Q5: Select the lightest W12 section to carry axial compression service load of 24 dead load and 96 kips live load and bending moment (about the strong axis) applied as shown in Figure (4). The member is a part of a braced frame. (Use A529 Gr.50 and LRFD method) Po-24 kips P, = 96 kips Mo- 10 4 M- 40 t 20 ft. Mp - 10 a ML - 40 * Figure (4) 25 Marks
Q: W10 of A992
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Q: Q5: Select the lightest W12 section to carry axial compression service load of 24 dead load and 96…
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- A plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.A built up compression section is shown in the figure. This forms a non-standard wide flange section. Assume KL - 2.4 m Use A36 steel with Fy-248 MPa. Use NSCP Specifications. E-200 GPa a) Compute the reduction factor Qs, for unstiffened elements. b) Compute the reduction factor Qa, for stiffened elements. c) Compute the safe axial capacity of the section. 276mm CIVIL ENGINEERING STEEL DESIGN 250mm 12mm 6mm2. 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.
- 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° mmQ2: A(500*400) mm column shown in Fig.2 is reinforced with 12032mm bars. The applied 1000 kN is applied at eccentricities (c ey 200mm). Check the service dead load P adequacy of the section. Let fe -25 MPa. f -400MP.. (D) 60 280 60 75 350 75 1. coleoThe cantilever beam shown in Figure P5.8-4 is a W10 × 77 of A992 steel. There isno lateral support other than at the fixed end. Use an unbraced length equal to the spanlength and determine whether the beam is adequate. The uniform load is a servicedead load that includes the beam weight, and the concentrated load is a service liveload.a. Use LRFD.b. Use ASD.
- Q4 For the simply supported beam shown in Figure below, design the cross section against the maximum bending moment using Working Stress Method. The width of beam is 300 mm. Use 025 mm, fe 10 Mpa, f P-40 kN WD L) 14.32 kN/m (Including self-weight) L-8mHow 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 mmª1. Design the most economical A36 steel base bf plate to resist a dead lgad = 1,400 kN and a live load = 1,700 kN. The column is supported by a m 700 mm x 700 mm concrete pedestal with fc' = 27 MPa. The column section used is W14x500. d. 0.95d N A W16x100 is used as a column to carry an axial load of 1,200 kN. Design a base plate to support the column such that m & n_are approximately the same. The base plate is to rest fully on a concrete pedestal with fc' = 21 MPa. Use A50 steel base plate. 2. m •0.80bf n RING
- An 80-foot long plate girder (see below) is fabricated from a ½-inch x 78-inch web and two 3inch x 22-inch flanges. Continuous lateral support is provided. The steel is A992. The loading consists of a uniform service dead load of 1.0 kip/ft (including the self-weight), a uniform service live load of 2.0 kips/ft, and a concentrated service live load of 500 kips at midspan. Stiffeners are placed at each end and at 4 feet, 16 feet, and 28 feet from each end. Once stiffener is placed at midspan. Determine whether the flexural strength is adequate using LRFD.Select an A992 W-shape for beam AB of the floor system shown in Figure. In addition to the weight of the beam, the dead load consists of a 5-inch-thick reinforced concrete slab (normal-weight concrete). The live load is 80 psf, and there is a 20-psf partition load. The total deflection must not exceed L/240. a. Use LRFD. b. Use ASDA built up section of A992 steel, F, = 345 mPa is %3D made from plates fully welded together. The flanges consist of PL16×380 and PL12×500 for the web. Use the NSCP 2015 specifications. PL16×380 W̟ = 1.5wp A Wu = 3.6wp 10m Which of the following best gives the maximum service dead load, wp? O 40.2 kN/m 26.8 kN/m O 10.8 kN/m O 96.6 kN/m B. PL12x500