51. A column with an effective length of 21 ft must support a dead load of 120 kips, a live load of 175 kips, and a wind load of 84 kips. Select the lightest W14 A992 member to support the load by (a) LRFD and (b)ASD.
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- How much service live load, in kN/m, can be supported? The member weight is the only dead load. The axial compressive load consists of a service dead load of 45 kN 6.2m and a service live load of 90 kN. Do not consider moment amplification. Use NSCP 2015. W460x144 а. LRFD. b. ASD. br te Sy Z,J wt A tw Ix Sx Ty Zx Cw SECTION kN/m mm? mm mm| mm3 mm mm mm3 mm3 mm3 mm mm mm mm mm mm W460x144 1.41 18400 472 13.6 283 22.2 | 726 3080 199 83.6 591 67.4 3450 906 2440 4230PROBLEM 2 How much service live load, in kN/m, can be supported? The member weight is the only dead load. The axial compressive load consists of a service dead load of 45 kN 6.2m and a service live load of 90 kN. Do not consider moment amplification. Use NSCP 2015. W460x144 а. LRFD. b. ASD. d bf Sy wt A tw Sx rx ly ry Zx Zy J Cw SECTION kN/m mm? mm mm mm*| mm3 mm* | mm3 mm3 mm3 mm4 mm mm mm mm mm W460x144 1.41 18400 472 13.6 283 22.2 726 3080 199 83.6 591 67.4 3450 906 2440 4230P3: A simply supported beam has a span of 6 m. If the cross section of the beam is as shown below, f. = 35 MPa, and fy = 420 MPa, determine the allowable uniformly distributed service live load on the beam. "5 min 2-20 F om 400 mm MED 3-32 1-2 250 mm
- 130% v - + 7 Annotate T| Edit Trial expired Unlock Full Version ENGR 263 A A A 4.8 Member AB is the beam under consideration. As shown in the illustration of the loading condition, member AB is a single overhanging beam. Beam AB supports a 500-lb/ft uni- formly distributed floor load on the beam overhang only. Overneia 4 Fr Stee ream (reactions) R. Free-body diagram (negligible weight) Loading conditionDetermine whether ASD or LRFD provides a larger relative effective ‘factor of safety’ for thefollowing loads on a steel column (show all work):a. The live load is three times greater than the dead load and the snow load is half of the deadload. The safety factor (Ω) is 1.67 and the resistance factor (φ) is 0.90.b. The dead load (does not include self-weight) is 80 kips, the live load is 150 kips and the selfweight of the column is 3 kips. The safety factor (Ω) is 1.75 and the resistance factor (φ) is0.90.2. A steel column 10 m long is fabricated from W section and a cover plate. Determine the safe axial load that the column can carry. Fy = 345 MPa, E = 200 GPa. Use AISC/NSCP Specs. 310 mm cover plate AY I 6 mm y2 y d1 10 m d2 W 310 x 107 a) Both ends of column are fixed b) Both ends of column are hinged c) One end fixed, the other end hinged Use design values of k. W 310 x 107 A = 13600 mm? d = 311 mm Ix = 248x10° mm* ly = 81.2x10° mm“ d.
- 5.117 Select an A992 W-shape for beam AB of the floor system shown in Fie ure PS11-7. In addition to the weight of the beam, the dead load comists of a 5-inch thick reinforced concrete slab (normal-weight concrete). The live load is 80 psf, and these is a 20-psf partition load. The total deflection must not esceed L/240. a. Use LRFD b. Use ASD. Problems 291 0S- 20 FIGURE PS.11-2. A steel column 10 m long is fabricated from W section and a cover plate. Determine the safe axial load that the column can carry. Fy = 345 MPa, E = 200 GPa. Use AISC/NSCP Specs. 310 mm cover plate I6 mm y2 10 m TFF W 310 x 107 a) Both ends of column are fixed b) Both ends of column are hinged c) One end fixed, the other end hinged Use design values of k. W 310 x 107 A= 13600 mm? d = 311 mm Ix = 248x10° mm ly = 81.2x10° mm5-19. Compute the maximum total service live load that can be applied to the A36 sec- tion shown in the figure, if K,L, = 12 ft., K,L, 10 ft. Assume the load is 1/2 dead load and 1/2 live load. Solve by both LRFD and ASD methods. (Ans. 29.0 k LRFD; 27.0 k ASD) 214 X 3 x 4 in 3 in 3 in FIGURE PS-19
- STEEL DESIGN PROBLEM: USE AISC MANUAL AND NSCP 2015 FOR REFERENCE. The beams on a terrace are to be designed uniformly at the critical section. After running an analysis, the critical section carries a deadload of 100 kN-m (rounded off to include weight of the beam) and a liveload of 140 KN-m. The beam conditions must be decided. (Consider Flexure ONLY) 1. Design a W14 I-Section whose unbraced length is 9 meters and Cb = 1.0. In designing, limit your Mu/Mcap between 80% to 90% to consider economical value. 2. What if the beam is to braced at the first third point only, Cb=1.0? Determine the ultimate moment capacity of this particular beam. 3. What if the beam is continuously braced wherein Lb=0? Determine the ultimate moment capacity of this particular beam.Check the adequacy of column AB for applied live load. Fy= 350Mpa W360x51: A= 6450mm2 rx= 148mm ry= 38.8mm d=355mm b=171mm == 11.6mm =7.2mm 2m B F W360x51 A 3m GookN/m (Live load) D c 3m Md Sof EXHow much service live load, in kN/m, can be supported? The member weight is the only dead load. The axial compressive load consists of a service dead load of 45 kN and a service live load of 90 kN. Do not consider moment amplification. Use NSCP 2015. a. b. LRFD. ASD. wt A kN/m mm² W460x144 1.41 18400 472 13.6 283 SECTION tw bf tf Ix Sx mm mm mm mm³ 22.2 726 3080 mm mm mm 199 6.2m W460x144 Sy Ty Zx ly mm mm³ mm 83.6 591 Zy J Cw mmº mm³ mm³ 67.4 3450 906 2440 4230 mmª