Reinforcing Bar Detailing 5th Edition 2015.pdf

Reinforcing Bar Detailing

A Heavily Illustrated Textbook Presenting Fundamentals and Best Practices in the Preparation and Creation of Reinforced Concrete Placing Drawings and Related Documents. Fifth Edition

2015

Reinforcing Bar Detailing Prepared under the direction of the CRSI Committee on Engineering Practice by the Committee on Reinforcing Bar Detailing

David A. Grundler, Chairman . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .aSa - Applied Systems Associates, Inc. Gregory Rohm, Vice-Chairman. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Harris Rebar Mark Agee . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Whitacre Engineering Company Lisa Barley . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Larry Campbell . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Samuel Conley . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Whitacre Engineering Company Charles Davidson . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Harris Rebar Lee M. Disbury . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Coral Steel Company Annis Drozd . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Re-Steel Supply Co., Inc. Robert D. Edwards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rebar Detailers & Estimators Brian Fisher . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dalco Industries, Inc. Dennis J. Fontenot . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Robert W. Hall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Gerdau Long Steel North America Warren Harris . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . JOI Technologies Dennis L. Hunter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Gerdau Richard Hutchinson . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Rebar Lab LLC Russell Izatt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Teton Steel Joseph P. Jolly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . JOI Technologies Eric Kraeutle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Harris Rebar Amadeus Magpile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Barlines Rebar Estg. & Dtlg., Inc. Marc A. Marenghi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Man of Steel Drafting, Inc. Ron McCleary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Harris Rebar Alan Miley . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Bellis Steel Company, Inc. Eli Nabors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dalco Industries, Inc. Mark D. Newman . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Doug Park . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Harris Rebar Bryan Porter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Adam Raines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Taylor K. Ranker . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Teton Steel Mark Rinehart . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar William Sebastian . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . American Rebar Detailing, LLC Kevin Soule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Soule Software Scott D. Stevens . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dimension Fabricators, Inc. John J. Tekus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Akron Rebar Company Dale Thomas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Sean Torres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Amber Steel Company Jim Volk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Ronald J. Watson . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Barsplice Products, Inc. Peter Zdgiebloski . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CMC Rebar Anthony L. Felder, Editor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Concrete Reinforcing Steel Institute A special note of appreciation to the individuals and companies listed above in boldface, who kindly donated their time and expertise in updating the example drawings in Chapters 15 through 18.

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Copyright 2015 © Concrete Reinforcing Steel Institute Printed in the United States of America FIFTH EDITION, 2015 This book, or parts thereof, may not be reproduced in any form without permission of the Concrete Reinforcing Steel Institute. The sample structural and placing drawings in this book are shown as examples of presenting information. They are not intended to establish standards for design. It is the responsibility of the Architect/Engineer (A/E) to furnish a clear statement of design requirements on the structural drawings. It is the responsibility of the Detailer to carry out these requirements. The A/E’s project specifications and drawings should not merely refer the Detailer to an applicable building code for information to use in preparing the placing drawings. Instead, this information should be interpreted by the A/E and shown in the form of specific structural details or notes for the Detailer to follow. Where omissions, ambiguities, or incompatibilities are discovered, additional information, clarifications or corrections should be requested by the Detailer and provided by the A/E. Locations of cutoff points, and amount of reinforcing steel are shown as examples of how the A/E conveys the needed information, and not as design recommendations for a specific structure.

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Foreword Founded in 1924, the Concrete Reinforcing Steel Institute is a technical institute and an Accredited Standards Developer (ASD) that stands as the authoritative resource for information related to steel reinforced concrete construction. CRSI offers many technical publications, design aids, educational seminars, and promotional activities for engineers, architects, and construction professionals. CRSI members are manufacturers, fabricators, material suppliers, steel reinforcing bar placers, and professionals involved in the research, design, and construction of reinforced concrete structures. The nonprofit CRSI Research & Education Foundation fosters the educational and research mission of the Institute through educational programs and scholarships for students majoring in civil engineering, architecture, and other related disciplines at universities and technical schools. The Foundation also supports research fellowships and projects, which will ultimately advance the reinforced concrete industry. CRSI is headquartered in Schaumburg, Illinois, with regional offices located across the United States. To learn more about CRSI, visit www.crsi.org. This textbook provides practical information on detailing reinforced concrete in an easy-to-use and how-to-do-it manner. In particular, it is an integral part of the CRSI Reinforcing Bar Detailer Training Program which supplements a working onthe-job training program.

Comments by the Chairman I would like to offer my sincerest thanks and appreciation to my fellow Committee Members and CRSI staff, all of whom contributed countless hours of time and effort to make the 5th edition of Reinforcing Bar Detailing possible. The purpose and intent of this textbook is to provide an invaluable teaching resource and guide that clearly describes and illustrates the industry practices used in the detailing of reinforcing steel.

David A. Grundler Jr.

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Preface This book provides the basic knowledge for a Detailer of reinforcing bars, bar supports and welded wire reinforcement. Detailing, described briefly, is the preparation of placing drawings complete with bar lists with sufficient information for: (1) the Fabricator to fabricate the bars and to order (when required by the Contract) the bar supports and welded wire reinforcement; and (2) the Ironworkers to install these products at the jobsite. The reader is shown how to translate and transfer the requirements presented on structural drawings and other documents onto a proper placing drawing. The language and form of the information are emphasized to achieve simplicity and efficiency for the end users - the Fabricator and the Ironworker. This textbook is intended for use by technical schools, junior colleges, and for on-the-job training programs. It is assumed that the reader has completed basic courses in high school mathematics, including elementary algebra and plane geometry. Trigonometry is desirable for the beginner and is necessary for more advanced training. The reader should have completed a course in elementary drafting and have some knowledge of blueprint reading. A course in computer-aided drafting (CAD) is recommended and will most likely be required by companies where CAD is in use. It is also recommended that the reader possess basic computer skills such as those used in data entry, word processing, and spreadsheet applications. Each reinforcing steel company may use somewhat different detailing practices and different formats for its placing drawings and bar lists to suit its particular operation. This textbook represents basic and generally accepted practices. Adjustments to a particular company’s system should be minor. After completing Part I (Chapters 1 to 14), the Detailer should have an overall perspective to prepare for Part II (Chapters 15 to 18). In Part II, the actual study of reinforcing bar detailing begins.

Acknowledgments This 5th edition is dedicated to those individuals listed below. Their lives were marked by diligence, hard work, and a willingness to share their knowledge with others.


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TABLE OF CONTENTS Part I — FUNDAMENTALS CHAPTER 1 — REINFORCING BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 to 1-4 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 Bar Designations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 Grades and Types of Reinforcing Bars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 Soft Metrication. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-2 Coated Reinforcing Bars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-4

CHAPTER 8 — SPLICES OF REINFORCING BARS . . . . . . . . . . . . . . . . . 8-1 to 8-6 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-1 General....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-1 Length Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-1 Types of Splices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-2 Special Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-4

CHAPTER 2 — CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 to 2-2 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 Concrete Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1

CHAPTER 9 — BAR SUPPORTS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-1 to 9-2 General....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-1 Wire Bar Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-1 Precast Concrete Bar Support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-2 Plastic/Composite Bar Support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-2 Bar Supports for Epoxy-Coated Bars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-2

CHAPTER 3 — REINFORCED CONCRETE STRUCTURES . . . 3-1 to 3-18 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1 Stresses in Concrete. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1 Loads and General Reinforcing Steel Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Individual Reinforced Concrete Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Simple Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Continuous Beams. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Cantilever Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 Compression-Reinforced Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 One-Way Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 Joist Floor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 Two-Way Flat Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10 Two-Way Flat Plate Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10 Waffle Flat Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10 Columns....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10 Walls................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10 Column Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-12 Pile Cap.......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-13 Continuous Wall Footing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-13 Foundation Mat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-14 Grade Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-14 Caisson............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-14 CHAPTER 4 — FORMWORK. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-1 to 4-6 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-1 Footings and Grade Beams. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-1 Walls.............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2 Columns............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2 Beams, Girders, and Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-3 One-Way Joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 Two-Way Joists or Waffle Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 Flat Slab and Flat Plate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 Metal Deck . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-5 CHAPTER 5 — CONTRACT DRAWINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1 to 5-2 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1 Structural Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1 CHAPTER 6 — PROJECT SPECIFICATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 to 6-2 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 Concrete Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 Preparation of Project Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 CHAPTER 7 — PLACING DRAWINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-1 to 7-4 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-1 Drawing and Information Resources . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-1 Placing Drawing Content . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-1 Placing Drawing Sizes and Layout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-1 Detailers’ Responsibilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-2 Metric Reinforcing Bar Detailing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-2

CHAPTER 10 — WELDED WIRE REINFORCEMENT. . . . . . . . . . . . . 10-1 to 10-4 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-1 ASTM Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-1 Style Identification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-1 Common Styles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-2 Lap Splicing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-2 Detailing.......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-2 Corrosion-Protected Wire and WWR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-2 CHAPTER 11 — ESTIMATING PRACTICES. . . . . . . . . . . . . . . . . . . . . . . . . . . 11-1 to 11-4 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-1 CHAPTER 12 — DETAILING PRACTICES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12-1 to 12-4 General........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-1 Detailing Office Organization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-1 Detailing Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-1 Gathering and Reviewing the Necessary Reference Materials . . . . . . . . . . . .12-1 Clarifying Missing or Contradictory Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-2 Planning the Submittal Sequence . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-2 Creating the Placing Drawing Submittal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-2 Revising the Returned Placing Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-2 Tracking Revisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-3 Creating the Bar Lists. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-3 Conclusion. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12-3 CHAPTER 13 — BAR FABRICATING PRACTICES . . . . . . . . . . . . . . . 13-1 to 13-4 General............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .13-1 CHAPTER 14 — CONSTRUCTION PRACTICE AND COMMUNICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . 14-1 to 14-2 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14-1 Technology Aids . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14-1 Jobsite Experience . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14-1 Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14-2 CHAPTER 15 — DETAILING OF FOOTINGS AND FOUNDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15-1 to 15-38 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-1 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-1 Square or Rectangular Column Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-2 Drilled Piers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-7 Vertical Bars. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-8 Ties................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-8 Dowels.............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-8 Wall Footings, Between Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-8 Detailing Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-9 Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-9

@Seismicisolation @Seismicisolation v

TABLE OF CONTENTS (cont.) Part II — APPLICATIONS OF BAR DETAILING CHAPTER 15 — DETAILING OF FOOTINGS AND FOUNDATIONS (Cont.) . . . . . . . . . . . . . . . . . . 15-1 to 15-38 Wall Footings, Continuous . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15-11 Grade Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15-13 Combined Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15-15 Truss Bent Bars in Foundation Mats . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15-17 Truss Bent Bars - Example 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15-19 Pile Caps...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-24 Mat or Raft Foundation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-26 Strap Footing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-34 Standees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-36 Calculations and Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-37 CHAPTER 16 — DETAILING OF WALLS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-1 to 16-48 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-1 Foundation Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-1 Areaway Wall and Stair Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-12 Shearwalls........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-18 Tilt-Up Walls. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-22 Masonry Walls. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-26 Cantilever Retaining Wall. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-37 Counterfort Retaining Wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-43 CHAPTER 17 — DETAILING OF COLUMNS . . . . . . . . . . . . . . . . . . . . . . . 17-1 to 17-60 General........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-1 Getting Started . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-5 Placing Drawing Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-6 Detailing Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-7 Steps in Detailing Columns. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-7 How to Detail Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-13 Detailing a Simple Column. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-13 Detailing a Column with Variations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-34 Special Conditions and Situations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-39 Seismic Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-39 Mechanical Splices. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-46 Spiral Reinforced Columns. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-47 Vertical Bar Splice Questions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-49 Mechanical Splice Questions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-50 Vertical Bar Detailing Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-50 Column Tie Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-51 Bar Listing Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-51 What Happens When Problems Occur? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-52 Photographs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-52 Attention to Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-52

APPENDIX A — MATHEMATICAL TABLES AND FORMULAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-1 to A-8 Properties of a Circle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-1 Trigonometric Functions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-2 Right Angled Triangles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-3 Oblique Angled Triangles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-3 Properties of Plane Figures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-4 Decimals of an Inch. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-6 Decimals of a Foot . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-7 APPENDIX B — COMMON SYMBOLS AND ABBREVIATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .B-1 to B-8 Organizations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 Stress and Force Designations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 Structural Steel Designations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 Wire Bar Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 Precast Concrete Bar Supports (Dobies) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 All-Plastic Bar Supports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 Parts of a Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-2 Common Symbols . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-2 Common Abbreviations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-3 Structural Drafting – Reinforced Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-7 APPENDIX C — DETAILING REFERENCE DATA . . . . . . . . . . . . . . . . . . .C-1 to C-26 Typical Bar Bends . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-1 Standard Hooks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-3 Standard Fabricating Tolerences – ACI 315 (Bar Sizes #3-#11). . . . . . . . . . . . . . . C-4 Standard Fabricating Tolerences – ACI 315 (Bar Sizes #14-#18) . . . . . . . . . . . . C-6 Special Fabrication . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-8 Radial Prefabrication (Bend Type 9) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-9 Overal Diameter of Bars. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-10 Maximum Arc Length for Shipping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-11 Maximum Right Angle Leg for Shipping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-11 Slants and Increments for 45º Bar Bends . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-12 Simplified Practice Recommendation Steel Spirals for Reinforced Concrete Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-13 Spiral Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-15 Welded Wire Reinforcement (WWR). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-16 Recommendations for Spacing of Bars in Slabs, Walls, Mats, or Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-18 Standard Reinforcing Bars – Inch-Pound . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-24 Standard Reinforcing Bars – Metric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-25 APPENDIX D — GLOSSARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D-1 to D-10

CHAPTER 18 — DETAILING OF FLOOR AND ROOF SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18-1 to 18-58 Introduction....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18-1 One-Way Solid Slab....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18-1 Beams........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18-13 One-Way Joist Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18-13 Flat Slab..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18-30 Flat Plate..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18-37 Waffle Flat Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18-37 Stair Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18-38

@Seismicisolation @Seismicisolation vi

Part I — FUNDAMENTALS CH

CHAPTER 1 — REINFORCING BARS

1

*OUSPEVDUJPO


#BS
%FTJHOBUJPOT


Plain (unreinforced) concrete is strong in compression but weak in tension. Where concrete structural members must withstand tensile stresses, it is necessary to resist these stresses by using steel reinforcing bars, which are embedded in the concrete and positioned to resist tensile stresses. Ribs or lugs projecting from the bar are called deformations; bars with deformations are called deformed bars. Standard deformed reinforcing bars are round and range from approximately 3/8 in. to 2¼ in. in diameter. Deformed reinforcing bars are commonly known as “rebar.”

Reinforcing bars are always designated by number. There are 11 inch-pound standard sizes — #3 to #11 inclusive, #14, and #18. The bar number denotes approximately the diameter of the bar in eighths of an inch. For example, a #5 bar has an approximate diameter of 5/8 in.; a #9 bar, 9/8 inch or 1-1/8 in. The nominal dimensions of a deformed bar (diameter, area, and perimeter) are equivalent to those of a plain round bar having the same weight per foot. Table 1-1 lists the nominal dimensions of deformed reinforcing bars.

The adhesion of the concrete to the surface of the bars plus the keying action provided by the deformations keeps the bars from slipping through the concrete and makes the two materials act together. This action of the bars in the concrete is known as bond. Plain round bars without deformations (called plain rounds) are used in concrete for special purposes, such as dowels at expansion joints where bars must slide in a metal or paper sleeve or greased end, contraction joints in highway pavement, or column spirals. These special uses will be further explained in later chapters. Plain bars are described by the diameter in inches, a Greek symbol phi (Φ) to denote round, and the letters PL to denote plain. For example, a ¾ in. diameter plain round bar would be described as ¾ Φ PL. Each steel mill that produces reinforcing bars may have different patterns of deformation on the bar, but all conform to the American Society for Testing and Materials (ASTM) specifications. The requirements for deformations call for a minimum average height and maximum average spacing. Some types of deformation patterns are shown in 1-1.

Figure 1-1 — Various Deformation Patterns of Reinforcing Bars

Table 1-1 — ASTM Standard Reinforcing Bars Nominal Dimensions Bar Size Designation

Weight, (lb./ft.)

Diameter, (in.)

Area, (in.2)

Perimeter, (in.)

#3

0.376

0.375

0.11

1.178

#4

0.668

0.500

0.20

1.571

#5

1.043

0.625

0.31

1.963

#6

1.502

0.750

0.44

2.356

#7

2.044

0.875

0.60

2.749

#8

2.670

1.000

0.79

3.142

#9

3.400

1.128

1.00

3.544

#10

4.303

1.270

1.27

3.990

#11

5.313

1.410

1.56

4.430

#14

7.65

1.693

2.25

5.32

#18

13.60

2.257

4.00

7.09

(SBEFT
BOE
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#BST
Minimum yield strength or grade of steel is an important property in the design of reinforced concrete members. The Architect/Engineer will state in the project specifications or on the structural drawings the specific grades required for the reinforcement in the various parts of the structure. Grade is based on the minimum yield strength of the steel in ksi. The design of a reinforced concrete member is based upon the yield strength of the bars. Standard procedures have been established by ASTM for determining yield strength. In simple terms, yield strength may be considered the load limit below which steel will stretch and still return closely to its original length when the load is released. If loaded beyond the yield strength, but less than the tensile strength (breaking limit point), part of the “stretch” will remain in the bar. In the design of reinforced concrete, bars loaded to the yield strength are assumed to continue stretching without carrying any further load until the member fails.

@Seismicisolation @Seismicisolation 1-1

Reinforcing Bars There are also different types of reinforcing bars produced in the United States. Some are manufactured from billets of steel and others are manufactured from other steel products and are called rerolled bars. There are two types of rerolled bars: rail-steel bars are manufactured from railroad tracks and axle-steel bars are manufactured from railroad car axles.

the possibility of mixing grades, since use of the proper grade is a critical part of the Architect/Engineer’s design. See “Tags” in Chapter 13 for further information.

To obtain uniformity throughout the United States, the ASTM maintains specifications for the types and grades of reinforcing steel bars, which are listed in Table 1-2.

With the various grades, types, and sizes available, some means of easy identification are necessary. ASTM specifications require that each bar producer roll onto the bar (a) a letter or symbol to identify the producer’s mill, (b) a number corresponding to the size number of the bar, (c) a symbol or marking to indicate the type of steel, and (d) alternative markings to designate the grade. Figure 1-2 illustrates the bar markings for the different types and grades of reinforcing bars.

Table 1-2 — Types and Grades of Reinforcing Bars ASTM Specification

A615

A706

A955

Type

Bar Sizes

Yield Strength (Grade), ksi [MPa]

Tensile Strength, ksi [MPa]

3–6

40 [280]

60 [420]

CarbonSteel

3–18

60 [420]

90 [620]

3–18

75 [520]

100 [690]

3–18

80 [550]

105 [725]

Low-Alloy Steel

3–18

60 [420]

80 [550]

3–18

80 [550]

100 [690]

3–6

40 [280]

70 [500]

3–18

60 [420]

90 [620]

6–18

75 [520]

100 [690]

3–8

50 [350]

80 [550]

3–8

60 [420]

90 [620]

3–8

40 [280]

70 [500]

3–8

60 [420]

90 [620]

StainlessSteel

A996

Rail-Steel

A996

Axle-Steel

A1035

LowCarbon, Chromium

3–18

100 [690]

150 [1030]

3–11

120 [830]

150 [1030]

Throughout this book, sample structural and placing drawings have the following general material note for the reinforcing bars: REINFORCING BARS TO BE ASTM A615, GRADE 60 ASTM A615 (carbon-steel) Grade 60 reinforcing bars have been noted because they are the most widely used type and grade in the United States. However, the American Concrete Institute’s Building Code (ACI 318) permits the use of the other types and grades of reinforcing bars listed in Table 1-2. The Detailer should be aware that it is possible to have more than one type or grade of reinforcing bar on a project or to have an entire project consist of only, say, ASTM A706 (low-alloy steel) Grade 80 reinforcing bars. The fabricator maintains the identity of the grades, not only by the rolled-on marking, but also by showing the grades on bar bundle tags by name or by color coding, and on all bills of material. This is important to avoid

The tensile strength is the load at which the steel fractures and is also measured in ksi. The minimum tensile strength is included in the ASTM specifications for each grade and is listed in Table 1-2.

4PGU
.FUSJDBUJPO
The term “soft metric” is used in the context of bar sizes and bar size designations. “Soft metric conversion” means describing the nominal dimensions of inch-pound reinforcing bars in terms of metric units, but not physically changing the bar sizes. Virtually all reinforcing bars currently produced in the USA are identified using inch-pound markings. The sizes of soft metric reinforcing bars are physically the same as the corresponding sizes of inch-pound bars. Soft metric bar sizes, which are designated #10, #13, #16, and so on, correspond to inch-pound bar sizes #3, #4, #5, and so on. Table 1-3 shows the one-to-one correspondence of the soft metric bar sizes to the inch-pound bar sizes.

Table 1-3 — Soft Metric Bar Sizes vs. Inch-Pound Bar Sizes Bar Size Designation Soft Metric

Inch-Pound

#10

#3

#13

#4

#16

#5

#19

#6

#22

#7

#25

#8

#29

#9

#32

#10

#36

#11

#43

#14

#57

#18

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CH

Reinforcing Bars Steel mills produce reinforcing bars to meet the requirements of the ASTM specifications, which require markings for bar size designations and for strength levels (grades of steel). Most mills use inch-pound markings on their bars, but a few use metric markings. The metric grades of steel are expressed in units of megapascals, abbreviated as MPa. Grade 420, for example, means a minimum yield strength of 420 MPa. The value 420 MPa is equivalent to 60,900 pounds per square inch. Grade 420 bars are the metric counterpart of Grade 60 inchpound bars. Figure 1-2 shows the marking system for reinforcing bars, as per ASTM specifications, in both inch-pound and metric units.

Main Ribs Letter or Symbol for Producing Mill

H 11

Bar Size #11

H

Type Steel*

11

S for Carbon (A615) W for Low-Alloy (A706) for Rail (A996)

S

R for Rail (A996) A for Axle (A996)

Grade Mark

S 60

Grade Line (one line only)

GRADE 60

*Bars marked with

an S and W meet both A615 and A706

Figure 1-2 — Identification Marks for ASTM Standard Reinforcing Bars

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Reinforcing Bars

Figure 1-2 — Identification Marks for ASTM Standard Reinforcing Bars

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#BST Coated reinforcing bars are used as a corrosion-protection system for reinforced concrete structures. The ACI Building Code recognizes the use of coated reinforcing bars. The Code requires epoxy-coated reinforcing bars to conform to ASTM A775 (bars coated first, then fabricated) or A934 (bars fabricated first, then coated) specifications. Zinc-coated (galvanized) reinforcing bars must conform to ASTM A767. Dual-coated bars, which are epoxy-coated after being galvanized, must conform to ASTM A1055. Figure 1-2 — Identification Marks for ASTM Standard Reinforcing Bars

To avoid confusion on projects where uncoated and coated bars are used, the Detailer should be precise in identifying which bars on the placing drawings should be coated. For example, epoxy-coated bars should be identified on placing drawings with a suffix (E) or an asterisk (*) and with a note stating that all bars identified as such are to be epoxy-coated. A suffix (G) would be appropriate for identifying zinc-coated (galvanized) bars on placing drawings, along with a note stating that all bars identified as such are to be zinc-coated (galvanized).

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Part I — FUNDAMENTALS CH

CHAPTER 2 — CONCRETE

2

*OUSPEVDUJPO The Reinforcing Bar Detailer will be primarily concerned with reinforcing steel, but he or she must also be concerned to some extent with the concrete as well. Concrete dimensions on an Architect/Engineer’s structural drawing determine the shapes, lengths, dimensions, and quantities of required reinforcing steel. Concrete is a mixture in which a paste consisting of Portland cement and water binds together aggregates such as sand and gravel, crushed stone, or blast furnace slag. This mixture hardens into a rocklike mass as the paste sets through the chemical reaction of the cement and water. Concrete will continue to harden well after initial set for an indefinite period of time. This process is called curing. A durable, strong concrete is obtained by the correct proportioning and mixing of the various materials and by the proper curing of the concrete after it is placed into the formwork. Proportioning of the ingredients is often referred to as the mix design. The quality of the concrete is determined mainly by the quality of the cement-water paste that binds the aggregates together. The strength of the concrete will be reduced if this paste is diluted by adding more mixing water. The relation of water to cement is usually referred to as the water-cement ratio. High-quality concrete is produced by using the lowest possible watercement ratio without sacrificing the workability of the mix. Since concrete is plastic when it is placed, formwork must be built to contain the concrete until it is hardened. Briefly, forms or formwork are molds which hold freshlyplaced concrete to the desired size and shape until it hardens. All ingredients of the mix are rotated in a concrete mixer, after which the fresh concrete is either pumped or transferred to buckets, concrete buggies, or wheelbarrows for delivery to the formwork where the reinforcing steel is already in place. See Chapter 4 for more information on formwork.

will attain most of its potential strength after 28 days of moist curing. High-early-strength cement is sometimes used in concrete where a faster rate of hardening is required. It will cause the concrete to attain about the same strength in a third of the time required with ordinary cement. Air-entrainment is used to create tiny air voids in the concrete, resulting in a concrete more resistant to freezing and thawing.

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4USFOHUI The Architect/Engineer will specify the concrete strength required, perhaps using different strengths in different parts of the same structure. Conventional ready-mix concrete has a compressive strength of 7,000 pounds per square inch or less. Higher strengths can be achieved with special attention to the proportioning of the ingredients. The above values refer to the compressive strength of the concrete. Quality control is important to assure the Architect/Engineer that the specific design requirements are met. The compressive strength of the concrete is checked on most construction projects by taking test samples just before the concrete is placed into the formwork. Standard cylindrical molds are used to form the concrete into test cylinders 6 inches in diameter and 12 inches high. After curing, these concrete cylinders are crushed to failure in a laboratory testing machine with a gauge to indicate the failure load. For example, when 3,000 psi concrete is specified, after 28 days the cylinders should break at a total load of 85,000 pounds, which is equal to 3,000 psi or more. See Fig. 2-1.

Concrete will stiffen to its initial set in about one hour under ordinary temperatures, and it will harden to its final set in about 6 to 12 hours. Before the initial set, concrete must be in place in the formwork and manually or mechanically vibrated to consolidate it and work it around the reinforcing bars and into corners of the formwork. The reinforcement must be securely tied in place in order to resist the forces of the concrete placement, consolidation, and vibration. Operations such as hardtroweled surface finishes must be completed between initial and final set. After final set, concrete must be protected from all shocks, extreme temperature changes, and premature drying until it cures. Concrete using ordinary cement will be self-supporting in a few days, and

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Figure 2-1 — Test Cylinders of Plain Concrete

Concrete

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Part I — FUNDAMENTALS CH

CHAPTER 3 — REINFORCED CONCRETE STRUCTURES (FOFSBM Reinforced concrete structures are composed of various reinforced concrete members that are combined to produce a complete structure. Floor systems are supported by columns or walls, which are in turn supported by footings or foundations that bear on soil, pilings, caissons, or solid rock. Some structures have a frame consisting of structural steel beams and columns with footings, walls, and floors of reinforced concrete. Since there are many kinds of reinforced concrete members, it will not be possible to describe all of them. This chapter will discuss those most commonly used. Figure 3-1 illustrates some of the structural members in relation to each other. Joist slab construction is shown on the second floor. The joists are carried by beams, and the beams are supported by columns. The first floor is a slab and beam design in which the slabs are supported on beams and walls. Walls, stairs, footings, a slab on ground, and other features are also shown. Figure 3-2 illustrates solid flat slabs with round interior columns. Flat slabs are supported directly on columns without interior beams. Beams may be used at exterior

3

columns. The slab is thickened and called a drop panel over each column. A flat plate slab is similar to the flat slab except the drop panel is omitted. Two-way joist construction consists of ribs spanning in both directions and covered by a thin, integral, concrete slab. The joists form a characteristic waffle pattern on the underside, hence the name “waffle slab.” A waffle flat slab is so-called because it is designed on the same basis as a solid flat slab (See Fig. 3-3). The solid head at the columns acts as a drop panel; the waffle slab elsewhere is much lighter and can span much farther than a solid slab. The square spaces between joist ribs are formed by standard square forms called “domes,” which are removed after the concrete cures. These and other structural members comprising the reinforced concrete building will be studied in detail in later chapters.

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$PODSFUF Concrete is strong in compression and shear but is relatively weak in tension. In fact, concrete’s tensile properties are considered non-existent in design. For

Header Column Upturned Beam

Joist Slab Column

Beams 2nd Floor

Door Lintel

Joist

Beam

Beam & Curb Supported Slab

Exterior Steps & Stoop

1st Floor

Foundation Wall

Column Beams Stairs Landing

Slab on Ground

Haunch Column

Basement Wall Footing Pipe Trench

Column Footing Construction Joint

Figure 3-1 — Structural Members of a Reinforced Concrete Structure

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Reinforced Concrete Structures Drop Panel

Two-Way Flat Slab

Roof Upturned Beam

Column Bracket Exterior Column

Interior Column Flat Plate Slab

1st Floor

Areaway

Exterior Column

Basement Wall

Interior Column

Slab on Ground

Basement Floor

Column Footings

Figure 3-2 — Flat Slab

Loads

Tension Cracks Rib Dome

Solid Head

Beams Deflects Under Load

Round (or Square) Column

Figure 3-4 — Bending in a Simple Beam

Figure 3-3 — Waffle Flat Slab

this reason, reinforcing steel is always used where tension is present in concrete and is often used where shear or compression exist. An efficient structural member is thus obtained by properly utilizing the best properties of both concrete and reinforcing steel. An example of tension due to bending of a loaded beam is shown in Fig. 3-4. As a beam is loaded, tension cracks will appear at the bottom of the beam and would continue rapidly upward in an unreinforced concrete beam with a sudden failure near mid-span. Plain concrete in tension is weak and brittle. It would fail suddenly without warning shortly after the first crack appeared. Deformed steel reinforcing bars are placed inside the beam near the bottom to resist the tensile forces that crack the concrete. The best example of compression is the downward load acting on a column. The column is loaded in compression

between the downward load of the floors and the upward resistance of the footing. These two opposing forces produce compression or pushing together (See Fig. 3-5). It must be remembered, however, that certain loads such as wind or earthquake lateral forces can cause tension in a column, which would try to pull it apart. A simple beam loaded by its own weight bends downward in the center. Figure 3-6 shows a simple beam resisting bending with reinforcing bars under tension in the bottom and with compression in the concrete indicated in the upper portion. Somewhere between these two forces is a surface where neither tension nor compression exists. This is called the neutral axis because stress is zero at this surface, and it is shown here by the dashed line. The reinforcing steel is located as near as possible to the bottom of the concrete, but the bars must be covered with sufficient concrete to protect the steel against corrosion (rust) and fire (heat). This concrete

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Reinforced Concrete Structures Column Floor

Downward Load on Column Load Due to Upward Resistance from Footing

3

cover should be at least 1½ in. from the outer layer of reinforcing steel to the side or bottom of the beam. Shear is a more complex force than simple tension or compression. A common example of almost pure shear is illustrated by a bolted lap-joint in steel plates, producing what is called single shear. In reinforced concrete, this is best illustrated by a loaded column bracket (See Figs. 3-7 and 3-8).

Footing Soil Reaction Loads

Figure 3-5 — Compressive Forces on a Column

If a set of books were carried horizontally, as shown in Fig. 3-9, they would have to be squeezed tightly together or they would slip and fall, due to what is called vertical shear. In a beam, each imaginary vertical slice (like a single book) with a load on top is prevented from slipping down by the shear strength of the concrete (See Fig. 3-10).

Neutral Axis

A

A

Set of Books Figure 3-9 — Example of Vertical Shear

Compression in Concrete Above the Neutral Axis Tension in Bars Below the Neutral Axis SECTION A-A

Figure 3-6 — Flexural Reinforcement in a Simple Beam

Concrete Beam Figure 3-10 — Vertical Shear in a Beam

Shear on Bolt

If several boards are laid flat across two supports and loaded, they will bend downward but will also slip along each other horizontally (See Fig. 3-11). This horizontal slippage is caused by a force known as horizontal shear.

Figure 3-7 — Example of Single Shear in a Bolted Joint Loads

Load Support

Shear on This Face

Set of Boards

Support

Corbel Figure 3-11 — Example of Horizontal Shear Column

Column Corbel Figure 3-8 — Single Shear in a Column Bracket

In a loaded beam, both vertical and horizontal shear are present, and the net result of the two forces produces what is called diagonal tension (See Fig. 3-12). The bottom reinforcing steel, intended for longitudinal tension, does not provide sufficient resistance to cracking produced

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Reinforced Concrete Structures by diagonal tension. In a beam that is uniformly loaded throughout its length, these stresses are greatest near the end support and decrease to zero at mid-span. Another example of shear is that present in a floor slab around a column. The loads transferred from the slab to the column produce what is termed as punching shear (See Fig. 3-13). Floor Slab

Diagonal Shear

Beam

Reinforcement to resist diagonal tension is called web or shear reinforcement and is provided by vertical bars. U-shaped bars, called stirrups, are used through that part of the beam where diagonal cracks would occur. Typically, stirrups are more closely spaced near the support and farther apart toward mid-span because of the decreasing shear. Since concrete is able to resist some shear, stirrups can sometimes be omitted at the mid-span. Stirrups are held in place by wire ties to the bottom bars with their upper ends tied to stirrup support bars extending from the first to the last stirrup at each end of the beam (See Fig. 3-14).

Punching Shear Column

Stirrup Support Bars

Wall

Diagonal Shear

Punching Shear

Figure 3-12 — Beam (One-Way) Shear

Figure 3-13 — Punching (Two-Way) Shear

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-PDBUJPO The Architect/Engineer is responsible for the design of the reinforced concrete members. The A/E determines the dimensions of the reinforced concrete members and the size, shape, and position of the reinforcing steel. The Detailer is not expected to decide where or what reinforcement is needed. However, some knowledge of how concrete acts under applied forces and where the reinforcing steel should be located to resist these forces will enable the Detailer to have a much better understanding of the design details in the structural drawings.

Stirrups Bottom Longitudinal Bars

Figure 3-14 — Flexural and Shear Reinforcement in a Simple Beam

There are some circumstances in a simple beam where the Architect/Engineer will call for reinforcement in the top of the beam near the supports. This would be necessary if the ends of the beam are fixed or not free to rotate. This can be done by using bottom bars and stirrups as just described, with the addition of top bars hooked into the support and extending part way across the beam (See Fig. 3-15). Top Bars

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.FNCFST The following details show the loads acting on a reinforced concrete member and indicate the bending that takes place. The convex surfaces carry tension and the concave surfaces carry compression. Typical member reinforcement is also shown. Since this discussion is intended to introduce the reader to reinforced concrete construction, only the basic reinforcement required is shown in the following figures. Additional reinforcement or reinforcement details required by building codes for “structural integrity” has been intentionally omitted.

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#FBNT A simple beam is one resting freely on end supports such as brick or concrete block walls (See Fig. 3-6). Since the bottom of the beam is in tension (Fig. 3-4) and would otherwise crack under load, longitudinal reinforcing bars are required. Shear is also present, resulting in diagonal tension (Fig. 3-12). Shear is usually at a maximum near the support and decreases to zero at mid-span.

Stirrups Bottom Longitudinal Bars

Figure 3-15 — Flexural and Shear Reinforcement in a Simple Beam with Fixed Ends

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Beams that extend for two or more spans, with one or more intermediate supports, are called continuous beams. Figure 3-16 shows the bending action. In this case, the beam ends are fixed (held against turning) instead of resting freely upon a support. Note that at the center support and end supports, the convex surface is at the top of the beam, indicating tension in the top at the supports as well as in the bottom at mid-span. This is characteristic of any beam which is fixed at the supports, even a simple or single span beam. Fixed supports are those resulting from a beam framing

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Reinforced Concrete Structures

Top Bars

3

Loads

Figure 3-16 — Bending in a Continuous Beam

Figure 3-18 — Bending in a Cantilever Beam

into another beam or girder, or into a concrete wall or column. It is the most common condition encountered in reinforced concrete framing. Sometimes monolithic concrete beams on masonry-bearing walls may be freely supported. Figure 3-17 shows typical reinforcement required for continuous beams. Top bars are usually hooked at end supports and straight over interior supports. Again, stirrup support bars are used to secure the top ends of the stirrups. These bars are usually placed inside of the stirrup hooks. The support bars may be omitted where other top bars are present and can be located adjacent to the stirrups.

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#FBNT Sometimes beams extend over one or more interior spans and continue beyond the end support to provide an overhang called a cantilever. In Fig. 3-18, note that the convex (tension) side of the cantilever is at the top of the beam. In Fig. 3-19, the top bars from the interior span extend to the end of the cantilever and are hooked at the end.

Figure 3-19 — Flexural and Shear Reinforcement in a Cantilever Beam

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#FBNT Ordinarily, no reinforcement is needed in the compression side of a beam. Most beams are cast together with the slab they support. The beam is then, in effect, T-shaped. The slab acts as a flange of the beam, carrying part of the compression when the compression is at the top side of the beam. Conditions where the compressive stresses are high occur at interior supports of heavily reinforced T-beams where the narrow stem resists compression. Other conditions may require that the size of the beam be restricted. Where the concrete itself cannot safely resist these compressive stresses, the addition of reinforcing bars supplements the load carrying capacity of the concrete (See Fig. 3-20).

Stirrups

Top Bars

Stirrup Support Bars

Bottom Bars Interior Column Exterior Span

Interior Span

Interior Span

Top Bars

Bottom Bars

Stirrups

Section Thru Beam Figure 3-17 — Flexural and Shear Reinforcement in a Continuous Beam

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Reinforced Concrete Structures Note the closed stirrups. Closed stirrups are required around compression reinforcement. They also serve to resist shear or torsion. They can be one piece or in two pieces (See Fig. 3-21).

