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 7, Problem 7.11.9P
To determine
The design of the welded connection and to select a double-angle tension member by using ASD method.
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Select a double-angle tension member and design a welded connection to resist a dead load of 12 kips and a live load of 36 kips. The member will be 16 feet long and will be connected to a 5/8-inch-thick gusset plate. Use A36 steel for both the tension member and the gusset plate. Show your results on a sketch, complete with dimensions.
Design a welded connection. The given loads are service loads. Use Fy =50 ksi for the angle tension member and Fy=36 ksi for the gusset plate. Show your results on a sketch, complete with dimensions.
a. Use LRFD.
b. Use ASD.
A 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0.a) Determine the design tensile strength of the section based on yielding of the gross area.b) Determine the critical net area of the connection shown.
Chapter 7 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 7 - Prob. 7.3.1PCh. 7 - Prob. 7.3.2PCh. 7 - Prob. 7.4.1PCh. 7 - Prob. 7.4.2PCh. 7 - Prob. 7.4.3PCh. 7 - Prob. 7.4.4PCh. 7 - Prob. 7.4.5PCh. 7 - Prob. 7.4.6PCh. 7 - Prob. 7.6.1PCh. 7 - Prob. 7.6.2P
Ch. 7 - Prob. 7.6.3PCh. 7 - Prob. 7.6.4PCh. 7 - Prob. 7.6.5PCh. 7 - Prob. 7.6.6PCh. 7 - Prob. 7.7.1PCh. 7 - Prob. 7.7.2PCh. 7 - Prob. 7.7.3PCh. 7 - Prob. 7.8.1PCh. 7 - Determine the adequacy of the hanger connection in...Ch. 7 - Prob. 7.9.1PCh. 7 - Prob. 7.9.2PCh. 7 - Prob. 7.9.3PCh. 7 - Prob. 7.9.4PCh. 7 - Prob. 7.9.5PCh. 7 - Prob. 7.11.1PCh. 7 - Prob. 7.11.2PCh. 7 - Prob. 7.11.3PCh. 7 - Prob. 7.11.4PCh. 7 - Prob. 7.11.5PCh. 7 - Prob. 7.11.6PCh. 7 - Prob. 7.11.7PCh. 7 - Prob. 7.11.8PCh. 7 - Prob. 7.11.9PCh. 7 - Prob. 7.11.10P
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- Use load and resistance factor design and select a W shape with a nominal depth of 10 inches (a W 10) to resist a dead load of 175 kips and a live load of 175 kips. The connection will be through the flanges with two lines of 11 4 -inch-diameter bolts in each flange, as shown in Figure P3.6-6. Each line contains more than two bolts. The length of the member is 30 feet. Use A588 steal.arrow_forwardSelect an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.arrow_forwardA 15" x 3/8" bar of A572 Gr. 50 steel is used as a tension member. It is connected to a gusset plate with 7/8-in diameter bolts as shown in the figure. Use s = 2.0 and g = 3.0. Determine the critical net area of the connection shown. Determine the design tensile strength of the section based on yielding of the gross area.arrow_forward
- Use LRFD and select an American Standard Channel shape for the following tensile loads: dead load = 330 kN , live load = 188 kN, and wind load = 926 kN. The connection will be with two 250 mm long longitudinal welds. Use an estimated shear lag factor of U = 0.85. Once the member has been selected, compute the actual value of U and revise the design if necessary. The length is 5.0 m. Use A992 steel (Fy = 50 ksi; and Fu = 65 ksi)arrow_forwardCalculate the strength of a 75 × 50 × 6 mm when used as a tension member with its longer leg connected byI. 16 mm diameter rivetsII. Fillet weldarrow_forwardA bolted connection shown consists of two plates 300mm x12mm connected by 4 - 22 mm diameter bolts. Edge distances = 75mm dhole for tensile and rupture = db + 3 mm dhole for bearing strength for Lc = db + 1.5 mm Fy = 248 Mpa Fu = 400 Mpa Fn = 330 Mpa Use LRFD design method. Determine the design strength due to the gross yielding of plates. (kN)arrow_forward
- An L6 x 4 x 1⁄2 is used in a seated beam connection, as shown in Figure . It must support a service load reaction of 5 kips dead load and 10 kips live load. The angles are A36 and the column is A992. E70XX electrodes are to be used. What size fillet welds are required for the connection to the column flange?arrow_forwardUsing A36 steel, determine the block shear strength of the member, and bearingand shearing strength of the connection. Refer to the figure below. Let S1 = 50 mm, S2 = 65mm, g = 100 mm. section: C15 x 40 bolt diameter: 20mmarrow_forwardThe tension member shown in Figure below is a PL 1⁄2 × 8 of A36 steel. The member is connected to a gusset plate with-11⁄8 inch-diameter bolts. It is subjected to the dead and live loads shown. Does this member have enough strength? Assume that Ae = 0.85 Anarrow_forward
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