T1.071 cont/.... QUESTION 5 Figure 5 shows a cross section of a modified channel beam with double unequal flanges and a constant thickness of 4 mm throughout the section. The section dimensions are: bl = 150 mm, b2 = 100 mm, h] = 250 mm and h2 = 300 mm. The maximum shear force is V whereas the second moment of area of the section about Z axis is 12. Determine the following: a) the maximum shear stress and the total force in Flange l in terms of V and 12. (4 Marks) b) the maximum shear stress and the total force in Flange 2 in terms of V and 12. (4 Marks) c) the location of the shear centre if IZ = 13,250 mm“. (4 Marks) d) If a transverse load is applied to the web element of the section as shown in the figure, indicate the loading actions that the channel beam is subjected to. (1 Mark) Figure 5 END OF PAPER CEB318T1.071 ...
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CEB318-T1-S1-2007 - GUT Surname Given Name/s III-II...

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