Other bars are placed at right angles to the main slab bars and run parallel to the beams for the full length of the slab panel. These bars are needed to prevent the formation of cracks due to shrinkage of the concrete and changes in temperature and are called shrinkage-temperature bars.

Compression Bars Closed Stirrups

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The concrete joist floor consists of a series of ribs, similar to small beams, with a thin top slab spanning between the joists. The joists frame into and are supported by beams. They may also rest upon supporting walls of either masonry or concrete. The bending action that takes place in a joist is similar to that of a beam and the arrangement of the bars is the same. The width of a joist varies from a minimum of 4 in. to a maximum of 8 in., which permits the use of only two bottom bars. Usually, the bottom reinforcement consists of two straight bars extending into the end supports. Top bars are used over both interior and exterior supports. Top bars at end supports are usually hooked.

Tension Bars

Figure 3-20 — Compression Reinforcement in a Beam

Class B Tension Lap Splice

The joists are usually formed by rows of standard-shaped forms with the ribbed portion formed between the forms (See Fig. 3-23). These forms are shored from the floor below and are later removed after the concrete has sufficiently cured.

Alternate for Deep Interior Beams Figure 3-21 — Closed Stirrups

The joists may have tapered ends at the supports which provide an increase in the rib widths near the ends for resisting shear. Double or triple width joists are sometimes required to carry partitions or similar loads. The increased width of joists is obtained either by spacing the forms farther apart or by maintaining a uniform spacing using narrow width forms. In such cases, double or triple the normal amount of reinforcement may be used.

The two-piece stirrups are preferred by most Ironworkers because the lower part can be placed the same as open stirrups. The upper part can then be placed after the longitudinal bars are in position.

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The shape assumed by a one-way slab under loads resembles those described for beams similarly supported. Details of a portion of a beam and slab floor are shown in Fig. 3-22. The slab is supported by the beams, which are in turn supported by columns.

The slab over the joists is reinforced with either shrinkage-temperature bars or welded wire reinforcement with the heavier reinforcing steel running perpendicular to the joists. This reinforcement is intended primarily to prevent cracks caused by shrinkage and temperature changes.

The Architect/Engineer’s structural drawings should indicate the typical reinforcing bar extensions into adjacent slabs, overlaps, and cut-off points required. The bottom bars can extend over more than one span; otherwise, they extend into the beam a minimum of 6 inches. Top Bars at Exterior Beam

Top Bars Over Interior Beams

Bottom Bars Exterior Span

Shrinkage-Temperature Bars Interior Span

Interior Span Interior Beam

Exterior Beam Figure 3-22 — Reinforcement in a One-Way Slab

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Reinforced Concrete Structures

Partition Top Slab Double Joist Joist

Tapered Ends of Joists Spandrel Beam Beam Exterior Rectangular Column

Symmetrical About C L

Interior Round Column

Shrinkage-Temperature Reinforcement

A

A

ELEVATION

SECTION A-A

Standard Square End Joists Standard Tapered End Where Required

PLAN

Figure 3-23 — Various Joist Details

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Reinforced Concrete Structures

Col.

of Support 1/2 Col. Strip

Col. Middle Strip

Column Strip

Exterior Panel

Column Strip

Middle Strip

Col.

Column Strip

Column Cap

Drop Panel

Drop Panel

Col. Middle Strip

Column Strip

Interior Panel

Typical Plan Col.

Top Bars

Top Bars

Col.

Bottom Bars

Bottom Bars of Support

Bottom Bars

Drop Panel Exterior Panel

Interior Panel

Typical Section – Column Strip

Top Bars

Top Bars

Bottom Bars

Bottom Bars Exterior Panel

Interior Panel

Typical Section – Middle Strip

Figure 3-24 — Reinforcement in a Two-Way Flat Slab with Drop Panels

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Bottom Bars

CH

Reinforced Concrete Structures

Column

Column

Column

Column

Support Exterior Panel

Interior Panel

Typical Plan Column Top Bars

Bottom Bars

Top Bars

Bottom Bars

Column

Bottom Bars

Column Head of Support Exterior Panel

Interior Panel

Typical Section – Column Strip

Top Bars

Top Bars

Bottom Bars

Bottom Bars Exterior Panel

Interior Panel

Typical Section – Middle Strip

Figure 3-25 — Reinforcement in a Waffle Flat Slab

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Bottom Bars

3

Reinforced Concrete Structures 5XP8BZ
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The two-way flat slab is so called because it is reinforced in two directions; no beams are used except edge beams (spandrels). Such a slab may be thickened around the column forming a “drop panel.” Columns for two-way flat slabs are often round (See Fig. 3-24).

Most columns supporting the floors of a building are compression members with the loads on the building acting downward and resisted by the foundation resting on the subgrade.

The slab reinforcement is arranged in strips in both directions called column and middle strips. Generally, the width of each strip is half of the span (center-to-center of columns). The column strips may be considered wide beams spanning between columns. They are more heavily reinforced than the middle strips, containing about 60 percent of the reinforcing steel required in the bottom of the slab and more than 75 percent in the top of the slab. For this reason, column strips have either a greater number of bars at closer spacing, larger-sized bars, or both, as compared to middle strips.

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This floor is a two-way flat slab without the drop panel. Columns are usually square to match the alignment of the partitions. This floor is preferred where space will be partitioned, and the bottom of the slab is painted to become a finished ceiling. The reinforcement is similar to that of a two-way flat slab.

It would be possible to use plain (unreinforced) concrete in columns, but such columns would be of such large size as to be impractical and would deduct considerably from the usable floor area of a structure. Since reinforcing bars are many times stronger than an equivalent area of concrete, they are used to carry part of the column load. The main reinforcement in a column is the vertical bars. The concrete and the bars together carry the column load. This results in a smaller size and a lighter column. To increase the safe load that a column will carry, lateral restraint by the use of either ties or spirals is necessary. A column using ties is called a tied column; a column using a spiral is a spiral column. Ties or spirals prevent the column bars from buckling outward and keep the concrete from spreading laterally. A spiral round column, because of its closer-spaced continuous hooping, is permitted to carry a slightly greater load than a similar tied round column. The vertical spacing center-tocenter between turns of the spiral is called the pitch. The reinforcement arrangement in these two types of columns is shown in Fig. 3-26.

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4MBC A two-way joist floor with the joists or ribs running in two directions at right angles to each other is called a waffle slab. Dome forms are used to form the joists and the top slab. These forms are later removed after the concrete has cured. The two-way joists produce a waffle-like appearance from which this type of floor gets its name (See Fig. 3-25).

Horizontal Ties Vertical Bars

A waffle flat slab is designed as a flat slab. It is divided into column and middle strips, each a half-panel in width. It is similar to two-way flat slabs except that a strip actually consists of a group of ribs. Dome forms are omitted around the columns, forming a solid area of slab called a column head, which acts as a drop panel to provide the required punching shear strength. This solid head is a slab equal in thickness to the depth of the dome plus the thickness of the top slab. No beams or drop panels are used. The thick slab is supported directly on columns. Reinforcement in each joist is generally two bars in the bottom and two or more top bars at the supports. Shrinkage-temperature reinforcement, where specified in the slab over the domes, is usually welded wire reinforcement. No welded wire reinforcement is required in the thick slabs around the columns, as there will be a grid of top bars from the column strips, making the shrinkage-temperature reinforcement unnecessary.

Tied Column

Spiral Vertical Bars

Spiral Column

Figure 3-26 — Tied and Spiral Columns

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The usual foundation wall is braced at the top and bottom by floor slabs. The loads on the wall result from horizontal earth pressures, causing the wall to bend inward. This creates tension on the inside face of the wall requiring vertical bars in that face (See Fig. 3-27).

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Reinforced Concrete Structures Floor Slab

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Slab on Ground

Slab Reinforcement

Negative Reinforcement Shrinkage Temperature Reinforcement

Main Reinforcement Vertical Shrinkage Temperature Reinforcement Horizontal

Footing Dowels

Slab on Ground

Pit Wall Pit Slab

Figure 3-29 — Typical Reinforcement in a Small Pit Wall

Wall Footing

Reinforced Slab Over Tunnel

Figure 3-27 — Typical Wall Reinforcement

Bending may also occur near the top of the wall, causing tension in the outside face so that reinforcing steel may be specified to extend part of the way down in the wall and bent into the floor slab above. Shrinkage-temperature bars are placed horizontally inside the vertical bars. In addition, vertical and horizontal bars may often be specified in the outside face by the Architect/Engineer. A layer of vertical and horizontal bars is sometimes called a “mat” or a “curtain.” Doors, windows, and other openings in walls usually require additional reinforcement. Additional bars are desirable over, under, and alongside of door and window openings, normally extending well past the sides of the openings to prevent diagonal cracks. Bars are also placed diagonally at the opening corners. The Architect/Engineer will specify the size and arrangement of bars required (See Fig. 3-28).

Main Wall

Bottom Slab of Tunnel

Figure 3-30 — Typical Reinforcement in a Pipe Tunnel Wall

There are also non-load-bearing partition walls, enclosure walls for stairs, and retaining walls for outside stairways, ramps, and driveways (See Fig. 3-31). Partition and stair walls are fairly thin, usually 6 or 8 in. thick. Minimum reinforcement is ordinarily used in these walls (equal to shrinkage-temperature bars placed vertically and horizontally) in the center of the wall.

Floor Slab

Shrinkage Temperature Bars

Partition Wall

Figure 3-28 — Typical Reinforcement Around Openings in Walls Slab on Ground

The most efficient arrangement of reinforcing steel in foundation walls is designed for two-way action, eliminating the need for separate shrinkage-temperature bars. Walls forming the sides of pits and tanks usually act as two-way slabs (See Figs. 3-29 and 3-30).

Dowels

Wall Footing Figure 3-31 — Typical Reinforcement in a Non-Load Bearing Wall

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Reinforced Concrete Structures A cantilever is the common form of a retaining wall. In Fig. 3-32, note that the main vertical bars are on the side against the earth and require embedment in the wall footing. Horizontal shrinkage-temperature bars are required inside the vertical bars. Sometimes bars in the other wall face are required as well as in the fill face. Shrinkage-temperature reinforcement is usually used in the exposed face both horizontally and vertically.

Loads

Loaded Member

Deflected Shape

Diagonal Bar Optional Must be Shown by Engineer

0.5 Wall Height Every Other Bar

Weep Hole

Lap as Required

Stem of Wall

Wall Height - 3“ Every Other Bar

Figure 3-32 — Bending in a Cantilever Retaining Wall

The general arrangement of reinforcing bars in a cantilever retaining wall is shown in Fig. 3-33. Recall that Fig. 3-32 shows tension in the top of the footing under the fill side. This requires the main bars to be located transversely in the top of the footing. The main wall bars extend vertically out of the footing along the fill face. Tension in the wall is greatest at the top of the footing and gradually decreases toward the top of the wall. For this reason, a part of the vertical bars may be stopped at a different height where no longer needed. The horizontal and vertical bars shown in the exposed face are for shrinkage-temperature reinforcement to prevent cracking due to shrinkage and changes of temperature. Horizontal bars in the fill face and longitudinal bars crossing the transverse footing bars are primarily for shrinkage and temperature stresses. Notice the names of the parts of a retaining wall in Fig. 3-33.

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A column is usually supported on a square footing of sufficient size to distribute the load from the column to the soil. With the concentrated column load in the center and uniform soil pressure upward, the footing tends to curl up in all directions toward the corners (See Fig. 3-34). Bars are placed in two directions at right angles to each other and located a specified minimum distance from the bottom of the footing. Rectangular footings are sometimes used where column dimensions are rectangular or where space is restricted in one direction and not in the other.

Vertical Bars

Column Footing Top of Footing Dowels

Back Face Reinforcement

Soil Pressure Loads

Figure 3-33 — Typical Reinforcement in a Cantilever Retaining Wall

Figure 3-34 — Bending and Reinforcement in a Single Footing

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Reinforced Concrete Structures

Exterior Column

Column Loads

Column Verticals Column Column Ties

Lap

A combined footing carries the load from two or more columns, supported by an upward soil pressure under the entire area of the footing (See Fig. 3-35). This type of footing is often used for an exterior column along a property line where a square column footing would extend beyond the property line. The exterior column is flush with the end of the footing and the footing is extended beyond the first interior column. The footing tends to curl up the outer corners and to bow up between the columns at the projecting end. The forces acting on the footing are roughly the reverse of forces acting on a normal beam or slab. For this reason, such footings need to be reinforced with top bars A and with bottom bars B and C. Bottom cross bars D and E are also provided to resist the curling effect. Shrinkage-temperature bars may be used at right angles to the top bars. Sometimes stirrups or ties are used in combined footings. A mat of straight bars is located under each column, similar to an individual footing.

3

Pile Cap

Dowels

Piles Figure 3-36 — Typical Reinforcement in a Pile Cap

Note: Bars Equally Spaced. Interior Bars Omitted for Clarity

Bars Placed in Bands

Bars Each Way

Interior Column

3-Pile Pile Cap

5-Pile Pile Cap

Bars Equally Spaced

Bars Equally Spaced

Figure 3-35 — Bending and Reinforcement in a Combined Footing

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$BQ When the subgrade is too soft to provide adequate bearing for a normal footing, piles are driven to the depth required to support the load. The piles support a footing called a pile cap. The elevation at the tops of the piles is usually 4 to 6 inches above the elevation of the bottom of the pile caps (See Figs. 3-36 and 3-37).

7-Pile Pile Cap Figure 3-37 — Different Reinforcement Arrangements for Pile Caps

Pile caps are usually square or rectangular, but may be of different shapes depending upon the required number and arrangement of the piles. Bars are arranged in a similar manner to those in individual soil-bearing footings. They are not placed in the bottom of the cap, but are located approximately 3 in. above the top of the piles. Bars may not always be arranged in mats with the bars crossing each other at right angles but may be grouped in bands over the piles. The shape of some pile caps may require a mat of bars of variable lengths. See examples in Fig. 3-37.

@Seismicisolation @Seismicisolation 3-13

Reinforced Concrete Structures (SBEF
#FBN Wall

Wall Load

Longitudinal Bars Main Bars Transverse

Continuous Wall Footing Soil Pressure Resisting Wall Load

Figure 3-38 — Bending and Reinforcement in a Continuous Wall Footing

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A grade beam is a continuous reinforced concrete beam placed directly on the ground with sufficient depth to extend below the frost line (See Fig. 3-39). It may support the load from a wall or columns bearing on it. The grade beam usually spans between footings or piers, so the load on a grade beam is not necessarily transmitted directly to the soil, thus differentiating it from a continuous wall footing. The load is transmitted to the end supports, namely footings or piers. Reinforcement generally consists of straight top and bottom longitudinal bars, sometimes with closed stirrups spaced throughout the length of the beam.

$BJTTPO A pier or open caisson serves the same purpose as a group of piles (See Fig. 3-40). It consists of an open, circular shaft usually about 2 to 5 ft. in diameter. The shaft is either dug or drilled through unsuitable soil down to stable soil. Where the soil is unable to support itself, a liner is used. The liner is usually a metal or fiber tube and is left in place after the concrete is placed. The bottom of the hole may be enlarged into a bell-shaped end. This bell end is used to provide a larger bearing area when the soil layer has less bearing capacity than the compressive strength of the concrete caisson. The pier may be either plain or reinforced concrete. Reinforcement consists of vertical bars as in a column, with either circular or square ties or spirals. Dowels project from the pier into the column above

A single heavy slab of concrete may be used underneath all of the columns or walls of a structure, instead of individual column footings and continuous wall footings, or piles. This slab is called a foundation mat or raft footing. Its thickness depends upon soil conditions and the loads to be supported. Generally, the slab is reinforced with a mat of bars in two directions in both the top and bottom of the slab. Foundation mats may be extremely thick, often as much as 6 ft. or more. Detailing the reinforcement for such members must be undertaken in cooperation with the Contractor, since construction may or may not be continuous. The Architect/Engineer may specify heavy dowel arrangements at each construction joint and special mat supports.

@Seismicisolation @Seismicisolation 3-14

CH

Reinforced Concrete Structures

Span C/C Columns

C L Column

C L Column

Lap Splices at Mid-Span if Required

Section Thru Grade Beam

Column Footings Lap Splice at C L of Support if Splice is Required by Architect/Engineer

Figure 3-39 — Typical Reinforcement in a Grade Beam

Column

Dowels Top of Caisson Standard Column Tie

Lapped Circular Column Ties (or Spirals)

Pier or Caisson

A

A Detail with 4 Vertical Bars

Ties

Detail with More Than 4 Vertical Bars

Section A-A

Vertical Bars

Alternate Details Showing Caisson Reinforcement Bell Shape

Bottom of Caisson Bearing Area

Fig. 3-40 — Typical Reinforcement in a Caisson

@Seismicisolation @Seismicisolation 3-15

3

Reinforced Concrete Structures

Placing reinforcing bars for basement floor and columns of multi-story building.

@Seismicisolation @Seismicisolation 3-16

CH

Reinforced Concrete Structures

Heavy top and bottom two-way mats of bars in place, ready for concrete, in a thick footing slab. Smaller bars below top mat are used as bar supports. Note mechanical splice in place on second bar at lower left.

@Seismicisolation @Seismicisolation 3-17

3

Reinforced Concrete Structures

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@Seismicisolation @Seismicisolation 3-18

Part I — FUNDAMENTALS CH

CHAPTER 4 — FORMWORK

4

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This chapter touches briefly on the more common types of formwork in order to acquaint the Detailer trainee with this phase of reinforced concrete construction. There are so many types of structures and shapes of concrete members that a complete treatment of the subject is not possible here. For more detailed information, the reader is referred to Special Publication SP-4, Formwork for Concrete, by the American Concrete Institute. Formwork is a temporary structure that supports the weight of the freshly placed concrete, construction loads such as materials, equipment, and workers, as well as the weight of the formwork itself. The formwork is designed to mold the concrete to the desired size and shape. Formwork is temporary because it is removed after the concrete has cured sufficiently to support itself plus any construction loads.

Footing Excavation – With Forms String

Stake and Nail

Footing Excavation – Without Forms

The materials used for formwork are lumber, plywood, metal, plastics, and other materials. The surface finish of the concrete is primarily set by the material in the form. A correct combination of form material, form release agents, and vibration of the fresh concrete practically eliminates air holes and other surface imperfections in the formed surfaces.

Fig. 4-1 — Forming Options for Footings

The entire system of formwork must be designed well or catastrophic accidents and failures can occur. Formwork filled with wet concrete must be adequately shored and braced to prevent collapse, settlement, or other misalignment.

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#FBNT In soils suitable for earth forming, it is general practice to excavate to the size and depth required. The reinforcing bars are placed and the concrete is cast against the sides of the excavation. Where the soil is unstable, footing formwork is constructed, utilizing the sub-surface as the bottom, and the formed sides are held in place with adequate bracing to hold the formwork in place (See Figs. 4-1, 4-2a, 4-2b, and 4-3).

The sides are formed from lumber and the outside is braced to the outside excavation. The inside is tied to the outside with ties and a wood spacer is used aross the top to maintain the proper width. (a) Forming Grade Beams With Formwork

Carefully excavated trench can take the place of the formwork. After the reinforcing bars are installed, the concrete is placed to the proper depth. (b) Forming Grade Beams Without Formwork Figure 4-2 — Forming Options for Grade Beams

@Seismicisolation @Seismicisolation 4-1

Formwork $PMVNOT

Reinforcing Dowels

Spreader Wood Strip to Form Keyway

Braced to Side of Excavation Shallow footing forms for wall can be braced with stakes. No ties will be required, and wood spreaders across the top hold sides at correct width. Figure 4-3 — Formwork for Wall Footings

8BMMT Wall formwork rests upon footings or slabs and consists of sills, sheathing, studs, walers, spreaders, and ties. One form side is usually erected and braced first. Then the reinforcing bars are placed and the other form side is erected. Figure 4-4 shows the various parts of a typical wall form. The use of prefabricated wall form panels, often called gang forms, has increased because they simplify and reduce job labor and are durable enough to permit a number of reuses. They consist of the sheathing, studs, and sills but require separate braces, walers, spreaders, and ties.

The most common column shapes are square, rectangular, or round. However, because concrete can be formed in many different shapes, other non-regular shapes may be encountered. Formwork for square or rectangular columns, as well as L-shaped or other irregular shapes, is often constructed from wooden forms or pre-manufactured panels with cleats or yokes to brace the sides. Column reinforcement cages, consisting of vertical bars and either ties or spirals, are most likely pre-assembled, set over the dowels, and then set around the column cage. On some occasions when the column cage is lowered into pre-built column forms, the internal form ties, if required, are placed after the column reinforcing steel is in position. For some columns, the vertical bars and ties or spirals are erected in place, and either the column forms are built around them or pre-assembled and lowered into position around the reinforcing steel. Figure 4-5 illustrates some of the methods used in column formwork. Round column formwork made of wood may be lined with plywood, hardboard, or steel. They may also consist of fiber tubes or steel, both commercially available in various standard sizes. Wood forms can be used but require extra material and labor to build up (See Figs. 4-6, 4-7, and 4-8).

Chamfer Strip Wood Spreader

Board Sheathing

Ties

Plywood Sheathing

Plywood Column Sides Stiffened by Vertical 2x4’s

Adjustable Column Clamps Brace to Solid Construction Studs Cleanout Door Double Waler Sill or Plate

Template for Positioning Form

Concrete Footing or Slab Cleanout Detail Typical wall form with components identified. Alternate sheathing materials are indicated. Wood spreaders are shown, but frequently the spreader device is part of the prefabricated tie.

Typical construction of heavier column form using plywood sheathing backed by vertical stiffening members and clamped with adjustable metal clamps.

Figure 4-4 — Formwork for Walls

Figure 4-5 — Formwork for Heavy Columns

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CH

Formwork Hole for Bolt 2 x 6 Stave Liner

2 x 4 Staves

Collar of 3 Layers 3/4” Plywood Round column form built in wood may be lined with plywood, hardboard, or steel. Two halves of such a column form are bolted together then tied or clamped externally. This design, suitable for tying with steel strapping, could be clamped with standard rectangular clamp if circular collar were extended to square shape.

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4MBCT Beam and girder formwork consists of a bottom and two sides (usually made of lumber or plywood) with the necessary braces and/or ties. The bottom is supported directly on shoring. The sides project below the bottom and rest upon the shores and extend to the underside of the slab above. Figure 4-9 is a typical example and shows the slab sheathing framing into the beam form. For spandrel beams, the formwork differs only slightly as illustrated (See Fig. 4-10).

Figure 4-6 — Formwork for a Round Column Plywood Deck on Runners

Beam Side Sheathing (plywood) Snap Tie Beam Bottom

Studded Beam Side

Sheet Metal Closure

Stringer

Shores

Install X-Bracing as Required

Shores

Waler

One of the several commercially-available steel column forms, showing (right) the general appearance of the column after stripping.

4

Bevel Strip

Figure 4-7 — Steel Formwork for a Column

Typical components of beam formwork including slab formwork. Plywood is the sheathing material, and the beam bottom panel is backed with dimension lumber. Alternate details show different treatments of the form at beam-slab intersection. Figure 4-9 — Typical Formwork for Beams

Fiber tube column forms require only bracing to keep them plumb and a template at the base for accurate positioning. Figure 4-8 — Fiber Tube Column Forms

@Seismicisolation @Seismicisolation 4-3

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Deck Ties 8 in. Slab Aluminum Joists

Dome Pans

Double U-Head

Brace at Each Scaffold Frame

Stud and wale forming for spandrel beam, supported on braced double post shore. Figure 4-10 — Formwork for Spandrel Beams Stringer Column Form

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+PJTUT Figure 4-11 shows in general the formwork for one-way joists framing into beams and indicates the shoring system. The forms or pans that form the ribs and the underside of the slab may be reused and are available to rent or own. There are a number of standard types and occasionally, special types of pans, and each may require some variation of the soffit framing at the bottom of the joist.

Tapered End Forms

Intermediate Pans

Soffit Board Two-way joist forming with prefabricated domes. Plywood deck form shown in area where solid slab is required may be extended to rovide support for all the domes, replacing soffit boards. Figure 4-12 — Formwork for Two-Way Joists

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End Caps

Stringer Shore

Beam Form

Adjustable Shore

Solid Decking Support

Nail-down pans for concrete joist construction may rest on either solid decking or an open system of soffit boards. If the latter is used, "fishtail" pieces (left) must be attached to soffit boards where tapered and pans are used. Figure 4-11 — Formwork for One-Way Joists

@Seismicisolation @Seismicisolation 4-4

CH

Formwork Sheathing Joist

Stringer Use Positive Connection Between Shores and Stringers

Bracing Recommended Throughout System

Shores

Wedges Mudsill

4

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%FDL Ribbed or corrugated steel sheets are used both as a permanent form for cast-in-place concrete and as a combination of form and reinforcement. The metal deck is used for concrete floor and roof slabs over steel joists or beams in buildings. Metal decking is also used to form slabs for bridge decks and can be used to form the top slab over pipe trenches supported by walls, steel beams, or precast concrete beams where typical shoring cannot be installed because of obstacles below. The metal deck is attached to the top of the supports (walls, steel beams, or precast beams) by welding or by self-tapping screws. A typical metal deck project is shown in Fig. 4-14. Foreground shows standard steel one-way joist forms in place ready for reinforcing bars. Note tapered end pans. Lower left edge beam bars have been set. Background, form crew is completing a small area. Note soffit is formed by separate planks spanning across form joists.

Typical flat slab formwork showing components. Figure 4-13 — Formwork for Flat Slab

Figure 4-14 — Metal Deck

@Seismicisolation @Seismicisolation 4-5

Formwork

Foreground shows standard steel one-way joist forms in place ready for reinforcing bars. Note tapered end pans. Lower left edge beam bars have been set. Background, form crew is completing a small area. Note soffit is being formed by separate planks spanning across form joists. Figure 4-15 — Standard Steel One-Way Joist Forms

@Seismicisolation @Seismicisolation 4-6

Part I — FUNDAMENTALS CH

CHAPTER 5 — CONTRACT DRAWINGS (FOFSBM Contract drawings are so named because they are the basis upon which bids are taken, contracts awarded, and structures built. They are a very important part of any construction project. They include drawings covering all phases of the work necessary for the finished structure. In general, these drawings are defined as follows:

5 5. Electrical drawings show all electric wiring, conduits, location of fixtures, control panels, and electric pumps. Sometimes concrete encasement of underground ducts requires reinforcement. As in the case of mechanical details, this encasement should be shown on structural drawings or reference made to electrical drawings for the details.

1. Site drawings or plot plans show the location of the building on the property; utility lines; drainage and drainage structures; outside walks, steps, driveways, and curbs; elevations of natural ground and finished grades. The Detailer must carefully examine these drawings for any structures or pavement which may require reinforcing steel, such as culverts, manholes, catch basins, pipe culvert headwalls, retaining walls, pavement with reinforcing bars in curbs, and welded wire reinforcement or bars in slabs on ground.

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2. Architectural drawings show the finished appearance of the building in elevations; plan views and sections completely dimensioned; the relationship of the various kinds of materials such as concrete, steel, brick, wood, and stone to each other; room arrangements in plan views with sections and elevations to illustrate details; finishes such as plaster or tile walls; and ceiling, floor surfaces, and fixtures. In other words, architectural drawings are those on which all other drawings, such as structural, mechanical, and electrical, are based. While the structural drawings should be complete in every respect for use in preparing placing drawings, the Detailer must use the architectural drawings as a continuing reference while preparing placing drawings.

1. Complete and clear dimensions so that the structural frame may be constructed without reference to other drawings.

3. Structural drawings show all of the plan views and details necessary to construct the building frame, with complete working dimensions and elevations. These are the drawings that the Detailer will use more than all the others; they will be covered in more detail later in this chapter. These drawings are also sometimes called “design” or “engineering” drawings.

6. The location and length of all lap splices of reinforcing bars.

4. Mechanical drawings show all piping, heating, air conditioning ducts, and mechanical equipment. This work often involves the construction of sumps, pits, and openings in walls and floors. The structural drawings should show these concrete designs, so the mechanical drawings may be used for reference purposes only. In some instances, the manufacturer of special equipment will supply their own structural details to accompany mechanical features, but then notes should be placed on the structural drawings referring to the mechanical drawings.

As previously mentioned, structural drawings, which are part of the contract drawings, are the drawings with which the Detailer is primarily concerned. It is the responsibility of the Architect/Engineer to provide all of the information needed by the Detailer to prepare the placing drawings. The following list enumerates the types of information available to the Detailer on a typical, complete set of structural drawings.

2. The size and shape of all individual structural members, such as footings, columns, walls, beams, joists, and slabs; they are often listed in the form of “schedules.” 3. Elevations to establish the level of bottom of footings and walls, floor and roof levels, elevations of brick ledges on walls, steps in wall footings, and flow lines for drainage structures. 4. The location and details of construction joints. 5. The quantity or spacing, position, shape, and size of reinforcing bars; these are often listed in separate “schedules” for columns, beams, joists, and slabs. 7. The location, description, and acceptable types of all mechanical and welded splices. 8. Sections of special framing and the arrangement and fitting of bars where necessary to clarify such framing. 9. General notes, such as: (a) Grade (minimum yield strength) of reinforcing bars. If more than one grade is required, where each is required in the structure (b) Concrete compressive strengths for the various structural members (c) Reference to the CRSI Manual of Standard Practice as a guide for estimating, detailing, fabricating, and handling of reinforcing steel (d) Reference to the CRSI manual Placing Reinforcing Bars for best current practices in placing of reinforcing steel

@Seismicisolation @Seismicisolation 5-1

Contract Drawings (e) Reference to the ACI Building Code for overall design requirements (f) Reference to the ACI Detailing Manual to obtain placing drawings representing the latest standards (g) Class of finish and types of bar supports (h) Mill certifications, if required 10. Special notes where deviation from recognized standards and tolerances are required, or where special instructions are required for unusual conditions in the project. 11. Typical details showing bar arrangement for all structural members and bar support arrangement and spacing, if different from CRSI recommendations.

Chapter 26 of the ACI 318-14 Code establishes the minimum requirements for information that must be included in the construction documents, including information developed in the structural design that must be conveyed to the Contractor. These requirements include: Design Criteria

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Member Information

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@Seismicisolation @Seismicisolation 5-2

Part I — FUNDAMENTALS CH

CHAPTER 6 — PROJECT SPECIFICATIONS *OUSPEVDUJPO Project specifications are the written documents that describe the requirements for a project in accordance with the various criteria established by the Owner. They are divided into sections, beginning with one covering general conditions and followed in order by sections pertaining to materials. “General Conditions” includes a form of contract rules governing the relationships and responsibilities of the Architect/Engineer, the General Contractor, Subcontractor, material suppliers, and workers. This section may also include general instructions governing the distribution of reinforcement placing drawings for approval and project use and the procedures for submitting any required material samples for testing or approval as well as instructions for project close-out and as-built drawings. Following the General Conditions are the detailed requirements by sections. Each section defines the requirements for one phase of construction or materials. Typical section titles are:

6 Normally, a number of subsections are listed under “Concrete Work.” Some typical subsections are listed and explained below. 1. Proportioning, mixing, handling, placing, quality, and testing of concrete 2. Concrete strengths: If several are specified, where each is to be used in the project 3. Formwork: Type of materials, erection, bracing, shoring, and removal 4. Grade (minimum yield strength) of reinforcing bars: If more than one, where each is to be used; bar fabrication and tolerances 5. Concrete cover on the reinforcement 6. Quality control of reinforcing bars whether by testing or by acceptance of mill test reports or both 7. Class or type of bar supports, positioning of bars, and general arrangement of bar supports 8. Concrete finishes

1. Excavation, Grading, and Backfill

9. Corrosion protection

2. Concrete Work

10. Reinforcement anchorages and splices

3. Structural Steel 4. Masonry

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5. Roofing

Many Architects/Engineers prepare brief project specifications in which they include existing standard specifications by reference. One example of these references would be:

6. Carpenter and Millwork 7. Miscellaneous Iron 8. Glass and Glazing

Specifications for Structural Concrete (ACI 301) by ACI

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8PSL The section regarding concrete is the one with which the Detailer is mainly involved, but each section should be reviewed for any items which could include reinforcing bars or affect reinforcement detailing. For example, the section on masonry might include steel reinforcement for brick or concrete block construction. The section on structural steel might require reinforcement for concrete fireproofing of structural steel beams and columns or reinforcing bar anchors to be welded to them.

Other Architect/Engineers might prefer to write detailed project specifications of their own or include some modification of current standards. Carefully prepared project specifications will usually eliminate the need for lengthy, detailed notes on the structural drawings. However, there are certain notes that should always go on the contract drawings because they are fundamental, even if they duplicate what is required in the project specifications. For further information, see Chapter 5, “Contract Drawings.”

@Seismicisolation @Seismicisolation 6-1

Project Specifications

Figure 6-1 — Typical Construction Site Activity

@Seismicisolation @Seismicisolation 6-2

Part I — FUNDAMENTALS CH

CHAPTER 7 — PLACING DRAWINGS *OUSPEVDUJPO When a Fabricator enters into a contract to supply reinforcing steel for a project, this agreement usually includes the preparation of placing drawings. Such drawings are often produced either by use of a CAD system, through manual drawing methods, or by tracing applicable plans and details found on the contract documents. Regardless of the method used to create the placing drawings, they serve three primary purposes. The first is to prepare details that the Fabricator uses to fabricate and ship the steel. The next is to provide the details and placing instructions required so that Ironworkers/Placers can properly position or “place” the reinforcing bars as necessary. Lastly, placing drawings also serve to indicate to the Architect/Engineer how the Fabricator interprets the contract drawings. Approval and/or review of the placing drawings by the Engineer of Record (EOR) generally indicates acceptance of that interpretation. It is the Detailer’s responsibility to adhere to the most current set of project specifications and contract drawings supplied by the Contractor, as defined by the Fabricator’s contract/agreement with their customers. While all design documents must be referenced, when interpreting the Architect/Engineer’s requirements into detailed quantities, lengths, bending diagrams, and positioning of all of the reinforcing steel and bar supports (if supplied by the Fabricator), the primary focus of the Detailer will be on the structural drawings.

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3FTPVSDFT When both the Architect/Engineer and the Detailer have CAD capability, the electronic exchange of drawings is highly recommended. Such sharing of data can further assure that the Architect/Engineer’s intentions are conveyed to the Detailer with less need for further interpretation. In turn, the Detailer is able to more quickly and efficiently provide the Ironworker/Placer with accurate placing drawings. It should be noted that when CAD files are obtained from outside sources, it is the responsibility of the Detailer to remove all information not directly relevant to the creation of a reinforcing bar placing drawing as well as all references to the outside sources of the files. It is also the responsibility of the Detailer to adhere to the original and revised project drawings and project specifications while detailing the structure. At the time of this printing, Building Information Modeling (BIM) is becoming an accepted practice within the construction industry as a way to virtually represent the structure prior to, during, and after construction. While the full value of BIM and the specifics of its implementation have yet to be fully identified, its use promises greater

7 collaboration and communication between all disciplines of a project.

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$POUFOU Whether utilizing CAD files obtained from other sources, creating CAD drawings from scratch, or hand drafting or tracing, only the portion that is actually needed for reinforcing bar detailing and placing should be shown. Brick or tile work, non-reinforced partition walls, and mechanical details should not be shown. Unnecessary sections and elevations may be omitted. Schedules of footings, beams, joists, and columns prepared by the Architect/Engineer to show the design are generally not suitable for the scheduling of the bars. They can be omitted and suitable bar schedules added. Generally, dimensions are not shown on placing drawings. For construction purposes, structural and architectural drawings must be used. If there is a discrepancy in dimensions between the contract drawings that affects the reinforcing steel, the Detailer can sometimes conveniently ask for clarification or verification by indicating his or her interpretation on the placing drawings to be approved by the A/E. An RFI (Request for Information) or a DCVR (Design Clarification Verification Request) are the preferred methods of asking questions.

1MBDJOH
%SBXJOH
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-BZPVU Placing drawings should be made in standard sizes, based on commercial widths of paper and standard filing units. The size of the structure usually determines the nearest standard drawing size. In some instances, it may be necessary to divide extremely large structures into areas and place portions of the same area of the structure on two or more sheets. For convenience in handling drawings on the jobsite and in the office, all of the sheets in any one set of drawings should be the same size. There are two well-recognized sets of standard sizes for drawings: the commercial standards used by most Architects/Engineers and Fabricators, and the federal standards (recommended by the American National Standards Institute) used by most federal agencies and state departments of transportation. Generally Used for Placing Drawings Commercial Standards

Federal Agencies

18 x 24 in.

11 x 17 in.

24 x 36 in.

22 x 34 in. + 2 in.

30 x 42 in.

Binding

Generally Used for Bar Lists and Bending Detail 8½ x 11 in.

@Seismicisolation @Seismicisolation 7-1

11 x 17 in.

Placing Drawings All dimensions are to cutting line outside of margin. Border lines are inside these dimensions. Many commercial drawings are made on 24 x 36 in. sheets, which are large enough to accommodate most structures and small enough to spread out and handle conveniently. This size fits standard filing equipment, uses standard printing machines, uses standard paper stock, and the drawings fold to standard envelope size. Placing drawings typically show plan views, elevations, sections, and details of a structure, accompanied by schedules for footings, columns, beams, joists, and slabs. The plan view should be drawn in the upper left corner of the sheet, with the elevations and details below and to the right of the plan view. Schedules should be placed in the upper right corner of the drawing. See Fig. 7-1 for a recommended placing drawing layout.

Suggested Scales Sections

Plan Views

Elevations

⅛” = 1’- 0” ¼”= 1’- 0”

Bridge Layouts

Buildings

Bridges

¼” = 1’- 0”

¼” = 1’- 0”

⅜” = 1’- 0”

⅜”= 1’- 0”

⅜”= 1’- 0”

½”= 1’- 0”

½”= 1’- 0”

½”= 1’- 0”

¾”= 1’- 0”

Frequently made to small scales to show entire project.

