Required information Bearing reactions R₁ and R₂ are exerted on the shaft shown in the figure, which rotates at 950 rev/min and supports an 9- kip bending force. Use a 1095 HR steel. Specify a diameter d using a design factor of nd= 1.6 for a life of 10 hr. The surfaces are machined. Assume k = 0.85 and q=0.85.

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.

Figure 1 shows the cross section of a steel plate girder of Grade 300 steel. The yield stress ofthe web is f = 310 MPa. (a) Determine the design shear capacity of the unstiffened plate girder web. (b) Determine the design shear capacity of the stiffened plate girder web if intermediate transverse stiffeners are spaced at 1800 mm. (c) Determine the design shear capacity of the end panel of the welded stiffened plate girder if the width of the end panel is 1800 mm and there is no post. (d) Check the adequacy of a pair of intermediate transverse web stiffeners 100x16 mm of Grade 300 steel for the plate girder. The intermediate stiffeners are spaced at 1800mm. The flanges of the girder are not restrained by other structural elements against rotation. The yield stress of the stiffeners is fy = 300 MPa. O Check the adequacy of a pair of load-bearing stiffeners 100x16 mm of Grade 300 steel which are above the support of the plate girder. The flanges of the girder are not restrained by other structural elements against rotation. The girder is supported on astiff bearing 300 mm long. The end panel width is 1000 mm and the design reaction is1400 kN. The yield stress of the load-bearing stiffeners is f, = 300 MPa

The figure below shows the arrangement of beams and girders that are used to support a5 inch thick normal weight reinforced concrete (150 pcf) floor slab for a small industrial building. Design the beams AND girders assuming that they are simply supported. Assume full lateral support of the compression flange and a live load of 80psf. Note that the floor and arrangement of beams, girders, and columns continues in the same manner shown onall sides of the framing plan.

What is the LRFD design yielding limit strength (kips)for a HSS 4x4x3/8 for A500 Gr. B? O a. 249 kips O b. 57.9 kips O c. 196 kips d. 73.3 kips e. 198 kips

What is the moment of inertia for the W16x100 in the weak axis (y-y axis)? a. 113 in4 O b. 186 in4 c. 190 in4 O d. 1530 in4 e. 999 in4

The Shear Modulus of Elasticity of Steel is 11,200 ksi. True False

. 6-20. Repeat Prob. 6-19 if the angles are welded together with their long legs back-to-back at intervals of 4 ft.

5.5-2 The given beam has continuous lateral support. If the live load is twice the dead load, what is the maximum total service load, in kips/ft, that can be supported? A992 steel is used. a. Use LRFD. b. Use ASD.

1. Draw a stress-strain diagram for mild strength steel and label the yield point, the ultimate stress, the fracture point, the slope of the elastic region, and the value of the slope in ksi. (5 points)