CEB329-T1-S2-2006

CEB329-T1-S2-2006 - Student Number Surname Given Name/s...

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Unformatted text preview: Student Number Surname Given Name/s Examination Paper SEMESTER: SECOND SEMESTER EXAMINATIONS 2006 UNIT: CEBI329 PROFESSIONAL STUDIES 5 (STEEL DESIGN AND CONSTRUCTION) - THEORY 1 DURATION OF EXAMINATION: PERUSAL: 10 MINUTES WORKING: 3 HOURS EXAMINATION MATERIAL SUPPLIED BY THE UNIVERSITY: EXAMINATION BOOKLETS - FOUR (4) PER STUDENT EXAMINATION MATERIAL SUPPLIED BY THE STUDENT: STUDENTS MAY BRING ANY WRITTEN MATERIALS THEY WISH INTO THE EXAMINATION ROOM (CALCULATORS ARE PERMITTED) 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 ONLY ON THE EXAMINATION PAPER DURING PERUSAL TIME ALL FOUR (4) QUESTIONS ARE TO BE ATTEMPTED ATTEMPT EACH QUESTION IN A SEPARATE EXAMINATION BOOKLET MARKS FOR EACH QUESTION ARE AS INDICATED AN Queensland University of Technology m Gardens Point am Kerin Grove H T Cabooiture CarseIdine QUESTION 1 A new steel farm building is to be constructed in T oowoomba as part of an extension to a large number of similar farm buildings in that area. The proposed rectangular steel building has external dimensions of 36 m width x 57 m length and 6 m eaves height (smaller dimension as shown in Figure 1). The roof has a pitch of 5 degrees and the steel frames are to be spaced at 7 m. The building is surrounded by numerous, closely spaced, similar size buildings (none of them are higher than the proposed building) and can be considered to have identical terrain and shielding on all four sides. The building has a large opening (permanent) on one side of the building with one or two small doors and windows on other sides. You have been engaged by the client to undertake the design of the proposed building. (a) Considering the appropriate wind speeds and exposure, calculate the basic ultimate wind pressures for the cross and longitudinal wind cases that you need in the design of wall cladding systems (without CFig values). (12 Marks) (b) Show the relevant CPC and Cpi values for the design of girts in the end walls on separate diagrams for cross wind and longitudinal wind cases. (8 Marks) (c) Using the design parameters determined in (a) and (b) above, design the appropriate steel girt system for the end walls based on only one critical region. As a first step, show the two critical combinations of Cpe and Cpi values that you would use on a simple diagram of end walls. The steel wall sheeting has already been designed for the required wind pressures to be 0.42 mm BMT Corrugated sheeting at 1500 mm equal spans. The internal columns in the end wall frames are spaced at 7 m. Use only the larger local pressure factor (K1) for wind suction pressure calculations. (14 Marks) (d) How many other regions you may consider in the end wall girt design other than the second local pressure region? Indicate the critical combinations of Cpe and Cpi values you would use in such designs. (2 Marks) CEB329T1.062 cont/. . . Columns: 610UB125; Rafters: 53OUB82; Purlins and Girts: 2200—24 Figure 1 CEB329T1.062 contl. .. 6m QUESTION 2 Your senior engineer has asked you to calculate the required basic wind design load cases for the critical cross wind and longitudinal wind directions to be used in the SPACEGASS / MICROSTRAN analysis of an internal frame in the proposed building described in Question 1. Determine the basic wind design loads for the external wind uplift pressure coefficient Cpe in the case of both Cross wind and Longitudinal wind. Show these load cases on two separate diagrams. The accuracy of your design loads is important here as they are to be used in your structural analyses. (18 Marks) CEB329T1.062 cont/ QUESTION 3 In the design of frames for the proposed building described in Question 1, the engineers have been asked to use the available UB sections, ie. 610UB125 for columns and 530UB82.0 for rafters without a haunch. The critical wind load cases have been analysed and the results are shown in Figure 2 (note that compression loads are assumed positive). In an attempt to use the available sections, the structural analyst has used fixed column bases. You have been asked to verify the adequacy of Column 1 shown in Figures 1, 2 (a) and (b). The wall girts have already been designed and they are located at 1.5 m spacings. Other details of the proposed building given in Question 1 can also be used here. (3) Verify the strength adequacy of 610UB125 for Column 1 for the given load case. Note that the girts are not continued past Columns A and B. (15 Marks) (b) If the relevant horizontal deflection in the column at serviceability wind conditions is 34 mm, determine whether this is within the currently accepted deflection limits. Give brief reasons for the use of these limits. (3 Marks) (0) In the design of Column 2 shown in Figures 1 and 2 (a) for ultimate strength, indicate which important design parameters will be different compared to those used in the design of Column 1 and give their values. There is no need to do the associated calculations. (3 Marks) ((1) What are the advantages of using fixed column bases in portal frame buildings? (2 Marks) CEB329T1.062 contl. .. SPACE GASS 10.403 - QLD UNIVERSITY OF TECHNOLOGY — TEACHING USE ONLY 27 Sep 2006, 10:38 am Load cases: y I 4 (SW) O.QG+UCWext+CV\fint (Uplift) moment No general restraint Job: C:\Documents and Seflings\n4809645\Desktop\Tutoring\...