Use LRFD and (a) Select a W 18 of A992 steel. Use the column load tables. (b) Select a W14 of A572 Grade 60 steel. Use the trial-and-error approach covered in section 4.6 of the textbook.
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- Q. The (10+0.5R)-ft-long steel column is an W8 x 40 section that is fixed at both ends. The midpoint of the column is braced by two cables that prevent displacement in the x-direction. Determine the critical value of the axial load P. Use E = 29 x 106 psi for steel. Where R=37 Kindly answer this question as soon as. Figures are attachedThe beam shown below has continuous lateral support of both flanges. The uniform load isa service load consisting of 50% dead load and 50% live load. The dead load includes the weight ofthe beam. If A992 steel is used, is a W16x31 adequate? Apply the Cb (moment gradient) factor tosolve for the moment capacity. Solve using LRFD only. As part of the solution draw the shear andmoment diagrams to scale and identify the max and min moments.EXS:Design the cantilever slab shown in the figure below (The figure is top view). The slab carry service dead load is 3 i—’; (not include self weight)and service live load is 5 2% Use effective cover=25mm & use f'; = 27.6MPa, f, = 414Mpa.Neglect the moment & shear for check the depth of the slab. ‘ -] 8m
- 2. A square aluminum bar is to support a load of 65kN on a length of 4.50 m. Assume pinned ends, Determine the length of each side E-70 GPa.A W21 x 101 is used as compression member with one end fixed and the other end free. The length is 10 feet. What is the nominal compressive strength if Fy 5 50 ksi? Note that this is a slender-element compression member, and the equations of AISC Section E7 must be useA Wx35 steel column has an unsupported height of 6m. Use A36 steel with Fy = 248 MPa and E = 200,000 MPa. A = 6634 rx=88.9 mm ry = 51.56 mm Determine the safe axial load if one end is fixed and the other is pinned.
- Design a 355mm wide rectangular short tied column with bars only in two end faces for Pu = 2224 kN, Mu = 339 kN m, f'c = 27.6 MPa (4ksi) and fy = 413.7 MPa (60ksi), and effective cover of 25mm. Select a column size (provide the dimension "h") with approximately 2% steel. Use interaction diagrams shown below.. (See Figure 1 for column section) 355 mm X Figure 1 k к h4.4-2 A W21 × 101 is used as a compression member with one end fixed and the other endfree. The length is 10 feet. What is the nominal compressive strength if Fy = 50 ksi?Note that this is a slender-element compression member, and the equations of AISCSection E7 must be used. 4.6-2 A 15-foot long column is pinned at the bottom and fixed against rotation but free totranslate at the top. It must support a service dead load of 100 kips and a service liveload of 100 kips.a. Select a W12 of A992 steel. Use the column load tables.1. Use LRFD.2. Use ASD.b. Select a W16 of A992 steel. Use the trial-and-error approach covered in Section 4.6.1. Use LRFD.2. Use ASD.A column is to support an axial dead load of 900 kN and an axial live load of 1240 kN. Use fy = 414 MPa and f’c = 27.6 MPa. Assume 2% steel ratio and use 28 mm main bars and 10 mm ties/ spiral. Use NSCP 2015- and a 30-mm steel cover
- Determine the maximum factored load Wu that the beam can carry. The beam has dimensions b =250mm, d=425mm and the 2- legged, 10mmØ stirrups are spaced at 150mm o.c throughout. Use fc’=30MPa and Grade 40 rebars.For the flat plate shown in the figure below (edge beam are not used), design the hatchedframe (middle and column strips) in the N-S direction.Given:- fc = 28MPa , f y = 420MPa- Super imposed dead load = 4 kN/m^2- Live Load = 3 kN/m^21.Select a W12 of A992 steel. Use the column load tables. Use LRFD.2. For the conditions shown in Figure, use LRFD and select a W10 of A992 steel. Use LRFD.