¾”= 1’- 0”

1”= 1’- 0”

1”= 20’- 0”

1”= 1’- 0”

Schedules Vertical spacing between lines not less than ¼ in., preferably slightly higher

1”= 40’- 0”

Drawings that may be enlarged or reduced in reproduction should show a graphic scale as well as a descriptive one to aid the user.

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3FTQPOTJCJMJUJFT

Figure 7-1 — Recommended Layout for Placing Drawings

An arrow indicating the direction of north should be placed beside every plan view, so that the Placer may orient the drawing quickly. The placing drawings should be oriented to agree with the structural drawings, if possible. The scale selected should be as small as will clearly show the desired amount of detail (to have drawings at workable size), yet large enough to portray all details clearly. The minimum scale may be dictated in the job specifications. To accomplish this, the following scales are suggested:

There are five important considerations which should be observed in the preparation of placing drawings: accuracy, legibility, clarity, neatness, and speed. Although all five are important, accuracy is the most essential. If details of the reinforcing bars are not accurately calculated, serious and costly errors could result. As a general rule, the Detailer must include all information on the placing drawing that is needed to place the reinforcing steel. Legibility and clarity go hand-in-hand. Placing drawings should be simple, clear, and complete. They should not contain unnecessary lines, marks, symbols, or dimensions. They must contain an adequate set of notes and other essential information in a format that can be quickly and correctly interpreted without loss of time in the shop and field. Neatness involves the proper planning of the drawing and arranging the plan views, sections, and details in an orderly manner. Speed is also important for two basic reasons: it is necessary in order to produce placing drawings as economically as possible and to complete them in enough time to permit the reinforcing bars to be fabricated and delivered to meet construction project schedules. It should be understood, however, that speed develops with knowledge and experience, but accuracy should never be sacrificed in the process.

.FUSJD
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%FUBJMJOH From a Detailer’s point of view, what is different? The units of length will be in millimeters instead of feet and inches, areas will be in square meters instead of square feet, and volume will be expressed in cubic meters instead of cubic yards. Small cross-sectional areas of bar, for instance, will be expressed in square millimeters instead of square inches.

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CH

Placing Drawings Linear building dimensions will be in millimeters: for example, 19,500 or 19 500, using a space instead of a comma. On the Architect/Engineer’s structural drawings and details, elevations will be designated in meters or millimeters, for example, 19.50 or 19.50 m. A simple rule to remember: if there is no decimal point, the dimension is in millimeters; if there is a decimal point, the dimension is in meters. Another important point to remember is that centimeters are not generally used. Strength designations for concrete and reinforcing bars will also be noted in metric units, from psi (pounds per square inch) to MPa (megapascals). For example: 3,000 psi concrete will be 21 MPa, 4,000 psi concrete will be 28 MPa. Grades of reinforcing bars will also change: Grade 40 = Grade 280 MPa, Grade 60 = Grade 420, Grade 75 = Grade 520, and Grade 80 = 550. The Architect/Engineer will specify metric reinforcing bars by using a familiar notation, namely ASTM A615M, A706M, or A996M. Refer to Table C-12 in Appendix C for a metric bar size table which lists the physical dimensions, nominal diameters in millimeters, cross-sectional areas in square millimeters, and the nominal mass (weight) in kilograms per meter (kg/m). Detailing in metric units will follow similar procedures as discussed and explained throughout this manual. The bar sizes and spacing will be in millimeters instead of inches. Computing bar lengths or the number of pieces required at a given spacing within specified dimension limits is performed in the same manner but expressed in metric bar sizes and dimensions. The Architect/Engineer’s structural drawings and details will provide and present the information required to create the drawings and build the structure exactly the same in metric units as in the inch-pound system.

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7

Placing Drawings

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Part I — FUNDAMENTALS CH

CHAPTER 8 — SPLICES OF REINFORCING BARS

Just as it is impossible to place all the concrete in one operation, it is also impossible to place fulllength, continuous reinforcing bars in most structures. Splices in reinforcement are also necessary because of manufacturing, fabricating, transporting, or placing limitations. It is the Architect/Engineer’s responsibility to provide for properly designed splices and to show their location and details on the structural drawings. A comprehensive understanding of the length limitations, splicing methods, and reinforcing bar preparation required for splices is important to the Detailer. One valuable source of this type of information is CRSI’s publication Reinforcing Bars: Anchorages and Splices.

-FOHUI
-JNJUBUJPOT All reinforcing bar sizes are generally available in lengths up to 60 feet. Since there are variations in stock lengths among Fabricators, the Detailer must have a complete understanding of the stock lengths available from the Fabricator for whom he or she works. At times, the Detailer will have some leeway in determining the bar lengths required for a particular part of the structure. When possible, the Detailer should utilize bar lengths that can be cut from stock lengths to minimize waste.

XIM

UM BAR LENG

MA X. LO NG ER LE G

Figure 8-1 — Maximum Dimension of Bent Bars

Practical construction limitations on reinforcing bar lengths must also be considered. Except for slabs on ground, long lengths of horizontal bars projecting far beyond required construction joints are generally undesirable. A lap splice at or near the construction joint is preferable. Vertical bar lengths in columns and walls are most severely restricted. In multi-story construction, the usual practice is to use bars one story in height. However, with heavily-reinforced columns and staggered location of splices, vertical bars two stories in length are sometimes used. In high walls, vertical bars extending to full height are sometimes difficult to hold in position and may need to be spliced at one or more locations, either to suit the Contractor’s concreting operations or the location of the construction joints as determined by the Architect/Engineer. Splices are made at construction joints, such as between footings and columns or walls, between columns and floors both below and above a floor, or between walls and floors. Generally, reinforcing bars project through the joint and are lap spliced with other bars that will be placed prior to the next concrete pour. See Fig. 8-2 for an illustration of a wall or slab condition.

Reinforcing bars more than 60 feet in all sizes, while not ordinarily stocked, can sometimes be obtained by special arrangement. The maximum obtainable length varies greatly among steel mills. Transporting reinforcing bars is primarily accomplished by truck. State and municipal trucking regulations often determine the maximum overall length of the bars, plus width and height in the case of bent bars. Maximum length, in addition to mill and fabricating shop limits, is

TH

7'-4" (MAX)

MA

EG

Reinforced concrete structures are designed so that the separately built members act as a single unit with rigid connections between the structural members. This makes it necessary for the Architect/Engineer to design and locate construction joints. Compressive forces may be transmitted from one structural member to another by bearing. Any compressive force in excess of that carried by the concrete and all tensile forces must be carried by reinforcement extending through the joint.

SH OR TE RL

(FOFSBM

7'-4" (MAX)

This chapter is intended to serve only as an introduction to splices of reinforcing bars. For more information, the Detailer is advised to consult their Chief Detailer, as well as CRSI’s publications Reinforcing Bars: Anchorages and Splices and Placing Reinforcing Bars.

also determined by the number of bars involved, the route from the fabricating shop to the jobsite, available trucking and handling equipment, and possible construction limitations at the jobsite. Sometimes longer lengths than permitted by truck transportation can be shipped by railroad or barge. When considering bent bars, final bent dimensions will govern the length that can be transported. Figure 8-1 illustrates the dimensional restrictions on bent bars for truck delivery without special permit.

BE N RA DING DIU S

*OUSPEVDUJPO

8

@Seismicisolation @Seismicisolation 8-1

Lap Splice Length

Keyway at Construction Joint Figure 8-2 — Typical Construction Joint Detail

Splices of Reinforcing Bars Reinforcing bars are also spliced when used as horizontal bars in walls, as temperature-shrinkage bars in slabs, or as vertical bars extending through horizontal construction joints in high walls and piers. Although not considered desirable, it is sometimes necessary to splice main reinforcing bars in long span beams and girders because of bar length limitations. These splices are usually staggered and located where the tension forces in the bars are not at their maximum.

The Architect/Engineer must show lap splice lengths and where they apply, and the Detailer must convey this information onto the placing drawings so the reinforcing bars can be properly placed. Some typical lap splice details are shown in Figs. 8-4 through 8-8. Note that for spans exceeding stock lengths of reinforcing bars or where space does not permit lap splices, mechanical or welded splices may be necessary. Shrinkage/Temperature Reinforcement

5ZQFT
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0"

There are three general types of splices: lap, mechanical, and welded.

Main Reinforcement Embedment Tension Lap Splice

-BQ
4QMJDFT Lap splices may be made with the bars either spaced or in contact (See Fig. 8-3). Contact splices are preferred because they can be wired (tied) together and, for that reason, are more easily secured against movement during concrete placement. Generally, the lap splice is more economical and therefore, more commonly used. The length of lap varies with the concrete strength, the yield strength of the reinforcing steel, bar spacing, concrete cover, and the bar size. Lap as Req'd.

Slab with Main & Shrinkage/Temperature Reinforcement Longitudinal Wires

Embedment

Lap Splice See Placing Drawings for Dimensions of Embedments and Laps Figure 8-4 — Temperature-Shrinkage Reinforcement Splices

Column

Corner Column

Column

Wall

Wall Corner Bars

d Clear Space: For Beams = d, 1" Min. For Columns = 1½ d, 1½" Min.

Figure 8-5 — Grade Beam Spanning Between Column Footings

Contact Lap Splice (Preferred) Horizontal Wall Bars

Slab

Lap

Lap as Req'd.

Footing Dowels

Bars

Clear Space Max: 1/5 Lap Length,but Not More Than 6".

Non-Contact Lap Splice (Not Preferred)

Vertical Wall Bars

Longitudinal Footing Bars

Footing Dowels-Lap Splice to Vertical Wall Bars

Lap Splice-Horizontal Wall Bars, Longitudinal Footing Bars & Dowels

Figure 8-6 — Wall Reinforcement Splices

Figure 8-3 — Lap Splices

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CH

Splices of Reinforcing Bars

8

.FDIBOJDBM
4QMJDFT Lap splices may cause congestion at the splice locations and make their use impractical. This is particularly true for columns reinforced with large, closely spaced bars and for horizontal splices in girder bars. In precast concrete members, lack of space between bars may also preclude the use of lap splices. Under such conditions, a mechanical splice is often used.

Lower Bar Upper Bar SECTION B-B

B

B

Lap

Slope 1 to 6 maximum

NOTE: These dimensions and arrangements should be provided by the Architect/Engineer.

A

A

SECTION A-A

Figure 8-7 — Splices of Vertical Bars in a Tied Column

There are two general types of proprietary mechanical splices, tension-compression mechanical splices and compression-only mechanical splices, which are also known as end-bearing mechanical splices. Tension-compression mechanical splices are used to resist both tensile and/or compressive forces. Compression-only mechanical splices are used for splices capable of transferring compression forces only. Proprietary mechanical splice devices have certain physical features, both in the splice device itself and in the required installation equipment or procedure that can influence construction methods. When mechanical splice devices are used, the Architect/Engineer should indicate the acceptable types and any special end preparation required for the reinforcing bars. For example, threaded steel couplers require threads to be cut into the bar ends which are then joined by a threaded coupler. Endbearing splices require the bar ends to be saw-cut or otherwise cut in such a manner so that the ends do not deviate from a square cut by more than 1½ degrees.

8FMEFE
4QMJDFT Field-welded splices may be either lapped or butted. The welded lap splice is used primarily for connections of precast members. There are two general kinds of welded butt splices, direct and indirect. Top Bars

Class B All Splices One Location 50% As 50% As

Bottom Bars Class B

Class B

Staggered Splices

For continued discussion on splices, including lap splice classes, types of mechanical couplers, information on welded splices, and ACI requirements, the Detailer is advised to consult CRSI’s publications Reinforcing Bars: Anchorages and Splices and Placing Reinforcing Bars.

Figure 8-8 — Tension Lap Splices in Beam Bars

@Seismicisolation @Seismicisolation 8-3

Splices of Reinforcing Bars 4QFDJBM
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Stagger Distance

Stagger Distance

Regardless of the type of splice required, if the Architect/Engineer requires staggered splices so that the splices do not occur within the adjacent splice area, he or she should indicate the stagger distance and how the stagger is measured on the structural drawings (See Fig. 8-9).

Stagger Distance

Lap Splice Length

Stagger Distance

Lap Splice Length

Stagger Distance

Figure 8-9 — Staggered Splices (Lap Splices Shown)

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4QMJDFT Bundled bars are groups of parallel bars bundled in contact to act as a unit, with not more than four bars in any one bundle. The bars in a bundle terminate at different points. The points where the bars butt together may be spliced either by lap, mechanical, or welded splices.

Lap Splices

Mechanical or Welded Splices

Figure 8-10 — Typical Staggered Layout of Splices in Bundled Bars

Since individual bars spliced within a bundle should not overlap, lap splices must be staggered at least equal to the length of the required lap splice. If a full mechanical splice or full butt-welded splice is used, staggering the location of the splices is recommended to avoid bunching all mechanical splices or welded splices at one point. If end-bearing mechanical splices are used and full tensile capacity of unspliced bars at each point is required, the length of the stagger must be at least equal to the required tension development length of the bars. In bundles spliced for compression only, some stagger is provided, usually 2 or 3 ft., as an installation convenience to avoid bunching all mechanical or welded splices at one point (See Fig. 8-10). Compression capacity for this arrangement is taken as 100 percent. Lap splice lengths for bars in a bundle are based on the lap splice length for the individual bar within the bundle, increased by 20 percent for three-bar bundles and 33 percent for four-bar bundles.

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Splices of Reinforcing Bars

Staggered End-Bearing Compression Splices

Two-way top mat of radial and circumferential reinforcing bars in place, ready for concrete to be placed, in a foundation mat for a nuclear containment structure. Note staggered lap splices plus separate splice bars.

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8

Splices of Reinforcing Bars

Top and bottom two-way bar mats in thick base slab for a power plant structure. Note use of mechanical splices.

@Seismicisolation @Seismicisolation 8-6

Part I — FUNDAMENTALS CH

CHAPTER 9 — BAR SUPPORTS

9

(FOFSBM Bar supports are accessory items. Because of the necessary coordination with placing drawings, bar supports may be furnished with reinforcing bars as part of the Fabricator’s obligation. The Detailer should have a thorough knowledge of bar supports in order to describe and show them on placing drawings and bar schedules. This chapter will serve as an introduction to the different types of bar supports, their classes of finish, and some general notes. The Detailer is advised to refer to Chapter 3, “Bar Supports,” of CRSI’s Manual of Standard Practice for a more complete discussion of bar support types, sizes, and classes of finish, as well as general placing and spacing recommendations. The specific requirements for detailing, scheduling, and listing of bar supports will be covered in the later chapters of this book. The purpose of bar supports is to hold the reinforcing bars at their required locations and provide proper concrete cover from the forms before and during concrete placing. Bar supports must be sufficiently strong and properly spaced to support the reinforcement, necessary foot traffic, and other normal construction loads. Bar supports are not intended, and should not be used, to support runways for concrete buggies or similar loads. Bar supports may consist of steel wire, molded plastic, or precast concrete. Depending on regional placing practices, various types of wire, precast concrete, and plastic/composite bar supports are considered appropriate methods of supporting reinforcement in slabs, joists, beams, and girders. These bar support types are acceptable provided they maintain the required concrete cover and do not deflect under normal construction loads.

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4VQQPSUT Wire bar supports are classified in terms of the methods used to minimize rust spots or similar blemishes on the surface of the concrete directly caused by corrosion of the bar supports. The four classes and their intended degree of protection are: $MBTT

‰
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Plastic-Protected Wire Bar Supports — Intended for use in situations of moderate to severe exposure and/or situations requiring light grinding (1/16 in. maximum) or sandblasting of the concrete surface.

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Epoxy-, Vinyl-, or Plastic-Coated Bright Basic Wire Bar Supports — Intended for use in situations of moderate to maximum exposure where no grinding or sandblasting of the concrete surface is required. They are generally used where epoxy-coated reinforcing bars are required. $MBTT

‰
.PEFSBUF
1SPUFDUJPO Stainless Steel-Protected Wire Bar Supports — Intended for use in situations of moderate exposure and/or situations requiring light grinding (1/16 in. maximum) or sandblasting of the concrete surface. Class 2 protection may be obtained by use of either Type A or Type B stainless steel-protected wire bar supports. The difference between Types A and B is the length of the stainless steel tip attached at the bottom of each leg to the bright basic wire. $MBTT

‰
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1SPUFDUJPO Bright Basic Wire Bar Supports — Have no protection against rusting and are intended for use in situations where surface blemishes can be tolerated, or where the bar supports do not come in contact with the exposed concrete surface. More than one class of wire bar supports may be required for different portions of a building. These requirements will be found in the project specifications or in notes on the Architect/Engineer’s structural drawings. For example, class 3 wire bar supports may be acceptable in areas where the underside of concrete surfaces is not exposed or covered with other materials. Exposed areas may require classes 1, 1A, or 2. Careful notations on placing drawings are necessary to ensure proper use where intended. To describe wire bar supports properly, they should be identified by nominal height, length, symbol of support type, and class of protection. All placing drawings and bills of material should carry similar identification. The Bar Supports Supplier should provide this identification on bundle tags and shipping manifests so the material may be correlated to the placing drawings and bills of material at the construction site.

@Seismicisolation @Seismicisolation 9-1

Bar Supports 1SFDBTU
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4VQQPSUT Precast concrete bar supports, commonly called dobies, are normally supplied in three styles: plain, with wires, and doweled. Plain concrete bar supports are used to support bars off the ground and horizontal formwork. Precast concrete bar supports with wires are commonly supplied with two 16-gauge tie wires cast in the center of the support. Precast concrete bar supports with wires are used against vertical formwork or in positions necessary to support the concrete bar supports by tying to the bars. Doweled precast concrete bar supports are cast with a hole in the center, approximately 2¼ in. deep, and large enough to insert a #4 bar with a 90-degree bend at the top. At the same time, the precast concrete bar support can be used to support bottom bars off the ground by placing them on either side of the dowel bar. The Detailer should review the project specifications for the required concrete color and compressive strength. Precast concrete bar supports can also be furnished in any other sizes needed for unusual conditions for the surrounding member, by special arrangement with the Supplier.

1MBTUJD$PNQPTJUF
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4VQQPSUT Plastic/Composite bar supports may be used for horizontal and vertical reinforcing steel. They may have a snap-on action or other method of attachment. Plastic/Composite supports are lightweight, non-porous, and chemically inert to concrete.

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#BST Epoxy-coated reinforcing bars have become a widely used corrosion-protection system for reinforced concrete structures. Compatible types of bar support should be used to support epoxy-coated reinforcing bars.

@Seismicisolation @Seismicisolation 9-2

Part I — FUNDAMENTALS CH

CHAPTER 10 — WELDED WIRE REINFORCEMENT

10

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Welded wire reinforcement (WWR), often called wire mesh, consists of a series of cold-drawn steel wires arranged at right angles to each other and electrically welded at all intersections. WWR has many uses in reinforced concrete construction. In building construction, light wire reinforcement in rolls is commonly used for slabs on ground and for temperature-shrinkage reinforcement in the top slabs of joist-and-waffle-slab floors. Heavier WWR in flat sheets is sometimes used in walls and for main reinforcement in structural floor slabs. Other principal areas of use are highway and airport pavements, box culverts, and small canal linings.

Welded wire reinforcement must conform to ASTM A1064, which also prescribes requirements for the wire used to manufacture WWR.

This chapter presents information on specifications, lap splicing, and detailing of welded wire reinforcement used in concrete construction. Discussion of corrosionprotected WWR is also included. The Detailer is advised to refer to Chapter 2, “Welded Wire Reinforcement,” of CRSI’s Manual of Standard Practice for a more complete discussion of WWR.

4UZMF
*EFOUJåDBUJPO Plain wire is denoted by the letter W followed by a number indicating the cross-sectional area in hundredths of a square inch. For example, a W16 designation would signify a plain wire with a cross-sectional area of 0.16 in.2 Deformed wire is similarly denoted by the letter D followed by a number indicating the crosssectional area in hundredths of a square inch. It is usually designated as follows: WWR followed by the spacing of the longitudinal and transverse wires and then by the sizes of the longitudinal and transverse wires. An example style designation (see Fig. 10-1) is WWR 6 x 12—W16 x W8. This designation identifies a style of WWR in which the: Spacing of longitudinal wires Spacing of transverse wires Longitudinal wire size Transverse wire size

= 6 in. = 12 in. = W16 = W8

th

id

th

id

W

Longitudinal Wire

lW

l ra ve

O

th

ng

Le

Side overhangs may be varied as required and do not need to be equal. Overhang length are limited by overall sheet width.

Transverse Wire

Industry Method of Designating Style: End overhangs — The sum of the end overhangs should equal one transverse wire space. Unless otherwise specified by the Architect/Engineer, each end overhang equals one-half of a transverse space.

Example: WWR 6 x 12 – W16 x W8 -POHJUVEJOBM
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6 in.
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12 in.

Figure 10-1 — Welded Wire Reinforcement Identification

@Seismicisolation @Seismicisolation 10-1

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W16 5SBOTWFSTF
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Welded Wire Reinforcement

In the case of a deformed WWR where a transverse plain or non-deformed wire is used for spacing only, a typical example would be: WWR 3 x 16 — D9 x W4 where the longitudinal deformed wires would be D9 size spaced at 3 in. on center and the plain transverse wire would be W4 spaced at 16 in. on center.

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4UZMFT Certain styles of welded wire reinforcement as shown in Table 10-1 have been recommended by the Wire Reinforcement Institute as common styles. Table 10-1 — Common Styles of Welded Wire Reinforcement* Style Designation

Steel Area (in. 2/ft.)

Approx. Weight

Longitudinal

Transverse

(pounds per 100 sq. ft.)

4 x 4 - W1.4 x W1.4

0.042

0.042

31

4 x 4 - W2.0 x W2.0

0.060

0.060

43

(W = Plain, D = Deformed)

4 x 4 - W2.9 x W2.9

0.087

0.087

62

4 x 4 - W/D4 x W/D4

0.120

0.120

86

6 x 6 - W1.4 x W1.4

0.028

0.028

21

6 x 6 - W2.0 x W2.0

0.040

0.040

29

6 x 6 - W2.9 x W2.9

0.058

0.058

42

6 x 6 - W/D4 x W/D4

0.080

0.080

58

6 x 6 - W/D4.7 x W/D4.7

0.094

0.094

68

6 x 6 - W/D7.4 x W/D7.4

0.148

0.148

107

6 x 6 - W/D7.5 x W/D7.5

0.150

0.150

109

6 x 6 - W/D7.8 x W/D7.8

0.156

0.156

113

6 x 6 - W/D8 x W/D8

0.160

0.160

116

6 x 6 - W/D8.1 x W/D8.1

0.162

0.162

118

6 x 6 - W/D8.3 x W/D8.3

0.166

0.166

120

12 x 12 - W/D8.3 x W/D8.3

0.083

0.083

63

12 x 12 - W/D8.8 x W/D8.8

0.088

0.088

67

12 x 12 - W/D9.1 x W/D9.1

0.091

0.091

69

12 x 12 - W/D9.4 x W/D9.4

0.094

0.094

71

12 x 12 - W/D16 x W/D16

0.160

0.160

121

12 x 12 - W/D16.6 x W/D16.6

0.166

0.166

126

at least two cross wires occur within the lap splice. Lap splicing of deformed welded wire reinforcement without cross wires in the lap area is also permitted and its lap length must be determined by the ACI 318 Building Code and as specified. The Reinforcing Bar Estimator or Detailer is not expected to determine the length of lap splices to use. It is the Architect/Engineer’s responsibility to cover these requirements in the project specifications or by appropriate notes or details on the structural drawings. It is important for the Detailer and Estimator to know the specified lap splice lengths as this determines the total quantity of WWR and the widths and lengths of each sheet or roll. Note that the specified lap length for plain wire reinforcement is the center-to-center distance between the outermost wires while the lap length for deformed wire reinforcement is the tip-to-tip distance between the wire ends.

%FUBJMJOH The quantity of welded wire reinforcement detailed and supplied should include the net area plus sufficient material to include adequate lap splices. 8JEUI Width is defined as the center-to-center distance between the outside longitudinal wires. Overall width is defined as the width plus side overhangs. -FOHUI Flat sheets of welded wire reinforcement are used most often. Rolls, limited to smaller wire sizes, can be manufactured in any lengths, up to the maximum weight per roll convenient for handling. The lengths of rolls vary with the individual manufacturing practices of different WWR producers. Typical lengths may be 100, 150, and 200 ft. Sheet or roll length is defined as the length, tip-to-tip, of longitudinal wires. This length should be a whole multiple of the transverse wire spacing.

*Many styles may be obtained in rolls.

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Epoxy-coated, galvanized, and stainless-steel wire and welded wire reinforcement are used in reinforced concrete construction as a corrosion-protection system. Corrosion-protected WWR is also used in reinforced earth construction, such as mechanically-stabilized embankments.

@Seismicisolation @Seismicisolation 10-2

CH

Welded Wire Reinforcement

Placing rolled welded wire reinforcement.

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10

Welded Wire Reinforcement

Handling flat sheets of deformed welded wire reinforcement.

@Seismicisolation @Seismicisolation 10-4

Part I — FUNDAMENTALS CH

CHAPTER 11 — ESTIMATING PRACTICES *OUSPEVDUJPO Estimating is the process of gathering and compiling data and information necessary to prepare a price quotation to furnish material for a prospective construction project or to accurately price change orders. The estimate of material, or quantity survey, is usually prepared by an employee of the Reinforcing Bar Fabricator or Reinforcing Bar Supplier, but sometimes may be purchased from an independent estimating service. After the quotation has been prepared, it is submitted to the bidders for the project, namely the General Contractors, Concrete Subcontractors, or Reinforcing Bar Placing Subcontractors. The quantity survey normally will include fabricated reinforcing bars, bar supports, welded wire reinforcement, and, if required, special items. The sales department will use this information to price the material for the quotation that will be presented to the bidders. Reinforcing steel requirements are estimated directly from the contract documents when placing drawings and bills of material are not prepared until after a purchase order is received by the Fabricator. There are exceptions to this; some state departments of transportation contract documents include placing drawings and bar lists. These projects are known as “listed and detailed.” In this case, the Fabricator’s quotation will include an estimated cost for listing material directly from the DOT bill of materials contained within the contract documents. Some DOT market areas require placing drawings; these are not listed and detailed projects and are estimated the same as typical construction projects. The Estimator makes a quantity take-off by listing the reinforcing steel requirements shown on the contract drawings. This listing is only detailed to where the extended quantities will accurately reflect the amounts of reinforcing steel that will be furnished to the project. Each Fabricator has a special form on which the take-off data are tabulated. Many firms use a manual method of handposting and manually extending and summarizing the quantities. Other firms use a computer program which automatically incorporates the extension and summary routines and, in some cases, the program will then price out the estimate. Depending on the computer program, the Estimator may put the take-off data on a form, from which the data are then entered into the computer (perhaps by others), or the Estimator may enter the data directly into the computer, eliminating the necessity of a form. In that case, the computer printout provides the file hard copy.

11 Regardless of the method, the quantity take-off should contain all the information necessary to provide a summary of quantities for pricing purposes. The estimate should contain the following information (see Fig. 11-1). 

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All #3 bars, all stirrups and ties, and all bars #4 through #18, which are bent at more than six points in one plane, or bars which are bent in more than one plane (unless classified as “Special Bending”), all one-plane-radius bending with more than one radius in any bar (three maximum), or a combination of radius and other type bending in one plane (radius bending being defined as all bends having a radius of 12 in. or more to the inside of the bar). C

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4FSWJDFT Extra charges for special services and special fabrication are individually computed for each item, such as: B Detailing and/or listing C Building Information Modeling (BIM) c. Owner’s Quality Assurance/Control Requirements E Transportation e. Epoxy coating or galvanizing G Painting, dipping, or coating g. Spirals, spiral spacers, and continuous hoops h. Shearing or bending outside of requirements of ACI 318, 117 tolerances for reinforcing bars

@Seismicisolation @Seismicisolation 11-1

Estimating Practices i. Square (saw-cut) ends of reinforcing bars

e. Specialty items for positioning masonry work

K Beveled ends on bars or ends not otherwise defined

G Wire and plain bars, other than spirals

L Non-standard bends or end preparation not otherwise defined

g. All prestressing materials and accessories h. Reinforcing bars or studs welded to structural steel or miscellaneous metal

l. Bar threading


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i. Bar raising and positioning accessories

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Q Fusion-welded stirrups and/or ties q. Stainless-steel reinforcing bars


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Certain specialty services are not customarily rendered by the Fabricator unless specifically requested. Accordingly, if the Buyer expects the Fabricator to perform any services such as the following, they should be so specified. Extra charges for special items are individually computed for each item, such as: B Mechanical splices C Dowel bar substitutions c. Bar supports: The total quantities are reported for each of the following: 1. Type of support: wire, all-plastic, or precast concrete, using nomenclature such as SB, CHC, WB, BS 2. If wire, class of finish 3. Heights of supports


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883  The quantities (in square feet) of each style, separating plain and deformed wire, noting if galvanized or epoxy-coated, and noting whether to be furnished in flat sheets or rolls. General estimating practice is to estimate the net area of concrete to be reinforced with WWR and then add a percentage for overlap. The percentage depends on the lap requirements specified by the Architect/Engineer and whether the WWR is to be furnished in sheets or rolls.


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*UFNT The following items are typically excluded by the Fabricator and are only supplied by the Fabricator if requested and mutually agreed by the Buyer and Seller: B Anchors or studs C Pick-up inserts c. Additional reinforcing steel required at panel pick-up points in tilt-up construction E Plain dowels and sleeves




K Reinforcing bars for architectural precast concrete

Besides all the above information necessary to analyze and price the estimate, the Estimator is expected to report other information such as: project name and address, Owner, Architect/Engineer, drawing numbers and dates, project specification sections, addenda, bid time and date, bid item or items, whether the bid is lump sum or unit price, any alternate bids, time of completion, and any exclusions or assumptions. If there is more than one bid item, each item’s quantities are kept separate from any other item. This also holds true for reporting alternates to the base bid. In certain areas of the United States, an “in-place” market exists. This means that the Fabricator is not only the Supplier of the reinforcing material, but also is the Placer of the reinforcing steel into the formwork. The Estimator thus must also provide information that may affect the Ironworker. The project specifications should be reviewed for requirements such as: liability insurance limits, performance bond requirements, penalties, equal opportunity employment requirements, partial payment instructions, payment retention percentage, plus other items that may be indigenous to a particular geographic location. Estimators for Fabricators or Placers may be asked to expand the quantity information by separating the total into sub-total structural categories or cost codes, such as footings, walls, columns, beams, etc. The Placer has records from previous projects of the tons per man-hour placed in the various categories. This “placing separation” allows for a more accurate analysis of the projected costs of placing the reinforcing bars and other material. A quantity take-off of reinforcing steel is primarily made from the structural drawings, but in many instances some reinforcing material may be shown (and require taking off) from civil, landscape, architectural, or mechanical/ electrical drawings. The Estimator records the numbers and dates of the drawings that have been worked on, and must keep careful notes that tabulate any exceptions or exclusions that may have to be taken into account when pricing and preparing the quotation. Chapter 9, “Contract Components,” of CRSI’s Manual of Standard Practice, contains two examples of material supply contracts which are recommended for study.

@Seismicisolation @Seismicisolation 11-2

CH

Estimating Practices The take-off sheets, whether manual- or computergenerated, including summary and quotation sheets, are retained and filed for future reference. If the bid is successful and an order to supply the material is received, the file will serve a useful purpose to the Detailer. It can serve as the basis for ordering the stock material from the producing mill. It also is a guide for the Detailer when preparing the schedule of placing drawings as a check to prevent any oversights and as a list of inclusions and exclusions. Frequently, the purchase order to furnish the reinforcing steel is accompanied with a revised set of contract documents. In that case, the Estimator or the Detailer assigned to the project must compare the revised structural drawings against the structural drawings used in preparing the bid. The file take-off sheets then serve as the basis for estimating the net changes (plus or minus) so that an adjustment to the supply contract can be negotiated with the Customer.

11

programs provide the same shortcuts. The Estimator enters stock length data, hook dimensions, bending type data, and lap splice length requirements into the computer. In the two simple examples above, the Estimator would enter the out-to-out dimension of the footing and the program would produce the answer. In the column tie example, the Estimator would enter the bar size, the column size, and the bending type and the program would compute the answer. Each Fabricator will have his or her own particular method of producing a quantity estimate. Every Detailer trainee should be acquainted with the standard practices of his or her employer. The role of a Detailer is to produce placing drawings and bar lists. The role of an Estimator is to produce reliable quantity surveys as the basis for a bid quotation.

All the foregoing indicates that the Estimator has a formidable and important task, usually one with a time limit. Thus the information entered on the take-off sheets must, of necessity, be in a shortcut mode. A bill of materials generated by a placing drawing is not the objective of an estimate. The objective of the estimate is to represent as accurately as possible (usually within a few percentage points) an appraisal of the weights of material that the project will require. Exact dimensions are used when readily apparent on the structural drawings but the tools of an Estimator’s trade are simple: an estimating 1/8”- 1/4” scale tape, architect’s and engineer’s scales, small calculator, pencils, and notepads. As an example of a shortcut, suppose the Estimator is looking at a wall footing with two #5 continuous bars. He or she would tape off the length, for an example 240 feet, mentally divide by 30 (stock length), and then mentally add eight two-foot lap splices and write down 2-#5 x 25’-0”. On the other hand, the Detailer must be more exact using the plan dimensions. The Detailer would write down 8 x 2-#5 x 30’-0” plus 2-#5 x 16’-0”. In a similar manner when estimating ties or stirrups in a column or beam, the Estimator will use a shortcut. A Detailer detailing a #4 closed tie (Type T1) for a 18 in. x 30 in. column would detail the A and G as 0’-4½”, B and D as 1’-3”, and C and E as 2’-3”, for a total length of 7’-9”. On the other hand, the Estimator would simply add the column dimensions, double them, and subtract 3 inches for the same answer: 7’-9”. Each Estimator develops shorthand and shortcut methods that will allow him or her to produce an accurate estimate in as short a period of time as possible. Computer

@Seismicisolation @Seismicisolation 11-3

Estimating Practices

Figure 11-1 — Sample of Typical Estimate Summary

@Seismicisolation @Seismicisolation 11-4

Part I — FUNDAMENTALS CH

CHAPTER 12 — DETAILING PRACTICES

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Once an estimate has been prepared and the job has been sold, the detailing process begins. This process includes the following elements:

The proper organization of drafting room personnel is essential in order to obtain efficiency. The operation must provide for scheduling of the work to meet the Contractor’s construction schedule, the Fabricating Shop schedule, and the delivery requirements. Procedures must be followed to permit a close working relationship with the Fabricating Shop, with the Ironworkers who handle and place the reinforcing bars, and with the Contractor’s Manager, Engineer, or Superintendent. Normally, a Detailing Manager is responsible for the overall operation of the detailing office. Some of the tasks for which he or she is responsible include: t


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@Seismicisolation @Seismicisolation 12-1

Detailing Practices are assembled and prior to beginning a new project. This review should be thorough and include, but not be limited to, the following items: t


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The placing drawing submittal must include the details for all of the reinforcing steel necessary to build the particular building unit contained in the construction schedule. If time permits, multiple building units may be covered on a single submittal. The placing drawing submittal may contain one or many placing drawings.

The time spent reviewing the project information will pay dividends in increased efficiency when detailing the project.

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*OGPSNBUJPO In preparing a placing drawing, the Detailer’s responsibility is to carry out all of the instructions on the structural drawings. In accordance with ACI 315, it is the Architect/Engineer’s responsibility to furnish a clear statement of the design requirements on the contract drawings and should not merely refer to an applicable building code. Frequently, the Detailer may have questions concerning the details or the interpretation of the A/E’s structural drawings. The Detailer should first discuss these with his or her Supervisor. The formal procedure for handling such questions is to direct them to the Customer for referral to the A/E. Some A/Es and governmental bodies require routing all matters through the General Contractor. However, it is much better for the Detailer to be able to discuss questions directly with the A/E. This direct communication reduces the possibility of misunderstandings that could result from relaying the information through a third party. It also avoids delays in detailing by obtaining quicker responses. The direct approach is recommended but should be done only after obtaining the Customer’s permission. A procedure should be worked out so that everyone concerned can be kept informed. Whichever means are used to obtain clarifications from the A/E, a Detailer should not try to guess the interpretation of a problem, but should inquire and clarify at the time of detailing.

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The goal of the Detailer is to efficiently create clear and concise placing drawings. As discussed in Chapter 7, placing drawings may consist of plan views, elevations, sections, schedules, and notes. Quantities, size, length, bending diagrams, bar marks, and location of all reinforcing bars are shown. This information instructs the Ironworker where to place the reinforcement, and will be used to create the bar lists that are used to fabricate and ship the material to the jobsite. The placing drawings must follow not only accepted industry standard practices but also the Fabricator’s and Customer’s individual requirements. The Detailer should also furnish any additional information, such as notes of instruction and special details to help the Ironworker place the reinforcing steel properly and to prevent errors. The Detailer should avoid showing unnecessary details on the placing drawings that could make the drawings more difficult to read and understand.

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@Seismicisolation @Seismicisolation 12-2

CH

Detailing Practices Normally the “approved as noted” placing drawing will permit bar lists to be made and fabrication to proceed.

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After the A/E comments have been incorporated into the placing drawings, copies of the approved placing drawings are distributed for “File & Field Use” or “Job Use,” according to instructions in the project specifications. Copies of bar lists are issued to the Customer and Contractor as requested by the Customer.

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12

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$PODMVTJPO The materials supplied by Fabricators are for the most part regulated by industry-recognized material specifications. Therefore, the most important part of a Fabricator’s obligation is that of service to your Customer. The end goal of this service is to efficiently deliver properly fabricated materials on schedule. The result is a satisfied Customer. Late deliveries can cause delay to an entire construction operation, not only in the placing of reinforcing steel but also the work of other trades. The Detailer has a very important role to play in providing good service. He or she must learn to follow a sequence schedule and cooperate with the Supervisor and other associates. And in all ways, he or she must work efficiently so that placing drawings are completed and approved, allowing the Fabricating Shop ample time to prepare the material and arrange delivery to meet the construction schedule.