\exam-portal Units - Len: m. Sec: mm, Mat: MPa, Dens: T/m"3, Temp: Celsius, Force: kN. Mom: kNm, Mass: T, Acc: g‘s, Trans: mm, Stress: MPa Scales — Frame: 1:360, Load: None, Disp: None, Moment: 50, Shear: NoneJ_AxiaI: N9_n_g1 Torsion: None F iG—uaE ‘23:) CEB329T1.062 cont/. .. SPACE GASS 10.408 - QLD UNIVERSITY OF TECHNOLOGY - TEACHING USE ONLY 27 Sep 2006' 10;40 am Load cases: I 4 (SW) O.QG+UCWext+CV\flnt(Uplifl) {0:43; ax iaJ forces Nggeneral restraint Job: C:\Documents and Settings\n4809645\Desktop\Tutoring\...\exam-portal Units — Len: m‘ Sec: mm, Mat: MPa. Dens: Tlm"3, Temp: Celsius, Force: kN, Morn: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPa Scales — Frame: 1:360, Load: None, Disg: None, Moment: None, Shear: None Axial: 12, Torsion: None Fro—one 2. C») CEB329T1.062 ‘ ‘ ‘ cont/... QUESTION 4 In the design of frames for the proposed building described in Question 1, the engineers have been asked to also attempt the use of some available truss systems using 380PF C and 300PFC sections for the top and bottom chords and angle sections for web members. The PFC sections are used in bending about their minor axis (see Figure 3 (a)). The structural analysis of the portal truss gave the critical design action effects of axial force and bending moment for the truss members as shown in Figures 3 (a) to (c) that are based on compression loads being positive. The truss members are fully welded. The roof purlins have already been designed and they are located at 1.5 m spacings on the top chord. (2!) Verify the structural adequacy of 380PFC for the top chord based on AS4100 strength requirements. Consider only the member with the maximum compression load. (15 Marks) (b) Verify the structural adequacy of 300PFC for the bottom chord based on AS4100 strength requirements. Bending moments in the bottom chord are small and hence they can be ignored in the design. Provide and use any necessary lateral restraint in your strength calculations. (8 Marks) Note: Show all necessary calculations and references to verifi) your answers. State all your assumptions clearly. Marks will be given for well set-out calculations that are easy to check. CEB329T1.062 cont/... SPACE GASS 10.40a - QLD UNIVERSITY OF TECHNOLOGY - TEACHING USE ONLY 27 Sep 2006, 10:47 am Load cases: V I 7 (SW) 1.2G+UCWexI+CWInt (Downward) ‘P X (13.6} I moment2 To ? C H 02.9 > Nogeneral restraint H . ,3 Job: C:\Documents and Settings\n4809645\Desktop\Tutoring\...\EXAM-TRUSS Filter: top chord Units — Len: m, Sec: mm. Mat: MPa. Dens: T/m"3, Temp: Celsius, Force: kN. Mom: kNm. Mass: T, Acc: g‘s, Trans: mm, Stress: MPa Scales - Frame: 1:370, Load: NoneLpisp: None, Moment: 0.3, Shear: None, Axial: None, Torsion: None PIC—DRE 3 Cox) CEB329T1.062 cont/. .. SPACE GASS 10.40a ~ QLD UNIVERSITY OF TECHNOLOGY — TEACHING USE ONLY 27 Sep 2006, 10:48 a_nlI mad cases: V I 7 (SW) 1,ZG+UCWext+CWInt (Downward) _ x ('01?) _ ax\n\ form TOP (“OED I>No generai restraint _ Job: C:\Documents and Settings\n4809645\Desktop\Tutoring\...\EXAM—TRUSS Filter: top chord Units - Len: m. Sec: mm, Mat: MPa. Dens: T/m"3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g‘s. Trans: mm, Stress: MPa Scales - Frame: 1:370, Load: None, Disp: Nong_Moment: None, Shear: None! Axial: 15, Torsion: None FIGUQE 3 Ch) CEB329T1.062 cont/. . . 10 SPACE GASS 10.40a - QLD UNIVERSITY OF TECHNOLOGY - TEACHING USE ONLY 27 Seg 2006, 10:53 am Load cases: V 1 I 4 (SW) 0.QG+UCWex1+CWInt (Uplift) ‘ 449 " X {0.6} quc‘xd £erca. BoTTam CHORD s Nogeneral restraint . g M :3] Job: C:\Documents and Settings\n4809645\Desktop\Tutoring\...\EXAM-TRUSS Filter: bottom chord Units — Len: m. Sec: mm, Mat: MPa. Dens: T/m"3, Temp: Celsius, Force: kN, Morn: kNm. Mass: T, Acc: g‘s. Trans: mm, Stress: MPa I_S_cales - Frame: 1:370, Load: NoneLDisp: None, Moment: None. Shear: None, Axial: 1g Torsion: None J F \C—uRE 3 (4). END OF PAPER CEB329T1.062 ...
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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.

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CEB329-T1-S2-2006 - Student Number Surname Given Name/s...

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