The cross-section shown is used to support the loads on the beam below. The moment of inertia of the section is |= 1384 in and distance of the centroid of the section from the bottom is y = 5.8 in. [MA-4000 lb-ft, w=900 lb/ft, P=1500 lb, a = 5 ft, b = 8 ft, c = 3 ft, d = 6 ft] Ma 15 in 1.5 in 13 in. 2 in 11 in. Cross section of the beam Determine the maximum tension bending stress at any location along the beam.

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.

Compute the nominal shear strength of an M1211.8 of A572 Grade 65 steel.

The frame shown in Figure P4.7-8 is unbraced, and bending is about the x-axis of the members. All beams areW1835, and all columns areW1054. a. Determine the effective length factor Kx for column AB. Do not consider the stiffness reduction factor. b. Determine the effective length factor Kx for column BC. Do not consider the stiffness reduction factor. c. If Fy=50 ksi, is the stiffness reduction factor applicable to these columns?

A column in a building is subjected to the following load effects: 9 kips compression from dead load 5 kips compression from roof live load 6 kips compression from snow 7 kips compression from 3 inches of rain accumulated on the roof 8 kips compression from wind a. If lead and resistance factor design is used, determine the factored load (required strength) to be used in the design of the column. Which AISC load combination controls? b. What is the required design strength of the Column? c. What is the required nominal strength of the column for a resistance factor of 0.90? d. If allowable strength design is used, determine the required load capacity (required strength) to be used in the design of the column. Which AISC load combination controls? e. What is the required nominal strength of the column for a safety factor of 1.67?

The member shown in Figure P6.6-4 is part of a braced frame. The load and moments are computed from service loads, and bending is about the x axis (the end shears are not shown). The frame analysis was performed consistent with the effective length method, so the flexural rigidity. EI, was unreduced. Use Kx=0.9. The load and moments are 30 dead load and 70 live load. Determine whether this member satisfies the appropriate AISC interaction equation. a. Use LRFD. b. Use ASD.

If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.