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@Seismicisolation @Seismicisolation 12-3

Detailing Practices

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@Seismicisolation @Seismicisolation 12-4

Part I — FUNDAMENTALS CH

CHAPTER 13 — BAR FABRICATING PRACTICES

13

(FOFSBM The next step after completing the placing drawings and bar lists is fabrication. Briefly, fabrication includes cutting to length, bending, bundling, tagging, and loading of reinforcing bars.

Truck Loading

Light Bender

The bar list contains information describing all straight and bent bars. It also includes a bend type number designating the shape of the bent bars as shown in “Typical Bar Bends” (See page C-1 in Appendix C) followed by the bending dimensions, which are referenced alphabetically to the typical bar bends. The fabricating shop operation of cutting to length and bending is done from tags generated from these bar lists.

Spiral Machine Heavy Bender

Railroad Gage Table

Other Fabricators prepare a shop order list from the bar list which will be a list of straight and bent bars without bending diagrams. These bending diagrams are copied onto tags and the tags are used in the shop for bending the bars. For additional information, see Chapter 12. Another form of shop fabrication is to take all shop order lists for an entire day and input them into a computer program to produce an optimum shearing run separated by bar size. This system will allow the Fabricator to fabricate many Customer orders at one time and it will keep each order separated in bent and straight bundles. The program will also tell the shear operator how many bars to shear, how many cuts to make, and what length and where to put them in the shear pockets. It will create bend tags with diagrams and dimensions for the Fabricator to bend the bar, straight tags, and a bundle tag to identify a master bundle. The item bundle list is a list of all properly identified reinforcing bars in a shipment. This item bundle list is used as a shop check when loading the trucks or railroad cars and is also used by the Contractor on the jobsite to check each shipment received. With optimum shearing, each bundle is identified with a bundle tag and numbered, and a loading and bundle report is produced. The loading report is used in the shop to identify each bundle and the bar list is used by the Contractor while unloading the truck to check the shipment. The invoice, together with the price, is an itemized statement of the material delivered and is usually mailed to the Purchaser at the time of shipment. Bar lists or shop order lists are also used as a shipping notice and as part of an invoice. Figure 13-1 illustrates the general layout of a fabricating shop. The flow of material is indicated beginning with the stockpile of bars and ending with the loading facilities. There are many different shop layouts possible, each of which satisfies a land restriction or a personal preference.

Overhead Crane

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Shear Shear

Stock Throw Down Tables

Stock Racks Overhead Crane

Figure 13-1 — General Reinforcing Bar Fabricating Shop Layout

The fabricating shop receives stock length bars from the steel mill (See Chapter 8, “Length Limitations”). They are placed in storage racks with the various sizes and grades separated to make them readily accessible as they are needed. The first step in fabrication is to cut the proper lengths of bars to be used as straight bars, bent bars, stirrups, and ties. Bars are cut on a shear of sufficient capacity to cut several bars at one time depending upon the bar size (See Fig. 13-2). Straight bars are bundled, tagged, and sent directly to the shipping area. Other bars which require bending are transferred to the bar benders. After bending, they are bundled, tagged, and sent to the shipping area. There are many types of benders available, a few of which are illustrated in Figs.13-3 to 13-5. Benders are also designed for specific purposes. Some are capable of bending the largest size bar (#18) as well as smaller sizes. Others may be designed especially for making column ties and stirrups or for making both bends on one end of a truss bar simultaneously. Special bending equipment is also used for forming radius bent bars and spirals.

@Seismicisolation @Seismicisolation 13-1

Bar Fabricating Practices

Figure 13-2 — Shearing Several Bars

Figure 13-4 — Bending a #18 Bar

Figure 13-3 — Bending Several Bars

Spirals are coiled to the required diameter from mill coils of bars or wire and are cut after the proper number of turns has been made. If unassembled, they are tied in compact bundles and tagged. If assembled, as they usually are when used in columns, spacers are cut to length and punched for the proper pitch of the spiral and attached to the spiral. Assembled spirals are individually tagged and shipped collapsed (except where they are non-collapsible). Automatic stirrup benders, which bend and cut reinforcing bars directly from coiled or straight stock of #3, #4, and #5 reinforcing steel, are also available. These machines eliminate considerable handling and are found to bend more quickly and accurately than the manual bending machines. An illustration of an automatic stirrup bender is shown in Fig. 13-6.

Figure 13-5 — Multiple Bending of Closed Column Ties on a Stirrup Bender

Generally, bars are wired together in bundles, each bundle being limited to one size and length of bar, except that small quantities of varying lengths may be bundled together. Bundles are limited to weights that can be conveniently handled at the destination. Two or more smaller bundles may be included in one larger bundle or lift suitable for handling at the jobsite. Bundles and lifts are securely tied by wires or bands. The gauge and spacing of ties depends upon the type of bundle involved. In general, No. 5 gauge wire is used for large bundles; No. 9 or 12 gauge may be used for small bundles. Bundle ties are generally spaced 10 to

Figure 13-6 — Automatic Stirrup Bender

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Bar Fabricating Practices 15 feet center-to-center, with a minimum of two ties per bundle. Each bundle has a tag made of durable material. Each tag identifies the purchaser by name and shows the grade of reinforcing steel, number of pieces, size, and length of straight bars, and the mark number for bent bars. This is general practice, but in some special cases and particularly on highway structures, a mark number is given for both straight and bent bars. The mark number on a bar corresponds with the mark number on the placing drawing and bar list. For sample tags, see Figs. 13-7 and 13-8. Inspections for quality of reinforcing bars and related materials authorized by parties other than the Fabricator are made at the fabricating shop prior to cutting or fabrication for shipment. The total cost of inspection,

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including any expense for testing, is borne by the Buyer. The Fabricator may also supply certified mill test reports upon request. Project specifications will sometimes require either inspection or certified mill test reports. Steel mills supplying stock length bars to the Fabricator will furnish certified mill test reports to the Fabricator, which, in turn, are furnished to the Buyer upon request. It is important that the Detailer have some knowledge of bar fabrication. Some companies have detailer training programs that include some actual experience in the fabricating shop. Here the trainee actually operates the equipment such as shears and various types of benders, works in the shop office, and participates in the bundling and loading of the bars. Other companies provide the opportunity for the trainee to at least spend time in the shop observing these operations. Firsthand knowledge of bar fabrication allows the Detailer to know the limitations and the reasons for established fabricating practices. The Detailer can see why length tolerances are necessary on cut-to-length bars. They will see the problems involved that make it impractical to bend bars to exact dimensions. These experiences or observations will demonstrate why tolerances for fabrication are established. The Detailer will better understand why it is difficult to maintain exactly the same dimensions on hooks and bends, even with the same equipment and the same grade of reinforcing steel. Not only is knowledge of fabrication important, but it is also important to visit the jobsite to see how the reinforcing steel is placed and why accuracy is necessary. With this knowledge, the Detailer will approach the detailing of reinforcing steel with a better understanding and will know where and how to make allowances to assure the proper placement of bars in the structure.

Figure 13-7 — Sample Bar Tag (Manual)

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Figure 13-8 — Sample Bar Tag (Computer)

Bar Fabricating Practices

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Part I — FUNDAMENTALS CH

CHAPTER 14 — CONSTRUCTION PRACTICE AND COMMUNICATION

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A critical part of the detailer training process is exposure to the jobsite, both real and virtual. While much of the technical learning required by the Detailer is done through computer programs, videos, and publications such as this one, real world exposure to various construction sites and conditions provide the Detailer practical firsthand knowledge of how reinforcing bars and related materials are handled and placed at the jobsite. Jobsite visits are an integral part of the Detailer’s training and are strongly encouraged whenever practical. The use of technology is a close substitute to bringing the jobsite to the Detailer when time, distance, and cost make travel to the actual site impractical.

While these technologies are important advancements in the detailer training process, they do not eliminate the needs or benefits of actual jobsite visits. The jobsite is a dynamic environment and being there immerses the Detailer in the conditions that affect the construction of a reinforced concrete structure. Firsthand observation of these conditions enable the Detailer to better plan the detailing of the remaining structure, learn from his or her mistakes, and, most importantly, interact with the Ironworker and the Contractor. Through jobsite visits, the Detailer will gain a better understanding of the difficulties often encountered by the Placer onsite, such as the impact of incomplete placing drawings. Through interaction with the Placer, the Detailer will learn the importance of properly completed placing drawings providing the necessary details, sections, dimensions, and notes to clarify complicated conditions, which help the Placer reduce the chance for error.

5FDIOPMPHZ
"JET Modern drafting done on CAD systems using software specifically written to detail reinforcing bars has greatly improved the visual drafting experience of the detailing process. Unlike obsolete paper drafting, modern detailing software has the ability to show reinforcing bars drawn to scale with bends, hooks, and shapes all in accurate and proportionate dimensions. Two-dimensional paper drawings have mostly been replaced by 2-D CAD systems; increasingly, the use of 3-D environments such as 3-D drafting and Building Information Modeling are being adopted. BIM creates a virtual environment which allows a Detailer to “build” not only the member currently being detailed but also how the member interacts with other components. Once the reinforcing bar model has been created, it can be combined with models prepared by other trades such as the formwork, mechanical, electrical, and other building components. This combination of models provides a centralized point to identify constructability issues and allows conflict resolution by the entire construction team in a virtual environment rather than in the field. Other technologies have also entered construction practice and improved the detailer training process. Nowhere is this more evident than with the prolific use of digital photography, video, webcams, smart phones, and wireless internet access. The same technology that allows a Detailer to be a continent away from the jobsite allows the Detailer to see images, video, and sound of the member, structure, or jobsite he/she is working on, often in real time. The ability to communicate with the jobsite has never been as complete or efficient as it is today and provides the Detailer nearly instant feedback from the Placer in the field. Photos or video taken of a problem area can be instantly uploaded or streamed live to the Detailer and Architect/Engineer for troubleshooting and resolution.

Through interaction with the Placer, the Detailer will learn of the common issues faced with reinforcing bar installation due to congestion, layering of bars, intersections of members, pre-tying of reinforcement, etc. While detailing a project, the Detailer needs to understand how the Contractor plans to build the structure, since their means and methods can have a substantial impact on the way the reinforcing bars need to be detailed, fabricated, and shipped. Interaction with the Contractor, especially during jobsite visits, is a great way to gain this understanding since it allows for firsthand observation of site conditions and other physical factors that influence the way a Contractor has to build the structure. This is also a good opportunity to observe formwork, see how various concrete elements frame together, identify expansion/construction joints, etc., all of which affect the detailing process. Onsite, the Detailer can observe safety regulations, the handling and storage of materials, and how bar lists, tags, and placing drawings are used. The Detailer has the opportunity to talk with the Placer Foreman and crew and learn from them practical application of what they are learning in their office training. Many Fabricators make it standard practice to have the Detailer visit the jobsite at the start of a project and periodically as the project progresses. On such visits, the Detailer should become acquainted with the jobsite personnel. Interaction with the General Contractor, including the field office staff, Job Superintendent, Project Manager, and Project Engineers are equally as important as meeting with the placing crew. Often the Architect/ Engineer’s or Owner’s representatives are onsite and

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Construction Practice and Communication can give their perspective as to the quality of the work or the project’s schedule. The sequence of operations, problems, and other matters of mutual interest as it relates to the progress and completion of the project should be discussed. By visiting the jobsite and observing the construction operations firsthand, the Detailer will gain valuable knowledge of field practices.

4VNNBSZ Through observation of the project’s construction through jobsite visits, the use of technology, or a combination of both, the advantages to the successful completion of the project are realized by minimizing errors and waste and saving time and expense in the field. During the entire detailing and construction process, the ability of the Detailer to communicate and interact with the Ironworker, Contractor, Engineer, and other key members of the construction team, is critical. Building the relationship between those in the office and those in the field is key not only to the Detailer’s training but to their long-term success. Cooperation is the means by which the detailing of placing drawings and the placing of reinforcing bar in the field can both be carried out with maximum efficiency.

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Part II — APPLICATIONS OF BAR DETAILING CH

CHAPTER 15 — DETAILING OF FOOTINGS AND FOUNDATIONS

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d. Bar marking systems

General information was covered in Part I. It is presumed the Student or Detailer Trainee is now ready to be introduced to the actual practice of reinforcing bar detailing.

e. How to develop quantities, lengths, and bending details

From the discussion in Part I and the chapters to follow, the relationship between the various structural members of a building is evident. These members are joined to one another either by doweling through construction joints or by integrally casting the concrete between them. In general, structural drawings show dowels extending from the foundation into walls or columns above with the wall and column reinforcement. Column dowels on structural drawings are generally shown with the column reinforcement in the column schedule. Wall dowels extending from footings into walls are generally shown in a section with the wall reinforcement. Columns, partially or completely embedded in a wall, are an integral part of the wall construction. These columns, also referred to as wall columns or pilasters, are typically included on the Column Schedule. These examples explain why it is customary practice for the structural drawings of the substructure of a building to include footings, walls, and columns together. Identically, the structural drawings for floors show beams, joists, and slabs together. Placing drawings will generally follow similar arrangements.

g. Shipping limitations (length and width)

For the purposes of instruction, however, the detailing of the complete building is divided into four chapters, covering footings and foundations (Chapter 15), walls (Chapter 16), columns (Chapter 17), and floors and roofs (Chapter 18). The separate members included in each chapter are covered individually, and the relationship of one structural member to another will be explained and illustrated. Examples of structural and placing drawings, following generally accepted practice, will be included in one chapter or another even though some of the structural members shown on the complete drawing may be discussed in other chapters. There are too many types of structural members to be included in a single drawing. Some structural members are not shown on the drawing examples used; partial drawings and details will be included to show such members and explain detailing practices involved. Discussion includes reference to numerous drawings, details, and verbal descriptions to illustrate: a. Design information as shown by the Architect/ Engineer on the structural drawings b. How to develop design information, step-by-step, into a placing drawing c. Typical bar arrangements

f. How to prepare different types of schedules h. Doweling and splicing i. Bundled bars j. Detailing of standees k. General self-check of completed placing drawings Useful information such as mathematical tables and formulas, drafting notes, and detailing reference data are assembled in Appendices A, B, and C at the end of the book. Reference to the Appendices will be made in the text.

'PVOEBUJPOT The Detailer, with the structural drawings available for reference, refers to those structural drawings which include the foundation plan with schedules and typical details. Figure 15-1 illustrates a typical foundation plan such as will be found in a set of structural drawings. It shows the design information for four types of foundation members, namely: 1. Square and rectangular footings 2. Drilled piers 3. Wall footings 4. Grade beams In addition, the structural drawing in Fig. 15-1 includes typical details of these members, and of columns and walls, providing concrete dimensions, reinforcing bar sizes, and arrangement of bars. Schedules on the structural drawing illustrate a convenient way to show the design requirements for footings, grade beams, and columns in a concise form. The design requirements for the walls and columns are shown for completeness of the structural drawing, but the detailing techniques for these parts of the building are covered in Chapters 16 and 17. The placing drawing, which has been prepared from the structural drawing (Fig. 15-1), is shown in Fig. 15-2. The Detailer has prepared a footing and column dowel schedule, which is similar to the design schedules, except the schedules on the placing drawing include the number of like footing members having identical reinforcement and a description of the reinforcing bars including the number of pieces, bar size, length, mark number (generally only for bent bars), and sometimes bending details. Although the grade beams are shown

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Detailing of Footings and Foundations in a schedule on Fig. 15-1, they have been detailed in elevation on Fig. 15-2. Often it may be necessary to detail in elevation to clearly show the splice locations for longitudinal bars and other pertinent information and to ensure each and every bar is accounted for. However, they can also be detailed in a schedule. Simple wall footings and walls can be detailed in schedules or on the plan view, but both are generally detailed graphically in elevations with referenced sections. For most wall footings and walls, presenting the detailing graphically is the best approach, but this will vary based on the complexity of the job. The technique of presenting reinforcing bar details is shown in Fig. 15-2 for some of the foundation components. Partial structural and placing drawings follow, showing how the bar details are developed for other types of footing members. The Detailer should not start filling out a schedule as the first step, but should begin with a set of notes or worksheets showing the quantities, bar sizes, lengths, mark numbers (bent bars only), and bending diagrams for the bars in each footing member. A freehand sketch of the footing member with dimensions and the reinforcing bars included will be helpful in many cases. Such a sketch provides an opportunity for the Detailer to check the work and make necessary changes before putting this information into the schedules. The following discussion explains how notes are set down for reinforcing bars included in the schedules and for those reinforcing bars shown on the placing drawings.

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'PPUJOHT A Square or Rectangular Column Footing is a structural foundation member that supports a column (or pier) and distributes the load from the structure to a broader area of soil. They are also known as Spread Footings, Isolated Footings, or Pier Footings. When detailing spread footings, the Detailer will need to pull the following information from the structural drawings: 1. Footing dimensions (length, width, and depth)

Footing F1 is rectangular in shape, 8’-0” x 12’-0” in plan and 2’-6” thick, with 12-#6 bars extending the long way (LW) and 20-#7 bars the short way (SW). The typical footing detail and the schedule indicate these to be straight bars. The ends of the bars extend to within 3” of the outside edge of the footing, known as concrete cover or clearance. The length of the #6 bars is 12’-0” (0’-6” concrete cover) = 11’-6”.The length of the #7 bars is 8’-0” - (0’-6” concrete cover) = 7’-6”.The reinforcing bars are completely described as: 12 - #6 x 11’-6” LW BOT 20 - #7 x 7’-6” SW BOT 4 Footings thus (See Footing and Column Dowel Schedule in Fig. 15-2)

Footing F2 is square, 8’-0” x 8’-0” in plan and 2’-0” thick, with 12-#6 EW (Each Way). The foundation plan on the structural drawing (Fig. 15-1) shows six footings marked F2. The lengths of the bars are 7’-6” after deducting the concrete cover as in the preceding example for footing F1. The reinforcing bars are then described as: 24 - #6 x 7’-6” ½ EW BOT 6 Footings thus (See Footing and Column Dowel Schedule in Fig. 15-2)

The footing schedule on the placing drawing shows 24-#6 x 7’-6” (½ or 12 EW) as it is common practice to call for the total number of bars in a square footing with instructions to place half of them each way. Footing F3 is 8’-0” x 10’-0” in plan and 3’-0” thick and includes 12-#6 bars the long way and 20-#6 bars the short way. The lengths of the bars are 9’-6” and 7’-6”, respectively, after deducting the concrete cover as in the preceding examples. The reinforcing bars are then described as: 12 - #6 x 9’-6” LW BOT 20 - #7 x 7’-6” SW BOT 2 Footings thus (See Footing and Column Dowel Schedule in Fig. 15-2)

Note that in detailing reinforcing bars, the foot and inch marks are often omitted on bend dimensions and bar lengths. This practice is widespread and will be followed throughout most of the text when describing call outs from placing drawings.

2. Bar size 3. Bar quantity or spacing 4. Concrete cover 5. Bar configuration In Fig. 15-1, the Architect/Engineer has listed the Spread Footings in a schedule labeled “Footing Schedule.” Each footing is labeled as F1 through F4. All like labeled footings have the same concrete dimensions and reinforcement.

Footing F4 is 12’-0” square and 2’-0” thick. The schedule in Fig. 15-1 shows #7 bars spaced 9 in. on centers in each direction so the number of bars must be determined by the Detailer. The number is computed by dividing the footing width in inches by the spacing thus: 144 / 9 = 16, the number of bars in each direction.

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N

Detailing of Footings and Foundations

Fig. 15-1 — Structural Drawing – Typical Foundation Plan

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Detailing of Footings and Foundations

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Detailing of Footings and Foundations

Fig. 15-2 — Placing Drawing – Typical Foundation Plan

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Detailing of Footings and Foundations

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Detailing of Footings and Foundations 15 Actually, this calculation gives the number of 9 in. spaces across the footing, but deducting a half space (4½ in.) from each side would leave 15 spaces at 9 in. to the outside bars or a total of 16 bars each way. The reinforcing bars are then described as: 32 #7 x 11-6 @9” ½ EW BOT 2 Footings thus

Not shown on Fig. 15-1, but frequently required, is an irregular-shaped footing. In a footing schedule, the Architect/Engineer might call for the footing by a label; the spaces headed “Size” and “Reinforcement” would indicate “See Detail.” Since such a footing cannot be readily scheduled either by the A/E or by the Detailer, it is usually shown directly by each on the foundation plans. An example of the design and the resulting reinforcing bar details are shown in Figs. 15-3 and 15-4. 10'-3"

10'-3"

4'-6"

b. Schedule to detail reinforcing bars c. Sections to show arrangement and concrete cover 2. Section a. Plan or Key plan to show footing locations b. Sections to detail reinforcing bars and show arrangement and concrete cover 3. Plan

b. Sections to show arrangement and concrete cover

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B#6 @6"

6'-4"

12'-1"

a. Plan or Key plan to show footing locations

a. Plan to detail reinforcing bars and show footing locations

B#6 @6"

11'-3"

Although the most common way to detail column footings is in a schedule, there are different ways that Square or Rectangular Footings can be detailed. They can be detailed in: 1. Schedule

(See Footing and Column Dowel Schedule in Fig. 15-2)

5'-0"

The technique for determining the bar lengths and quantity of bars is similar to that described for footing F4.

4'-0"

Fig. 15-3 — Structural Detail - Irregular-Shaped Footing

A Drilled Pier is a round shaft that is dug down or drilled through inadequate soils until stable bearing soil or bedrock is reached. They typically support a column and distribute the load from the structure above to a broader area of soil, but can support other elements as well. They are also known as Caissons, Drilled Shafts, and Auger Cast Piles. When detailing drilled piers, the Detailer will need to collect the following information from the structural drawings: 1. Bar size 2. Bar quantity or spacing

9#6 9-09 @6” BOT

3. Concrete covers (clearances) 4. Bar configuration

11#6 14-09 @6” BOT

5. Pier diameter 8#6 9-09 @6” BOT

6. Pier length or elevations (at top and bottom of pier) 7. Circular ties or spirals (spirals can be produced from deformed or plain bars) 10#6 11-07 @6” BOT

12#6 16-01 @6” BOT

8. Lap splice requirements for both vertical bars and circular ties 9. Dowel configuration at top of pier with specific attention to conditions of columns, walls, or beams above

13#6 10-09 @6” BOT

Fig. 15-4 — Placing Detail - Irregular-Shaped Footing

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Bar Fabricating Practices 7FSUJDBM
#BST Section 2-S1 in Fig. 15-1 includes the structural detail for two identical drilled piers with the concrete dimensions and bar sizes, shapes, and concrete covers given. The first floor level is shown on the drawing to be at elevation 0’-0”.The top and bottom of each pier are at labeled with elevations -3’-0” and -15’-0”, respectively. This means that the top of each pier is 3 ft. below the first floor and the bottom of each pier is 15 ft. below the first floor. The difference between these two elevations is 12’-0”, which is the total height of each pier. Deducting the bottom end clearance of 9 in. and the top end clearance of 3 in., the vertical bar length is 11’-0”.

shown in the column schedules. Refer to Fig. 15-2 and you will see the verticals, ties, and column dowels called out in the Drilled Pier “P1” Section (x2). They are: 8 - #11 x 11’-0” VERT 6 - #4 4A1 @22 ½” TIE 4 - #9 x 4-8 TDWL 2 Piers thus

There are different ways that Drilled Piers can be detailed: 1. Schedule a. Plan or Key plan to show element locations b. Schedule to detail reinforcing bars c. Sections to show arrangement and concrete cover

5JFT The ties are #4 spaced 22½ in. on centers and are shown to be circular with a lap splice. The outside diameter of the tie is 3’-0”, which is obtained by deducting 3 in. (each side of tie, 6 in. total) of concrete cover from the 3’-6” concrete diameter. The length of the tie is determined by calculating the circumference of the circle and adding the length of the lap, thus: 3.0 (diameter) x › + 1’-2” (lap) = 10’-7” (to the nearest inch; ›= 3.14). The number of ties is obtained by dividing the vertical bar length by the spacing of the ties; 22½ in. / 12 = 1.88 ft. on center; i.e., the number of ties = 11.0 / 1.88 = 5.87, so six ties are required (5 spaces @ 1’-10½” = 9’-4½”, leaving 9¾ in. from each end tie to the end of the vertical bars).

%PXFMT The column dowels are shown in Section 2-S1 in Fig. 15-1 to project 24 bar diameters into the pier and the same distance into the column/grade beam above. Four #9 dowels are specified for the columns being supported by the drilled piers. Twenty-four bar diameters of a #9 bar is 24 x 1.128 = 28 in., so the length of each dowel is 4’-8” (56 in.). When calculating a bar’s development/projection/ lap splice length, always round up to the nearest whole inch. Since in this example the Detailer will include these dowels on the pier detail, they are shown on the Drilled Pier “P1” Section on placing drawing Fig. 15-2 as 4-#9 x 4’-8”. A good rule in reinforcing bar detailing is never to completely describe a bar item in more than one place to avoid the possibility of erroneously duplicating a bar item. When the Detailer prepares lists of footing and pier bars, he or she must remember to include the column dowels

2. Section a. Plan or Key plan to show element locations b. Sections to detail reinforcing bars and show arrangement and concrete cover 3. Plan a. Plan to detail reinforcing bars and show element locations b. Sections to show arrangement and concrete cover

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Wall Footings, also known as Strip Footings or Continuous Footings, are part of the foundation of a structure that rests on the earth and provides support for the walls of a structure. Refer to Fig. 15-1, section 1/S1, which shows the most common configuration of a wall footing. When detailing wall footings, the Detailer will need to collect the following information from the structural drawings: 1. Bar size 2. Bar quantity or spacing 3. Concrete covers (clearances) 4. Bar configuration 5. Footing dimensions (length, width, and depth) 6. Changes in configuration (direction, elevation, or shape) 7. Lap splice requirements 8. Dowel configuration at top of footing with specific attention to conditions of walls above

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Bar Fabricating Practices Typically the general information for wall footings can be found on the structural drawings. Most of the time, concrete covers are in the general notes of the project or they will be called out on a specific section. In this example, please note the reinforcing bars and concrete covers are called out in the section (Fig. 15-1, Section 1/S1) The bar sizes, quantity, and spacing are shown in numerous formats. The most common place showing this information is in the sections. There are other instances where this information is shown in a schedule format that references the plan view for the location of the specific footings. Ensure that you review all of the typical details in relation to the corner bar details. In some geographical locations, the Engineer specifies the word or abbreviation for “continuous” and that can be interpreted as meaning the need for corner bars. If you are not sure how to interpret the Engineer’s intent, discuss with your Supervisor or consider writing an RFI to ensure you are detailing it the appropriate way. Make sure to familiarize yourself with your company’s standard practice/policies on supplying corner bars. When detailing wall footings, ensure that you have all the top of footing elevations (abbreviated T.O.F.) indicated on the plan, since this may indicate steps in the wall footing and reinforcing steel. If you have an instance where a footing has steps, follow the typical detail on the structural drawings. To help in the determination of the required lap lengths, refer to the general notes, sections, or specifications for the project. If no lap is specified, discuss with your Supervisor and find out if you should consider writing an RFI or if you should consult CRSI’s Reinforcing Bars: Anchorages and Splices manual and ask the Engineer to verify your assumptions during the approval process.

%FUBJMJOH
$POTJEFSBUJPOT When detailing wall footings located between column footings, you may need to take into consideration a few practices to ensure efficiencies in the fabrication shop and the field. Based upon the lap length, bar sizes, and column/pier footing dimensions, you may consider detailing the bars continuously through the column footing rather than extending them a development length into the column footing. When utilizing this practice, you may not need to adjust the lengths of the dowels that run through the column/pier footing since the dowels can rest on the continuous bars. If you decide the column/ pier footing is too wide and supplying continuous bars through the footing would not benefit the project, you

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must take the following in consideration: the dowels must be detailed in a different manner to ensure they are extending to the bottom of the footing mat. To make the drawing as clear as possible and to aid in the detailing process, you should consider showing this in plan or elevation to properly show the specific locations for the various dowels. In some cases, the different length dowels may be consolidated with only the longest length being detailed in an effort to reduce the number of different bars being fabricated and to aid placing in the field. This approach needs to be discussed with your Supervisor. Another consideration you must keep in mind is the willingness of the Customer to accept stock length material for continuous reinforcement. There are times when the practice of using stock material is beneficial to both the fabrication shops as well as the Customer. If the project has a lot of different lengths, the Customer might want stock bars, considering the bar size and the amount of time it would take the Placer to locate the specific bars that are required in each footing. The Placer could be more efficient by field-cutting the bars versus locating the specific bar needed. This practice should not be done unless you receive approval from the Customer. If this practice is not approved without prior consent, you may add an additional cost to the Customer that was not budgeted. The other consideration to keep in mind is the ability to detail continuous bars through step footing locations. This is another practice that should be reviewed with the Customer prior to detailing. Unless a step footing location is specifically located, you cannot detail the footing reinforcement to the proper length. The other issues that support the difficulty in detailing accurate continuous bars at the footing are the excavation and field considerations. A common practice in detailing continuous footings would be to detail through the steps and supply step footing bars as per the structural drawing details. The field determines where the steps occur after the excavation and they can field cut the bars as needed and tie the step footing reinforcement in place. If the continuous footing contains larger bar sizes, the Customer may not want to incur the labor costs associated with cutting the bars. If this is required, make sure you receive specific step footing locations from the Customer so that the detailing is correct.

$BMDVMBUJPOT Figure 15-1 shows wall footings between column footings with the design information included in Section 1-S1. The longitudinal bars in the wall footing are specified to extend 36 bar diameters into each column footing

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Detailing of Footings and Foundations

The first step in detailing the wall footing bars is to determine the length of the wall footing between the column footings. Calculate the length of wall footing between Columns C1 and D1 thus: (15’-0”) plus (0’-6”) (1’-0”) (½ of 24” column D1) - (4’-0”) (½ of footing width at column C1) - (4’-0”) (½ of footing width at column D1) = 6’-6”. A 36-bar diameter embedment of a #6 bar is 2’-3” into each column footing so the longitudinal bar length is 11’-0”.Three #4 transverse bars spaced 3’-0” on centers are required as shown in Section 1-S1 of Fig. 15-1. Their length is 3’-6” (6” deducted from a 4’-0” wide footing). Therefore, the wall footing will require: 4 - #6 x 11’-0” LW BOT 3 - #4 x 3’-6” SW BOT @ 3’ -0” OC 2 Footings thus

These dowels are placed by Ironworkers to match the vertical bars in each wall panel between columns. The long leg of the #6 dowel 6A22 is calculated: (2’-3”) (36 bar diameters) plus (1’-6”) minus (0’-3”) (concrete cover) minus (0’-1”) = 3’-5”.The 1 in. dimension is the approximate thickness of a #4 and a #6 bar to the nearest inch and the 3’-5” leg permits the dowel to rest on the wall footing mat for placement support. A standard 90-degree hook for the #6 bar is 1’-0”, so the length of the bars becomes 4’-5”.The dowel is described as #6 6A22, and the bending diagram is:

3'-5"

6A22 Fig. 15-4a — Bending Detail of Wall/Footing Dowel 6A22

The #5 dowels are calculated similarly: (1’”-11”) (i.e., 36 bar dia.) plus (1’-6”) minus (0’-3”) (cover) minus (0’-1”) = 3’-1”. A standard 90-degree hook for the #5 bar is 0’-10” so the bar is described as #15 5A24, and the bending diagram is:

10"

Likewise the length of wall footing between Columns B1 and C1 is (20’-0”) - (4’-0”) - (4’-0”) = 12’-0”.The required bars for this length of wall footing are determined in a similar manner as for those bars in previous example:

52#6 6A22 @9” DOF (18” THICK FTG) 32#6 6A28 @9” DOF (24” THICK FTG) 16#6 6A23 @9” DOF (30” THICK FTG) 68#5 5A24 @12” DIF (18” THICK FTG) 32#5 5A25 @12” DIF (24” THICK FTG) 16#5 5A26 @12” DIF (30” THICK FTG)

12"

(Note 3 on Fig. 15-1). Sometimes wall footings are cast separately from the column footings. In that case, dowels projecting from the column footing into the wall footing are required and placed with the column footing bars. The longitudinal wall footing bars would then stop short of the edge of the column footing. The transverse bars are spaced between the edges of the column footings, beginning at a distance of approximately half the bar spacing from each column footing. Unless otherwise shown on the structural drawings, column footings are centered to coincide with the centerlines of columns. On this structural drawing (Fig. 15-1), the columns are identified by a system of alphabetical and numerical coordinates where the centerlines of columns are lettered in consecutive order in the north-south direction and consecutively numbered in the east-west direction.

4 - #6 x 16’-6” LW BOT 5 - #4 x 3’-6” SW BOT @ 3’-0”

3'-1"

It is standard and necessary construction practice to provide the wall dowels in the column and wall footings. The wall dowels project a specified distance (in this case 36 bar diameters) into the wall above to provide a lap splice with the vertical wall bars. The dowels are usually, though not always, of the same size and spacing as the vertical bars. All walls in Fig. 15-1 are reinforced alike with dowels of the same size and spacing as the vertical wall bars. The wall footings are 1’-6” thick while the column footings are thicker. The dowels for each wall are shown in Section A on Fig. 15-2; the total number of dowels is summarized per wall.

5A24 Fig. 15-4b — Bending Detail of Wall/Footing Dowel 5A24

Since the longitudinal bars in the wall footings did not run continuously thru the column footings, the vertical length of the wall dowels needs to be increased. The dowels on top of the column footings are calculated similarly: (lap length) plus (footing depth) minus (cover) minus (0’-1”) = vertical length. A standard 90-degree hook is then applied.

@Seismicisolation @Seismicisolation 15-10

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Detailing of Footings and Foundations 15 50'-0"

WF1

WF1

WF1

1'-6"

12"

1'-6" DOWELS #6 @9"

1'-6"

3" CLR

36 DIA

6" SLAB

DOWELS #5 @12"

4 #6 LONG (LAP 27") 3" CLR

4'-0"

#4 @36" TRAN.

Fig. 15-5 — Structural Detail - Continuous Wall Footing

8BMM
'PPUJOHT
$POUJOVPVT Continuous wall footings are detailed in a similar manner as the wall footings between the column footings with the exception of the embedment into the column or pad footings. The Detailer must determine the same information prior to the start of detailing. Refer to the Section 1/S1 in Fig. 15-1 to determine the bar size and concrete covers for the reinforcing steel. Figure 15-5 includes a partial plan of a continuous wall footing and a typical section showing the concrete dimensions and the reinforcing bars required as they would appear on a structural drawing. Figure 15-6 includes the same plan view and a similar section with the complete placing details added. The longitudinal bars for this wall, if furnished in one continuous length, might be impractical to ship so lap splicing is selected. By starting with the wall length of 50’-0” shown on the plan view (Fig. 15-5) and adding two 1’-6” footing projections, an overall length of 53’-0” is obtained or 52’-6” end to end of the lap spliced bars (after clearance is deducted). 52’-6” plus a 2’-3” lap (36 bar diameters of a #6 bar) equals 54’-9” length of bars required for one continuous line. If the bars are cut from 60’-0” stock length bars, it would be best practice to use 30’-0” lengths of bars and lap them with 24’-9” lengths of bars rather than using equal 27’-5” lengths. Thus, each line would consist of one #6 30’-0” and one #6 24’-9”.

Make sure to familiarize yourself with your company’s standard fabrication shop stock lengths. Sometimes the Architect/Engineer will specify lap splices be staggered so that all the laps do not occur at the same location. In some cases, laps are staggered in the field by reversing the placing of the two bar lengths so the lap splice location is changed in alternate lines of bars, thus: 24'-9"

30'-0"

24'-9"

30'-0"

Fig. 15-6a — Staggered Laps

In this case, the Detailer can indicate this on the placing drawing by a note “Stagger Laps.” Note that lap splices are only staggered when required by the Architect/ Engineer. In many cases, the detailing of staggered laps and the resulting arrangement of reinforcing bars is much more complicated. If you encounter a staggered splice requirement, discuss with your Supervisor and reference the CRSI Reinforcing Bars: Anchorages and Splices manual and CRSI Staggered Lap Splices Technical Note (ETN-C-3-13) for more information.

@Seismicisolation @Seismicisolation 15-11

Detailing of Footings and Foundations 50'-0" 67#6 6A22 @9" DOF 49#5 5A24 @12" DIF

1'-3"

1'-3"

4#6 BOT, Lap 2-03 STAGGERED Each run consisting of: 1#6 30-00 1#6 24-09

15#4 3-06 @36" BOT

#6 @9" DOF #5 @12" DIF 2'-3"

1'-11"

2 A

G B

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Fig. 15-6 — Placing Detail - Continuous Wall Footing

The transverse footing bars are shown on the plan view (Fig. 15-6) beginning one-half space from the inside edges of the intersecting footings. For this continuous wall footing, the clear distance is (50’-0”) minus (2’-0”) (walls) minus (3’-0”) (two footing projections of 1’-6” each) = 45’-0”. Dividing by 3’-0” spacing requires 15 #4 3’-6” bars (4’-0” wide footing - 6” clearance). In this example, the wall dowels are detailed directly on the footing plan (Fig. 15-6). The number of #6 dowels spaced 9 in. on centers in the outside face is 50’-0” / 0.75 = 66 2/3 or 67 bars. The number of #5 dowels is calculated from the distance between inside faces of the intersecting walls which is 48’-0”. It is desirable to have a dowel, as well as the matching vertical bar, at the inside corners so at 12 in. spacing there will be 48 spaces or 49 dowels. This continuous wall footing has the same thickness, the same layers of reinforcing bars, and the same bar sizes and laps as the wall footings in Figs. 15-1 and 15-2. The #6 and #5 dowels will be 6A22 and 5A24, respectively.

