Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 4, Problem 4.19PFS
To determine
The selection of a pair of C8 channels for a tension member.
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A W16 x 45 of A992 steel is connected to a plate at each flange as shown. Determine the nominal strength based on the net section. Use Equation 3.1 for the shear lag factor.
Select the lightest C section that will safely support the service tensile loads PD=89 kN
and PL = 150 kN.
The member is to be 3.60 m long and is assumed to have only a transverse weld at the end of the channel.
A36 steel is used. Use A36 steel. Ignore block shear.
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 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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- For following tensioned loads PD=80kips and PL=120kips and by using LRFD method, select the lightest WT6 channel shape to be used as a 20ft long. The member will be connected by a longitudinal weld to flange only (6in) in long at the end. Use A992 Grade (Fy= 50ksi and Fu=65ksi)arrow_forwardUse A36 steel and select a single-angle tension member to resist a service dead load of 13 kips and a service live load of 45 kips. Assume that the member will be connected to a 3⁄8- inch-thick gusset plate with a single line of five 7⁄8-inch diameter bolts. The member is 15 feet long. Note that the block shear strength failure must be consider for the design.arrow_forwardA welded tension member is consisting of two channels placed 400mm back to back with flanges turned out. Select a channel for factored tensile of 4RKN using A36 steel and AISC specifications.The member is to be 15m long. Take R= 433.5 Factored design load= R*4arrow_forward
- Select an ST shape to be used as a 20 ft long tension member that will safely support the service tensile loads:PD = 35 k,PL = 115 k, and PS = 65 k (snow). The connection is through the flange with two lines of three 3/4-in Ø bolts 4 in on center.Use A572 Grade 50 steel. Neglect block shear.arrow_forwardWT8x50 11 at a spacing of 3” and placed in gr$ 12x ²4 " Plate with eight 7/8" bolts. ½ bolts. two rows, Please determine the shear lag factor (consider case 2 & case 7) and Ae of WT8850.arrow_forwardA double channel shape is used as a tension member. The channels are bolted to a gusset plate with 22mm diameter bolts. Fy-channel = 345 MPa, Fu-channel = 450 MPa Fy-plate = 248 MPa, Fu-plate = 400 MPa Achannel = 3555 mm^2, tw = 12.18 mm, Shear lag factor = 0.90 B. Determine the allowable tensile strength of the tension member based on its gross area.arrow_forward
- The plate shown is attached by using three M12x2 grade 8.8 bolts. Which screw is subjected to the largest stress? What safe load ( static) F can be supported by the screw for n=1.5.arrow_forwardSelect a 30-ft long W12 section of A992 steel to support a tensile servicedead load of 130 kips and a tensile service live load of 110 kips. Asshown in the figure, the member is to have a two lines of bolts in eachflange for 7/8-in bolts (at least three in a line 4 in. on center).Use Fy = 50 ksi and Fu = 65 ksi.arrow_forwardBottom chord of truss is composed of two angle bars each having a dimension of 151 mm x 198 mm x 7 mm. Between them is a gusset plate, 9.5mm thick. At each end of joints, four 19mm-dia. bolts are fastened along the gage line, having an edge distance of 38 mm and 55.8mm pitch. Use A36 steel Fy = 248 MPa Fu = 400 MPa spacing of bolt = 67.3 mm Compute the capacity of the bottom chord based on block shear strength, in KN.arrow_forward
- A plate 1⁄2 3 4 of A36 steel is used as a tension member to carry a service dead load of 6 kips and a service live load of 18 kips. It is to be attached to a 3⁄8-inch gusset plate, as shown in Figure. Design a welded connection.arrow_forwardA double-angle shape, 2L7 3 4 3 3⁄8, is used as a tension member. The twoangles are connected to a gusset plate with 7⁄8-inch-diameter bolts throughthe 7-inch legs, as shown in Figure P3.4-5. A572 Grade 50 steel is used.a. Compute the design strength.b. Compute the allowable strength.arrow_forwardEx: For a cantilever beam of length (L) subject 1 a concentrated load (P), shown in fgure, Find - 1 Max.tension and compression bending stress in beam section 2. Determine the proper spacing of the nails used 10 fix the flange boards to the web. The nals o be used can safely resist (F) of shearing force, given in 3 - “Table below. I»arrow_forward
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