A built up l-section has a total unsupported length of 6m. It is made up of 2 - 400mm * 12mm plates as flanges and 450mm x 12 mm plate as web. The plates are of Grade 40 steel (fy = 276MPa). Considering the local buckling of the stiffened and unstiffened slender elements, determine the ultimate axial load capacity of the built-up column for both LRFD and ASD. Use NSCP 2015 Specification and effective length factor k = 1.0. Properties of the built-up section: A = 15,000 mm² ly = 128.06 x 106 mm4 Ix = 6.035 x 108 mm² rx = 200.58 mm ry = 92.40 mm What is the Slenderness Ratio? KL/r Using LRFD, what is the ultimate load capacity of the column? Express your answer in KN Using ASD, what is the allowable load capacity of the column? Express your answer in KN Note: Width to Thickness ratio for flanges and web: 555 4 Uniform compression in flanges of built-up I-shaped sections and plates or angle legs projecting from built- up 1-shaped sections b/t ΝΑ 0.64.JK.E/F, lal kc ,but shall not be taken less than 0.35 nor greater than 0.76 for calculation purposes. √h/tw Uniform compression in webs of doubly symmetric I-shaped sections 10 h/w NA 1.49 E/F E ed Elements ܝܘܝܒܐ

A built up l-section has a total unsupported length of 6m. It is made up of 2 - 400mm * 12mm plates as flanges and 450mm x 12 mm plate as web. The plates are of Grade 40 steel (fy = 276MPa). Considering the local buckling of the stiffened and unstiffened slender elements, determine the ultimate axial load capacity of the built-up column for both LRFD and ASD. Use NSCP 2015 Specification and effective length factor k = 1.0. Properties of the built-up section: A = 15,000 mm² ly = 128.06 x 106 mm4 Ix = 6.035 x 108 mm² rx = 200.58 mm ry = 92.40 mm What is the Slenderness Ratio? KL/r Using LRFD, what is the ultimate load capacity of the column? Express your answer in KN Using ASD, what is the allowable load capacity of the column? Express your answer in KN Note: Width to Thickness ratio for flanges and web: 555 4 Uniform compression in flanges of built-up I-shaped sections and plates or angle legs projecting from built- up 1-shaped sections b/t ΝΑ 0.64.JK.E/F, lal kc ,but shall not be taken less than 0.35 nor greater than 0.76 for calculation purposes. √h/tw Uniform compression in webs of doubly symmetric I-shaped sections 10 h/w NA 1.49 E/F E ed Elements ܝܘܝܒܐ

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter10: Plate Girders

Section: Chapter Questions

Problem 10.7.8P

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