1. Chapter 5 Introduction to Axially Loaded Compression Members

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

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4. 4 Column Failure Modes Flexural Buckling (Euler buckling) Local BucklingTorsional Buckling

5. 5 Flexural Buckling (Euler buckling) Length, L Material, E Cross section, A or I or r End support condition

6. 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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8. Structural Steel Design by McCormac and Csernak, 5th Edition, Int. 2012 8 Buckling Load of an elastic column is calculated using Euler Formula Dividing both sides by cross sectional area A

9. 9 Column Strength Curve

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12. Structural Steel Design by McCormac and Csernak, 5th Edition, Int. 2012 12 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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15. AISCM 14 th Edition15

16. AISCM 14 th Edition16

17. AISCM 14 th Edition17

18. AISCM 14 th Edition18

19. AISCM 14 th Edition19

20. Structural Steel Design by McCormac and Csernak, 5th Edition, Int. 2012 20 Stiffened Elements Unstiffened Elements

21. Structural Steel Design by McCormac and Csernak, 5th Edition, Int. 2012 21 Limiting values for the width thickness ratio AISCS section B4 and Table B4.1a of AISCS Control of Local Buckling

22. Structural Steel Design by McCormac and Csernak, 5th Edition, Int. 2012 22 Limiting values for the width thickness ratio AISCS section B4 and Table B4.1a of AISCS Control of Local Buckling

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34. Structural Steel Design by McCormac and Csernak, 5th Edition, Int. 2012 34 HW # 4 : Problems 5-3