ITG-4.3R-07 Report on Structural Design & Detailing for High Strength Concrete in Moderate to High Seismic Applications

ITG-4.3R-07 Report on Structural Design & Detailing for High Strength Concrete in Moderate to High Seismic Applications

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Description

ACI ITG-4.3R presents a literature review on seismic design using high-strength concrete. The document is organized in chapters addressing the structural design of columns, beams, beam-column joints, and structural walls made with high-strength concrete, and focuses on aspects most relevant for seismic design. Each chapter concludes with a series of recommended modifications to ACI 318-05 based on the findings of the literature review. The recommendations include proposals for the modification of the equivalent rectangular stress block, equations to calculate the axial strength of columns subjected to concentric loading, column confinement requirements, limits on the specified yield strength of confinement reinforcement, strut factors, and provisions for the development of straight bars and hooks.

Keywords: bond; confinement; drift; flexure; high-strength concrete; high-yield-strength reinforcement; seismic application; shear; stress block; strut-and-tie.

 

Document Details

Author: ACI Committee 93

Publication Year: 2007

Pages: 62.00

ISBN: 9780870312540

Categories: Seismic & Lateral Forces

Formats: PDF

Table of Contents

Chapter 1—Introduction

1.1—Background

1.2—Scope

Chapter 2—Notation

Chapter 3—Definitions

Chapter 4—Design for flexural and axial loads using equivalent rectangular stress block

4.1—Parameters of equivalent rectangular stress block

4.2—Stress intensity factor α1

4.3—Stress block depth parameter β1

4.4—Stress block area α1

4.5—Limiting strain εcu

4.6—Axial strength of high-strength concrete columns

4.7—Comparison of different proposals for rectangular stress block

4.8—Recommendations

Chapter 5—Confinement requirements for beams and columns

5.1—Constitutive models for confined concrete

5.2—Previous research and general observations

5.3—Equations to determine amount of confinement reinforcement required in columns

5.4—Definition of limiting drift ratio on basis of expected drift demand

5.5—Use of high-yield-strength reinforcement for confinement

5.6—Maximum hoop spacing requirements for columns

5.7—Confinement requirements for high-strength concrete beams

5.8—Maximum hoop spacing requirements for highstrength concrete beams

5.9—Recommendations

Chapter 6—Shear strength of reinforced concrete flexural members

6.1—Shear strength of flexural members without shear reinforcement

6.2—Effect of compressive strength on inclined cracking load of flexural members

6.3—Effect of compressive strength on flexural members with intermediate to high amounts of transverse reinforcement

6.4—Shear strength of members with low shear span depth ratios

6.5—Calculation of shear strength of members subjected to seismic loading

6.6—Use of high-strength transverse reinforcement

6.7—Recommendations

Chapter 7—Development length/splices,

7.1—Design equations for development length of bars in high-strength concrete

7.2—Design equations for development length of hooked bars in high-strength concrete

7.3—Recommendations

Chapter 8—Design of beam-column joints

8.1—Confinement requirements for beam-column joints

8.2—Shear strength of exterior joints

8.3—Shear strength of interior joints

8.4—Effect of transverse reinforcement on joint shear strength

8.5—Development length requirements for beam-column joints

8.6—Recommendations

Chapter 9—Design of structural walls

9.1—Boundary element requirements

9.2—Shear strength of walls with low aspect ratios

9.3—Minimum tensile reinforcement requirements in walls

9.4—Recommendations

Chapter 10—List of proposed modifications to ACI 318-05

10.1—Proposed modifications to equivalent rectangular stress block

10.2—Proposed modifications related to confinement of potential plastic hinge regions

10.3—Proposed modifications related to bond and development of reinforcement

10.4—Proposed modifications related to strut-and-tie models

Acknowledgments

Chapter 11—Cited references

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