The complete list of footing bars and dowels for this wall footing is: 4 #6 30-00 4 #6 24-09 15 #4 3-06 67 #6 6A22 49 #5 5A24

There are different ways that Wall Footings can be detailed. They can be detailed in: 1. Elevation a. Plan or Key plan to show element locations b. Elevation to detail reinforcing bars and changes in elevation c. Sections to show arrangement and concrete cover

@Seismicisolation @Seismicisolation 15-12

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Detailing of Footings and Foundations 15 2. Plan a. Plan to detail reinforcing bars and show element locations b. Sections to show arrangement and concrete cover

centerline of Col. D2. The clear span between the two columns is 18’-0”.The bar length would be (1’-10”) plus (18’-0”) plus (0’-6”) plus (0’-6”) (½ of 1’-0” lap) = 20’-10”. The length of the top bars 8A7 at Col. D1 is calculated: (1’-4”) hook plus (1’-10”) plus (18’-0”) plus (1’-0”) plus (9’-6”) plus (1’-0”) = 32’-8”. The bending diagram would be:

3. Section 31'-4"

a. Plan or Key plan to show element locations 1'-4"

b. Sections to detail reinforcing bar and, show arrangement and concrete cover

(SBEF
#FBNT A Grade Beam is a continuous foundation wall extending generally several feet below grade to good bearing soils. It can be either formed or poured against grade, depending on the soil conditions, job specifications, or Contractor preference. Grade beams may also span between footings, pile caps, piers, or caissons. When detailing Grade Beams, the Detailer will need to collect the following information from the structural drawings: 1. Bar size 2. Bar quantity or spacing 3. Concrete covers (top, bottom, and sides) 4. Bar configuration 5. Grade beam dimensions (length, width, and depth) 6. Construction/forming method (trenched vs. side formed) since it has an impact on the required concrete covers 7. Changes in configuration (direction, elevation, or shape) 8. Lap splice requirements 9. Dowel configuration at top of beam with specific attention to conditions of columns/walls above The structural drawing (Fig. 15-1) includes the schedule and typical details for the grade beams. From this information, the schedule and typical details for placing purposes are shown on Fig. 15-2. Grade beams GB1, GB2, and GB3 will be detailed. They extend between Cols. D1 and D4. This is an instance where a diagrammatic sketch should be used as part of the Detailer’s worksheets. Such sketches are by no means standardized, but Fig. 15-7 is an example. Note that the sketch shows the positioning of all the reinforcing bars. To find the length of a top or bottom bar, it is necessary to add together the detail dimensions, shown on the sketch, which were jotted down when the calculations were made. In GB1, the bottom #8 bars extend 1’-10” into Col. D1, which is 6 in. past the

8A7

Fig. 15-7a — Bending Detail of Grade Beam Top Bar 8A7

The width and depth of the stirrups are determined by deducting 2 in. of concrete cover from each side and from the top and 3 in. from the bottom, as specified by the Architect/Engineer on the typical grade beam detail (Fig. 15-1). To these dimensions, add 8 in. to make two standard 135-degree #3 hooks to obtain the bar length for stirrups marked 3A9. Except in certain regions of the US, bar supports are not furnished for grade beams. Such beams are usually cast in a trench without bottom formwork so the Contractor provides concrete blocks or other means of supporting the reinforcing bars. The Fabricator will not furnish bar supports for this purpose unless special arrangements are made. Where side forms are used, another practice of supporting the reinforcing bars is to suspend the entire cage of top bars, bottom bars, and stirrups from the top of the formwork, but this is the Contractor’s responsibility. There are different ways that Grade Beams can be detailed. They can be detailed in: 1. Elevation a. Plan or Key plan to show element locations b. Elevation to detail reinforcing bars and changes in elevation c. Sections to show arrangement and concrete cover 2. Plan a. Plan to detail reinforcing bars and show element locations b. Sections to show arrangement and concrete cover

@Seismicisolation @Seismicisolation 15-13

Detailing of Footings and Foundations

20'-0"

6"

20'-0" 12"

18'-0"

2'-0"

20'-0" 12"

19'-0"

B

12"

18'-6"

11'-0"

B

2'-0"

2#8 8A7 TOP

2#8 8A8 TOP 2"

3'-0"

2"

12"

2#8 20-10 BOT

12"

2#7 21-100 BOT

2#8 20-04 BOT

STIRR 8#3 3A9 4@6" EACH END

STIRR 8#3 3A9 4@6" EACH END

STIRR 8#3 3A9 4@6" EACH END

GB1 (12 x 36)

GB2 (12 x 36)

GB3 (12 x 36)

#4 4A15 @18" DWL (See Plan)

2"

3"

See Elevation for Reinforcing

S3

2 A

A

G

H D

G

B

B

C

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Fig. 15-7 — Detailer Work Sketch for Grade Beam

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@Seismicisolation @Seismicisolation 15-14

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Detailing of Footings and Foundations 15 3. Schedule

When detailing Combined Footings, the Detailer will need to collect the following information from the structural drawings:

a. Plan or Key plan to show element locations b. Schedule to detail reinforcing bars

1. Footing dimensions (length, width, and depth)

c. Sections to show arrangement and concrete cover

2. Bar size 3. Bar quantity or spacing

4. Section a. Plan or Key plan to show element locations

4. Concrete covers

b. Sections to detail reinforcing bars and show arrangement and concrete cover

5. Bar configuration 6. Lap lengths (as required)

$PNCJOFE
'PPUJOHT The Combined Footing is often used for a column or pier in which limitations or additions to typical footings are required. Neither the design requirements nor the reinforcing bar placing information can be properly shown in a footing schedule as with individual column footings. A combined footing is usually drawn on the foundation plan with separate details to show the arrangement of the reinforcement (See Fig. 15-8).

Figure 15-8 is an example of the design information furnished by the Architect/Engineer on the structural drawings through separate details specific to the element’s location. In this example, a combined footing has been used. Here a footing supports a load from an outside column and supports a load from a single column near the left end. With these downward loads applied at each end, upward resistance of the soil on which the footing occurs is applied at the center. As a result, the top of the footing between the columns is the tension

24'-0" 20'-0"

12"

3'-0"

3'-0"

6'-0"

18" x 24" Col.

3'-0"

A 18" Sq. Col.

A

B B

Column Dwls See Schedule Wall Dwls #5 @12" EF

6#6 Full Length

7#4 @12"

2'-0" 3"

7#4 @12"

Fig. 15-8 — Structural Detail - Combined Footing

@Seismicisolation @Seismicisolation 15-15

6#10 Long 5#10 Short 2'-6"

3"

6'-0"

12"

5#10 Short 6#10 Long

2'-0"

12"

0'

2'-6"

12"

3" CLR

25#6 @12" +/-

6#6 Full Length #6 @12" +/-

Detailing of Footings and Foundations side with the main longitudinal reinforcement placed near this surface. For clarity, the long and short top bars would appear to be in different layers as shown by Section A-A. But you must observe the note of a “zero” inch dimension along with Section B-B that shows them in the same layer. Where more than one layer of the longitudinal bars is required, the Architect/Engineer will show a detail with the required arrangement. Figure 15-8 highlights the use of W-shaped stirrups that the A/E has shown between the columns. Refer to Chapter 9 for supporting bars in footing mats.

to be held 3 in. clear all directions. This requirement sets the overall dimensions of the stirrups to be 6 in. less than the footing depth and width, which in this case is 2’-0” and 5’-6”, respectively. The two interior legs of the stirrup should be equally spaced between the outside legs while also fitting around the main reinforcing bars that are equally spaced across the top of the footing. The enlarged detail, Fig. 15-10, shows the technique usually required to calculate the dimensions for the spacing of the interior vertical legs. There are 11 top bars. The distance from the outside face of the concrete to the center of the outside bar equals 3” (concrete cover), plus ½” for the stirrup (#4), plus ¾” (approximate one-half bar diameter of a #10 bar) for a total of 4¼” on each side of the footing (8½” total). Then subtract 8½” from 6’-0” and divide results in 10 equal spaces at 6 3/8” on center. Since 10 spaces are not evenly divisible by 3, a 3-4-3 spacing would give an approximately even spacing of the stirrup legs. But notice that by arranging the bottom bars at a 4-2-4 spacing, this will place the bottom bars almost equally spaced and within the stirrups, which is desirable in this case.

Figure 15-9 shows the placing drawing details for the combined footing. The techniques for determining the longitudinal bar lengths have been covered by previously described footings. However, it is suggested the Detailer Trainee go through the exercise and verify the lengths shown. The overall dimensions of the W-shaped stirrup 4A20 are determined in the same manner as that for the U-shaped stirrups, which were described for grade beams. Section B-B from Fig. 15-8 shows the stirrups are

Column Dwls See Schedule Column Dwls See Schedule

Support 6#5 5-06 As Needed 8#5 4-00 @12" Wall Dwls (2EF;ES of Col) 2'-0"

6#10 22-06 Top

12"

0"

3'-0"

4'-0"

2'-3"

7#4 4A20 @12" Stirrup

7#4 4A20 @12" Stirrup 25#6 5-06 @12" +/- BOT

6#6 23-06 BOT Standee 12#5 5A30 As Needed

6'-0" 6#10 Top

Support #5 As Needed

5#10 Top

2'-6"

2'-6"

5#10 16-03 Top

2'-0"

12"

#4 4A20 @12" Stirrup

3 Clr

Standee #5 5A30 As Needed 6#6 BOT #6 5-06 @12"+/- BOT

Fig. 15-9 — Placing Detail - Combined Footing

@Seismicisolation @Seismicisolation 15-16

CH

Detailing of Footings and Foundations 15 If the two interior legs enclose the three top bars as shown in the Section view in Fig. 15-9, the least dimension out-to-out would be two spaces at 63/8” plus 1½” (approximate diameter of a #10 bar), plus 1” (two #4 bar diameters), equaling 1’-4” rounded up to the nearest whole inch. To determine the dimension of the bottom horizontal portions of the stirrup, we take the outto-out dimension (5’-6”), subtract the 1’-4”, while adding 1” (two #4 bar diameters), and then dividing the result by 2 to obtain 2’-1½” each. Note that the three horizontal out-to-out dimensions are not additive to obtain the complete out-to-out (Fig. 15-10), since the diameter of the stirrup legs must be considered. The bar length then is a total of 4 times 2’-0”, plus 2 times 2’-1½”, plus 1’-4”, plus two standard 90-degree hooks at 4½”, which totals 14’-4” for the bar length. Figure 15-10a shows stirrup 4A20 completely detailed.

6'-0"

10 Spaces @ 6 3/8”+/-

4¼"

2'-6"

2'-0"

3"

4¼"

One final item is that of standees to support the top reinforcing layer. In this example, #5 standees, as shown in Fig. 15-9, rest on the transverse bottom bars and are required to carry the #5 x 5’-6” support bars, which support the top longitudinal bars. The height of the standee is the distance from the underside of the support bar to the top of the transverse bottom bar. That distance is calculated as follows: take the thickness of the footing (2’-6”), subtract the concrete cover top and bottom (2 times 3” in this case); subtract 2 times the diameter of the stirrups; 1”, subtract the diameter of the top #10 bar; 1½”, subtract the nominal diameter of the #5 support bar, 5/8”; the nominal diameter of the bottom longitudinal and transverse #6 bars, 2 times ¾”, to obtain 1’-73/8”, rounded down to 1’-7¼” as the height of the standee. It is a good idea to diagram the clearances and bar layers on scrap paper to help visualize the calculations. This can be used to address that all conditions and layers have been accounted for when determining the height required. The six rows of #5 support bars are spaced approximately 4 ft. on center to support the #10 bars. With two standees per support bar, one at each end, 12 total standees are required. For additional information on standees, see the “Standees” section at the end of this Chapter. The stirrups and longitudinal bars in the bottom of the footing are usually supported on plain concrete blocks.

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3"

5'-6"

3"

Fig. 15-10 — Detail of Stirrup in Combined Footing

4½"

4½"

2'-0"

1'- 4"

2'-1½"

2'-1½" 5'-6"

4A20 Fig. 15-10a — Bending Detail of Stirrup in Combined Footing

Although the balance of this chapter is organized by discussing specific foundation elements, this section will discuss a feature that is commonly seen on structural drawings for foundation elements, including continuous wall footings and foundation mats. Truss bent bars, commonly referred to as “Z-bars,” “step bars,” or “wing bars,” are bent reinforcing bars configured to follow the sloping concrete profile of a foundation element. Although there are many bend types that could be used, this bent configuration is typically obtained by detailing a Type 3 or Type 4, which creates a shape that contains a sloping leg in between two parallel legs or by detailing a Type 7 or Type 19, which creates a shape that contains a straight leg in between two sets of sloping legs. See Fig. 15-11a for diagrams of these typical bar bends. Truss bent bars are commonly required at steps in wall footing and foundation mats, thickened edges or strips of foundation mats, and around sump pits, trenches, and other depressions in foundation mats or slabs on grade. See Fig. 15-11b for sketches of these typical conditions showing both the concrete profile and common arrangement for the truss bent bars.

@Seismicisolation @Seismicisolation 15-17

Detailing of Footings and Foundations

Fig. 15-11a — Bend Types Used to Produce Truss Bent Bars

B
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Fig. 15-11b — Common Applications of Truss Bent Bars

@Seismicisolation @Seismicisolation 15-18

CH

Detailing of Footings and Foundations 15

E
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F
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Fig. 15-11b — Common Applications of Truss Bent Bars

In order to properly detail any truss bent bar, it is essential to determine the concrete dimensions into which the truss bent bar will be placed. The primary consideration when detailing truss bent bars is the sloping leg(s) and their descriptive dimensions. Following typical bar bend rules, all sloping legs have two descriptive dimensions – an “H” and “K” – which respectively describe the rise and run of the sloping leg. See Fig. 15-12 to see how a sloping leg is dimensioned.

Figure 15-12 – Enlarged View Showing Bar Bending Details

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&YBNQMF
 Figure 15-13 shows a partial plan view of a foundation mat for a pair of elutriation tanks taken from a structural drawing for a wastewater treatment plant. At the right end of the plan view, two sump pits are shown in the foundation mat with Section B-B cut through them. Section B-B, Fig. 15-14, shows two sets of truss bent bars. The #6 @12” bars below the sump pits slope upward to follow the profile of the bottom of the concrete

and the #6 @12” bars along the sides of the sump pits slope upward to follow the profile of the side face of the concrete. In order to properly detail any reinforcing bar, it is essential to determine the concrete dimensions where the bar will be placed. Refer to Section B-B in Fig. 15-14. The top of concrete for the base mat is at elevation 77.92, and the bottom of the sump is fixed at 75.25, or 2’-8” below the top of concrete. Subtract the 1’-10” thickness of the concrete from 75.25 to obtain 73.42 as the bottom of concrete elevation below the sump pit. The 4’-6” dimension from the top of the foundation mat to the bottom of concrete is obtained by subtracting the elevations just established. This dimension will be used to determine the out-to-out height of the truss bent bar. The bottom of the concrete for the foundation mat is fixed at 76.42 (= 78.17-1.75), and the bottom of the concrete below the sump is 73.42; therefore the difference in vertical distance is 3’-0”. Knowing that both the horizontal and vertical dimensions of the bottom sloping concrete edge are 3’-0” (or 1:1 slope) establishes the fact that the bottom of concrete slopes along a 45-degree angle. Refer to Fig. 15-15 where all the dimensions necessary to detail the two #6 bars are shown. Figure C-1 in Appendix C shows the typical bend types. Type 3 will be used for the bottom #6 bars below the sump pits. Type 19 will be used for the #5 bars along the sides of the sump pits (See Fig. 15-11a). The “H” dimension for the bottom bar is calculated by taking the out-to-out concrete dimension, 4’-6”, and subtracting the concrete covers: 2” top and 3” bottom,

@Seismicisolation @Seismicisolation 15-19

Detailing of Footings and Foundations

SLOPE

1'-0"

12'-9"

3" 1'-5" 6" 4'-3"

6'-0"

2'-0" 1"-6"

3"-0" 1"-6" 1"-6"

3'-0" 1'-6"

EL. 75.25

EL. 78.92

SLOPE

EL. 77.92

EL. 78.17

Figure 15-13 — Structural Detail of Elutriation Tanks

@Seismicisolation @Seismicisolation 15-20

53'-0"

1"-6" EL. 77.92

3'-0"

EL. 81.75

5'-3"

CH

Detailing of Footings and Foundations

Section B-B

Figure 15-14 — Structural Sectional View of Elutriation Tanks

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15

Detailing of Footings and Foundations

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@Seismicisolation @Seismicisolation

15-22

CH

Detailing of Footings and Foundations 15 subtracting the nominal diameter of the top #7 bars or approximately 1”; subtracting the nominal diameter of the bottom #8 bars or 1”; which results in an “H” dimension of 3’-11”.This dimension of 3’-11” is also the “K” dimension because the bar slopes at a 45-degree angle. The “C” and “E” diagonal dimensions are calculated by multiplying 3’-11” by the factor 1.41 to obtain 5’-6”. Note that Table C-5 from Appendix C could also have been used to calculate this dimension. The “A” and “G” dimensions are zero (no hooks are shown) while the “B” and “F” dimensions are fixed at 1’-0”.The 1’-0” dimension for “B” and “F” is arbitrary since the Architect/Engineer did not dimension this leg in Section B-B of Fig. 15-14. If this dimension is not shown by the Architect/Engineer on the contract drawings, it must be verified/approved prior to fabrication. The bottom leg dimension “D” is calculated by subtracting the corner concrete cover from 10’-0”. Figure 15-15a shows an enlarged detail of the corner. Using the tangent of 22½ degrees, the +/-2” is obtained. By subtracting 2 times 2” from 10’-0”, the “D” dimension of 9’-8” is obtained. Figure 15-15b illustrates the completed bending detail of the truss bent bar, mark 6A1.

1'-6"

The #6 bar along the sides of the sump pits is a little more complicated to detail. The slope is not at a 45-degree angle, but by using the dimensions shown and applying trigonometry, the angle can be established. Divide 1’-6” by 2’-8” to obtain the tangent of the angle as being 0.5625. Mathematical tables or a calculator will establish this angle as 29.35 degrees, and will also give this angle’s other trigonometric values. Review the trigonometric solutions to triangles by referring to Appendix A. Take the 3’-11” H dimension from the bottom truss-bent bar calculation and divide by the cosine of the angle (29.35 degrees) to obtain 4’-6” as the C dimension of the Type 19 bar. Again, referring to Section B-B, Fig. 15-14, the top leg or D of Type 19 is fixed by the Architect/Engineer as 2’-4” and the bottom leg or B of Type 19 is arbitrarily set as one-half the top dimension or 1’-2”. If this dimension is not shown by the Architect/ Engineer on the contract drawings, it must be approved prior to fabrication. Using trigonometry again, and realizing that the leg dimensions just determined are the hypotenuses of right triangles, the K dimensions are established as 1’-2” and 0’-7” and the H dimensions as 2’-0” and 1’-0”, respectively. Figure 15-15c illustrates the completed bending detail of the truss-bent bar, mark 6A2.

3'-0" #7 @12"

#7 @6" E.F. Dowels EL. 77.92

#6 @12"

#6 @12"

4'-6"

2'-8"

#6-6A2 @12"

#7 @12"

#6 @12"

EL. 76.42 3'-0"

#6 @12"

EL. 75.25

EL. 73.42

#8 @6"

#6 6A1 @12" 10'-0"

Figure 15-15 — Structural Sump Detail for Elutriation Tanks

@Seismicisolation @Seismicisolation 15-23

3'-0"

#8 @6"

Detailing of Footings and Foundations

4"

They can be scheduled in the same way as a similarly shaped soil bearing footing. The schedule will indicate the bar size and spacing if required. If a quantity of reinforcing steel is supplied without spacing, it should be assumed that the bars are to be equally distributed across the direction indicated. In addition to the schedule, the Architect/Engineer will show the number of piles and pile spacing on a separate detail for each pile cap. Pile cap and pile arrangement shapes vary and will be noted. If the shape is irregular, which cannot very well be included in a pile cap schedule, it is usually noted in the schedule

Cl ea r #6 6A1

45º

4" Clear

22.5º

2"±

Detail at Corner Figure 15-15a — Corner Detail of Sump in Elutriation Tanks K = 3'-11"

1'-0"

1'-0"

H = 3'-11" 5'6"

6" 5'9'-8"

Piles

#6A1 x 22’-8”

Figure 15-16a — Typical Pile Cap

7#5 3 Bands Thus 2'-0"

1'-0"

1'2"

2'4"

Figure 15-15b — Bending Detail of Truss Bent Bar for Sump in Elutriation Tanks

4'-6" 0'-7"

1'-2"

#6A2 x 8’-0”

Figure 15-16b — 3-Pile Pile Cap

Figure 15-15c — Bending Detail of Type 19 Bar for Sump in Elutriation Tanks

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11-#6 EA Way

A pile cap is a thick concrete mat that rests on piles. The pile cap distributes the load from the structure above to the piles below. Pile caps typically support columns or walls. When detailing pile caps, the Detailer will need to collect the following information from the structural drawings: 1. Pile cap dimensions (length, width, and depth) 2. Bar size 3. Bar quantity or spacing 4. Concrete covers 5. Bar configuration The majority of pile caps are either square or rectangular.

Figure 15-16c — 7-Pile Pile Cap

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Detailing of Footings and Foundations 15 under “Size” and “Reinforcement” as “See Detail.” A separate detail will then be prepared on the structural drawing showing the pile arrangement, concrete dimensions and reinforcement. See the typical pile cap detail, and the details for the 3-pile cap and the 7-pile cap in Figs. 15-16a, 15-16b, and 15-16c, respectively. The mat of reinforcement in pile caps, instead of resting upon concrete blocks on subgrade, rests upon concrete blocks placed on the piles. The typical pile cap detail will show the top and side concrete covers to be used. The Detailer should pay attention to the bottom concrete cover of the bars to the top of pile and the pile embedment into the pile cap. The detail will also indicate any other conditions required. These conditions may include hooks on the ends of the bars or layer placement within the pile cap. The detail will also clarify if vertical end caps or horizontal sidebars are required. The Detailer can prepare a typical section and schedule similar to the contract drawing schedule to call out the reinforcement required for simple square or rectangular shapes. The Detailer can also use individual plans or sections for each configuration to detail the reinforcement required. For non-rectangular pile caps, individual plans should be used on the placing drawings. These will determine and show the bar lengths on these details. In Figs. 15-16b and 15-16c, it is evident that the lengths of bars will vary. It is possible to calculate these lengths mathematically with the concrete sides and piles arranged at 30-degree and 60-degree angles with each other. However, it is sufficiently accurate to make a largescale layout (at least ½” = 1’-0”), space out the bars, and scale their lengths. Figure 15-17 shows how this technique may be used for a 3-pile pile cap.

The pile centers are drawn, followed by the concrete outline. Another line is drawn around the entire perimeter, 3 in. inside the concrete lines. This represents the concrete cover for the reinforcing bars. 7-#5 bars are required in each band. As listed above, where the Architect/Engineer does not designate the spacing, the bars should be spaced equally between the extents required, in this case a 2 in. spacing. The bars are then drawn to extend between the 3 in. cover lines and their lengths scaled to the nearest inch. Although variable bar lengths would be obtained from this arrangement, it is common practice to group the bars to have the same length for the entire band. See the placing detail (Fig. 15-18) where just one length (the shortest) is used. The pile spacing is uniform, which makes the three bands alike. Figure 15-19 shows a 7-pile, hexagonalshaped cap with 14-#6 bars each way equally spaced. In this case, the resulting variable bar lengths cannot be combined so Fig. 15-19 shows the practice for detailing them on the placing drawing.

B 7#5 4- 02 3 Bands Thus

Figure 15-18 — 3-Pile Pile Cap with Reinforcing Bars Same Length

1 #5 4-00 @ 6” BOT 1 #5 4-07 @ 6” BOT 1 #5 5-02 @ 6” BOT 1 #5 5-02 @ 6” BOT 1 #5 5-02 @ 6” BOT 1 #5 5-02 @ 6” BOT 1 #5 5-02 @ 6” BOT 2 Bands Thus

1 #5 4-02 @ 2” BOT 1 #5 4-04 @ 2” BOT 1 #5 4-07 @ 2” BOT 1 #5 4-09 @ 2” BOT 1 #5 4-07 @ 2” BOT 1 #5 4-04 @ 2” BOT 1 #5 4-02 @ 2” BOT 3 Bands Thus

1 Band Req’d Opp. Side 1 #5 2-02 @ 6” BOT 1 #5 3-10 @ 6” BOT 1 #5 5-08 @ 6” BOT 4 #5 6-09 @ 6” BOT 2 Bands Thus 1 Band Req’d Opp. Side

Figure 15-17 — Determination of Reinforcing Bar Lengths in a 3-Pile Pile Cap Figure 15-19 — Placing Detail - 7-Pile Pile Cap

@Seismicisolation @Seismicisolation 15-25

Detailing of Footings and Foundations Although there are different ways that pile caps can be detailed, using a plan view is the most common. They can be detailed in: 1. Plan a. Plan or Key plan to show element locations b. Plan to detail reinforcing bars and show element locations c. Sections to show arrangement and concrete cover 2. Schedule a. Plan or Key plan to show element locations b. Schedule to detail reinforcing bars c. Sections to show arrangement and concrete cover 3. Section a. Plan or Key plan to show element locations b. Sections to detail reinforcing bars and show arrangement and concrete cover

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PS
3BGU
'PVOEBUJPO A mat or raft foundation is defined as a large spread footing or foundation slab used to support multiple or entire structures instead of several individual structural foundation elements. It can be referred to as a base slab, basemat, or foundation mat. A common example is an elevator pit base slab. In this case, the structural element supports the four walls of the elevator shaft above. When detailing mat or raft foundations, the Detailer will need to collect the following information from the structural drawings: 1. Foundation dimensions (length, width, and depth) 2. Bar size 3. Bar quantity or spacing 4. Concrete covers 5. Bar configuration 6. Changes in configuration (direction, elevation, or shape) 7. Lap splice requirements 8. Dowel configuration at top of foundation with specific attention to conditions of columns/ walls above. 9. Openings/Depressions

Generally, the mat or raft foundation will be presented on the structural drawings as a plan with a cross-section cut. The plan should indicate or be notated to a schedule to indicate mat information. This can include mat size, depth, and relevant elevations. The mat configuration will be indicated as well as the location and sizes of any openings or depressions. The section will typically indicate the depth of the element along with the size and spacing of the reinforcement used. The number and location of the reinforcement layers should also be noted in the section. Lap lengths and their locations, if required, may be shown. Concrete covers for the top and bottom mats should be shown, as well as the concrete cover to the sides of the mat. Special configurations to the reinforcement may also be shown. These special requirements may be hooked ends or end bars at the edge of the slab. Details will show their configuration and if horizontal sidebars at the edge may be needed. If information is not shown on the plan or accompanying section, refer to the general notes or specifications for additional clarification. A Detailer should make some special considerations when detailing a mat or raft foundation. The first is the depth of the mat. Depending on the depth, the number, direction, and location of the layers, support bars with standees may be required to support the upper reinforcement mats. Opening or depression locations should be reviewed for their impact on the typical reinforcing steel. Openings and depressions may also be subject to special notes or details where additional reinforcement may be required. Another thing a Detailer has to consider is the layering of the reinforcing steel. Knowing which bars are indicated as the outermost or innermost layers of reinforcement is very important. The layering will affect the placement of support bars and/or heights of standees. Other items to consider are elements above or adjacent to the mat. While not structurally applicable to the slab itself, these items will need to be cast in place at the time the mat is poured. Therefore, any items that will be required prior to placing the concrete should be included on the same drawing or referenced accordingly. Finally, a Detailer should be aware of how the slab will be constructed. Will the mat be poured monolithically in a single concrete pour? Or will there be an introduction of construction joints for multiple pours? If multiple pours and construction joints are required, are there additional details and reinforcement required at these joints such as horizontal runs or transverse dowels? The answers to these questions directly affect the detailing, delivery, and construction of the foundation and need to be discussed with your Supervisor and the Contractor on how to proceed.

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N

Detailing of Footings and Foundations

Fig. 15-20 — Structural Drawing - Typical Raft Foundation Plan

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15

Detailing of Footings and Foundations

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Detailing of Footings and Foundations

Fig. 15-21 — Placing Drawing – Reinforcing Bars in Bottom Layer of Raft Foundation

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Detailing of Footings and Foundations

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Detailing of Footings and Foundations

Fig. 15-22 — Placing Drawing – Reinforcing Bars in Top Layer of Raft Foundation

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Detailing of Footings and Foundations

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Detailing of Footings and Foundations 15 We will now look at Fig. 15-20. This is a typical raft foundation as shown in a structural drawing. Note the use of a plan with sections. The reinforcement shown consists of #9 bars spaced at 6 in. each way in the bottom mat and #10 bars spaced at 5½ in. each way in the top mat. The top and bottom bars of the slab can be detailed on one plan view, as long as the reinforcement direction and layers are clearly indicated. A drawing may become too unclear if the slab reinforcement layers have many differences. This could be due to pits, depressions, trenches, different bar spacing, or sizes in either layer or direction. With any of these conditions, a placing drawing is easier to read and understand if multiple placing drawings are made. A plan could cover the bottom reinforcing bars and column dowels, as shown in Fig.15-21, while another can address the top reinforcing bars and wall dowels, as shown in Fig. 15-22. This not only helps the Detailer observe and account for any differences in the mats, but also presents simple and clear diagrams for the Placers to interpret. Depending on the dimensions of the mat, bars may have to be lap spliced. Check plan notations and details regarding lap splice lengths, locations, and whether they are to be staggered (as seen in Note 2 in Fig. 15-20). Note that lap lengths may differ depending on the location of the splice. All splices are considered “Other” unless 12 in. of concrete is placed below them, in which they are determined to be a top bar splice. In staggering the lap splices, all the laps do not occur at the same place. A good practice is to allow a space between the splice locations by a distance equal to the splice length used. For example, if a splice length is 24 in., then a 24 in. gap between the adjacent splices should be used. This will provide adequate splice separation. Some drawings may indicate where the splices are to occur, by diagram, dimension, or other notation, so a check of the plan notes and details is needed. A Detailer should also consider the fabricator’s stock lengths and jobsite conditions to see what length should be used. This is a beneficial practice in which as many bars of the same length as possible are used. This allows for a minimum number of lengths to be listed, cut, or fabricated and placed. The lengths used in these illustrations vary but have a maximum of approximately 35 ft. Longer lengths in which weight and installation time can be saved by eliminating some lap splices may be used. However, it is best to check with the Fabricator first to clarify what is available for use and shipment. Refer to Fig. 15-12, which includes a plan of the bottom layer of reinforcing bars. This plan includes details of a pit and a typical arrangement for placing the standees to support the top layer of reinforcement. Column

dowels are also shown on this drawing. In laying out the reinforcement, the number of lines of bars in each direction is calculated from edge to edge of concrete in much the same way as described for wall and column footings. Refer to Fig. 15-21. The north-south dimension of the slab is 62’-0”. With 6 in. allowed for end clearances of 3 in. at each end, 61’-6” is the end-to-end length. Per the structural note 2 on Fig. 15-20, all lap splices are to be 36 bar diameters. A #9 bar splice is 3’-5”.The total length of two bars with one lap splice included is (61’-6”) + (3’-5”) = 64’-11”. If 30’-0” is selected as stock for one, the other or makeup bar becomes 34’-11”.The staggered arrangement of these bars is shown on the plan view. Where the full-length lines of bars are interrupted by the pit, it is necessary to detail lengths to the edge of the opening and deducting 2 in. clearance from the pit edge. A separate section through the pit is drawn to clearly show the shape, arrangement, and details of the pit bars. The drawing shows the detail of the #4 bar standees and a summary of the quantities required. Note from the typical slab detail that the standee rests upon the lowest layer of bottom bars and supports the lowest layer of top mat bars. For our example here, the 4A32 standee’s overall height is calculated by 24 in. – (3”clr Bottom + 2” clear top + 2½” (2-#9 bars) + 27/8” (2-#10 bars)) = 135/8”. This will be rounded down to 13½ in. based on fabrication tolerances. It is also necessary to round down instead of up so that the clearance dimensions are not compromised. Note that the overall diameters of the bars and not the nominal diameters are used. See Appendix C, “Overall Diameter of Bars.” This is to account for the deformations on the bar that will have an impact in the overall height of the layers when determining supports or standees. The width of the standee across the top is about 8 in. to provide some level bearing after the bars are bent to a radius. The lower legs, or “feet,” should be long enough to reach across 1½-bar spaces (allowing it to rest on two bottom bars) with an additional 2 in. for tying. In this case the minimal leg length is 11” (6” + 3” + 2”) (See Fig. 15-23). Check with the Fabricator to see what minimum and maximum tolerances are for standee fabrication. Also check if there is a preferred standee configuration to be used. See below for a further explanation and understanding of standee supports detail and use. The detailing of the top layer is drawn similarly to the bottom layer (see Fig. 15-22). This layout also indicates the wall dowels required. In this example, for each mat of bars, the bar spacing is the same in each direction, i.e., 6 in. for the bottom layer and 5½ in. for the top layer. This may not always be the case. Size and spacing may differ from layer to layer or

@Seismicisolation @Seismicisolation 15-33

Detailing of Footings and Foundations 4USBQ
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by direction. Attention to the plan and section details are required. In our example, staggering of the laps is required. A typical note covering a common detail, like the spacing of bars and the staggering of laps, can be used if included on the placing drawing. Standee #4 4A32

(13 1/2” Height)

2 7/8"

3"

2'-0"

2 1/2"

13 5/8"

2"

#10 @5 ½” Top EW

The strap footing performs a function similar to the combined footing where a footing cannot extend outside of the property line. In this case, an individual exterior footing supports a wall along the outside edge. From this footing, a cantilever beam extends and is attached to the interior footing which balances the eccentrically loaded exterior footing against overturning. The structural foundation plan will show the location of any strap footings, but usually they cannot be included in the footing schedule. A separate detail of each strap footing is required as illustrated in Fig. 15-24. In this case the beam was tapered in depth to save excavation and concrete, although many strap beams are of uniform depth. The Detailer will show the placing details in a similar manner as the structural drawing (See Fig. 15-25). The technique of detailing a rectangular footing, such as the

#9 @6” Bot EW

Fig. 15-23 Detail of Standee for Raft Foundation

30'-0" 8'-0"

5'-6"

11'-0"

10'-0"

3'-0"

5'-6"

17#4 Stirrups @12"

8#11 Top 2nd Layer

3'-0"

8#11 Top

8#11

10'-0"

Plan 8'-0"

5'-0" 2 1/2" Clr Typ

1 1/2" Btwn Layers

20'-0"

#4 @12" Stirrups 17#4 Stirrups @12"

8#11

8#11

A 4'-3"

3" Clr

3" Clr

2#6

2#6

5'-6" 3" Clr

6"

2'-3"

2'-3"

Elevation Fig. 15-24 Structural Drawing - Strap Footing

@Seismicisolation @Seismicisolation 15-34

2'-6"

4'-6"

17'-0"

8#11

12" Min Lap

8#11 @12" BOT

7'-0"

Varies

12" Wall

1 1/2"

12#6 @12" BOT

Section

CH

Detailing of Footings and Foundations 15

4'-6"

1 1/2" Btwn Layers

3#4 4A53 @12" CAP 2#4 4A54 @12" CAP 2#4 4A55 @12" CAP 2#4 4A56 @12" CAP 2#4 4A57 @12" CAP 2#4 4A58 @12" CAP 2#4 4A59 @12" CAP 2#4 4A60 @12" CAP 8#11 11A40 Top 8#11 11A41 Top

3" Clr.

2#6 6A42 BOT 12#6 7-06 @12" BOT 17#4 4A52 @12" Tie

8#11 10-06 @12" BOT

Elevation

3"-0"

8#11

12" Min Lap

Varies

1 1/2"

8#11

2 1/2" Clr Typ

#4 @12" Stirrups 2#6

A

Section

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11


"

2

2-00

29-00

11


"

2

2-00

19-09

6


"

3

19-05

2-03

0-04

4


"

S10

2-01

2-07

2-01

4


"

S10

1-04

2-07

1-04

4


"

S10

1-06

2-07

1-06

4


"

S10

1-09

2-07

1-09

4


"

S10

2-00

2-07

2-00

4


"

S10

2-03

2-07

2-03

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2-06

2-07

2-06

4


"

S10

2-09

2-07

2-09

4


"

S10

2-11

2-07

2-11

D C

Fig. 15-25 Placing Drawing - Strap Footing

@Seismicisolation @Seismicisolation 15-35

Detailing of Footings and Foundations are shown in groups of two or three alike by allowing the lap to increase beyond the 1’-0” minimum to about 1’-3” before changing the stirrup dimensions. Fig. 15-27 shows the calculated dimensions and the grouping of the bars.

The length of the 8-#11 bars in the next top layer, 11A41, is (20’-0”) minus (0’-6”) plus (2’-0”) = 21’-6”.

The 2-#6 bars at the bottom must be bent into the wall footing and the slope length of the long leg of the bar can be calculated. The slope is a 2’-0” rise in 17’-0”, the tangent of the slope angle 6.71º being 2/17 = 0.1176. The slope length between footings is 17 x 12 / cos (6.71º) = 204” / 0.9931 = 205.4” = 17’-1½”. Although the calculations can be made, a large scale drawing can so be used and the bending dimensions scaled rather than calculating the dimensions. The long leg is (17’-1½”) + (2’-3”) = 19’-4½”. To avoid fractions of inches wherever possible, 19’-5” can be used because the 2’-3” extension into the upper footing can be longer. In all angle bends of this type, the longest leg is always used as a base dimension and the controlling dimensions for the short leg are calculated (See Fig. 15-26).

