16. 6-19. Determine the LRFD design strength and the ASD allowable strength of the section shown if snug-tight bolts 3 ft on center are used to connect the A36angles. The two angles, 4x3x3/8, are oriented with the long legs back-to-back(2L4×3×3/8 LLBB) and separated by 3/8 in. The effective length, (Lc)x=(Lc)y=12 ft.

2- A double-angle tension member, 2L 3 x 2 × 1/4 LLBB, of A36 steel is subjected to a dead load of 12 kips and a live load of 36 kips. It is connected to a gusset plate with 3/4-inch-diameter bolts through the long legs. Does this member have enough strength? Assume that Ae = 0.85An.

2-4 A tension member must be designed for a service dead load of 18 kips and a service live load of 2 kips. a. If load and resistance factor design is used, determine the maxi-mum factored load (required strength) and the controlling AISC load combination. b. If allowable strength design is used, determine the maximum load(required strength) and the controlling AISC load combination.

A steel frame has pinned supports at A and D and it has rigid joints at B and C. It is supported and loaded as shown in Figure Q3. The plastic moment for the columns AB and CD is 150 kN.m and for the beam BC is 300 kN.m. a) Use plastic analysis to determine the load factor for collapse. Consider all three possible collapse mechanisms. b) What would be the effect on your calculations if a lateral support was introduced to the structure at position C?FA

1- The tension member shown in Figure is a PL 1/2x 8 of A36 steel (Fy = 36 ksi and Fu =58ksi). The member is connected to a gusset plate with 11/8 inch-diameter bolts. It is subjected to the dead and live loads shown. Does this member have enough strength? Assume that Ae = An- Use LRFD.

For the floor plan shown below, compute The uniformly distributed dead load on the floor framing plan shown below is 40 psf. a) Establish the tributary area in sq. ft. for girder Gl. (9 pts) b) Establish the design dead load in plf for floor beam B3. (8 pts) c) Establish the design dead load in kips for column B2. (8 pts)

A PL x 6 tension member is welded to a gusset plate as shown in Figure P3.2-2. The steel has a yield stress F, = 50 ksi and an ultimate tensile stress F = 65 ksi. Assume that A, = A̟ and compute a. the design strength for LRFD b. the allowable strength for ASD

A vertical AISI 1045 cold drawn steel bar ABC is supported at its upper end and loaded by a static forceP₁ = 2250 lbat its lower end as shown in Figure 1. A horizontal beam BDE is pinned to the vertical barat point B and supported at point D. The beam carries a static force P₂ = 5800 lb at end E. The upperpart of the vertical bar (segment AB) has length L₁ = 2.0 in and diameter d₁ = 0.564 in; the lower part of the vertical bar (segment BC) has length L₂ = 3.0 in and diameter d₂ = 0.451 in. The left and right hand parts of beam BDE have lengths a = 2.8 in and b = 2.5 in, respectively. The fillets and pinholes on bar ABC can be neglected. Analyze the applied stresses, strains, principle stresses, Von Mises stresses, and factor of safety of segments AB and BC, and the vertical displacement at point C. using both theoretical equations and-computationally. Compare and discuss the results of your analyses. Suggest relevant design changes-based on your analyses. Include figures and tables as necessary to support and communicate your findings. Make sure to clearly discuss any relevant assumptions and explain the details of your computational analysis setup.

A tension member must be designed for a service dead load of 18 kips and a service live load of 2 kips. a. If load and resistance factor design is used, determine the maxi-mum factored load (required strength) and the controlling AISC load combination. b. If allowable strength design is used, determine the maximum load(required strength) and the controlling AISC load combination.