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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Chapter 3, Problem 3.7.4P
To determine
The size of threaded rod using load and resistance factor design method.
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A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by ¾ inch boltas shown below. Use A36 steel with Fy=36 ksi and Fu=58 ksi
Determine the Yielding Capacity of the section based on LRFD (kips)
A cantilever beam having a 4m span carries a uniformly distributed load throughout its length. The beam is A36 steel with yield strength Fy = 248 MPa. The beam is not restrained against lateral buckling. The beam is W 21 x 93 steel. Determine the maximum value of the moment at the fixed support.
Please include FBD/drawing.
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 3 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 3 - Prob. 3.2.1PCh. 3 - Prob. 3.2.2PCh. 3 - Prob. 3.2.3PCh. 3 - Prob. 3.2.4PCh. 3 - Prob. 3.2.5PCh. 3 - Prob. 3.2.6PCh. 3 - Prob. 3.3.1PCh. 3 - Prob. 3.3.2PCh. 3 - Prob. 3.3.3PCh. 3 - Prob. 3.3.4P
Ch. 3 - Prob. 3.3.5PCh. 3 - Prob. 3.3.6PCh. 3 - Prob. 3.3.7PCh. 3 - Prob. 3.3.8PCh. 3 - Prob. 3.4.1PCh. 3 - Prob. 3.4.2PCh. 3 - Prob. 3.4.3PCh. 3 - Prob. 3.4.4PCh. 3 - Prob. 3.4.5PCh. 3 - Prob. 3.4.6PCh. 3 - Prob. 3.5.1PCh. 3 - Prob. 3.5.2PCh. 3 - Prob. 3.5.3PCh. 3 - Prob. 3.5.4PCh. 3 - Prob. 3.6.1PCh. 3 - Prob. 3.6.2PCh. 3 - Prob. 3.6.3PCh. 3 - Select an American Standard Channel shape for the...Ch. 3 - Prob. 3.6.5PCh. 3 - Use load and resistance factor design and select a...Ch. 3 - Select a threaded rod to resist a service dead...Ch. 3 - Prob. 3.7.2PCh. 3 - Prob. 3.7.3PCh. 3 - Prob. 3.7.4PCh. 3 - Prob. 3.7.5PCh. 3 - Prob. 3.7.6PCh. 3 - Prob. 3.8.1PCh. 3 - Prob. 3.8.2PCh. 3 - Prob. 3.8.3PCh. 3 - Prob. 3.8.4PCh. 3 - Prob. 3.8.5P
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- A 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_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_forwardA 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_forward
- Select the lightest A992 W10 section for member BD. Take L=17ft and Pu=280kips. All joins are pinned. Ignore self-weightarrow_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_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
- Determine the Ultimate Moment Capacity of the given section with the following properties f'c=28 MPa fy=345 MPa Steel cover =d'=60mmarrow_forwardCalculate the service load capacity in tension for an L6x4x1/2 of A36 Grade 36 steel connected with 5/8-inch dia bolts in standard holes as shown in figure 2. The angle tension member is connected to a gusset plate, typical of truss joints. The gusset plate is the plate at the intersection of members to which they are connected. Use American Institute of Steel Construction Load and Resistance Factor Design, and assume the live load to the dead load ratio is 4.0.arrow_forward4.4-2 A W21 × 101 is used as a compression member with one end fixed and the other endfree. The length is 10 feet. What is the nominal compressive strength if Fy = 50 ksi?Note that this is a slender-element compression member, and the equations of AISCSection E7 must be used. 4.6-2 A 15-foot long column is pinned at the bottom and fixed against rotation but free totranslate at the top. It must support a service dead load of 100 kips and a service liveload of 100 kips.a. Select a W12 of A992 steel. Use the column load tables.1. Use LRFD.2. Use ASD.b. Select a W16 of A992 steel. Use the trial-and-error approach covered in Section 4.6.1. Use LRFD.2. Use ASD.arrow_forward
- Using 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_forward1.Select a W12 of A992 steel. Use the column load tables. Use LRFD.2. For the conditions shown in Figure, use LRFD and select a W10 of A992 steel. Use LRFD.arrow_forwardAn 80-foot long plate girder (see below) is fabricated from a ½-inch x 78-inch web and two 3inch x 22-inch flanges. Continuous lateral support is provided. The steel is A992. The loading consists of a uniform service dead load of 1.0 kip/ft (including the self-weight), a uniform service live load of 2.0 kips/ft, and a concentrated service live load of 500 kips at midspan. Stiffeners are placed at each end and at 4 feet, 16 feet, and 28 feet from each end. Once stiffener is placed at midspan. Determine whether the flexural strength is adequate using LRFD.arrow_forward
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ISBN:9781337094740
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