3. Use A992 steel and select a W shape for the loads and moments shown in the picture. The loads and momentsare unfactored and are 25% dead load and 75% live load. The member is part of a braced frame. Use Kx = Ky =1.0.236 kP = 80 k15'168 ft-kM133 ft-k43 ft-kT16'MyMntx=27 ft-kMy=9ft-kProblem 2Problem 3

Answered: Image /qna-images/answer/2d8ec523-5e91-4e19-bdf5-f87ced8f9cdd.jpg

Answered: 3. Use A992 steel and select a W shape…

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter10: Plate Girders

Section: Chapter Questions

Problem 10.7.3P

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Similar questions

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.
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.
Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.
The given beam is laterally supported at the ends and at the 1 3 points (points 1, 2, 3, and 4). The concentrated load is a service live load. Use Fy=50 ksi and select a W-shape. Do not check deflections. 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.
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?
Use A992 steel and select a W14 shape for an axially loaded column to meet the following specifications: The length is 22 feet, both ends are pinned, and there is bracing in the weak direction at a point 10 feet from the top. The service dead load is 142 kips, and the service live load is 356 hips. a. Use LRFD. b. Use ASD.
Verify the value of Zx for a W1850 that is tabulated in the dimensions and properties tables in Part 1 of the Manual.

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ISBN:

9781337094740

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Segui, William T.

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