19'- 4 1/2"

2'-2 13/16"

3 7/8"

2'-3"

Fig. 15-26 Detail of Bottom Bar in Strap Footing

The vertical offset dimension is 2’-3” x sine (6.71º) = 27 x 0.1168 = 3.15”. Use 3”. All bending dimensions are out-to-out of a bar so the nominal diameter of the bar (¾”) is added to give 4” when rounded out to the nearest inch. The bars are 2-#6 x 21’-8” 6A42. #4 U-shaped stirrups in pairs are specified with a 1’-0” minimum lap. In detailing, all of the bottom stirrups are kept the same height rather than lap splicing at the exact mid-depth of the beam. The lengths of vertical legs of the upper stirrups are adjusted to the variable footing depth but, instead of making each stirrup different they

4A55

4A54

4A53

1’-0” Min Lap

Note that in order to avoid interference of the hooks in the two layers, 6 in. concrete cover is allowed for the second layer hooks so they can fit inside those of the top layer. The Detailer should recognize conditions similar to those shown here to avoid crowding the bars.

2 1/2” CLR to Stirrups

one at the wall, has been previously explained. Since it is a part of the strap footing, it is detailed directly on the placing drawing instead of including it in a schedule. Column footing F10 (plan view in Fig. 15-24) would be included in a footing schedule. The length of the 8-#11 top layer bars in the strap, 11A40, is (8’-0”) plus (17’-0”) plus (4’-3”) minus (0’-3”) plus (2’-0”) hook = 31’-0”.

All Bottom Stirrups 4A52 1’-0” Spacing

Fig. 15-27 Detail of U-Shaped Stirrups in Strap Footing

Starting at the shallow end of the beam, the overall depth required for the first stirrup is (2’-6”) - (0’-5”) plus (0’-0.7”) = 2’-1.7”.The others in succession would be 1.4” deeper, thus 2’-3.1”, 2’-4.5”, 2’-5.9”, 2’-7.3”, 2’-8.7”, and 2’-10.1”. Since only full inches are considered, the dimensions become 2’-2”, 2’-3”, 2’-5”, 2’-6”, 2’-7”, 2’-9”, and 2’-11”, respectively. Three inches should be about the maximum variation in a group. The 2’-5” depth would govern for the first three stirrups so the length of the vertical leg is (2’-5”) plus (1’-0”) lap - (2’-1”) = 1’-4”.The next selection is then (2’-7”) plus (1’-0”) - (2’-1”) = 1’-6” and applies to the next two stirrups; then (2’-10”) plus (1’-0”) - (2’-1”) = 1’-9” for the next two, and so on across the beam. The Detailer should always use every opportunity for the grouping of variable length bars to keep the number of bar mark items to a minimum. While the laps on some of the stirrups are slightly more than required, the small quantity of added steel weight is compensated for by the saving in fabricating and placing labor costs.

4UBOEFFT Standees are a type of bar support that have been manufactured out of reinforcing steel. They can typically range in heights of 5 in. to approximately 48 in., as suggested by CRSI’s Manual of Standard Practice. Consult with your Supervisor and fabrication plant prior to detailing small standees due to equipment differences from various facilities. Standees can be manufactured taller than 48” upon special arrangements with the Customer due to liability of the design.

@Seismicisolation @Seismicisolation 15-36

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Detailing of Footings and Foundations 15 There are three standard types of standees you can fabricate out of reinforcing steel. A standard bend Type 25 (Fig. 15-28a) is the most desirable due to its ability to be adjusted in the field and also because the shop labor is not as involved since it is not a two-plane bent bar like the standard bend Type 26 (Fig. 15-28b). The standard bend Type 26 support is typically detailed in areas where the weight of the mat is a concern. Unfortunately, there is not much ability (like the bend Type 25) to modify the height by spreading the legs in the field. The other commonly used standee is similar to a Type 26 with the legs (B and F) going in the same direction. See Fig. 15-28c.

Isometric View

Front View

Bot Bars

During the detailing process, the Detailer must take various conditions into consideration. The use of support bars to support the top mat must be determined prior to calculating the height of the standee. There are times when the support bar is not an added bar but a top bar that is displaced and is utilized as a support bar. The practice of displacing a top bar to be utilized as a support bar should not be done without written approval from engineer of record.

Top View

Side View

Fig. 15-28a — Standee Type 25

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$POTJEFSBUJPOT During the calculations process for the standees, you must take various aspects into consideration. The thickness of the element that the reinforcement is contained within, the orientation of the bars, the bar diameters, concrete cover for the top and bottom bars, and the use of support bars in the top mat. To aid in the calculations of the legs for the standees, you need to consider the spacing of the bottom mat that the standee will be resting on. As a general rule, the leg length for a standee should be approximately one and half times the spacing of the bars the standee will be resting on. This will ensure the legs will be resting on a minimum of two bars in the bottom for stability. When detailing standees’ leg lengths, you should also consider the height of the standee to ensure you are detailing a product that will be stable in the field. The top dimension of a standee which the top mat or support bar will be resting on should be a standard 90-degree bend at minimum. This will ensure you have a flat spot on the standee for the top mat or support bar to rest on as well as a standee that can be produced safely in the fabrication facilities.

Isometric View

Front View

Bot Bars

Top View

@Seismicisolation @Seismicisolation 15-37

Side View

Fig. 15-28b — Standee Type 26

Detailing of Footings and Foundations

Isometric View

Front View

Bot Bars

Top View

Side View

Fig. 15-28c — Standee Type 26 Modified

@Seismicisolation @Seismicisolation 15-38

Part II — APPLICATIONS OF BAR DETAILING CH

CHAPTER 16 — DETAILING OF WALLS *OUSPEVDUJPO This chapter covers common conditions encountered in detailing reinforcing bars for walls. There are many variations, but they all may be detailed by adapting the practices covered in this chapter. The use of stock lengths in detailing instructions in this chapter is a local preference and will generally be determined by the Fabricator, Placer, site conditions, etc.

'PVOEBUJPO
8BMMT When space on the structural drawing allows, the wall design is usually included with the footing design. Likewise, walls and footings are sometimes included on the same placing drawing. See Chapter 15, Figs. 15-1 and 15-2. The walls in these two figures are supported by spread (column) and continuous (wall) footings with a top elevation of -3’-0”. Top of wall elevation is 10’-0”, which is the second floor level. There are no openings in these walls. This set of conditions makes it appropriate for the Detailer to describe all required wall bars and dowels on the foundation plan (See Fig. 15-2). This description is also sufficient to provide instructions for placing the bars. The Detailer Trainee could find it difficult to visualize these placing details from notes on the drawing, and so, for instructional purposes, the details for the wall between Columns A1-D1 in Fig. 15-2 are shown as a wall elevation on Fig. 16-1. The wall elevation in Fig. 16-1 is a view from the inside looking out of the building. Column/pilasters are shown by dashed lines with wall and column footings indicated. The inside view is what the Ironworkers would see as the reinforcing bar is placed and tied. For a free standing wall such as a retaining wall, the elevation is drawn looking at the exposed face of the wall. See Fig. 16-22. The way in which to draw the wall elevation should be on a projectto-project basis after consulting with the jobsite but every wall elevation should include a wall section cut. The clear distance between Columns A1-B1 and C1-D1 is 13’-0” (see Fig. 15-1) and between Columns B1-C1 is 19’-0”. The starting and ending location of vertical wall bars and dowels is one full space from the column verticals, see Appendix C from CRSI’s Manual of Standard Practice guidelines for bar placement. However, review the contract drawings for a note similar to this: “Wall vertical bars are placed within the column,” which will direct the Detailer to space the verticals with no interruptions from the column. Detailing the wall vertical bars between Columns A-1 and B-1, use the clear distance of 13’-0” and add 3 in. from face of columns to centerline of column verticals where the total reinforcing length equals 13’-6”. In most cases, the Detailer will be able to use

16 3 in. as a standard dimension from face of column to centerline of the column verticals (See Section A in Fig. 16-1). The inside face vertical bars and matching dowels are to be spaced at 12 in. on center. Dividing 162 in. (reinforcing length of 13’-6”) by the 12 in. spacing equals 13.5 rounded up to 14 spaces or 15 vertical bars. The 15 verticals minus 2 (one column vertical each end) equals 13 verticals required. The outside face vertical bars and matching dowels are to be spaced at 9 in. on center. Dividing 162 in. (reinforcing length of 13’-6”) by the 9 in. spacing equals 18 spaces or 19 vertical bars. 19 vertical bars minus 2 (one column vertical bar each end) equals 17 vertical bars required. The distance from top of footings to top of slab is 13’-0”. The IF vertical wall bars rest on the top of the footings and extend to within 2 in. of the top of wall and the slab construction joint, making them 12’-10” long. Dowels are the same between columns as those in Chapter 15, “Wall Footings.” Three #8 continuous bottom bars are required. These bars are lap spliced 3’-0” at the centerline of a column. To avoid too many laps, one bar extends over two spans and the other over a single span. Between Columns D1-B1, this bar length is - (0’-2”) + (0’-6”) + (15’-0”) + (20’-0”) + (1’-6”) = 36’-10”.The shorter bars lap 3’-0” with the longer bars and the length of the shorter bars is (1’-6”) + (15’-0”) + (0’-6”) - (0’-2”) = 16’-10”.Three bars of each length are required. The three #7 continuous top bars are spliced 3’-0” at mid span. Each length is (0’-6”) + (15’-0”) + (10’-0”) + (1’-6”) - (0’-2”) = 26’-10”. Six #7 x 26’-10” are required. A quick way to check to see if you have the bars figured correctly is to add the total bar lengths together minus lap lengths and add the cover and compare to the out to out of the wall. No hooks are provided at the end columns since the Architect/Engineer has not indicated hooks. Splices are not staggered since the A/E did not specify staggering them. Note that #4 horizontal bars spaced at 12 in. on center in each face of the wall are required. The lines of #4 bars start one full space away from the bottom layer of #8 bars and the top layer of #7 bars. The Architect/Engineer did not provide a dimension to locate either the three #8 in the bottom or the three #7 in the top below the construction joint, see Section 1-S1 on Fig. 15-1. The A/E typically requires them to be placed about 2 in. above the footing and below the top construction joint since 2 in. of concrete cover is required at all exposed surfaces. Note that if the missing dimensions were critical in determining the number, size, or length of reinforcing bars required, the Detailer would either contact the Contractor, the A/E, or mark the item as

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Detailing of Walls

Outside Face 9" Full Space

3" Approx.

6"

12" Full Space

Pilaster Size A1 & D1 = 24" x 24" B1 & C1 = 12" x 18"

Inside Face

6"

6"

15'-0"

20'-0"

3– #7 x 26'-10" Horz. Cont. Top 3– #7 x 26'-10" Lap 36" @ Mid Span

1'-0"

2x11 - #4 x 30'-0" @12" Horz. Cont. 2x11 - #4 x 22'-2" @12" Lap 18", 11 Each Face

15'-0"

Const. Jt.

2nd Fl. El. 10'-0" 2" Clr. Typ (12)

(18)

(13) 43– #5 x 12'-10" @12" I.F. Vert.

1st Fl. El 0'-0"

(17)

(25)

(17)

59– #6 x 12'-10" @9 O.F. Vert. #5 @12" Dwls #6 @ 9" Dwls Detailed on Plan See Fig. 15-2

T.O.F. El. –3'-0"

3– #8 x 36'-10" Horz. Cont. with 3– #8 x 16'-10" Lap 36" @ Support

Note: For pilaster reinforcement - See Drawing Fig. 15-2. Note: The use of 30'-0" stock is a local preference and generally be determined by the fabricator, placer, site condition, etc. Viewed from inside of building.

Fig. 16-1 — Placing Drawing - Foundation Wall

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Detailing of Walls a question on the placing drawings for the A/E’s approval. In this case, the dimension is not critical to detailing since the Detailer needs to determine the number of 12 inch spacing to establish the number of #4 bars required. The distance between the layers of #7 bars and #8 bars is approximately 11’-6” (See Section 1-S1 on Fig. 15-1). This distance is 6 in. less than 12 equal 12 in. spaces so 11 bars are required in each face. These bars extend to within 2 in. of the outside face of end columns since a concrete cover of 2 in. must be provided. The location of lap splices for horizontal (temperature-shrinkage) bars in this wall, per A/E information, is not critical so a 30’-0” bar is arbitrarily selected for one length to be cut from 60-ft. stock lengths. You will need to refer to the contract drawings for your specific job for lap locations, step footings details, etc. To simplify placing of the bars, these splices would not be staggered unless so required by note or detail on the structural drawings. The total length of bar in one line is (51’-0”) - (0’-2”) - (0’-2”) + (1’-6”) lap = 52’-2”. One bar length being 30’-0”, the other is 22’-2”. Walls with stepped footings, window and door openings, variable brick ledges, and other irregular features are usually best shown by elevation view instead of plan view but all wall elevations should include a wall section. Often combinations of both methods are used. The experienced Detailer will use judgment in deciding which is the best and clearest way to show the bar details. Three basic considerations must always be kept in mind in making this decision. First, a well-developed placing drawing will help the Detailer see the concrete outline and various features of a structure and avoid errors or omissions in the work. The second is to remember that the placing drawings are for field use by the Ironworkers placing the reinforcing bars. A properly prepared placing drawing is important in order to avoid errors or omissions in placing reinforcing bar in their proper locations, as well as to permit economical bar placing. Third, this will help the Contractor/Architect/Engineer in their review and approving the submittal quickly. The Detailer should understand this concept is applicable not only for walls but to other reinforced concrete structural members as well. Structural drawing Fig. 16-2 includes an elevation of a foundation wall in a building. One area is a reinforced concrete slab supported on the ground and the wall is shallow with earth fill on both sides. The other area is a basement with a structural floor above and a deeper wall. The transition from a shallow to a deep wall requires lowering the footing in a series of steps. The Architect/ Engineer should show the dimensions and location of the steps on the wall plan or elevation. A wall footing step is generally not steeper than a 1:2 ratio between vertical and horizontal dimensions. The structural drawing

16

conforms to this ratio as shown by the 1’-6” vertical and 3’-0” horizontal steps. Where the building walls are faced with brick, a 4 in.wide brick ledge is provided to support the outside brick course below ground level. The elevations and location of break points of this ledge should be provided on the architectural or structural drawings. The location and size of openings may be found on other contract drawings and the additional reinforcement at the top, bottom, and sides are also shown on architectural or structural drawings. Frequently, neither the architectural nor structural drawings provide adequate information to locate brick ledges, openings, or stepped footings, so then the Detailer must obtain this information from the jobsite Contractor via the RFI (Request for Information) process or make a tentative location from the elevation drawings of the building, with a prominent note requesting verification or correction of assumed locations. If adequate information is not available, wall reinforcement may have to be supplied in stock lengths for cutting at the jobsite. The Detailer is required to issue a written RFI to the Contractor/Placer requesting approval. Where windows or openings are below grade (ground) level, areaway walls are used to retain the earth and to provide light and air to the basement. Notice the outside elevation of the areaway walls and slab are not shown in Fig. 16-2 for clarity. Section C on 16-2 shows the design of the areaway walls. Note that dowels are provided, extending from the main wall into the areaway walls and will lap with the horizontal bars or slab bars. Separate short dowels are preferred instead of extending the horizontal areaway wall bars in one piece. The use of dowels makes the construction of the formwork easier. Dowelling also allows these areaway walls to be cast at a later date, which is the usual construction practice. Sections A and B in Fig. 16-2 show the reinforcing bar arrangement in the shallow and deep walls, respectively. Although not dimensioned by the Architect/Engineer, it is reasonable to assume that the A/E wanted the outside face vertical bars to terminate 2 in. below the brick ledge because this is the standard cover for concrete exposed to the earth or weather. At the brick ledge, another vertical bar laps with the vertical bar from below and is bent at 90 degrees to provide a dowel into the floor slab above. Two #6 longitudinal bars in the bottom of the wall require continuity even where the stepped wall occurs. The wall elevation indicates the two #6 sloping bars above the stepped footing as the A/E’s solution. Details for this wall could not be presented clearly in plan view as shown on the placing drawing in Chapter 15, Fig. 15-2. Detailing using wall elevations and sections

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Detailing of Walls are necessary to show the variations due to brick ledges, stepped footings, and wall openings. Figure 16-3a shows two wall elevations, one showing reinforcing bar details for the inside face (IF) and one for the outside face (OF). On the wall elevation, EF, IF, and OF are abbreviations to designate “each face,” “inside face,” and “outside face,” respectively. See Appendix B, Drafting Notes - Common Symbols and Abbreviations. You will also need to label your wall sections/details to indicate which side is inside face or outside face. Whenever a wall has a number of openings, variable brick ledges, stepped wall footings, differences in bar sizes and spacing, and other complicated structural conditions, two separate wall elevations may be desirable. When possible, only one elevation may be made to save drafting time and to concisely present the placing information. With experience, the Detailer can decide which technique to use. The primary objective is to present the placing details in a clear manner that can be interpreted readily by the Contractor, Engineer, or Ironworker. The vertical bar lengths and numbers in both faces will vary with the height and length of wall, and, in the outside face only, with the elevation of the brick ledge. Horizontal and vertical bars must terminate at the window openings and horizontal bars must also terminate at vertical faces of stepped footings. The Detailer will calculate the total number of vertical bars in a wall at the required spacing, just as if there were no openings or steps in the wall. Where openings occur, the required number of vertical bars are stopped below the opening and continued above the opening to the top of the wall or brick ledge. The same adjustment in the number of bars of each length must be made at stepped footings. For example, refer to Fig. 16-3a, outside face reinforcement in the deeper portion of the wall, a total of 25 vertical bars are required at 18 in. spacing. Twentyone of these bars are full height to the brick ledge. Four of these 21 bars must be placed between the end wall and the first opening; 11 bars between openings and six bars between the second opening and the step footing. Two shorter bars are required under each window which, together with the 21 full-length bars, account for the total of 25 bars. Horizontal bars are likewise spaced uniformly from top to bottom of the wall. Section B on Fig. 16-3b shows 2-#6 bars horizontally at the top and bottom. The #3 horizontal bars at 18 in. centers in the outside face are evenly spaced between the top and bottom #6 bars. A total of eight horizontal lines are required with five full-

length lines above or below the openings, three broken lines opposite the openings. For this wall the stepped footing is on a 1:2 ratio. The length of the 2-#6 bars on the slope is best determined by scaling on the detail elevation the distance between top points of the first and last footing step along the slope and adding 2’-3” to each end. The wall corner bars, which are of the same size and spacing as the outside face horizontal bars, are shown on the outside elevation. A typical corner detail shown on Fig. 16-2 shows the bar arrangement for the Ironworkers. Figure 16-3a shows detailing of the corner bars on wall elevations. In the cases where a wall is detailed on the plan view, the corner bars may be detailed as shown in a corner bar plan. For other corner bar arrangements, see Fig. 16-4. If no corner bar detail is provided on the contract drawings, check with your Detailing Manager for your company’s policy on furnishing corner bars and if required send in an RFI to get the layout the A/E requires. In Fig. 16-4 on the wall corner plans, note use of a zero dimension between various bars drawn separately for identification, but the bars are intended to be placed in the same plane. A zero dimension is used to indicate this intention. Vertical bars in the areaway walls are L-shaped in the front wall and U-shaped in the side walls. See Section C in Fig. 16-3b. In small walls like these, the one-piece bars are more convenient to place, avoiding lap splices at the corners, and at the same time providing the reinforcement for the bottom slab. The horizontal wall bars are also U-shaped. Some area walls enclose more than one window so that it may be advisable to lap splice the horizontal bars. The side wall vertical bars may also be lap-spliced. For these two conditions, provide two L-shaped and one straight bar thus:

The Detailer Trainee should study carefully Figs. 16-3a and 16-3b. Study the entire placing drawing to see how the details are developed step by step. The sequence of these steps need not be fixed, but should at least be consistent to avoid overlooking part of the required reinforcement.

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Detailing of Walls

Fig. 16-2 — Structural Drawing - Foundation Wall on a Stepped Footing

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Detailing of Walls

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Detailing of Walls

Fig. 16-3a — Placing Drawing - Foundation Wall on a Stepped Footing

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Detailing of Walls

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Detailing of Walls

Fig. 16-3b — Placing Drawing – Details and Sections

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Detailing of Walls

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Detailing of Walls

0" Typ

"L" Bar Each Face

IF–EW Corner w/ STD Hooks Laps to Horiz

"L" Bar Centered Horiz

Corner #1

16

Horiz-EF

Horiz-EF

Corner #2

Corner #3

Interrupted Reinf

U-Bar EW Instead of "L" Bars

Horiz-EF

Lap Length

Diag Corner for structures with fluid

Horiz-EF

Corner #4

Note 1.

Corner #5

STD Hook

STD Hook

Note 2.

Note 1. Diag reinf as req'd by typical details. "L" Bar Each Face Laps to Horiz

"L" Bar Centered Laps to Horiz

Horiz

Horiz-EF

Intersection #1

Intersection #2

STD Hook

"L" Bar each face

Horiz-EF

Intersection #3

0" Typ

STD Hook

Diag–EF for structures with fluid

Horiz-EF

Intersection #4

Fig. 16-4 — Wall Corner Bar (Plans)

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Note 2. Add 1/2 the NO, of interrupted reinf of the same size each side of the opening. Should the bar spacing be too close to add the same bar size, the detailer can upsize the additional reinforcing by keeping the cross sectional area of the reinf the same.

Opening Detail

U–Bar in lieu of "L" bars

Diag–EF for structures with fluid

Horiz-EF

Intersection #5

Detailing of Walls For example, if the Detailer starts with vertical bars, all of the vertical bars should be completed and checked off before starting anything else. A logical detailing sequence might be as follows: a) Wall footing bars – where not previously detailed on a foundation plan b) Dowels, wall footings, and slab on ground c) Vertical bars, including those at the top of the wall bending into the upper floor slab. If the spacing is the same, the quantity for the dowels and verticals should match d) Horizontal bars, including top and bottom longitudinal bars and wall corner bars e) Bars around openings f) Area walls

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%FUBJMT When it is necessary to provide an exterior basement door, retaining walls are required to provide a level areaway. The retaining walls restrain the earth from the entrance and may enclose a stair slab from the basement to the ground level (See section later in this Chapter for retaining wall information). The stair slab usually is supported on compacted fill, but sometimes may be a structural slab independent of bearing on soil. Figure 16-5 is an example of the structural drawing for an areaway with a structural stair slab. It is common practice for the areaway to be incorporated with a complete foundation plan. For illustration only, a partial foundation plan is shown. Although the design information is not shown for the main building wall on this drawing, the techniques for detailing a foundation wall have been sufficiently covered on Figs. 16-1, 16-3a, and 16-3b. Therefore, the placing drawing Fig. 16-6 does not include detailing for the main building wall along line D. Areaways differ from main building foundation walls mainly because of the construction practices involved. These areaway walls include larger size bars in each face near the top to form a continuous beam to resist horizontal forces. A strut extends from the column to brace the beam. This reinforcement serves to restrain the top edge of the wall in place of a similar restraint provided at the top of a basement wall by a floor slab or beam. The areaway and stairs are not usually built at the same time as the main walls, but are constructed later, often after the main building is completed. The stair slab is cast after both main walls and area walls are built. This sequence permits backfilling and soil compaction after the walls are completed and also simplifies the wall formwork.

An areaway stair slab is often designed to support itself by using backfill to form the bottom of the stair slab, similar to slab on ground construction. Phased construction requires dowels to be provided which project from the main walls to match the bars in the areaway walls, stair slab, and strut beam which are constructed later. In addition, dowels are required from the areaway walls into the stair slab. It is the Architect/ Engineer’s responsibility to show these dowels. If they are not shown or noted on the structural drawings, the Detailer should assume dowels are not required. A stepped footing is required for the main building wall. In this example, the areaway wall footing is stepped according to the sections furnished on the structural drawing. The Detailer must examine the structural drawings carefully when this stepped condition occurs since the steps may differ for two such walls. Note that a different technique is used to provide continuity in the reinforcement of this stepped footing than in Fig. 162. For other step footing layouts, see Chapter 15. If no step footing detail is provided, check with your Detailing Manager for your company’s policy on furnishing step footing bars. The placing drawings Fig. 16-6 and 16-6a require many of the same plan views, sections, and elevations as Fig. 165, except that the reinforcing bar descriptions and details have been added. The strut beam extends from the column D3 to the top of the area wall. Since the dowels from the main wall are already projecting, the 4-#6 bars in the strut extend from the face of the column, lap splicing with the dowels, to within 2 in. of the outside face of the area wall and terminate in a 180-degree hook. The long leg of the bar, MK 6W7, is (8’-0””) - (0’-1”) + (1’-0”) - (0’-2”) = 8’-9”. Adding an 8 in. standard 180-degree hook makes the bar length 9’-5”. 8' - 9" 8"

The 1 in. was deducted in the length calculation above to allow for adjacent/interfering steel and/or a bar with hooks at both ends. If this allowance were not made, the bar might be too long and could interfere with other steel, making it hard to place. This practice must be verified with your Detailing Manager. The dowels projecting from the main wall include an additional inch to provide the full required lap with 6W7. The strut is 10 in. wide by 12 in. deep (10 x 12). The clear span between the column and the wall is 8’-0”.

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Detailing of Walls

Fig. 16-5 — Structural Drawing - Areaway with a Structural Stair Slab

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Detailing of Walls

Fig. 16-6 — Placing Drawing - Areaway with a Structural Stair Slab

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Detailing of Walls 4*;&

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1 #4 27'-06" @12" Horiz. I.F.

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7 #4 10-00 @12" Vert's I.F. 7 #4 4D3 @12" DWL's I.F. T/F 91.33 T/F 89.33 T/F 90.33 Note: For footing callouts, See Fig. 16-6

ELEVATION E-E Fig. 16-6a — Placing Drawing – Areaway Wall Elevation

Besides the 4-#6 longitudinal bars (2 top and 2 bottom), #3 closed stirrups spaced at 10 in. are required. This spacing requires 10 stirrups, if the first stirrup at each end is placed 3 in. from the face of the wall support. Where the Architect/Engineer does not specify or show a specific location for the first tie or stirrup, a general rule is to place the first stirrup not less than 1 in. nor more than one-half the first required spacing from the face of the support. The stirrup dimensions are 7” x 9” with two standard hooks for stirrups per ACI code (CRSI information is based on the ACI Code) 4”-90-degree hooks), making the bar length 3’-4”. The stirrups are described as 10 - #3 x 3’-4” MK 3T6 and is a “closed stirrup.” When a “closed stirrup” is placed vertically and spaced horizontally (as in a beam), it is referred to as a stirrup. 7" 9"

The wall footing requires 3-#5 continuous longitudinal bars with #4 transverse bars spaced at 12 in. centers. Where continuity of the #5 bars is interrupted by a step in the footing, the straight length of bar is terminated 3 in. from the face of the step. The bar from the step below is bent up at 90 degrees from top to bottom, allowing 3 in. of concrete cover at ends. Note the first step from the right on Elev. E-E, Fig. 16-6a. From Fig. 16-5, Section A-A, the depth of the step is found to be 1’-0”, dropping from the top of footing at Elev. 91.33 to Elev. 90.33. The horizontal step is shown to be twice the vertical drop or 2’-0”.The footing bar is vertically within a distance of 1’-0” (step) plus 1’-0” (footing thickness). After deducting 3 in. concrete cover top and bottom, the vertical leg is 1’-6” long. A 1’-0”, 90-degree bend is added at the top, extending horizontally into the upper footing. The bottom horizontal leg is within 2’-0” (horizontal step) plus 1’-0” footing thickness; deducting 3 in. concrete cover at each end, this leg is 2’-6” long. The bar length is therefore 5’-0” and the bending detail is:

4" 1'- 0"

MK 5F2 #5 x 5'- 0"

4" 1'- 6"

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2'- 6"

Detailing of Walls Bar 5F1 is similar except the lower horizontal leg is 1’-3” instead of 2’-6” to provide a 24-bar diameter lap splice with the 3-#5 x 26’-7” bars in the lower footing. 1'- 0" 1'- 6"

MK 5F1 #5 x 3'- 9"

1'- 3" In the stair slab, the main reinforcement consists of #5 bars spaced at 6 in. centers extending longitudinally and #4 at 12 in. centers transversely in the bottom. A #4 bar is also located in each step nosing. The #4 transverse bars are detailed 7’-9” long, allowing 1½ in. concrete cover at each end. Note that wall dowels are required for the transverse bars to tie the walls and stair slab together. No dowels are used for the nosing bars as these bars prevent cracking or spalling. The #5 longitudinal bars span from a bearing on the lower wall to the outer face of the higher wall. Dowels, 4W5, extend from the short wall and dowels, 5W10 project out of the tall wall into the stair slab. To calculate the bending details for these bars is a tedious, time-consuming task. It is much faster and sufficiently accurate to make a layout of the stair and walls to scale, draw the bars in proper position, and scale the bending dimensions. The dowels, 4W5, extend from the wall into the stair slab and provide continuity with the stair slab, which spans longitudinally. Vertical bars are used in the short wall at the lower end of the stairs and bent into the stair slab. Dowels, 4D3, extend upward from the wall footing into the short wall. To calculate the bending detail for such a bar is a tedious, time consuming task. It is much faster and sufficiently accurate to make a layout of the stair and walls to scale, draw the bars in proper position and scale the bending dimensions

4IFBSXBMMT Reinforced concrete shearwalls are sometimes used in multistory buildings to provide lateral resistance to wind or seismic forces. The walls often frame between columns. Shearwall layout may be square or rectangular in plan view, forming a core to enclose a stairway, elevator shaft, or other usable space. Shearwalls may also consist of a series of separate parallel interior walls sometimes framing into columns. The techniques for detailing shearwalls are the same. These walls may extend from the footing to the roof or from the footing to any intermediate level. Figure 16-7 is an example of a structural drawing to illustrate a shearwall that is part of a rectangular core. The partial plan view shows the several walls comprising this

core, with unreinforced masonry partition walls (crosshatched). Elevation A-A shows just one of these walls as an example for detailing. No design information is shown for Columns B5 and C5 as these requirements would be normally shown in a column schedule. While these columns provide stiffness to the ends of the wall, note that the Architect/Engineer has shown concentrations of vertical bars as in columns in the wall adjacent to the openings. Each concentration of bars consists of 4-#11 vertical bars confined within #4 ties spaced at 10 in. centers. Where the #11 bars are located close to the edge of the openings, the 2-#5 bars called for at these locations may be omitted since they are smaller than the #11 bars. Otherwise the #5 bars are located at the jambs, the head, and the sill at all openings as shown in the typical wall elevation of Fig. 16-7. While the Architect/Engineer might prefer shearwalls without openings, it is not always possible to avoid openings. The #11 bar vertical reinforcement plus the beam reinforcement over the doors is intended to provide shear resistance and to compensate for the wall openings. The beam reinforcement consists of 2-#9 bottom bars extending from column to column plus 2-#9 top bars at each column extending 2’-10” beyond the inside edge of the door opening and 2’-0” beyond the inside edge of the duct opening. In addition, #4 closed stirrups spaced at 6 in. are used, beginning at each column and continuing over each door. In Section B-B, the Architect/Engineer has specified 3¼ in. concrete cover for the #11 bars so that they can extend past the #9 horizontal bars in the beam above. The Detailer must take this additional concrete cover into account when the bending dimensions of the #4 ties are calculated. Figure 16-8 is the placing drawing that has been prepared from the structural drawing Fig. 16-7. Note that the vertical bars start at the top of the column and wall footings. Footing dowels are not shown. The basement floor slab will not be cast until after the walls are constructed, and it will be supported entirely on ground. Since the basement floor will be separate (not doweled into the walls), the walls will be cast in one “pour” to the bottom of the first floor slab. The vertical wall bars extend from the top of footings to lap with other vertical bars above the construction joint at the top of the first floor slab. The technique for preparing placing drawings of the wall reinforcement is similar to that described for foundation walls. In this particular case, the Detailer should locate and detail the #11 bars. It is appropriate for the Detailer to show in plan this layout to eliminate any confusion or the shortage of dowels or vertical bars in the field. The typical

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Detailing of Walls

Fig. 16-7 — Structural Drawing - Shearwall

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Detailing of Walls #4 vertical wall bars spaced at 1’-6” centers are then detailed and may be located up to one full space away from the #11 bars and from the column verticals. Typical #4 horizontal wall bars spaced at 1’-1” centers may also be spaced a maximum of one full space from the #9 full-length bars over door openings. It is important for the Detailer to study and understand where the vertical and horizontal bars are in relation to each other, specifically at the openings. Note that as seen in this example, U-bars are used at edges of openings and lap splice to the 13 horizontal bars with the #5 (or #11) vertical bars located inside these U-bars. Since the #4 vertical bars have a 1 in. concrete cover, the #4 horizontal bars will have a 1½ in. concrete cover. The U-bars will therefore be dimensioned thus: 1'- 6" 9" 1'- 6" and are described as #4 x 3’-9” 4W9. See Section B-B for bar layout. The beam reinforcement over the doors is shown in Elevation A-A. The length of the bottom bars is computed starting with the out-to-out overall dimension from Column B5 and C5 which is (22’-0”) + (0’-8”) + (0’-8”) = 23’-4”. Although 2 in. is the normal concrete cover for beam bars, the Detailer needs to understand that the concrete cover of a column tie is 1½ in. and with #4 or #5 ties being used, 2 in. or more is the distance to the inside of the tie. To allow for standard fabricating tolerances and ease of bar placing, 3 in. of concrete cover should be used for the #9 bars. The bars 9W5 are calculated (23’-4”) - (2” x 3”) = 22’-10” out to out. Two standard 90-degree hooks, each 1’-7” long, are added, making the bar length 26’-0”.You will need to check with your Detailing Manager for your company’s policy on deducting extra for fabricating tolerances.

1'- 7"

1'- 7" 22'- 10"

When a bar size of #6 or greater is used and it is a onepiece bar with hooks at each end, the Detailer may be allowed to increase concrete cover to allow for adjacent/ interfering steel and/or a bar with hooks at both ends, however the Detailer must check with the Detailing Manager before making this change.

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2-#9 x 9W5 completes the description of requirements for this bar. The 9W3 top bars extend 2’-10” beyond the inner edge of the door. See Fig. 16-7. From the outside face of column B5 to door edge is (4’-0”) + (2’-10”) = 6’-10”.The out-to-out length of 9W3 is then (6’-10”) (0’-3”) + (2’-10”) = 9’-5”.The number of bars required is two, described as 2-#9 x 9W3. 9'- 5" 1'- 7"

The length of the 9W4 bars are similarly calculated. Note that they extend 2’-0” beyond the edge of the 24” x 40” duct opening, thus replacing the 2 #5 bars typically required below openings. The #4 closed ties 4W7 must be dimensioned to completely enclose the #9 bars and maintain 1½ in. concrete cover above the door head and below bottom of the duct opening. The concrete dimensions are 3’-2” deep x 1’-0” thick. The vertical tie dimension is 2’-11” with a width dimension of 0’-9”.The ties are described as: 17 - #4 x 4W7. 4½" 4½" 2'-11"

9" Note the #4 vertical bars, which are located in the area of the closed ties and below the duct, need not extend full distance but are lap spliced with the ties. Horizontal wall bars located between the #9 bars are extended full-length through the beams into the columns. Although they are in the same plane as the vertical bars, no offset bending is necessary since they may be deflected by the Ironworkers to be within the ties. The dimensions of the 4W2 ties for the #11 vertical bars cannot be calculated in the same manner as the usual column tie. The usual tie is calculated by deducting concrete covers from the column dimensions. In this example, the Architect/Engineer has specified 3¼ in. concrete cover from each face of the wall to the #11 bars. See Section B-B of Fig. 16-7. Deducting 2 x 3¼ in. from width 1’-0” leaves 5½ in. to which 1 in. (two tie diameters) must be added for an overall length of 6½ in. The #11 bars are spaced at 6 in. on centers in the other direction. The other dimension of the tie is calculated as

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Detailing of Walls 6 in. + 15/8 in. (approximate outside diameter of a #11 bar) + 1 in. = 85/8 in. Rounded to 83/4 in. These ties are described as #4 x 4W2. 8 ¾" 6 ½" 4½" 4½" The number of ties required with each group of 4-#11 bars and the location of top and bottom tie is shown on Elevation A-A, Fig. 16-8.

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8BMMT
Tilt-up wall construction is a method of cast-in-place reinforced concrete construction in which walls are precast at the jobsite in a flat or horizontal position. The panels are usually cast with the exterior face down, which allows for innovative architectural textures and finishes. After the concrete has achieved its design strength, the panels are lifted (tilted) to a vertical plane and set into position. The panels are held in position by temporary bracing during the balance of erection and construction practices, which will then complete the structure. Figures 16-9, 16-10, 16-12, and 16-13 show the structural drawing and structural details. Figure 16-11 shows the placing drawing. The wall panels are cast on the concrete floor of the building, the floor acting as the bottom form. To prevent bonding of the panel to the floor concrete, either a sheet material or a liquid bond breaker may be used. The Detailer should remember the bottom of the panel is the exterior face and the top or exposed surface is the interior face. Tilt-up walls are designed to resist various loads. Foremost, the walls must resist the dead, live, and lateral loads the same as if they were cast-in-place, and secondly, the walls must also resist the unconventional loading and accompanying stresses as the panels are lifted from a horizontal to a vertical position. Additional bracing bars may also be added to offset the stresses imposed while lifting. These bars are usually added by the panel erector Engineer and are not part of the contract drawings. Inserts for lifting devices are embedded in the panel concrete at these points. Other inserts may be required at the points where temporary diagonal bracing is anchored to hold the panels in position during the completion of the building construction. Anchor bolts may also be required for permanent connections such as the continuous ledger channel at the roof line. Inserts and anchor bolts are not normally detailed or furnished by the Fabricator as part of the contract for supplying reinforcing steel. There are companies that

detail the panels indicating the panel concrete outline, openings, and insert locations. The drawings are referred to as panel placing drawings. Though the Detailer will not detail this reinforcing, it may be supplied by the Fabricator. As discussed previously, the wall panels are usually cast with the exterior face down. The mobile crane for hoisting the panels is positioned within the building perimeter. The panels are cast with the top of the wall facing away, thus when the Crane Operator lifts the panel he or she has an unobstructed view of the pick-up points and the workers who are assisting during the erection of the panels. It should be noted that if the wall panels are cast outside face up, the crane would have to be (mainly for safety reasons) outside the building, and after erection the lifting inserts would require patching and finishing to meet the requirements for the exterior wall finish. Figure 16-13 illustrates a method of anchoring tilt-up panels in place by using reinforcing bar dowels projecting from both the wall panel and the supporting footing into a closure pour strip. After the panel is lifted and braced into position, the floor slab pour strip concrete is cast, encasing the dowels and providing a rigid support for the panels. Tilt-up walls may be reinforced with either bars or welded wire reinforcement or a combination of both. Figure 16-10 shows Panel C as a 9¼ in. thick panel and specifies reinforcing bars as #4 @ 12” horizontal and vertical, centered throughout. Columns within the panels are shown alongside the openings. Three #5 verticals EF with #3 @ 8” ties are called for on each side of the panel. Six #5 verticals EF with #3@8” ties and short intermediate ties are called for between the two openings. Section C of Fig. 16-10 shows the centering of the reinforcement and the location of the reveal. Section C also shows the #3 ties and the concrete cover. Note that the concrete cover to the tie is taken from the inside of the reveal. Special attention to proper concrete cover should be given to panels that contain “reveals” (See Fig. 16-12). Most reveals are ½” in depth and require an extra ½” cover to the main thickness of the panel. Structural drawings do not always show reveals, so it is important to check the architectural set for this information. The structural drawing Fig. 16-10, Note 3, says to refer to the insert manufacturer’s recommendations for additional reinforcing bar at the inserts. Inserts for the diagonal bracing are not shown but would be located by the insert manufacturer along with any additional reinforcing bar requirements. Any additional reinforcing bar is placed to fit around the insert. Laps in the vertical reinforcing steel are usually not allowed, as per Note 4 on the structural drawing (Fig. 16-10). This is because the panels are stressed vertically when lifting from the horizontal to vertical position.

