Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN: 9781337094740
Author: Segui, William T.
Publisher: Cengage Learning
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Question
Chapter 6, Problem 6.6.8P
To determine
(a)
The codal provisions of the member using LRFD.
To determine
(b)
The codal provisions of the member using ASD.
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How much service live load, in kips per foot, can be supported? The member weight is the only dead load. The axial compressive load consists of a service dead load of 10 kips and a service live load of 20 kips. Do not consider moment amplification. Bending is about the x axis, and the steel is A992. a. Use LRFD. b. Use ASD.
Design the beam to resist the loads shown. Take fc = 9 MPa, fs = 124 MPa, n = 11, bar diameter = 20 mm. Take b = d/2. Use WSD method.
Select a rectangular (not square) HSS for use as a 15-foot-long compression member that must resist a service dead load of 35 kips and a service live load of 80 kips. The member will be pinned at each end, with additional support in the weak direction at midheight. Use A500 Grade C steel. a. Use LRFD. b. Use ASD
Chapter 6 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 6 - Prob. 6.2.1PCh. 6 - Prob. 6.2.2PCh. 6 - Prob. 6.6.1PCh. 6 - Prob. 6.6.2PCh. 6 - Prob. 6.6.3PCh. 6 - The member shown in Figure P6.6-4 is part of a...Ch. 6 - Prob. 6.6.5PCh. 6 - Prob. 6.6.6PCh. 6 - Prob. 6.6.7PCh. 6 - Prob. 6.6.8P
Ch. 6 - Prob. 6.6.9PCh. 6 - Prob. 6.6.10PCh. 6 - Prob. 6.6.11PCh. 6 - Prob. 6.6.12PCh. 6 - Prob. 6.6.13PCh. 6 - Prob. 6.7.1PCh. 6 - Prob. 6.7.2PCh. 6 - Prob. 6.8.1PCh. 6 - Prob. 6.8.2PCh. 6 - Prob. 6.8.3PCh. 6 - Prob. 6.8.4PCh. 6 - Prob. 6.8.5PCh. 6 - Prob. 6.8.6PCh. 6 - Prob. 6.8.7PCh. 6 - Prob. 6.8.8PCh. 6 - Prob. 6.8.9PCh. 6 - Prob. 6.8.10PCh. 6 - Prob. 6.9.1PCh. 6 - Prob. 6.9.2P
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- 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.arrow_forwardA 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.arrow_forwardIf 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.arrow_forward
- 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.arrow_forwardUse 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.arrow_forwardThe given frame is unbraced, and bending is about the x axis of each member. The axial dead load supported by column AB is 204 kips, and the axial live load is 408 kips. Fy = 50 ksi. Determine Kx for member AB. Use the stiffness reduction factor if possible. a. Use LRFD. b. Use ASDarrow_forward
- 2. The beam shown in Figure P5.8-3 is a W16 × 31 of A992 steel and has continuous lateral support. The two concentrated loads are service live loads. Neglect the weight of the beam and determine whether the beam is adequate for flexure and shear. a. Use LRFD. b. Use ASD.arrow_forwardA W21 3 68 of A992 steel is used as a simply supported beam with a span length of 50 feet. The only load in addition to the beam weight is a uniform live load. If lateral support is provided at 10-foot intervals, what is the maximum service live load, in kipsyft, that can be supported? a. Use LRFD. b. Use ASD.arrow_forwardThe steel is supported by the steel tie rod in AB beam B. Steel connection tension rod is placed 2 meters to the left of B and C sliding bracket is placed and P is loaded between AC It is. By ignoring the weights of beams and connecting rods, they can be determine the largest P load it can carry. The diameter of the BD rod is 16 mm. E = 200GPa I = 150x(10^6)mm^4arrow_forward
- A W12 x 79 of A572 Grade 60 steel is used as a compression member. It is 28 feet long, pinned at each end, and has additional support in the weak direction at a point 12 feet from the top. Can this member resist a service dead load of 180 kips and a service live load of 320 kips? a. Use LRFD. b. Use ASD.arrow_forwardDesign a column base plate for a W10 x 33 column supporting a service dead load of 20 kips and a service live load of 50 kips. The column is supported by a 12-inchx 12-inch concrete pier. Use A36 steel and f ,c= 3 ksi. a. Use LRFD. b. Use ASDarrow_forward
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