Recommendations for Design of Beam-Column Connections in Monolithic Reinforced Concrete Structures
Reported by Joint ACI-ASCE Committee 352
John F. Bonacci* Chair James R. Cagley Marvin E. Criswell Catherine E. French Luis E. Garcia T. Russell Gentry* Theodor Krauthammer Michael E. Kreger* Sergio M. Alcocer† Secretary James M. LaFave* Douglas D. Lee Roberto T. Leon Donald F.Meinheit Jack P. Moehle Stavroula J. Pantazopoulou Patrick Paultre M. Saiid Saiidi Bahram M. Shahrooz John W. Wallace James K. Wight Loring A. Wyllie, Jr.
*Member of editorial subcommittee. †Chair of editorial subcommittee.
Recommendations are given for member proportions, confinement of the column core in the joint region, control of joint shear stress, ratio of columnto-beam flexural strengthat the connection, development of reinforcing bars, and details of columns and beams framing into the joint. Normal type is used for recommendations. Commentary is provided in italics to amplify the recommendations and identify available reference material. The recommendations are based on laboratory testing and field studies and provide a state-of-the-art summary of current information. Areasneeding research are identified. Design examples are presented to illustrate the use of the design recommendations. Keywords: anchorage; beam; beam-column; bond; columns; confined concrete; high-strength concrete; joints; reinforced concrete; reinforcement; reinforcing steel; shear strength; shear stress.
CONTENTS Chapter 1—Introduction, scope, and definitions, p. 352R-2 1.1—Introduction 1.2—Scope1.3—Definitions Chapter 2—Classification of beam-column connections, p. 352R-3 2.1—Loading conditions 2.2—Connection geometry Chapter 3—Design considerations, p. 352R-3 3.1—Design forces and resistance 3.2—Critical sections 3.3—Member flexural strength 3.4—Serviceability Chapter 4—Nominal strength and detailing requirements, p. 352R-6 4.1—Column longitudinal reinforcement 4.2—Joint transversereinforcement 4.3—Joint shear for Type 1 and Type 2 connections 4.4—Flexure 4.5—Development of reinforcement 4.6—Beam transverse reinforcement
ACI 352R-02 supersedes ACI 352R-91(Reapproved 1997) and became effective June 18, 2002. Copyright © 2002, American Concrete Institute. All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies byany photo process, or by electronic or mechanical device, printed, written, or oral, or recording for sound or visual reproduction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.
ACI Committee Reports, Guides, Standard Practices, and Commentaries are intended for guidance in planning, designing, executing, andinspecting construction. This document is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains. The American Concrete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be liable for anyloss or damage arising therefrom. Reference to this document shall not be made in contract documents. If items found in this document are desired by the Architect/Engineer to be a part of the contract documents, they shall be restated in mandatory language for incorporation by the Architect/Engineer.
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Fig. 1.1—Typical beam-to-column connections (slabsnot shown for clarity). Wide-beam cases not shown. Chapter 5—Notation, p. 352R-16 Chapter 6—References, p. 352R-16 6.1—Referenced standards and reports 6.2—Cited references Appendix A—Areas needing research, p. 352R-19 A.1—Effect of eccentric beams on joints A.2—Lightweight aggregate concrete in joints A.3—Limit on joint shear A.4—Behavior of indeterminate systems A.5—Distribution of plastic...