Download Elementary Behaviour of Composite Steel and Concrete by Deric Oehlers, Mark A Bradford PDF

By Deric Oehlers, Mark A Bradford

ISBN-10: 0750632690

ISBN-13: 9780750632690

Content material:
Preface

, Pages ix-x
Notation

, Pages xi-xviii
1 - Introduction

, Pages 1-20
2 - Sizing of members

, Pages 21-38
3 - Elastic research of composite beams

, Pages 39-52
4 - inflexible plastic research of easily supported beams

, Pages 53-73
5 - Mechanical shear connectors

, Pages 74-94
6 - move of longitudinal shear forces

, Pages 95-106
7 - Stocky columns

, Pages 107-120
8 - narrow columns

, Pages 121-134
9 - Composite beams with provider ducts

, Pages 135-161
10 - neighborhood splitting

, Pages 162-176
11 - put up cracking dowel strength

, Pages 177-184
12 - inflexible plastic research of continuing composite beams

, Pages 185-198
13 - Lateral-distortional buckling

, Pages 199-208
14 - common fatigue research procedures

, Pages 209-234
15 - Fatigue research of stud shear connections

, Pages 235-255
Index

, Pages 256-259

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Extra resources for Elementary Behaviour of Composite Steel and Concrete Structural Members

Example text

It can thus be seen that for plastic and compact sections, the section strength of the steel component in negative bending M s = (Ms)p, while for semi-compact sections (Ms)p ___M s > (Ms)y. Of course, semi-compact sections are unsuitable for the rigid plastic analysis techniques of Chapter 4, which are restricted to plastic and compact sections. Semi-compact sections must be analysed by the linear elastic techniques of Chapter 3. It is worth reiterating that the moments (M)y and (M)p are the moments in the steel component when a moment M is applied to the composite section.

2 and where war = (belt)t + (bfr) r. 9) where geometrical constraints similar to Eqs. 5 of course apply. 2 has (T dj) ~ = (Tadj)2 -- 2000 mm and is continuous between points of contraflexure with L = 7 m. Hence from Eq. 25x7000 = 1750 mm. The effective width each side of the steel component is thus 1750/2 = 875 mm < 2000/2 = 1000 mm. 5L4 I(LI+L2)/4 9 v . . 8Li : [ but < L4 + L3/2 (L2+L3)/4 . ,. . . J ~ , ~ . 7L2 : :, ! ; v I ! 9 . . 7L3 I L: in positive region -~'~--""~ ii i 1 Z i e i ' !

2 Linear material properties In order to undertake an elastic analysis, we must assume that the relationship between stress and strain, or load and deformation, is linear for the steel and concrete components, as well as for the reinforcement and the shear connectors. The material properties for the steel, concrete and reinforcement were described fully in Chapter I. Stud shear connectors are treated in detail in Chapter 5, but we only need to note here that their response is linear elastic for a substantial range of loads, with the ratio of the shear force to the corresponding shear deformation being expressed by the stiffness or modulus K.

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Elementary Behaviour of Composite Steel and Concrete Structural Members by Deric Oehlers, Mark A Bradford


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