2008 Midterm Exam

2008 Midterm Exam - CE 383 DESIGN OF STEEL STRUCTURES...

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Unformatted text preview: CE 383 - DESIGN OF STEEL STRUCTURES MIDTERM EXAM - MAY 13, 2008 OPEN BOOK NAME OPEN NOTES OPEN 13th Edition AISC Manual 25 pts total The exam is multiple-choice. Please select the best response to each of the following questions. (1 pt each) Questions 1) through 5) refer to the figure shown below of a roof beam BC supported by an inclined hanger AB. A B 30° c . K—-'— \‘5' .fizflswm l:::::::iw=o.sm. :12: u m. 1) The factored tension force to be used in the design of inclined hanger AB is closest to which of the following? A. 3.5 kips B. 1.4 kips C. 2.5 kips D. 5.0 kips E. 8.6 kips 2) The factored compression force to be used in the design of inclined hanger AB is closest to which of the following? A. 2.5 kips B. 3.0 kips C. 11.7 kips D 7.2 kips E 5.9 kips 3) The factored shear force to be used in the design of the connection of beam BC to its sugport at C is closest to which of the following? 4.1 kips 3.3 kips 3.0 kips 7.5 kips 2.5 kips mp??? 4) The factored axial tension force to be used in the design of beam BC is closest to which of the following? 0 kips 5.1 kips 5.9 kips 3.0 kips 4.4 kips maps? 5) For AB considered as a tension member, which of the following sections meets the limiting slenderness ratio? A L3-1l2x2-112x1I2 B. L5x5x7.-'8 C. L6x4x7l8 D A, B and C E. Band C 6) ln checking serviceability limit states, both LRFD and ASD use unfactored loads. A. True B. False 7) In designing a five-story steel building in the City of Portland using LRFD, once all of the design loads are known, the critical load combination is determined from the list provided in ASCE 7, and that same combination is used to determine the factored forces for checking each of the failure modes in a given member in the structure. A. True B. False 8) As a structural engineer working in Seattle, you are talking to your client, and he begins to ask questions about the safety of his new building, that you may design using LRFD. You casually say that you “will eliminate any possibility of failure by designing very carefully according to the code.” Is this true? A. Yes B. No 9) Your competitor from another firm also talks to the client, and she is proposing to design using ASD. She makes the same statement. ls her statement true concerning ASD? A. Yes B. No 10) For angles (L-shapes), the radius of gyration rx is always larger than or equal to ry, which is always larger than r2. A. True B. False 11) Which of the following values for minimum yield stress would generally be used in design calculations for a W 24 x 104 of A242 corrosion resistant, high- strength, low alloy steel? A. 42 ksi B. 46 ksi C. 50 ksi D. 63 ksi E. 70 ksi Questions 12) through 15) refer to the figure below of a 14 x 1/2 in. A242 steel plate used as a tension member. The end connection to the gusset plate is by six 7i8-in.- dia. bolts, arranged with staggered pitches of 2 in. and 1-112 in., and gage distances of 2-112 in. as shown. 14" 12) The design strength, ¢tTn , for yielding of the 14 x 1/2 in. plate is closest to which of the following? A. 315 kips B. 260 kips C. 227 kips D. 350 kips E. 265 kips 13) The design strength, ¢tTn, for fracture along path a-b-c of the 14 x 1/z in. plate is closest to which of the following? A. 410 kips B. 368 kips C. 244 kips D. 455 kips E. 340 kips 14) If the factored load Tu = 250 kips, then the ratio of the factored tension force acting on the failure path to the design strength, EYiQiIdatTn , for fracture along path d-e-f-g for the 14 x 1/2 in. plate is closest to which of the following? (Hint: Throughout problems 14) and 15), this ratio indicates how close we are to having a failure considering both overload and under-strength conditions. A value greater than 1.0 would be unacceptable for safety considerations, whereas a value much less than 1.0 would indicate that we have an overly conservative design.) 0.55 0.80 0.66 0.95 1.05 mppma 15) If the factored load Tu = 250 kips, then the ratio of the factored tension force acting on the failure path to the design strength, EyiQiI¢tTn , for fracture along path d-e-b-f-g for the 14 x 1/2 in. plate is closest to which of the following? 0.94 1.11 0.80 0.83 0.90 WPOWP Questions 16) through 18) refer to the figure below of an MC 6x18 channel tension member of A 572 Gr 50 steel welded to a 3I8—in.-thick gusset plate of A 36 steel, using a 6-in.-long transverse weld and two 4~in.-long longitudinal welds. Assume E 70 fillet welds of 1/4-in leg size. h " gusset (A36) MC6X18' 16) The design strength, otTn , for yielding of the channel section is closest to which of the following? A. 193 kips B. 333 kips C. 171 kips D 265 kips E. 238 kips 17) The design strength, ¢tTn, for fracture of the channel section is closest to which of the following? A 258 kips B. 186 kips C. 248 kips D 210 kips E 200 kips 18) The block shear (shear rupture) design strength, ¢Rn, which controls for the channel section tension member is closest to which of the following? A. 195 kips B. 305 kips C. 175 kips D 145 kips E. 250 kips Questions 19 thru 20: The end connection for a W 14x 82 (A 992 steel) tension member has two lines of 7!8-in.-dia. bolts in each flange as shown below. There are 3 bolts in each line arranged with pitch, p = 4 in.; end distance, L9 = 2 in.; and side distance L5 = 2 in. W14; 82 19) The design strength, ¢tTn , for yielding of the W section is closest to which of the following? A. 1170 kips B. 1200 kips C. 1080 kips D. 645 kips E. 1400 kips 20) The design strength, (Mn, for fracture of the W section is closest to which of the following? (Use Case 2 alone in Table D3.1 to determine U.) A. 829 kips B 853 kips C. 903 kips D. 753 kips E. 1105 kips 21) If Case 7 provisions alone were used to determine U, which value would be most apprOpriate? (Note that the larger of Case 2 and Case 7 is actually permitted.) A. 1.00 B. 0.90 C. 0.85 D 0.75 E. 0.70 22) The block shear (shear rupture) design strength, 43R”, which controls for the W section tension member is closest to which of the following? A. 1002 kips B. 891 kips C. 1275 kips D. 1020 kips E. 1110 kips Questions 23 thru 25: The OSU steel bridge team has a 2 x 2 x 118 in. square tube tension member of A36 steel, with a single 3!8-in.-dia bolt connection at the end as shown in the figure below. Note that all corners are sharp, and that there is one hole on each of two sides of the tube so that the bolt can pass completely thru the section. Note: use A36 steel even though similar to HSS section (but wlsharp corners). 23) The design strength, «Mn, for fracture of the tube is closest to which of the following? (Hint — The specification does not provide guidance on determining a U value for a case where all lines have only a single bolt. But, the Commentary does provide a method as being “probably conservative”. Use this approach.) A. 27 kips B. 38 kips C. 10 kips D. 22 kips E. 16 kips 24) The design strength, ¢tTn, for yielding of the tube is closest to which of the following? A. 48 kips B. 35 kips C. 42 kips D. 30 kips E. 25 kips 25) Which failure mode controls for the tube? A. Yielding B. Fracture ...
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This note was uploaded on 05/26/2009 for the course CE 383 taught by Professor Staff during the Spring '08 term at Oregon State.

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2008 Midterm Exam - CE 383 DESIGN OF STEEL STRUCTURES...

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