Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 4, Problem 4.4PFS
To determine
The lightest section of
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A W8 x 35 tension member with no holes, consisting of Fy = 50 ksi steel (Fu = 65 ksi), is subjected to service loads PD = 50 k and PL = 30 k and to service moments MDx = 35 ft-k and MLx = 25 ft-k. Is the member satisfactory if Lb = 12 ft and if Cb = 1.0?
Select sections for the conditions described, using Fy = 50 ksi and Fu = 65 ksi, unless otherwise noted, and neglecting block shear.
Select the lightest W12 section available to support working tensile loads of PD =120 k and PW = 288 k. The member is to be 20 ft long and is assumed to have two lines of holes for 3/4-in Ø bolts in each flange. There will be at least three holes in each line 3 in on center.
A constructed beam ACB has a cross section of 1.5in X 1.5 in supported by a column CE having a cross section of 1in X 1in. Assuming that the allowable stresses for the connecting bolt for point C is 24 ksi for shearing and 30 ksi for bearing, determine the minimum diameter of the bolt required in Inches.
Chapter 4 Solutions
Structural Steel Design (6th Edition)
Ch. 4 - Prob. 4.1PFSCh. 4 - Prob. 4.2PFSCh. 4 - Prob. 4.3PFSCh. 4 - Prob. 4.4PFSCh. 4 - Prob. 4.5PFSCh. 4 - Prob. 4.6PFSCh. 4 - Prob. 4.7PFSCh. 4 - Prob. 4.8PFSCh. 4 - Prob. 4.9PFSCh. 4 - Prob. 4.10PFS
Ch. 4 - Prob. 4.11PFSCh. 4 - Prob. 4.12PFSCh. 4 - Prob. 4.13PFSCh. 4 - Prob. 4.14PFSCh. 4 - Prob. 4.15PFSCh. 4 - Prob. 4.16PFSCh. 4 - Prob. 4.17PFSCh. 4 - Prob. 4.18PFSCh. 4 - Prob. 4.19PFSCh. 4 - Prob. 4.20PFSCh. 4 - Prob. 4.21PFSCh. 4 - Prob. 4.22PFSCh. 4 - Prob. 4.23PFSCh. 4 - Prob. 4.24PFSCh. 4 - Prob. 4.25PFSCh. 4 - Prob. 4.26PFS
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- Select the lightest available W sections of A992 steel for the beams only shown in figure. The floor slab is 6 in reinforced concrete (weight = 150 lb/ft3) and supports a 125 psf uniform live load. Assume that continuous lateral bracing of the compression flange is provided. The maximum permissible TL deflection is L/240. Include bending, shear and deflection. Solve according to AISC-LRFD specifications. TIAarrow_forwardCheck the w14x99 beam column loaded as shown using aisc interaction equations. the column is pinned top and bottom for both x- and y-axis buckling. The compression flange is laterally supported at the ends only. Use A992 steel and Fy = 50 ksi. Note that section data is provided.arrow_forwardDetermine the available strength of the compression member made of a single angle L 5x3x1/2 with a length of 15 feet. Compute design strengths for both LRFD and ASDarrow_forward
- For the beam loaded as shown, calculate the values of maximum shearing force and maximum bending moment. Also, determine the bending moment at E. (Please provide detailed solution with FBD please, thank you) Vmax = ? kip Mmax = ? kip-ft ME = ? kip-ftarrow_forwardA 50 ksi W12 x 40 tension member with no holes is subjected to the axial loads PD = 25 k and PL = 30 k, as well as the bending moments MDy = 10 ft-k and MLy = 25 ft-k. Is the member satisfactory if Lb < Lp?arrow_forwardFor the floor system shown below, the un-factored live load is 100 psf and un-factored dead load is 150 psf including self-wt. Draw the free body diagram for B2 Draw the free body diagram for G1 Assuming Fy = 50 ksi, wu = 2.5 k/ft and the floor beam B2, is only braced at the supports, select the lightest W section that will safely carry the load in bending, shear and deflection. Use l/360. Assuming Fy = 50 ksi, l = 20 ft, pin-pin connection and PDES = 104 k, select the lightest, rectangular HSS section for column C1 that will safely carry the load in compression. Using the design load of wu = 2.5 k/ft for the floor beam B2, select the lightest W section for girder G1 that will safely carry the load in bending and shear. The girder is supported throughout its length.arrow_forward
- The beam shown is a two-span beam with a hinge in the center of the left span. There iscontinuous lateral support. The concentrated loads are service loads. Determine whether a W12x79of A992 steel is adequate. Use LRFD. Don’t forget to include self-weight. Please draw the completeshear diagram for the beamarrow_forwardA W12x30 tension member with no holes is subjected to an axial load P, which is 40 percent dead load and 60 percent live load and a uniform service wind load of 2.40 k/ft. The member is 14 ft long, laterally braced at its ends only and bending is about the x-axis. Assume Cb=1.0, Fy=50 ksi and Fu=65 ksi. What is the maximum value of P for this member to be satisfactory? a.) LFRD b.) ASDarrow_forwardDoes the column shown below have enough available strength to support the given working loads?Use LRFD. Take E=20,232 ksi ,ry=2.3 in, K=1,Fy=59.0 ksi, Ag=32.7 inarrow_forward
- Select the lightest available W12 section (Fy = 50 ksi, Fu = 65 ksi) to supportservice loads PD = 50 k and PL = 90 k and to service moments MDx = 20 ft-k and MLx = 35 ft-k. The member is 14 ft long and is laterally braced at its ends only. Assume Cb = 1.0.arrow_forwardSelect sections for the conditions described, using Fy = 50 ksi and Fu = 65 ksi, unless otherwise noted, and neglecting block shear. Select the lightest S section that will safely support the service tensile loads PD = 75 k and PL = 40 k.The member is to be 20 ft long and is assumed to have one line of holes for 3/4-in Ø bolts in each flange. Assume that there are at least three holes in each line 4 in on center. Use A36 steel.arrow_forwardDetermine the maximum ultimate axial capacity (steel Pn,kn) of the square column section of 250mm X 250 mm with 4-20mm RSB , grade 40 . d'= 62.5 mm, fc'= 20MPa.arrow_forward
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