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Chapter 5 Introduction to Axially Loaded Compression Members

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2 Compression Members ColumnsChords of TrussesBracing Members Columns are straight vertical members whose lengths are considerably greater than their thicknesses

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int Residual Stresses The stresses that remain in a material after the original cause of the stresses, such as external forces, heat gradient, has been removed. Caused by : Uneven cooling of hot rolled sections Uneven cooling welded materials Cambering Affect strength Could be 10 to 15 ksi or more

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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5 Column Failure Modes Flexural Buckling (Euler buckling) Local BucklingTorsional Buckling

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6 Euler Buckling depends on Length, L Material, E Cross section, A or I or r End support condition

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Columns are Long and slender members subjected to an axial compressive force. Buckling is Lateral deflection of columns Buckling result in instability of columns, and causes sudden failure. Buckling occurs when load P > P cr the critical load

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Column with Pin Support (Ideal) Ideal column : Linear-Elastic Homogeneous material P is applied thru c.g. perfectly straight before loading The flexural differential equation

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int Buckling Load of an elastic column is calculated using Euler Formula Dividing both sides by cross sectional area A

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11 Column Strength Curve

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int End restraint and Effective Lengths of Columns K is the Effective Length Factor KL is the Effective Length of Column

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int The strength of long columns is predicted by Euler formula (elastic buckling control) For short columns, the failure stress will equal the yield stress. For intermediate columns, the member will fail by both yielding and buckling.

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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AISCM 14 th Edition19

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AISCM 14 th Edition20

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AISCM 14 th Edition21

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AISCM 14 th Edition22

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AISCM 14 th Edition23

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int Stiffened Elements Unstiffened Elements

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int Limiting values for the width thickness ratio AISCS section B4 and Table B4.1a of AISCS Control of Local Buckling

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int

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Structural Steel Design by McCormac and Csernak, 5th Edition, Int HW # 4 : Problems 5-3 and 5-8

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