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Detailing of Walls

Fig. 16-8 — Placing Drawing - Shearwall

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Detailing of Walls 2

1

3

Panel A

5

4

Panel B

Panel C

Panel D

Panel D

PLAN

1

2

3

24'-4¼" 25'-1½"

24'-4½"

4 24'-4½"

5 24'-4½"

0'-9¼"

B B

A

C

Knock-Out Panel

Panel A

Panel B

Panel C

Panel D

Panel D

WEST ELEVATION

1 2 Reinf in center of panel

Reinf in center of panel

2" CL. TYP. EQ. EQ.

EQ. EQ. 2 #5

2 #5

1/2" Joint (Typ)

A

SECTION

B

Fig. 16-9 — Structural Drawing - Tilt-Up Walls

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SECTION

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Detailing of Walls additional reinforcing bar requirements at the door and window openings in Panel C and also note on the panel that additional reinforcement is shown under the embed plate. Note 2 on Fig. 16-10 states the bar supports are to be “all plastic.” This type of bar support is specified to prevent the possibility of unsightly corrosion stains from appearing on the finished wall surface. Usually, bar supports and similar items are specified by the project specifications, but for illustrative purposes here, they are specified on the structural drawing.

Engineer’s requirements, may be nominally 6 in., 8 in., 12 in., and even 16 in. — requiring concrete blocks with actual widths of 55/8, 75/8, 115/8, and 155/8 in., respectively. Fig. 16-14 show the typical shapes that are furnished and used.

(a) Two-cell unit with plain or square ends; when laid up in center running bond, continuous vertical cores are formed for placement of rebar and grout.

Figure 16-11, the placing drawing, is prepared from the information on the structural drawing and structural details. A key plan of the wall on Fig. 16-9 indicates the location and number of the four different panel types. The Detailer has used the same panel designations as the Architect/Engineer, but has shown the reinforcement requirements as the Ironworker would view the panel, that is, face down (or inside looking out). Each panel is completely detailed with the required number of panels stated. Note that if the panel is for certain poured face down, the Detailer can label the bars bottom and top to locate the position of the bars within the panel concrete as the Ironworker views the panel. Thus, the bottom bars are the (outside) exterior face bars and the top bars are the (inside) interior face bars.

(b) Bond beam unit; used with CMU shown in (a); the cells of this unit are open at the bottom

(c) Open end unit; used in reinforced walls where vertical rebar is required to be in place before masonry units are laid up in the wall.

(d) Open-end bond beam unit; used with CMU shown in (c).

Sometimes panels are designed to have a pre-planned opening in the future. Such an opening is referred to as a knock out. (See Panel D, Fig.16-9) Generally this is noted on the contract documents as a hidden line representing the opening. The letters KO may or may not appear. The panel is detailed with all the additional reinforcing bars for the opening but the main horizontal and vertical reinforcing extend thru the opening since the panel is cast solid at the time of construction. At a future time, the opening is cut into the panel.

(e) Double open-end unit or "H" block; used in fully grouted walls. Units are laid up with mortar on horizontal bed joints only; bevelled ends of adjacent units are butted together and grout flows into the recess formed to lock the units together thus eliminating the need for mortared head joints. (f) Bond-beam unit; used with block shown in (e). Unit can also be used to build the entire wall instead of confining its use to bond-beam courses.

.BTPOSZ
8BMMT Masonry construction uses a variety of materials such as natural or artificial stone, concrete or clay block or brick, glazed tile, and glass. The binding agent, which consists of a cementatious mixture of Portland cement, hydrated lime, sand, and water, is called mortar. The most common masonry wall is one constructed using concrete masonry units (CMU), or concrete blocks. Reinforcing bars are placed vertically within the cells of the block and horizontally within a bond beam block course, or within the mortar joint between courses.

(g) Lintel block; used in reinforced walls to span over window and door openings. Units are manufactured with heights of 8 in. and 16 in. to accommodate short and long spans.

(h) Used where clean-out openings are needed as in high-lift grouting; scores or grooves are cast on the inside of the face shells so that portions of the face shells can be easily knocked-out.

Concrete masonry units are standard in height (75/8 in.) and length (155/8 in.). When set in place with a 3/8 in. mortar joint, the finished module is 8 in. high and 16 in. long. Wall width, which will vary according to the Architect/

Fig. 16-14 — Typical Shapes of Concrete Masonry Blocks

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Detailing of Walls

Fig. 16-10 — Structural Detail - Panel “C”

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Fig. 16-11 — Placing Drawing - Tilt-Up Wall

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2" Clear

2" Clear Horiz Reinf.

C L of Vert. Reinf.

EQ. 1/2" Reveals

Vertical Reinf.

3/4" CLR to Vert. STL

1/2" Reveals

Panel Thk

EQ.

Horiz Reinf.

Panel Thk

3/4" CLR to Vert. STL

Detailing of Walls

PLAN DETAIL (for Rebar E.F.)

PLAN DETAIL (for CTR'D Reinf.)

Fig. 16-12 — Structural Detail – Reveals

Pour Strip CJ

0'-0" Slab on Grade 3 #4 Cont. Typ. Panel Reinf Not Shown

8" #4 @12 Dowels

2'-10"

Tilt-Up Panel

3

#4 x 3'-0" @12 Cntr on CJ

1" Grout or Drypack

1

2'-0" #4 @12" Dowels STD HK Top of FDN See Plan

Cont. Footing or Grade Beam

Fig. 16-13 — Structural Detail – Pour Strip

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Slab Reinf Not Shown

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Detailing of Walls Due to the fixed nature of the CMU dimensions and block coursing, it is imperative that the Detailer check to see how the job was estimated and discuss with the Contractor how the wall will be constructed, whether closed-end blocks or open-end blocks will be furnished. Whether low-lift or high-lift grouting procedures will be used, and the longest stock length horizontal bars that will be furnished. This information is necessary in order to determine where to splice the bars. Detailing CMU is time-consuming and requires clear direction on how this will be detailed and shipped. You will need to have your Detailing Manager involved if the Contractor requests the reinforcement be furnished in a way that may exceed the estimated amount. Masonry wall reinforcement is detailed in a similar manner as reinforced concrete walls, except that the bar spacings are fixed at multiples of 8 in., in other words, at spacings of 8, 16, 24, 32, 40, and 48 in. Refer to Fig. 16-15. Similar to reinforced concrete walls, an elevation would show door and window openings with a call out of the required sill, jamb, and lintel reinforcing

bars. Refer to Fig. 16-16 for an example of a placing drawing illustrating the use of open-end blocks and highlift grouting procedures. Figure 16-17 illustrates the use of closed-end blocks and low-lift (4’-0”) grout construction, necessitating lap splices in the vertical bars every four feet in height. Figures 16-16 and 16-17 are fully dimensioned in order for the Detailer Trainee to study and understand how we arrived at the detailed quantities and bar lengths and the way we call out the bars on the wall elevations. Normally, the Detailer will not dimension the wall as illustrated. Where the vertical bars start, from the footing or at the slab on grade, varies by region or job so check with the Contractor on the way they will be placing the reinforcing. It is important for the Detailer Trainee to understand the way the reinforcement needs to be detailed so the correct lengths are shipped to the job site. If you have any questions, check with your Detailing Manager.

Fig. 16-15 — Arrangement of Reinforcing bar and Open End Units Vertical Bars Spaced at 16” and 24”

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Fig. 16-16 — Placing Drawing - High-Lift Grouting

16-33

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Detailing of Walls

Fig. 16-17 — Placing Drawing - Low-Lift (4’-0”) Grouting

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Detailing of Walls Some masonry walls may include pilasters to provide support for floor or roof framing members. Refer to Fig. 16–18. Larger size vertical bars are normally specified for pilasters. The vertical bars are placed in the pilaster cavity and, if ties are required, then it is necessary to obtain the inside core dimensions of the pilaster block in order to correctly detail the tie dimensions.

(a) Pilaster units are usually made in two pieces to permit construction of pilaster around vertical rebar, when the bars are in place prior to masonry work. Pieces are alternated in each course to maintain running bond.

(b) This pilaster is constructed with "banjo" units placed together to form a vertical core. Alternate courses use the C-shaped units shown to enclose the vertical rebar.

NOTE: The sketches and captions for Figs. 16-15 and 16-18 were adopted from NCMA TEK No. 96 "Special Shapes and Sizes for Reinforced Concrete Masonry."

Fig. 16-18 — Pilasters for Masonry Walls

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3FUBJOJOH
8BMM Sometimes this type of reinforced concrete wall is used in buildings, but primarily it is used for driveways, highways, side walls of a canal, flood walls, bridge abutments, and other similar applications. A cantilever

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retaining wall is used where earth or water exerts pressure against one face of the wall while the other face is exposed or open to view. Figure 16-19 is the structural drawing of a cantilever retaining wall. The drawing includes five wall segments. Four wall segments are of constant height. One segment is of variable height, sloped 2:1 to conform to the slope of the earth behind the wall. Expansion joints are shown at the point where the wall joins the building and where the sloping wall begins. No reinforcing bars extend through these joints. Control joints are shown at a 25’-0” spacing between expansion joints. The control joints are used to provide crack control for temperature-shrinkage stresses. The structural drawing shows a detail calling for half of the horizontal bars to terminate at the control joint and half of the horizontal bars to extend through to lap splice with horizontal bars in adjoining wall sections, thus creating a line at which cracks will occur rather than permitting unsightly random cracks. The arrangement of bars in the footing differs from that of a conventional building wall footing. For a general description of this type of wall footing and wall, see Chapter 3. The bars are located in the top of the footing at the heel and terminate just beyond the outside face of the wall. Bars are located in the bottom of the toe and extend upward into the wall stem to provide a part of the vertical wall reinforcement. A key or lug sometimes extends downward from the bottom of the spread footing to provide an anchor for the wall into firm soil or rock. The key is usually unreinforced except for wall dowels projecting into it. Since the earth pressure against the wall decreases from bottom to top, the amount of vertical wall bars may also be reduced by stopping part of these bars at various heights. Note Section A and the detail of the bar arrangement at the fill face. The bottom footing bars, which are #8 at 12 in. OC, extend from the toe of the footing to bend up at the fill face of the wall and terminate 3’-1” above the top of the footing. They alternate with #7 straight dowels at 12 in. OC, which extend from the key to 3’-1” above the footing to provide a net spacing of 6 in. between adjacent bars. The #7 vertical bars lap with the #8 bars and terminate 6’-0” above the footing. The #6 bars lap with the #7 dowels and alternate #6 bars terminate 8’-8” above the footing with the remainder extending to the top of the wall. A similar but not quite so complicated arrangement of vertical bars is shown for the sloped wall segment. Figure 16-20 is a placing drawing for the wall. Each wall segment has been identified by a mark number, W1 to W5. Bars for each wall segment are included in a schedule, with the exception of wall segment W5. Using this technique, any number of wall segments may be

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X

Detailing of Walls

Bend Type 13 footing bars are shown in Figs. 16-21a and 16-21b, alternating with straight dowels. These bent bars provide transverse bottom reinforcement in the toe of the footing and extend upward to dowel into the back face of the wall. Bending diagrams are shown for these bars. Often the required outside radius of the bend is larger than the standard bend radius for a particular bar size. When it is so dimensioned on the structural drawing, it should always be shown on the bending diagrams since this may create a special bending type for your fabricating shop so you will need to check with your Detailing Manager. The dimensions of this type of bend are somewhat more difficult to calculate than for the other bend types thus far covered. For this reason, an example may be helpful to the Detailer Trainee. Figures 16-21b shows a double line detail of this bar with the required dimensions indicated alphabetically. Figures 16-21b and Section A on Figs. 16-19 and 16-20 should be referred to in calculating the bar Mk 8A12 used in the following example.

X

2'-4"

3" CLR

R

"R" is to Outside of Bar

10"

1'-9"

2" CLR 10 "

10" 1/2"

12 3'-10"

3'-1"

1

2'-0"

detailed by scheduling in a very convenient manner. The material lists are separated into wall segments, each of which contain all of the bars required for placement and then casting of that particular wall segment. Note that all dowels projecting above the footing are always included with the footing. This is done since the dowels are required to be included in the footing pour. At times only the footing reinforcing may be released. Because of the many bar items involved in the sloping wall segment W5, it is detailed using two elevation views, one showing the bars at the fill (back) face or earth side and the other showing bars at the outside (front) face or open side. In detailing variable length bars, it is not necessary to show every bar. Note the technique used by the Detailer to describe each variable bar in wall section W5 and still not clutter a drawing with too many lines, which could make the details difficult to read and interpret. It is always good practice to show the fewest possible bar lines on a placing drawing and, where space permits, to keep the description of the bars outside of the detail itself, as illustrated by the two elevations of the variable height wall W5 and by the partial plan view of the variable width footing. The Detailer has drawn lines indicating the first and last bar in each variable group, connecting them with a dimension line and tabulating the bars in a convenient space alongside the detail. An alternative to the symbols would be to write in the length of the shortest and longest bar directly on the detail if space permits. Where possible, more than one bar of the same length is included in a group to reduce the number of variable lengths. The detailing of the bars must allow for construction in 25’-0” wall sections.

1 1/12" 3" CLR

D

10"

Fig. 16-21a — Dimensions for # 8 Dowels for Cantilever Retaining Wall

For small angles, the values of the sine and tangent are nearly equal. For calculating bar dimensions on a 1 to 12 slope, it is sufficiently accurate to take the vertical and sloping (B) dimension as being equal. Refer to the following calculation for the dimensions of bar Mk 8A12.

Angle X K 1 12

B "R" is to Outside of Bar

R Angle Y C D O

Fig. 16-21b — Schematic of Dowels for Cantilever Retaining Wall

Tangent X = 1/12 X = 4.8° Y = 90° + 4.8° = 94.8° Outside radius R = 0’-10” Centerline radius = R - d / 2 = 0’-9.5” C = 9.5” (›) 94.8° / 180° = 1’-4” to nearest inch. D = (3’-10”) - (0’-3”) + (2’-4”) - (0’-1”) - (0’-10”) = 5’-0” O = D + R = 5’-10” B = (3’-1”) + (1’-9”) - (0’-10”) - (0’-¾”) = 3’-11” to nearest inch K = (3’-11”) / 12 = 0’-4” Bar length = D + C + B = (5’-0”) + (1’-4”) + (3’-11”) = 10’-3”

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Detailing of Walls

Fig. 16-19 — Structural Drawing of Cantilever Retaining Wall

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Detailing of Walls

Fig. 16-20 — Placing Drawing of Cantilever Retaining Wall

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Detailing of Walls Similar bent bars in wall section W5 vary by their horizontal dimensions only, to conform to the tapered footing width. Otherwise they are calculated in the same manner as the 8A12 bars, the only other difference being the radius of bend and the bar diameter. The dowel portion of all #6 bars 6A1 through 6A10, inclusive, is the same. The bending diagram shows the constant dimensions and the bending schedule includes the variable dimensions, bar sizes, lengths, and mark numbers. This type of bent bar is more difficult to calculate when the slope angle is increased since the slope dimension and the vertical dimensions can no longer be assumed equal. In this case, it may be less time-consuming to draw these bars to scale and scale the dimensions and offsets. The offset dimension K is quite important to ensure proper fit. Where fractional inch dimensions are obtained by scaling, it is better to increase the dimension slightly. If K were decreased, the bar would tend to encroach on the 2 in. concrete cover required for vertical bars along the sloping wall surface. Although the large scale bar arrangement detail is shown for the fill face, a similar detail is repeated on the wall elevation W5 on Fig. 16-19 and is typical for wall segments W1 thru W4, inclusive. It shows the Ironworkers how to start off the spacing arrangement of vertical bars at either end of the segment. This elevation also shows the lines of horizontal bars in both faces and the arrangement of alternating bar lengths at control joints.

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3FUBJOJOH
8BMM Although this type of retaining wall is used for very similar purposes as the cantilever type, its structural action is entirely different. The counterfort retaining wall is cast in segments similar to the cantilever type. Triangularshaped buttresses (counterforts) brace the wall against overturning. These buttresses, located at the end of each wall segment, may be arranged on either the open or on the fill face. In the cantilever type, the main reinforcement is vertical and is located at the fill face. In the counterfort type, the main reinforcement is horizontal in both faces, spanning between counterforts similar to a continuous slab spanning between beams. Usually heavier reinforcement is required in the fill face to resist negative moment similar to the top bars in a continuous slab. For simplicity, in this example the horizontal bars in both faces are the same size and spacing. Although no lap splices are necessary in horizontal bars for a wall section length of 32’-0”, the Architect/Engineer has placed a note on the structural drawing permitting optional lap splices and locating these splices at counterforts at the outside face and midway between counterforts at the fill face. On the structural drawing, Fig. 16-22, note that the spacing of

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these horizontal bars varies, with the closer spacing at the bottom of the wall, with increases in spacing as the earth pressure decreases from the bottom to the top of the wall. Vertical wall bars are primarily temperature-shrinkage reinforcement. In this example, #4 bars spaced at 18 in. OC are used in each face with matching dowels at the footing (See Fig. 16-22). Transverse bottom footing bars are #8 bars spaced at 4 in. OC with alternate bars terminating as shown on the structural drawing and the remaining bars extending full width. Transverse top footing bars extend from the fill side edge of the footing to the fill side face of the wall. The longitudinal footing bars top and bottom vary in size and spacing, as shown in the section view on Fig. 16-22. A partial plan view of the footing further clarifies the arrangement of bar placing. In each counterfort, the main reinforcement is located near the sloping edge. Bars are hooked into the footing and extend upward following the slope. Five #9 bars that follow the slope are indicated and are located in two layers. Two bars of the inside layer and one of the outside layer that follow the slope terminate 14’-0” above the footing. The remaining two outside layer bars that follow the slope extend to the top of the wall see Fig. 16-23 and the plan of Counterfort Wall in the center of the page. Side vertical reinforcement consists of #5 U-shaped bars spaced at 8 in. OC with every third bar extending to the top of the counterfort and the remainder stopping 7’-6” above the footing. Horizontal reinforcement is provided by #4 U-shaped ties spaced at 12 in. OC extending around the #9 bars, and securely anchored into the main wall. Figure 16-23 is the placing drawing of the counterfort retaining wall. A different detailing technique has been used than the one used for the cantilever walls (Fig. 16-20). The bar details are shown directly on the wall elevation, plan views, and sections instead of including them in a schedule. There is no reason that a schedule could not be used, except that there are more items of bars involved, which could make a schedule more lengthy and complicated. The format of such a schedule would resemble the one used in Fig. 16-20. The choice of detailing techniques is optional with the Fabricator. The #4 variable dimensioned horizontal ties in the counterfort may be calculated mathematically because the side dimensions of the ties vary uniformly according to the tie spacing and the slope of the wall. Dowels have been provided for the 5-#9 counterfort bars as it would be extremely difficult to provide support for the upper ends of these bars during casting of the wall footing and before the counterfort formwork is built. U-shaped dowels have been provided for the #5 vertical

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Detailing of Walls U-bars, which would otherwise project more than about 5 ft. above the footing. This arrangement avoids the need for supporting the bars in vertical position and permits more efficient placement of reinforcing bars in the counterforts. The decision to lap splice the #5 bars was made by the Contractor with the approval of the Architect/Engineer. Although the #4 vertical wall bars are specified at 18 in. OC, it should be noted that 2-#4 bars at the outside face are located within the tie hooks at each counterfort. The vertical bars in the main wall are then spaced at a maximum of 18 in. OC between counterforts, with the first wall vertical bar a full space away from each counterfort. This spacing results in 24 vertical bars at the outside face and 16 at the fill face. The footing plan is divided by the centerline to allow the Detailer to indicate the location and arrangement of bars in the bottom and in the top layer. A wall elevation provides additional information and clarifies the bar details shown in the wall section at the lower left corner of the placing drawing. Bending diagrams are placed in a bending schedule, with bend types to describe the shape of the bar. For typical bar bends, see Appendix C, Fig. C-1.

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Detailing of Walls

Fig. 16-22 — Structural Drawing of Counterfort Retaining Wall

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Detailing of Walls

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Detailing of Walls

Fig. 16-23 — Placing Drawing of Counterfort Retaining Wall

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Detailing of Walls

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Part II — APPLICATIONS OF BAR DETAILING CH

CHAPTER 17 — DETAILING OF COLUMNS (FOFSBM In this chapter, you will learn how to detail reinforcing bars for cast-in-place columns from the information provided on design documents or, as they are commonly called, contract documents. These documents are used by the Detailer to create column placing drawings. Every effort has been made to develop this chapter to reflect the most current standards for detailing columns. However, regional differences in practices and terminology do exist. Your Supervisor will be responsible for showing you how procedures need to be followed at your company location.

*OUSPEVDUJPO Columns are vertical members that Engineers incorporate into a structure to support floor and roof framing systems. Figure 17-1 shows various members in a reinforced concrete building, including columns. They generally originate at the foundation level and are necessary to carry the loads generated by the framing system and to resist other forces.

Header

17 Columns can be constructed of any shape, as shown in Fig. 17-2. The shape of a column can be determined by looking at a section through the column. If you view a section, you are looking at a horizontal slice through the column. The section may be square, rectangular, round, or L-shape, or irregular shaped. Illustrated in Fig. 17-3 is a column from footing to roof, with a section shown at each level. Note, for clarity, that no reinforcement is shown in Figs. 17-2 and 17-3. Columns consist of vertical and horizontal reinforcing bars. The horizontal bars are commonly referred to as lateral or transverse reinforcement. Lateral reinforcement can be ties or spirals. The lateral reinforcement is tied to the vertical bars to form a cage. Ties can be used in any column shape. Spirals are normally used in round columns, but can also be used in square or rectangular shapes. Different- shaped columns, with typical reinforcement, is are shown in Fig. 17-4. Structural drawings show the columns on the foundation, floor, and roof plans. Each plan will show the location, shape, and orientation of the columns. There are several methods used to locate columns. One method, illustrated

Column

Upturned Beam

Joist Slab

Column

Beams 2nd Floor Door Lintel

Joist

Beam Supported Slab

Exterior Steps & Stoop

Beam & Curb Column

Beams Stairs

1st Floor

Foundation Wall

Landing Haunch

Slab On Ground

Column

Basement

Wall Footing Pipe Trench

Column Footing Construction Joint

Fig. 17-1 — Structural Members of a Reinforced Concrete Building

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Detailing of Columns

1½" CLR. TYP Square Column

Rectangular Column

Round Column

Square Column

1½" CLR. TYP Irregular Shaped Column

Rectangular Column

L-Shaped Column

Square, Rectangular, Round, L-Shaped, and Irregular Shaped Column Without Reinforcing Bars Fig. 17-2 — Column Shapes 1½" CLR. TYP L-Shaped Column Roof EL. 134.50

1½" CLR. TYP

Circular Column

SECTION - 4 3rd Floor EL. 123.50

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1½" CLR. TYP

Circular Column XJUI
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SECTION - 3 
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2nd Floor EL. 112.50

1½" CLR. TYP Irregular Shaped Column

SECTION - 2

Square, Rectangular, Round, L-Shaped, and Irregular Shaped Column Showing Reinforcing Bars


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Fig. 17-4 — Column Shapes and Sections Showing Reinforcement

1st Floor EL. 100.00

T.O. FTG EL. 89.08

SECTION - 1 
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Fig. 17-3 — Column Sections

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Detailing of Columns in Fig. 17-5, is by uses gridlines through the center of each column. The gridlines extend through the column in both directions and intersect at the centerline of the column. Each column is located on the plan by dimensions to the gridlines. The gridlines can also be offset from the centerline of the columns and in this case, the offset dimension must be provided. Dimensions can also be provided to locate the column face. Any combination of these can be found on most projects.

17

as illustrated in Figs.17-6 and 17-7, respectively. For consecutive numbers, the Engineer assigns each column with a sequential number. The coordinate method consists of alpha-numeric characters where the column gridlines are numbered in one direction and lettered in the other. The intersection of these gridlines identifies the column. The reinforcement requirements for these methods will usually be shown in a column schedule.

There are several methods to identify or designate columns on the structural plan views. Two of the most common are consecutive numbers and coordinates,

Fig. 17-5 — Structural Drawing-Plan View of Columns Using Gridlines

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Detailing of Columns

Fig. 17-6 — Structural Drawing-Plan View of Columns Using Consecutive Numbers

Fig. 17-7 — Structural Drawing-Plan View of Columns Using Coordinates

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Detailing of Columns Another method is used if the Engineer only had a few columns that differ from each other. For example, the project may require a total of 20 columns but only four different type columns are required. The Engineer would label each column as C1, C2, C3, or C4 and the reinforcement required would be shown in a schedule format or in plan notes. See Fig. 17-8. On small and simple projects, the Engineer may call out all the necessary information adjacent to each column on the foundation or floor plans, as shown in Fig. 17-9.

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%PDVNFOUT The contract documents consist of drawings and specifications. Contract drawings usually include a cover sheet with the company names of the design team. You will also find a drawing index sheet that lists all the contract documents. The drawings include Architectural, Structural, Civil, Landscape, and MEP (Mechanical, Electrical, and Plumbing). Architectural drawings show the general design and form of structures by means of elevations, plans, sections; show the various materials such as brick, concrete, glass, masonry, steel, stone and wood and their dimensions; and show fixtures and finishes for ceilings, floor surfaces, and walls. Structural drawings show all framing plans, sections, details, and elevations required to construct the structure. For reinforced concrete structures, they include the sizes and general arrangement of all reinforcement from which the Fabricator prepares placing drawings. If dimensions are missing from the structural drawings, you will need to refer to the Architectural drawings. Figure 17-10 shows a typical structural drawing with column and footing details. It is a recommended practice to review the contract documents before the first concrete line is drawn and first bar is detailed. Becoming familiar with the project assigned to you is your responsibility. The Structural drawings include a cover sheet consisting of general notes for the project and must be read thoroughly. Many of the notes found here will not affect your reinforcing bar detailing, but others will. The notes that do apply will have instructions that you will need to refer to as you are detailing the columns. You will find reference to reinforcement grade, concrete strength, concrete cover, lap splice requirements, and other related information. You will find it helpful to highlight the notes on this sheet that which will affect your detailing and it is a good practice to transfer them to the appropriate structural drawings if they are not already shown there.

17

The design requirements of the columns are best presented by means of a column schedule as shown in Fig. 17-10. Most of the information required for you to detail the columns is at your fingertips but other factors require you not to rely solely on the information found here. Here is a look at design criteria that can be found on a column schedule and why you have to think beyond what the Engineer provides.
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If column marks are grouped together, this means the general information concerning these columns are the same, such as column size and reinforcement. It does not mean you can detail one and assume the others are exactly alike. Factors such as differences in footing and floor elevations will need to be considered. You have to look at each column individually to determine if any are exactly the same. $PMVNO
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It is a good practice to compare the number of columns on the foundation plan with the column schedule. If any are missing from the column schedule, you will need to bring it to the attention of the Contractor. $PMVNO
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If the size differs from lift to lift, you will need to check the orientation of the column at each floor to determine how the column faces align or offset. 7FSUJDBM
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The vertical bar arrangement is shown in cross- sections of the column as separate details on the drawings. 5JF
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The column tie arrangement is shown in cross- sections of the column as separate details on the drawings. -BQ
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The lap splice length can vary from lift to lift; you will need to pay special attention to the requirements. (SBEF
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If the Engineer requires more than one grade of steel, you need to be aware of it and detail accordingly. $PODSFUF
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This will affect the lap splice length if the Engineer requires Class A or B laps from the tables in the CRSI Reinforcing Bars: Anchorages and Splices manual.

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Detailing of Columns 'MPPS
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These are reference points and you cannot rely solely on these as splice or termination points for the vertical bars. The floor slab may have steps, depressions, or upturned beams that you need to factor into for determining vertical bar length and tie quantity. %JTUBODF
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These are reference points and you cannot rely solely on these as splice or termination points for the vertical bars. The floor slab may have steps, depressions, or upturned beams that you need to factor into for determining vertical bar length and tie quantity. (SPVOE
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If there is no basement below this floor, do not assume the dowels lap above this elevation and the first lift of column vertical bars start at this floor. It may be confusing to see what appears to be two separate lifts on a schedule when it is really only one lift with dowels splicing above the top of footing and vertical bars bearing on top of footing and extending through the ground floor slab on grade to the first elevated deck. $PMVNO
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Column dowels are detailed and shipped with the foundation and will not be addressed in this chapter. 'PPUJOH
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Engineers will rarely show the actual footing elevations in their column schedule. If so, they need to be verified by comparing them to the elevations noted on the foundation plan. In addition to the preceding design requirements, the Engineer will show supplemental details to assist you in the interpretation of the column schedule. These details include a typical column elevation that illustrates how the column cage will be built. The column elevation will show at least one lift with lap splices at the foundation and at the floor slab and a last lift with the requirements for the vertical bars to terminate. It will show the offset bend requirements for the vertical bars as well as the spacing and location of compression ties, if required. You will also find column sections that show the arrangement of the vertical bars and ties, and concrete cover to the ties. Other details that may be required on any given project include loose dowels for column transitions, types and locations of mechanical splices, and special conditions. You will usually find general notes regarding columns on this sheet as well.

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$POTJEFSBUJPOT Columns can be detailed using several different presentations. The most common is a column schedule, and is used on larger multi-story projects but can be used for any size project. Depending on the project type, size, and complexity, they can be detailed in plan view or elevation. For this chapter, we will be using the column schedule. See Fig. 17-11 for a typical placing drawing for columns. The column schedule on the placing drawing is similar to the schedule on the structural drawing, but includes the specific details necessary for you to create a bar list for your shop to fabricate the reinforcing bars, and for the Placer to install the bars. The same general format of the preceding design requirements are used for column schedules. In preparing a column schedule, the Detailer should allow sufficient space to insert small sketches. These sketches may be necessary to provide a visual aid for the Engineer and Placer of your interpretation of the design requirements. If additional space is required, a separate detail can be created outside the column schedule and shown on the drawing. The same typical design details depicting the arrangement of ties and vertical bars on the structural drawings are created and added to the placing drawing so that the Placer need not refer to the structural drawing and schedule for bar placing information. The lengths of straight bars and bar marks of bent vertical bars and column ties are included in this schedule. You will need to create a bar bending schedule that shows the bend types and bending dimensions for all bent bars and add it to your placing drawing. You will also draw the shape for each different bent bar type and add it to your placing drawing. Your placing drawing should mirror the method or system used on the structural drawings to identify the columns. This practice will avoid confusion and is beneficial to all parties working on the project. The Detailer uses the same column marks or designations as shown by the Engineer and does not have to create new ones. This helps avoid costly mistakes and makes it easier for the Contractor and Engineer to check the placing drawings against the structural drawings during the approval process. Once the bars are delivered, the Contractor and Placer can easily cross-reference column marks between the structural and placing drawings to avoid installing a column in the wrong location.

@Seismicisolation @Seismicisolation 17-6

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Detailing of Columns Always remember that you can never have too much detail on your placing drawings. What do we mean by this statement? It’s simple: To detail columns, you have to use specific information you gathered, or interpreted from the contract documents. This information should be on your placing drawings as well. It will benefit all parties, especially you. Here’s why: For you, the Detailer, it will give you quick references as to what you used to obtain the information on your placing drawings many weeks ago. You will understand important this is very early in your detailing career. You should be able to look at your placing drawings at any time and quickly determine what you used to arrive at the information shown there. For the Contractor and Engineer, seeing more detail than not, they will be able to review your drawings and quickly see how you interpreted the design intent. The Placer will also be able to place what you detailed and be assured it is correct. The details are the very things even experienced Detailers take for granted and omit from their drawings. As a minimum, always show concrete cover to ties and hooks for last lift vertical bars. Always show the lap splice lengths at each lift for each column. Spending a little extra time to provide sufficient detail and clarity will facilitate a more thorough review of the drawings during the approval process, and will prevent time- consuming and costly errors during fabrication and construction.

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17

It is assumed that a blank column schedule is available at your company location for use by the Detailers and therefore not mentioned as having to be created in the steps below. Step 1: Carefully examine general notes, column schedule, and typical details on the structural drawings to gather all the information necessary to detail the columns and make notes where they are readily available for future reference. Step 2: Determine which columns need to be detailed and write the column marks across the top of the schedule. Step 3: Create a worksheet on scratch paper to gather the footing and floor slab elevations so the column heights can be determined. Step 4: Begin filling in the schedule by entering the footing and floor slab elevations for the columns. Step 5: Call out the vertical bars on the schedule. Include loose dowels if required. Step 6: Call out the ties and spacing on the schedule. Step 7: Enter bent bars on the Bending Details schedule.

For the purpose of this training, the steps provided here are intended for manual detailing. It is important for you to know how to manually calculate all data necessary to determine the correct bar quantities and dimensions. In today’s market, most Fabricators use computer software for detailing. These programs are able to calculate some of the data for you with minimal input. If these programs are available at your company location, your Supervisor will be responsible for your training.

Step 8: Draw the typical column details and the typical tie arrangements on the placing drawings.

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Step 11: Fill out the placing drawing title block and add any notes such as grade of steel, etc.

Listed below are the general steps for detailing columns by means of a column schedule. It is impossible to account for each and every step you need to consider for every condition encountered in your detailing career. These steps are merely meant to provide a snapshot for you to consider in learning how to detail columns. We will provide more detail during the exercise portion of this chapter.

Step 9: Note and cloud any questions you need the Contractor or Engineer to verify on the placing drawing. Step 10: Add bend diagrams and the bending details schedule to the placing drawing.

Step 12: Submit the completed placing drawing with a letter of transmittal to the Contractor for approval or as directed by the contract, which may also include the Engineer and other parties.

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Detailing of Columns

Fig. 17-8 — Structural Drawing-Plan View Using C1, C2, C3, & C4 Labels

Fig. 17-9 — Structural Drawing-Plan View Using Reinforcement Call Outs

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Detailing of Columns

Fig. 17-10 — Structural Drawing-Typical Column and Footing Detail

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Detailing of Columns

Fig. 17-11 — Placing Drawing - Detailer Column Schedule and Typical Details

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Detailing of Columns )PX
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$PMVNOT Your company has just been awarded the contract to furnish the reinforcing steel for a four-story office building. A set of contract documents has been given to you so the columns can be detailed. The contract drawings consist of structural drawings S0, S1, S2, S3, S4, S5, S6, and S7, which are shown in Figs. 17-12 through 17-19. As the Detailer, you are interested and curious to know more about the type of project in front of you. Do a cursory review of the drawings and read the general notes. You will see a foundation and ground floor plan; there is no basement. You will see the floor slabs for the second, third, and fourth floors, plus the roof. You will see the column schedule and tie arrangements and count the lifts; there are four lifts. Not a detailed look by any means, but it gives you a feel for the task at hand. Review each drawing and look for specific information to detail the columns. Remember to highlight the notes that will affect your detailing. Another little trick that will save time looking for information later is to put a diagonal line with a pencil through any note that does not apply to detailing whatsoever. Later in the project when you are looking for other information and you see a line, you know it was previously reviewed and has no bearing on your detailing. 'JHVSF

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4 contains the General Notes, where there and there may be information necessary for detailing columns. Notes C3 and C9 pertain to the grade of reinforcing bar and concrete cover for column ties, respectively. 'JHVSF

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4 is the foundation and first-floor plan and as noticed before, no basement. Note 1 provides for the top of footing elevations. The columns are centered on grid lines unless noted otherwise per Note 5. 'JHVSF

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4 is the second-floor slab. The floor slab is 8” in. thick per Note 1. The elevation of the floor slab is given in Note 2. 'JHVSF

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4 is the thirdfloor slab. The floor slab is 8” in. thick per Note 1. The elevation of the floor slab is given in Note 2. 'JHVSF

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4 is the fourth-floor slab. The floor slab is 8” in. thick per Note 1. The elevation of the floor slab is given in Note 2. 'JHVSF

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4 is the floor slab for the roof. The floor slab is 8” in. thick per Note 1. The elevation of the floor slab is given in Note 2. 'JHVSF

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4 is the column schedule. The column schedule has four lifts and elevations for each floor.

