# m10l22 - Module 10 Compression Members Version 2 CE IIT,...

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Module 10 Compression Members Version 2 CE IIT, Kharagpur

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Lesson 22 Short Axially Loaded Compression Members Version 2 CE IIT, Kharagpur
Instructional Objectives: At the end of this lesson, the student should be able to: state additional assumptions regarding the strengths of concrete and steel for the design of short axially loaded columns, specify the values of design strengths of concrete and steel, derive the governing equation for the design of short and axially loaded tied columns, derive the governing equation for the design of short and axially loaded spiral columns, derive the equation to determine the pitch of helix in spiral columns, apply the respective equations to design the two types of columns by direct computation, use the charts of SP-16 to design these two types of columns subjected to axial loads as per IS code. 10.22.1 Introduction Tied and helically bound are the two types of columns mentioned in sec.10.21.3 of Lesson 21. These two types of columns are taken up in this lesson when they are short and subjected to axially loads. Out of several types of plan forms, only rectangular and square cross-sections are covered in this lesson for the tied columns and circular cross-section for the helically bound columns. Axially loaded columns also need to be designed keeping the provision of resisting some moments which normally is the situation in most of the practical columns. This is ensured by checking the minimum eccentricity of loads applied on these columns as stipulated in IS 456. Moreover, the design strengths of concrete and steel are further reduced in the design of such columns. The governing equations of the two types of columns and the equation for determining the pitch of the helix in continuously tied column are derived and explained. The design can be done by employing the derived equation i.e., by direct computation or by using the charts of SP-16. Several numerical examples are solved to explain the design of the two types of columns by direct computation and using the charts of SP-16. Version 2 CE IIT, Kharagpur

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10.22.2 Further Assumptions Regarding the Strengths of Concrete and Steel All the assumptions required for the derivation of the governing equations are given in sec.10.21.11 of Lesson 21. The stress-strain diagrams of mild steel (Fe 250) and cold worked deformed bars (Fe 415 and Fe 500) are given in Figs.1.2.3 and 4, respectively of Lesson 2. The stress block of compressive part of concrete is given in Fig.3.4.1.9 of Lesson 4, which is used in the design of beam by limit state of collapse. The maximum design strength of concrete is shown as constant at 0.446 f ck when the strain ranges from 0.002 to 0.0035. The maximum design stress of steel is 0.87 f y . Sections 10.21.4 and 12 of Lesson 21 explain that all columns including
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## This note was uploaded on 03/17/2012 for the course CENG 3012 taught by Professor Prof.j.n.bandopadhyay during the Summer '01 term at Indian Institute of Technology, Kharagpur.

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m10l22 - Module 10 Compression Members Version 2 CE IIT,...

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