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 4, Problem 4.3.4P
To determine
(a)
The design strength for LRFD and allowed strength for ASD.
To determine
(b)
The design strength for LRFD and allowed strength for ASD.
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A W12x79 of A573 Grade 60 (Fy=415 MPa) steel is used as a compression member. It is 8 m long, pinned at the top fixed at the bottom, and has additional support in the weak direction at mid-height. Properties of the section are as follows:
A = 14,500 mm^2
Ix = 258.6 x 10^6 mm^4
Iy = 84.375 x 10^6 mm^4
Calculate the effective slenderness ratio with respect to strong axis buckling using theoretical value of k.
Select a WT section for the compression member shown in Figure . The load is the total service load, with a live-to-dead load ratio of 2.5:1. Use Fy 5 50 ksi. a. Use LRFD.
b. Use ASD
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.
Chapter 4 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 4 - Prob. 4.3.1PCh. 4 - Prob. 4.3.2PCh. 4 - Prob. 4.3.3PCh. 4 - Prob. 4.3.4PCh. 4 - Prob. 4.3.5PCh. 4 - Prob. 4.3.6PCh. 4 - Prob. 4.3.7PCh. 4 - Prob. 4.3.8PCh. 4 - Prob. 4.4.1PCh. 4 - Prob. 4.4.2P
Ch. 4 - Prob. 4.6.1PCh. 4 - Prob. 4.6.2PCh. 4 - Prob. 4.6.3PCh. 4 - Prob. 4.6.4PCh. 4 - Prob. 4.6.5PCh. 4 - Prob. 4.6.6PCh. 4 - Prob. 4.6.7PCh. 4 - Prob. 4.6.8PCh. 4 - Prob. 4.6.9PCh. 4 - Prob. 4.7.1PCh. 4 - Prob. 4.7.2PCh. 4 - Prob. 4.7.3PCh. 4 - Use A992 steel and select a W14 shape for an...Ch. 4 - Prob. 4.7.5PCh. 4 - Prob. 4.7.6PCh. 4 - Prob. 4.7.7PCh. 4 - The frame shown in Figure P4.7-8 is unbraced, and...Ch. 4 - Prob. 4.7.9PCh. 4 - Prob. 4.7.10PCh. 4 - Prob. 4.7.11PCh. 4 - Prob. 4.7.12PCh. 4 - Prob. 4.7.13PCh. 4 - Prob. 4.7.14PCh. 4 - Prob. 4.8.1PCh. 4 - Prob. 4.8.2PCh. 4 - Prob. 4.8.3PCh. 4 - Prob. 4.8.4PCh. 4 - Prob. 4.9.1PCh. 4 - Prob. 4.9.2PCh. 4 - Prob. 4.9.3PCh. 4 - Prob. 4.9.4PCh. 4 - Prob. 4.9.5PCh. 4 - Prob. 4.9.6PCh. 4 - Prob. 4.9.7PCh. 4 - Prob. 4.9.8PCh. 4 - Prob. 4.9.9PCh. 4 - Prob. 4.9.10PCh. 4 - Prob. 4.9.11PCh. 4 - Prob. 4.9.12P
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- Check the adequacy of the column shown in red colour with the 200UC59.5 section. The material is 300 Plus. Dead and live loads for all floors are the same as shown in Figure 1. All the support conditions are shown in the Figure. For bending about the minor axis, y, there is an intermediate secondary member that prevents its buckling and the column is simply supported. In case of buckling about the major axis, x, there is no intermediate lateral support and the column is pinned at the top and fixed at the bottom.arrow_forwardSelect the best rectangular (not square) HSS for a column to support a service dead load of 33 kips and a service live load of 82 kips. The member is 27 feet long and is pinned at the ends. It is supported in the weak direction at a point 12 feet from the top. Use Fy 5 46 ksi. a. Use LRFD. b. Use ASD.arrow_forwardUsing LRFD select the lightest W 14 section to carry a service load P of 100 kips dead load and 400 kips live load. The compression load acts with an eccentricity of 12-inches with respect to the strong axis. Use A992 steel (Fy = 50 ksi). Take the unbraced length to be L. This beam-column is part of a braced frame (BF) system. Please determine Cb and use it. Take Cm = 1.0. Since this can involve many iterations, start the problem by selecting a column meant to resist an ‘equivalent’ axial load of Pu plus 140% of the Mu. (use kips as the unit for Mu). I.E.: Pu,eq = Pu + 1.4*Mu (gives result in kips). Also, note that regardless of the results of this first attempt, the beam-column must meet the AISC criteria of H1-1a or H1-1b as usual. Note: This ‘equivalent’ method was first published in the AISC Engineering Journal by Uang, Watter, and Leet.arrow_forward
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- A compression member is built up from a W14 X 90 and a W10 x 49, both A992 steel. a. Compute rx and ry for the built-up shape. b. Compute the available strength for KxL = KyL = 30 feet. Using LRFD and ASD design.arrow_forwardDetermine the available strength of the compression member shown in Figure , in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for 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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