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 4, Problem 4.9.8P
To determine
The nominal axial compressive strength based on flexural buckling (do not consider flexural-torsional buckling).
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A compression member is built up from a W14x90 and a W10x49, both of A992 steel.a. Compute rx and ry for the built-up shape.b. Neglect flexural torsional buckling and compute the available strength for KxL = KyL = 30 feetusing LRFD.
A simply supported beam subjected to a uniform service Dead load of 20kn/m (including the weight of the beam), a uniform service live load of 35kn/m. The beam is 12m long and is laterally supported at midspan, and A572 Gr. 50 steel is used. Assuming cb =1. Verify if w30x108 is adequate? Use fy=344 mpa
Use A992 steel and compute the nominal compressive strength of a WT12 x 51.5 with an effective length of4.88 m with respect to each axis. Evaluate using LRFD and 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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- If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.arrow_forward2. The beam shown in Figure P5.8-3 is a W16 × 31 of A992 steel and has continuous lateral support. The two concentrated loads are service live loads. Neglect the weight of the beam and determine whether the beam is adequate for flexure and shear. a. Use LRFD. b. Use ASD.arrow_forwardThe given frame is unbraced, and bending is about the x axis of each member. The axial dead load supported by column AB is 204 kips, and the axial live load is 408 kips. Fy = 50 ksi. Determine Kx for member AB. Use the stiffness reduction factor if possible. a. Use LRFD. b. Use ASDarrow_forward
- A W420x85 steel beam is fully restrained with a uniformly distributed live load of 25 kN/m. The beam has a span of 10m. Use A36 steel. Properties of W40 x 85 A = 10839 mm2 bf = 180 mm tf = 18 mm tw = 11 mm Ix = 310 x 106 mm4 d = 420 mm (Note: Since this is a built-up section, for checking of web slenderness, use h = d - 2tf) 1) Calculate the design shear strength of the section. Check if the section is adequate in shear. USE LRFD and U = 1.2D + 1.6L. 2) Is the maximum deflection at the midspan of the beam due to live load adequate? 3) Calculate the maximum uniform live load that can be carried by the beam.arrow_forwardCompute the nominal compressive strength for a WT10.5 x 91 with an effective length of 18 feet with respect to each axis. Use A992 steel and the procedure of AISC Section E4 (not the column load tables).arrow_forward5.5-9 The beam shown in Figure P5.5-9 is a W36 x 182. It is laterally supported at A and B. The 300 kip load is a service live load. Using the unfactored service loads, a. Compute Cb. Do not include the beam weight in the loading b. Compute Cb, Include the beam weight in the loadingarrow_forward
- A W21 x 101 is used as compression member with one end fixed and the other end free. The length is 10 feet. What is the nominal compressive strength if Fy 5 50 ksi? Note that this is a slender-element compression member, and the equations of AISC Section E7 must be usearrow_forward1. A W21 × 48 is used as a simply supported, uniformly loaded beam with a span length of 50 feet and continuous lateral support. The yield stress, Fy, is 60 ksi. If the ratio of live load to dead load is 3, compute the available strength and determine the maximum total service load (D+L), in kips/ft, that can be supported considering the flexure and shear strength of the beam. a. Use LRFD. b. Use ASD.arrow_forwardThe (2)-L6x4x½ tension member shown in Figure has one row of four 1¼-in.-diameter A325Nbolts in each angle. Assuming ASTM A36 steel (Fy = 36 ksi) and considering the strength of the(2)-L6x4x½ only, determine the following using AISC-LRFD specifications. A. The net area (An). B. The design tensile strength for the limit state of yielding in the gross section of thetension member. C. The effective cross-sectional area (Ae) D. The design tensile strength for limit state rupture in the net section of the tension member. E. When considering the block shear strength of the (2)-L6x4x½ tension member; what is the grossarea subjected to shear (Agv)? F. When considering the block shear strength of the (2)-L6x4x½ tension member; what is the netarea subjected to shear (Anv)? G. When considering the block shear strength of the (2)-L6x4x½ tension member; what is the netarea subjected to tension (Ant)? H. When considering the block shear strength of the (2)-L6x4x½ tension member; what is the…arrow_forward
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