Reinforced Concrete Beams, Columns and Frames

Section and Slender Member Analysis

Jostein Hellesland, Noël Challamel, Charles Casandjian, Christophe Lanos

• Publisher: Wiley-ISTE
• Year: 2013
• ISBN:
  9781118635322
• Edition: 1
• Topic: Sciences physiques
• Subtopic: Mécanique

This book is focused on the theoretical and practical design of reinforced concrete beams, columns and frame structures. It is based on an analytical approach of designing normal reinforced concrete structural elements that are compatible with most international design rules, including for instance the European design rules – Eurocode 2 – for reinforced concrete structures. The book tries to distinguish between what belongs to the structural design philosophy of such structural elements (related to strength of materials arguments) and what belongs to the design rule aspects associated with specific characteristic data (for the material or loading parameters). A previous book, entitled Reinforced Concrete Beams, Columns and Frames – Mechanics and Design, deals with the fundamental aspects of the mechanics and design of reinforced concrete in general, both related to the Serviceability Limit State (SLS) and the Ultimate Limit State (ULS), whereas the current book deals with more advanced ULS aspects, along with instability and second-order analysis aspects. Some recent research results including the use of non-local mechanics are also presented. This book is aimed at Masters-level students, engineers, researchers and teachers in the field of reinforced concrete design. Most of the books in this area are very practical or code-oriented, whereas this book is more theoretically based, using rigorous mathematics and mechanics tools.

Contents

1. Advanced Design at Ultimate Limit State (ULS).
2. Slender Compression Members – Mechanics and Design.
3. Approximate Analysis Methods.
Appendix 1. Cardano's Method.
Appendix 2. Steel Reinforcement Table.

About the Authors

Jostein Hellesland has been Professor of Structural Mechanics at the University of Oslo, Norway since January 1988. His contribution to the field of stability has been recognized and magnified by many high-quality papers in famous international journals such as Engineering Structures, Thin-Walled Structures, Journal of Constructional Steel Research and Journal of Structural Engineering.
Noël Challamel is Professor in Civil Engineering at UBS, University of South Brittany in France and chairman of the EMI-ASCE Stability committee. His contributions mainly concern the dynamics, stability and inelastic behavior of structural components, with special emphasis on Continuum Damage Mechanics (more than 70 publications in International peer-reviewed journals).
Charles Casandjian was formerly Associate Professor at INSA (French National Institute of Applied Sciences), Rennes, France and the chairman of the course on reinforced concrete design. He has published work on the mechanics of concrete and is also involved in creating a web experience for teaching reinforced concrete design – BA-CORTEX.
Christophe Lanos is Professor in Civil Engineering at the University of Rennes 1 in France. He has mainly published work on the mechanics of concrete, as well as other related subjects. He is also involved in creating a web experience for teaching reinforced concrete design – BA-CORTEX.

Chapter 1

Advanced Design at Ultimate Limit State (ULS)

1.1. Design at ULS – simplified analysis

1.1.1. Simplified rectangular behavior – rectangular cross-section

1.1.1.1. Simplified rectangular behavior – rectangular cross-section with only tensile steel reinforcement

In this section, the design of a reinforced concrete section at the ultimate limit state (ULS) is considered by using a rectangular simplified law for the compression concrete block, and a bilinear law for the steel that accounts for the hardening behavior. This design is compatible with Eurocode 2 material parameters. The rectangular cross-section is shown in Figure 1.1. The steel reinforcement area has to be designed for this given concrete section.

Figure 1.1. Rectangular cross-section at ultimate limit state

Pivot AB is characterized for the rectangular cross-section by the neutral axis position:

[1.1]

For instance, for a C30-37 type concrete and for a B500B steel, the numerical values are

(if the hardening effect is taken into account), leading to α_AB = 0.072165.

For a general reinforced concrete section, the bending moment and normal force equilibrium equations are written with respect to the center of gravity of the tensile steel reinforcement as:

[1.2]

where N_c and M_c are the normal force and moment in the compression concrete block calculated from the simplified rectangular constitutive law.

[1.3]

For a reinforced concrete section with only steel reinforcement, the bending moment equilibrium equation is written in a dimensionless format:

[1.4]

We recognize a second-order equation with respect to the position of the neutral axis α:

[1.5]

whose solution of interest is given by:

[1.6]

Note that this equation is independent of the pivot considered (pivot A or pivot B). Once the position of the neutral axis is calculated, the tensile steel area is obtained from the normal force equilibrium equation:

[1.7]

ψ = 0.8 for the rectangular simplified constitutive law for concrete.

In the case of pivot A, for α ≤ α _AB, the strain capacity of the tensile steel reinforcement ε_s1 is equal to ε_ud, and the steel stress σ_s1 is equal to

(see [equation 3.91] of [CAS 12]), leading to:

[1.8]

In the case of pivot B, for α ≤ α _AB the strain of the tensile steel reinforcement ε_s1 depends on the position of the neutral axis. If the tensile steel reinforcement behaves in elasticity, the tensile steel area is calculated from:

[1.9]

In pivot B, the tensile steel reinforcement behaves in the elastic range for:

[1.10]

In pivot B, the behavior of the reinforced cross-section, when the tensile steel reinforcement reaches the elastic strain limit ε_s1= ε_su is called the balance failure behavior α = α_bal^. This behavior is observed in the presence of compression normal forces. However, in simple bending (without normal forces), the design of the reinforced cross-section when the steel reinforcements behave linearly elastically may not be efficient for economic reasons, as the tensile steel reinforcements in the elasticity range are not optimized. In this case, it is recommended to add some compression steel reinforcement to increase the stress level in the compression steel reinforcement.

If the tensile steel reinforcement behaves in plasticity, the tensile steel area has to be calculated from:

[l.11]

Consider, for instance, the case of the reinforced concrete section in simple bending (N_u = 0). The tensile steel reinforcement is assumed to be perfectly plastic without hardening (k = 1 and then q = 0 and q′ = f_su). For the perfect plasticity case considered in these numerical applications, pivot A does not exist as there is no strain limit capacity imposed by the Eurocode 2 rules (or the steel ductility is so high that it has no limited effect in the design). The steel content is obtained with the simplified rectangular diagra...

Table of contents

• Cover
• Contents
• Title page
• Copyright page
• Preface
• Chapter 1: Advanced Design at Ultimate Limit State (ULS)
• Chapter 2: Slender Compression Members – Mechanics and Design
• Chapter 3: Approximate Analysis Methods
• Appendix 1: Cardano’s Method
• Appendix 2: Steel Reinforcement Table
• Bibliography
• Index