17

'JHVSF

4USVDUVSBM
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4 shows the column sections and details. The Column and Footing Detail has information concerning offset and terminating vertical bars, transitions for vertical bars, tie spacing, etc. Column cross-sections show the tie arrangements and the concrete cover.

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$PMVNO You have already reviewed the Engineer’s drawings and highlighted the notes that apply to columns. If you happened to overlook any pertinent notes, highlight them as you go. One very important note pertains to the grade of reinforcing bar on Fig. 17-12 (Drawing S0), note C3. It states; “REBAR SHALL CONFORM TO ASTM A615 GRADE 60.” To assist you in checking that all bars are detailed from the Engineer’s drawings, always highlight the bars as they are detailed. This will give you a quick visual of what you have, and have not detailed. Realizing a column has not been detailed after others have been delivered is costly to your company. It can delay the project construction schedule and also strain customer relations. When using a calculator as mentioned in our instructions, it is understood that you know how to enter inches in decimal equivalents of a foot. All of our dimensions will be shown in feet and inches. Detailers use fractions of an inch consisting of ¼, ½, and ¾ in. for call-outs for bent bars. The uses of fractions other than these are not realistic due to fabrication tolerances allowed in the industry. Note: Specialty calculators designed for the construction industry are available that allow for the direct entry of feet and inches for calculations. Let’s begin with a simple column where the column size, number, and size of vertical bars is the same from top of footing to roof. Column B-2 is an interior column that is 16” x 16” with 4 - # 8 vertical bars and # 3 @ 12” ties. All four faces of this column align from the top of the foundation to the roof. The column dowels were detailed with the foundation and will not be addressed here. On your company’s blank Column Schedule, write B-2 in the box for Column Mark at the top of the placing drawing column schedule. All other information gathered and detailed for B-2 will be written in the appropriate boxes below this column mark. Each lift for B-2 is 16” x 16”, you can write 16 x 16 in the appropriate box for each lift under this column heading. Use scratch paper to create a work sheet, as shown in Fig. 17-20. The work sheet will be used to determine the column height of B-2. Take an 8-½ x 11 sheet of paper and turn to landscape format. This building has four lifts of columns, so draw five horizontal lines across the paper

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Detailing of Columns to represent the top of footing and the elevated floors. Each row represents one lift. Next, draw nine vertical lines about one inch apart to create eight columns. To the left of the first vertical line and starting with the bottom line, write “FOOTING.”.Then continue to each of the next lines and write "2ND", "3RD", 4TH" and "ROOF" Write B-2 in column one at the top of the scratch paper above the roof line. The elevations for the top of footing and floor slabs need to be determined for B-2 and noted on the scratch paper. Go to Fig. 17-13 (Drawing S1) and locate column B-2. Column B-2 bears on footing F2 but no footing elevation is given. From your previous review of this drawing previously, you see several notes were highlighted. Note 1 states that the top of all footings is 98-0 unless noted otherwise. Write 98-0 on the line for top of footing. The splice point or elevation for the first lift vertical bars needs to be determined. In this case, we know there is no basement. What is the distance from the ground floor to top of footing for B-2? In the middle of the plan view, it states 6” slab on grade at elevation 100-0. Highlight this if it was not done previously; you may need this information at a later date. Therefore 100-0 minus 98-0 is 2-0 from ground floor to top of footing. But the Engineer’s column schedule only shows one lift for B-2 from top of footing to 2nd the second floor. In this case, B-2 is one lift. Depending on how the Engineer presents the column schedule, this can be confusing to the Trainee. Refer back to Note 11 of 13 from “Getting Started” for an explanation. Since this column will extend through the slab on grade and lap above the second level in one lift, it is not necessary to write the slab on grade elevation on the schedule. The splice point or elevation for the second-floor slab needs to be determined. Go to Fig. 17-14 (Drawing S2) and you’ll find notes listed below the plan view. Note 2 states the second-floor elevation is 112-8. No slab steps or depressions are noted around this column nor were upturned beams found. Write 112-8 on the line for the second floor. The splice point or elevation for the third-floor slab needs to be determined. Go to Fig. 17-15 (Drawing S3) and you’ll find notes listed below the plan view. Note 2 states the third-floor elevation is 123-0. No slab steps or depressions are noted around this column nor were upturned beams found. Write 123-0 in the box for the 3rd floor. The splice point or elevation for the fourth-floor slab needs to be determined. Go to Fig. 17-16 (Drawing S4) and you’ll find notes listed below the plan view. Note 2 states the fourth-floor elevation is 132-8. No slab steps or depressions are noted around this column nor are

upturned beams found. Write 132-8 on the line for the fourth floor. The termination point or elevation for the roof slab needs to be determined. Go to Fig. 17-17 (Drawing S5) and you’ll find notes listed below the plan view. Note 2 states the roof elevation is 144-8. No slab steps or depressions are noted around this column nor are upturned beams found. Write 144-8 on the line for the roof. All elevations necessary to calculate the floor-to-floor height for each of the four lifts are on the scratch paper for column B-2. Let’s calculate the height and note it in the appropriate lift. The height will be useful as each lift is detailed and you can avoid having to recalculate it each time. Always check your calculations at least twice depending on the complexity. Using a calculator, the floor-to-floor height per each lift is determined as follows using the elevations on the scratch paper for B-2: First Lift: Second floor to top of footing: 112-8 minus 98-0 = 14-8. Write 14-8 in the box between the 2nd second floor and footing. Second Lift: Third floor to 2nd second floor: 123-0 minus 112-8 = 10-4. Write 10-4 in the box between the third and second floors. Third Lift: Fourth floor to 3rd third floor: 132-8 minus 123-0 = 9-8. Write 9-8 in the box between the fourth and third floors. Fourth Lift: Roof to fourth floor: 144-8 minus 132-8 = 12-0. Write 12-0 in the box between the roof and fourth floor. On the placing drawing column schedule, write the top of footing and floor slab elevations in the appropriate boxes under column heading B-2. We should have all the information we need from Figs. 17-12 thru 17-17 (Structural Drawings S0 thru S5) to detail all four lifts of column B-2. All we are lacking are the specific details for this column. The column schedule and details are on Figs. 17-18 and 17-19 (Structural Drawing S6 and S7) and this is where we need to go to continue. On drawing S6, take another look at column B-2 in the schedule. Each lift calls for a 16” x 16” column with 4 # 8 vertical bars and # 3 @ 12” ties. No other instructions from the Engineer are noted in the schedule for B-2. The Typical Column and Footing Detail on drawing S7 indicates vertical bars are to extend a lap length above the floor slab where there is a column above. The offset for the vertical bars is 1:6 maximum and the offset begins 2” below the top of the floor slab.

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Detailing of Columns

Fig. 17-12 — Structural Drawing S0

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N

Detailing of Columns

Fig. 17-13 — Structural Drawing S1

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Detailing of Columns

Fig. 17-14 — Structural Drawing S2

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Detailing of Columns

Fig. 17-15 — Structural Drawing S3

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Detailing of Columns

Fig. 17-16 — Structural Drawing S4

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Detailing of Columns

Fig. 17-17 — Structural Drawing S5

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Detailing of Columns

Fig. 17-18 — Structural Drawing S6

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Detailing of Columns

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Detailing of Columns

Fig. 17-19 — Structural Drawing S7

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Detailing of Columns

Fig. 17-20 — Column Works Sheet for B-2

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Detailing of Columns

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Detailing of Columns The bars have to be bent so they will fit inside of the column cage above. For the last lift, the detail shows the vertical bars terminating with a standard hook 2” below the top of the slab. The first tie starts at half the tie spacing maximum above the top of footing or floor slab. At the top of each lift, a cluster of four ties are spaced at 3” and start 2” from bottom of slab. The first tie below the cluster ties is located a maximum of one tie spacing. Figure 17-21 shows what a horizontal section through the column will look like so you see the vertical bars coming from below (open circles) into the column cage above (filled circles).

Offset Vertical Bar Below Vertical Bar Above

Fig. 17-21 — Column Section at Splice

On the column tie arrangement details in Fig. 17-19, there are several sections showing tie arrangements. The first section shows four bars and single ties. The single tie is a closed shape with standard 90-degree hooks. The concrete cover to the tie on all sides is 1½” typical. Since all the laps are 30 bar diameters, it is a good practice to list the length for each bar size being used for the columns where you can easily refer to it as you are detailing. In this case, listing the lap lengths on S6 will save time and help avoid errors by using the wrong lap length. As you are detailing, you only need to refer to your table and choose the lap length by the bar size and avoid having to recalculate every time. Look at the column schedule and determine the bar sizes used for the vertical bars. The column schedule for this building has #7, #8, #9, and #10 bars. Pick a location on S6 and write 30 bar diameter laps. Under this, write the bar sizes in rows. Beside each bar size, calculate the lap length and write it down. The lap length is determined by

17

taking the nominal diameter of the bar size (db) in inches and multiplying by 30. We will show you the answers for these bar sizes. For #7 bars, it will be .875” x 30 = 26.25” which we round up to 27”.The lap length for #8 bars will be 1.000” x 30 = 30” and for #9 bars; 1.128” x 30 = 33.84” and rounded up to 34”.The lap length for #10 will be 1.270” x 30 = 38.1” and rounded to 39”. It is important that you know how to calculate the lap length using the bar diameters and so in many instances, the Engineer will show a lap splice table on the structural drawings. You can refer to drawing S0 (Fig. 17-12) and see what a typical lap splice table will look like. Detailing is shown using feet and inches, so we want to covert the answers to feet and inches by dividing them by 12” per foot. For example, #7 will be 27” / 12 = 2’-3”. You can calculate the answers for the other bar sizes or use the table on drawing S0.

'JSTU
-JGU
PG
# Now we are ready to detail our first column. The vertical bars are #8 for the first lift and will be offset bent. We need to determine the bar type to use. The offset vertical bars have three legs. The bottom and top legs are connected by a sloped leg. Looking at the standard bend types, we can use a Type 3 bend with a B, C, and D leg for our dimensions with C being the sloped leg. As we detail bent bars, we need to keep track of them by recording the bending dimensions as we go. They are recorded on a bar bend schedule where the headings are; “SIZE,”“BAR MARK,”“LENGTH,”and “BEND TYPE.” See Fig. 17-22. The letters A, B, C, D, E, F/R, and G represent the legs of the bar that we need to calculate. The sum of the legs used for these letters equals the total length of bar required to fabricate all the bends. The letter R requires a dimension to bend bars on a radius. Letter J is the dimension for the height of 180- degree hooks. Letters H and K determine the degree of angle in a bend, and O is the horizontal dimension for the bar after all legs are bent. All bending dimensions are out-to-out of the bar.

Fig. 17-22 — Placing Drawing-Reinforcing Bar Bend Schedule

@Seismicisolation @Seismicisolation 17-29

Detailing of Columns This is how a typical Type 3 bar looks but we only need to use three of the seven legs. O B A

F C

J

E H

K

G

use 1-0 as the K dimension for normal offsets. A normal offset is the offset in the vertical column bar when the upper and lower concrete faces are aligned. They align for column B-2 so write 1-0 for the K dimension on the bar bend schedule. Since we know our H and K dimensions, the C leg can be calculated by the equation ܺH2 + K2 . The length along the C leg is calculated as 1-0¼. Write 1-0¼ on the bar bend schedule for C.

D

Bend Type 3

Fig. 17-23 — Bending Diagram of Typical Type 3

On the bar bend schedule, write 8 under SIZE and 3 under BEND TYPE. Since this is a bent bar, a bar mark needs to be created. The bar mark is unique for the bending dimensions assigned to it and the same mark cannot be used again unless the bar size and all dimensions are exactly the same. In this case, we will use 8C1 where 8 identifies the bar size, C is an identifier for columns, and 1 is for the first bent bar. Write 8C1 under BAR MARK. The B leg will extend above the floor slab and lap 30 bar diameters with the bars in the second lift plus extend 2” below the top of the floor slab. From the lap splice table, the lap length for # 8 is 2-6 so the B leg will be 2-6 + 2” = 2-8. On the bar bend schedule write 2-8 for the B leg. The C or sloped leg needs some special attention. For this lift to extend into the column cage above without interference, the offset between the B and D legs must be sufficient to do so. First, we need to determine the required dimension. Look at the Type 3 bend. The H dimension will dictate this for us and is dependent on the bar diameter. Since all four column faces align from bottom to top, the calculation is simple: bar diameter of lower vertical bar plus bar diameter of upper vertical bar plus ½”. With lower and upper bar diameters being 1.000” for # 8 you have 1.000” + 1.000” + ½” = 2½” for H. The ½” is added for bending tolerance. On the bar bend schedule write 2½” for H. Now we need to determine the K dimension for the slope of the C leg. This dimension will need to meet the 1:6 maximum slope as required by the Engineer. The slope cannot be less than 6” vertically for every 1” horizontally. The H dimension is measured out-to-out and the offset dimension used for our calculation of K has to be one bar diameter less than H. With an H of 2½” being our horizontal dimension, our calculation will be (2½” minus 1.000”) x 6 = 9”minimum. It is important that you understand how to determine whether an offset meets the 1:6 rule, but it is a standard practice in the industry to

The D leg can be determined very quickly. We know the height from the second floor to the top of footing is 14-8. We also know the K dimension is 1-0 and begins 2” below top of the floor slab. The calculation will be; 14-8 minus 2” minus 1-0 = 13-6. Write 13-6 on the bar bend schedule for D. We also need to provide the O dimension. This dimension is the sum of B + K + D so we have 2-8 + 1-0 + 13-6 = 17-2. You can quickly check that your O calculation is correct by taking the first lift floor-to-floor height and adding the lap length above the second-floor slab. The calculation will be; 14-8 + 2-6 = 17-2. They match, so write 17-2 on the bar bend schedule for O. The total length of bar required to fabricate 8C1 is B + C + D = 17-2¼. Write 17-2¼ on the bar bend schedule under LENGTH. Bar mark 8C1 has been detailed and we can call-out 4–8C1 vertical bars on our column schedule. On the Engineer’s schedule, highlight 4-# 8 as being detailed. Figure 17-24 shows what your completed offset bar will look like. 1'-0" 2'-8" 13'-6" 1'- 0¼" 0'- 2½"

Bar Mark 8C1 Fig. 17-24 — Bending Diagram of 8C1

The ties for the first lift of column B-2 are detailed next. On the column tie arrangement details in Fig. 17-19, we will use the four bars with single ties detail. The tie is a closed shape and looking at the standard bar bends, we determine the type to be a T2. The T2 has A, B, C, D, E, and G legs. The B and D legs and the C and E legs are parallel to each other and form a square or rectangular shape. The shape is completed using A that is bent along the E leg and G that is bent along the B leg. Both A and G are standard hooks. Figure 17-25 shows a typical Type T2 bar.

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Detailing of Columns B

G

1'-1"

0'-4" 0'-4"

A 1'-1"

E

C

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D

1'-1"

1'-1"

Bend Type T2

Bar Mark 3C2

Fig. 17-25 — Bending Diagram of Typical Type T2

Fig. 17-26 — Bending Diagram of 3C2

They are #3 ties so on the bar bend schedule, write 3 under SIZE and T2 under BEND TYPE. This is our second bent bar so the bar mark will be 3C2 and can be written under BAR MARK. The standard 90-degree hook A and G for a #3 bar is 4”. Write 4” under A and G. We need to calculate B, C, D, & and E using the concrete dimensions given. The column is 16” x 16” square and the concrete cover to the tie on all sides is 1-½” typical. First, the B leg will be 16” minus 1-½” minus 1-½” = 13” or 1-1. Write 1-1 on the bend schedule under B. The D leg is the same as B, so write 1-1 under D. Since this column is square, legs C and E will be 1-1 as well. Write 1-1 under C and E. The total length of bar required to fabricate 3C2 is A + B + C + D + E + G = 5-0. Write 5-0 on the bar bend schedule under LENGTH. Unlike the column vertical bars where the quantity is given by the Engineer, we have to calculate the quantity of ties based on the 12” spacing. We know the height from the second floor to the top of the foundation is 14-8, and the first tie at the top of the column starts 2” below the bottom of the second-floor slab. Take 14-8 minus 8” slab = 14-0 for the length of the column where the ties will be spaced. Take 14-0 minus 2” minus 9” for the cluster = 13-1. At 12” spacing, you will have 13 full spaces with 1” left-over which requires 14 ties. At the top of the column there is a cluster of 4 ties @ 3”. However, the bottom tie of the cluster is included in the quantity of 14. The total quantity required will be 14 + 3 = 17 ties.

The calculation for the quantity of ties can be confusing to the Trainee because of the cluster of ties at the top and the maximum half-tie spacing from the bottom of the column. You can visually check your calculations with an Architect’s scale until you are comfortable with the calculator method. See Fig. 17-27 for how to do it. On scratch paper, draw a line using a ½” scale and mark two points that are 14-0 apart. Write “2nd Floor” on one point on the line and this represents the bottom of the second-floor slab. On the other point, write “Foundation” which represents the bottom of the column. Measure 2” from the second floor point and place a dot on the line. This dot is the first tie of the cluster. From the first dot, place 3 three more dots that are 3” apart. The four dots represent the cluster of four stirrups at the top of the column where three spaces @ at 3” are required. Write “4 Ties” beside the four dots. Place the scale so the zero lines up with the fourth dot. Go all the way to the bottom of the column and place a dot on the last whole number still inside the 14-0 length of line. Place a dot at 1-0 intervals until you reach the cluster. Count the dots but do not include the four for the cluster. You have 13 ties @ 12” plus 4 cluster ties = 17. Check the dimension from the bottom of the column to the first dot. It measures 1” and therefore meets the design requirements for this tie to be a maximum of ½ the tie spacing or 6” from the bottom of the column. This means the total of 17 ties is sufficient.

Bar mark 3C2 has been detailed and we can call-out 17 – 3C2 @ 12” ties on our column schedule. On the Engineer’s schedule highlight # 3 @ 12” ties as being detailed. Figure Fig. 17-26 shows what your completed tie will look like.

@Seismicisolation @Seismicisolation 17-31

Detailing of Columns 4FDPOE
-JGU
PG
# The vertical bars for the second lift are #8 and will be offset bent. Will the #8 vertical bars for the second lift have the same bend dimensions as the 8C1 bars on the first lift? This can be easily determined by looking at your scratch paper. The column height for the second lift is 10-4 and not the same as the first lift so we need a new bar mark. On the bar bend schedule, write 8 under SIZE, 3 under BEND TYPE, and 8C3 under BAR MARK. The B and C legs will be the same as bar mark 8C1 so we can add 2-8 for B and 1-0¼ for C on our bend schedule. The H and K dimensions will be the same as 8C1, so we can add them to our bend schedule. Again, the D leg can be determined very quickly. We know the floor-to-floor height from the third floor to the second floor is 10-4. We also know the K dimension is 1-0 and begins 2” below top of the floor slab. The calculation will be; 10-4 minus 2” minus 1-0 = 9-2. Write 9-2 on the bar bend schedule for D. We also need to provide the O dimension. This dimension is the sum of B + K + D so we have 2-8 + 1-0 + 9-2 = 1210. You can quickly check that your O calculation is correct by taking the second lift column height and adding the lap length above the third floor slab. The calculation will be; 10-4 + 2-6 = 12-10. They match, so write 12-10 on the bar bend schedule for O. The total length of bar required to fabricate 8C3 is B + C + D = 12-10¼. Write 12-10¼ on the bar bend schedule under LENGTH. Bar mark 8C3 has been detailed and we can call -out 4 – 8C3 vertical bars on our column schedule. On the Engineer’s schedule, highlight 4 - #8 as being detailed for the second lift. The ties for the second lift of column B-2 are detailed next. The column size, tie size, and shape are the same as the column below so we can use bar mark 3C2 already detailed. Fig. 17-27 — Checking Tie Quantity with Architect’s Scale

We have to calculate the quantity of ties based on the 12” spacing. We know the floor-to-floor height is 10-4 and the first tie at the top of the column starts 2” below the bottom of the third-floor slab. Take 10-4 minus 8” slab = 9-8 for the length of the column where the ties will be spaced. Take 9-8 minus 2” minus 9” for the cluster = 8-9. At 12” spacing, you will have eight full spaces with 9” leftover, which requires nine ties. At the top of the column there is a cluster of four ties @ at 3”. However, the bottom tie of the cluster is included in the quantity of nine.

@Seismicisolation @Seismicisolation 17-32

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Detailing of Columns The total quantity required will be 9 + 3 = 12 ties. The 12 ties will not meet the design requirements because 9” exceeds the half tie spacing maximum for the first tie above the second floor slab. We need to add one more to the quantity of 12, so we now have 13 ties. We can call out 13 – 3C2 @ 12” ties on our column schedule. On the Engineer’s schedule highlight #3 @ 12” ties as being detailed for the second lift.

5IJSE
-JGU
PG
# The vertical bars for the third lift are #8 and will be offset bent. Will the #8 vertical bars for the third lift have the same bend dimensions as the first or second lift? If so, this would save us time having to calculate the vertical bars. Again, this can be easily determined by looking at your scratch paper. The column height for the third lift is 9-8 and not the same as the first or second lift, so we need a new bar mark. On the bar bend schedule, write 8 under SIZE, 3 under BEND TYPE, and 8C4 under BAR MARK. The B and C legs will be the same as bar mark 8C1 and 8C3, so we can add 2-8 for B and 1-0¼ for C on our bend schedule. The H and K dimensions will be the same as 8C1 and 8C3 so we can add them to our bend schedule. Again, the D leg can be determined very quickly. We know the floor-to-floor height from the fourth to third floor is 9-8. We also know the K dimension is 1-0 and begins 2” below top of the floor slab. The calculation will be; 9-8 minus 2” minus 1-0 = 8-6. Write 8-6 on the bar bend schedule for D. We also need to provide the O dimension. This dimension is the sum of B + K + D so we have 2-8 + 1-0 + 8-6 = 122. You can quickly check that your O calculation is correct by taking the third lift column height and adding the lap length above the fourth floor slab. The calculation will be; 9-8 + 2-6 = 12-2. They match so write 12-2 on the bar bend schedule for O. The total length of bar required to fabricate 8C4 is B + C + D = 12-2¼. Write 12-2¼ on the bar bend schedule under LENGTH. Bar mark 8C4 has been detailed and we can call out 4 – 8C4 vertical bars on our column schedule. On the Engineer’s schedule highlight 4 - #8 as being detailed for the third lift. The ties for the third lift of column B-2 are detailed next. The column size, tie size, and shape are the same as the column below, so we can use bar mark 3C2 already detailed.

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We have to calculate the quantity of ties based on the 12” spacing. We know the floor-to-floor height is 9-8 and the first tie at the top of the column starts 2” below the bottom of the fourth-floor slab. Take 9-8 minus 8” slab = 9-0 for the length of the column where the ties will be spaced. Take 9-0 minus 2” minus 9” for the cluster = 8-1. At 12” spacing, you will have eight full spaces with 1” left -over, which requires nine ties. At the top of the column there is a cluster of four ties @ at 3”. However, the bottom tie of the cluster is included in the quantity of nine. The total quantity required will be 9 + 3 = 12 ties. We can call out 12 – 3C2 @ 12” ties on our column schedule. On the Engineer’s schedule highlight # 3 @ 12” ties as being detailed for the 3rd lift.

'PVSUI
-JGU
PG
# This is the last lift for column B-2 and the vertical bars are #8 and they will terminate with a standard 90-degree hook. The standard hook is located 2” from the top of the roof slab. The floor-to-floor height for the last lift from the scratch paper is 12-0. This is our first vertical bar that is not required to be offset bent. We need to determine the bar type to use. The vertical bars have two legs; the top leg is horizontal and called out as a standard hook and the other leg is vertical. These two legs form a 90-degree angle. Looking at the standard bend types, we can use a Type 2 bend with an A and B leg for our dimensions. Figure 17-28 shows a typical Type 2 bar.

Bend Type 2 Fig. 17-28 — Bending Diagram of Typical Type 2

On the bar bend schedule, write 8 under SIZE, 2 under BEND TYPE, and 8C5 under BAR MARK. The A or G dimension of a standard 90-degree hook for a #8 bar is 1-4. Write 1-4 on the bar bend schedule for A. The B leg is determined by taking the floor-to-floor height of 12-0 minus the concrete cover to the standard hook. The calculation will be; 12-0 minus 2”= 11-10. Write 11-10 on the bar bend schedule for B. The total length of bar required to fabricate 8C5 is A + B = 13-2. Write 13-2 on the bar bend schedule under LENGTH. Bar mark 8C5 has been detailed and we can call out 4 – 8C5 vertical bars on our column schedule. On the Engineer’s schedule highlight 4 - #8 as being detailed for the fourth lift. Figure 17-29 shows what the completed 8C5 will look like.

@Seismicisolation @Seismicisolation 17-33

Detailing of Columns and as we detail each lift, the variations will be addressed. The column dowels were detailed with the foundation and will not be addressed here. Write C-2 in the box for Column Mark at the top of the placing drawing column schedule. All other information gathered and detailed for C-2 will be written in the appropriate boxes below this column mark.

Bar Mark 8C5 Fig. 17-29 — Bending Diagram of 8C5

The ties for the fourth lift of column B-2 are detailed next. The column size, tie size, and shape are the same as the column below so we can use bar mark 3C2 already calculated. We have to calculate the quantity of ties based on the 12” spacing. We know the floor-to-floor height from the roof to the fourth floor is 12-0 and the first tie at the top of the column starts 2” below the bottom of the roof floor slab. Take 12-0 minus 8” slab = 11-4 for the length of the column where the ties will be spaced. Take 11-4 minus 2” minus 9” for the cluster = 10-5. At 12” spacing, you will have 10 full spaces with 5” left over, which requires 11 ties. At the top of the column there is a cluster of four ties @ at 3”. However, the bottom tie of the cluster is included in the quantity of 11. The total quantity required will be 11 + 3 = 14 ties.

Write C-2 in the second column at the top of the scratch paper above the roof line (Fig. 17-30). The elevations for the top of footing and floor slabs need to be determined for C-2 and noted on the scratch paper.


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C-2. Column C-2 bears on footing F4 and the footing elevation is given as 96-6. Write 96-6 on the line for top of footing.




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needs to be determined. Go to Fig. 17-14 (Drawing S2); the second floor is called out as elevation 112-8 in Note 2. No slab steps or depressions are noted around this column nor were upturned beams found. Write 112-8 on the line for the second floor.




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needs to be determined. Go to Fig. 17-15 (Drawing S3); the third floor is called out as elevation 123-0 in Note 2. No slab steps or depressions are noted around this column nor were upturned beams found. Write 123-0 in the box for the 3rd floor.




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needs to be determined. Go to Fig. 17-16 (Drawing S4); the fourth floor is called out as elevation 132-8 in Note 2. No slab steps or depressions are noted around this column nor are upturned beams found. Write 132-8 on the line for the fourth floor.

We can call out 14 – 3C2 @ 12” ties on our column schedule. On the Engineer’s schedule highlight #3 @ 12” ties as being detailed for the fourth lift. This completes the detailing of column B-2. Highlight B-2 on the Engineer’s column schedule as being detailed.

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7BSJBUJPOT Column C-2 is an interior column that will give us some variations to consider unlike the simple column we just completed. We will gather our general information first

Fig. 17-30 — Adding Column C-2 to the Work Sheet

@Seismicisolation @Seismicisolation 17-34

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Detailing of Columns t

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needs to be determined. Go to Fig. 17-17 (Drawing S5); the roof is called out as elevation 144-8 in Note 2. No slab steps or depressions are noted around this column nor are upturned beams found. Write 144-8 on the line for the roof. All elevations necessary to calculate the column height for each of the four lifts are on the scratch paper for column C-2. Let’s calculate the height and note it in the appropriate lift. The floor-to-floor height per each lift is determined as follows using the elevations on the scratch paper for C-2: First Lift: Second floor to top of footing; 112-8 minus 96-6 = 16-2. Write 16-2 in the box between the second floor and footing. Second Lift: Third floor to second floor; 123-0 minus 112-8 = 10-4. Write 10-4 in the box between the third and second floors. Third Lift: Fourth floor to third floor; 132-8 minus 123-0 = 9-8. Write 9-8 in the box between the fourth and third floors. Fourth Lift: Roof to fourth floor; 144-8 minus 132-8 = 12-0. Write 12-0 in the box between the roof and the fourth floor.

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Go to drawing S1, which is the Foundation Plan, and find column C-2. The C and 2 gridlines appear to intersect at the column centerline plus there are no offset dimensions locating the column faces. Now go to the second-floor slab on Fig. 17-15 (Drawing S2) and find column C-2. The C and 2 gridlines appear to intersect at the column centerline plus there are no offset dimensions locating the column faces. This confirms that they both are centered on the gridlines. The Engineer has provided instructions on Fig. 17-19 (Drawing S7) titled “Typical Loose Dowel Splice Detail” for column face offsets. If the offset is 3” or greater, the vertical bars in the column below must terminate with a standard 90-degree hook in the floor slab. For the column above, loose dowels must be provided in the column below. The amount of offset is determined by taking the first lift column dimensions in each direction and subtracting from the second lift column directions in each direction. Since both lift columns are square, the difference is the total amount of offset in each direction divided by 2. The second lift is offset from the first lift by 6” on all four sides (30” – 18” = 12” divided by 2 = 6”). Figure 17-31 shows how the 30 x 30 and 18 x 18 columns will appear looking down from the second floor.

On the column schedule placing drawing, write the top of footing and floor slab elevations in the appropriate boxes under column heading C-2. Outline of 30" Square Column Below

We should have all the information we need from drawings in Figs. 17-12 thru 17-17 (Drawings S0 thru S5) to detail all four lifts of column C-2. All we are lacking are the specific details for this column. The column schedule and details are on Figs. 17-18 and 17-19 (Drawing S6 and S7) and we can find the information needed here.

Outline of 18" Square Column Above

On S6, look at column C-2 in the schedule. You will notice the column size and reinforcement is not the same for all four lifts. These are variations that you have to use caution with to detail correctly.

'JSTU
-JGU
PG
$ The first lift is 30 x 30 so write this on your placing drawing column schedule. The second lift must also be considered and it is 18 x 18. Write 18 x 18 for the column size on the placing drawing column schedule. The column below is larger than the column above. We need to determine how the column faces align from the first to second lift. First, Note 4 on Fig. 17-13 (Drawing S1) states columns are centered on grid lines unless noted otherwise. We need to confirm this is true for C-2.

6" Offset Typ. 4-Sides Fig. 17-31 — Column Offset Plan View

On S7, there are several sections showing tie arrangements. The 12-Bars section shows 12 vertical bars and 5 ties per set. There is one single tie with a closed shape with standard 90-degree hooks. There are also four cross-ties, two in each direction that wrap around each of the interior vertical bars on opposite faces with a 90-degree hook on one end and a 135-degree hook on the other. The concrete cover to the tie on all sides is 1-½” typical. The column schedule calls for the vertical bars to be #9 for the first lift and per the loose dowel detail, they

@Seismicisolation @Seismicisolation 17-35

Detailing of Columns have one 90-degree bend at the slab above. We need to determine the bar type to use. The vertical bars have two legs. One of the legs is straight with a standard 90-degree bend. Looking at the standard bend types, we can use a Type 2 bend with an A and B leg for our dimensions. On the bar bend schedule, write 9 under SIZE and 2 under BEND TYPE. The next bent bar mark in sequence is 6 so write 9C6 under BAR MARK. The A leg is a standard 90-degree hook. For a #9 bar, it is 1-7. Write 1-7 under A.

calculate the B leg using the concrete dimensions given. The column is 30” x 30” square and the concrete cover to the tie on all sides is 1-½” typical. The B leg will be 30” minus 1-½” minus 1-½” = 27” or 2-3. Write 2-3 on the bend schedule under B. Since this column is square, 3C8 will work in both directions. The total length of bar required to fabricate 3C8 is A + B + G = 2-11. Write 2-11 on the bar bend schedule under LENGTH. The completed 3C8 will look like this.

The B leg will terminate 2” from the second-floor slab. The height from the second-floor slab to the top of foundation is 16-2. The calculation is; 16-2 minus 2”= 16-0. On the bar bend schedule write 16-0 for the B leg. The total length of bar required to fabricate 9C6 is A + B = 17-7. Write 17-7 on the bar bend schedule under LENGTH.

Bar Mark 3C8 (Bend Type T9)

Bar mark 9C6 has been detailed and we can call out 12 – 9C6 vertical bars on our column schedule. On the Engineer’s schedule highlight 12 - #9 as being detailed. The ties for the first lift of column C-2 are detailed next. On the column tie arrangement details, we will use the 12 bar with 5 ties per set detail. The tie with the closed shape is a Type T2 and represents 1 of the 5 ties required. They are #3 ties so on the bar bend schedule, write 3 under SIZE and T2 under BEND TYPE. The bar mark will be 3C7 and can be written under BAR MARK. The standard 90-degree hook for A and G for a #3 bar is 4”. Write 4” under A and G. We need to calculate B, C, D, and E using the concrete dimensions given. The column is 30” x 30” square and the concrete cover to the tie on all sides is 1-½” typical. First, the B leg will be 30” minus 1-½” minus 1-½” = 27” or 2-3. Write 2-3 on the bend schedule under B. The D leg is the same as B so write 2-3 under D. Since this column is square, legs C and E will be 2-3 as well. Write 2-3 under C and E. The total length of bar required to fabricate 3C7 is A + B + C + D + E + G = 9-8. Write 9-8 on the bar bend schedule under LENGTH. The cross-ties for the first lift of C-2 are detailed next. These cross-ties are straight with a 90-degree hook on one end and a 135-degree hook on the opposite end. This is a Type T9 per the standard bar bends sheet with A being the standard 135-degree hook, G being the standard 90-degree hook and B connecting the two hooks. They represent 4 of the 5 ties required. They are #3 ties so on the bar bend schedule, write 3 under SIZE and T9 under BEND TYPE. The bar mark will be 3C8 and can be written under BAR MARK. The standard 135- and 90-degree hook for A and G for a #3 bar is 4”. Write 4” under A and G. We need to

Fig. 17-32 — Bending Diagram of 3C8

We need to calculate the quantity of ties based on the 8” spacing. We know the floor-to-floor height is 16-2 and the first tie at the top of the column starts 2” below the bottom of the second-floor slab. Take 16-2 minus 8” slab = 15-6 for the length of the column where the ties will be spaced. Take 15-6 minus 2” minus 9” for the cluster = 14-7. At 8” spacing, you will have 21 full spaces with 7” left-over. Since 7” is greater than half the tie spacing for the bottom of the column, we need to add one additional tie, which requires 23 ties. At the top of the column there is a cluster of 4 ties @ 3”. However, the bottom tie of the cluster is included in the quantity of 23. The total quantity required will be 23 + 3 = 26 ties. Bar mark 3C7 is a single tie that makes 1 of the 5 required in each set. It has been detailed and we can call out 26 – 3C7 @ 8” ties on our column schedule. Bar mark 3C8 is a cross-tie that makes 4 of the 5 required in each set. It has been detailed and we can call out 4 x 26 – 3C8 @ 8” ties on our column schedule. It is very important to remember to include multipliers with the quantity for any tie sets. On the Engineer’s schedule, highlight # 3 @ 8” ties as being detailed. The loose dowels for the 18 x 18 column above need to be detailed next. Look at the detail on S7 (Fig. 17-19) for column face offsets. The loose dowels for the column above extend a distance of 30 bar diameters + 2” from the top of the floor slab into the column below. They also lap 30 bar diameters above the floor slab and extend into the column above. It is important that the loose dowels

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Detailing of Columns

17

are not overlooked because they have to be included when the column below is fabricated and delivered.

the C leg is calculated as 1-0¼. Write 1-0¼ on the bar bend schedule for C.

The vertical bars for the second lift are 8 - #8 and we need to detail #8 loose dowels to include with the first lift. The calculation is; 30 bar diameters (#8) + 30 bar diameters (#8) + 2” = 30” + 30” + 2” = 5-2. The #8 x 5-2 have been detailed and we can call out 8 – #8 x 5-2 dowels on our column schedule.

The D leg can be determined very quickly. We know the floor-to-floor height from the third floor to the second floor is 10-4. We also know the K dimension is 1-0 and begins 2” below top of the floor slab. The calculation will be; 10-4 minus 2” minus 1-0 = 9-2. Write 9-2 on the bar bend schedule for D.

4FDPOE
-JGU
PG
$ The second lift is 18 x 18 and has been written on your placing drawing column schedule. The third lift must also be considered and it is also 18 x 18. Write 18 x 18 for the column size on the placing drawing column schedule. The vertical bars for the second lift are #8 and will be offset bent since the columns are the same size. The vertical bars for the third lift column are #7. In this case, we have larger bars from below lapping with smaller bars above. This is a variation that can occur quite often and requires special attention. Look at Fig. 17-19 (Drawing S7) and determine if the Engineer has instructions on how to handle this. You find Note 4 on S7 which says to use lap splice lengths of smaller bar when splicing bars of different size. On the bar bend schedule, write 8 under SIZE, 3 under BEND TYPE, and 8C9 under BAR MARK. The B leg will extend above the floor slab and lap 30 bar diameters with the #7 bars in the third lift plus extend 2” below the top of the floor slab. From the lap splice table, the lap length for #7 is 2-3 so the B leg will be 2-3 + 2” = 2-5. On the bar bend schedule, write 2-5 for the B leg. The H dimension will be dependent on the bar diameter of both lifts. Since all four column faces align for the second and third lifts, the calculation is; bar diameter of lower vertical bar plus bar diameter of upper vertical bar plus ½”. The lower bar diameter is #8 and the upper bar diameter is #7 so you will have; 1.000” + .875” + ½” = 23/8” for H. Since bars are only bent in increments of ¼”, we can round the H to 2½”. On the bar bend schedule write 2½” for H. Now we need to determine the K dimension for the slope of the C leg. With the H of 2½” being our horizontal dimension, our calculation will be 2½” minus 1.000” x 6 = 9. It is a standard practice in the industry to use 1-0 as the K dimension for normal offsets. A normal offset is the offset in the vertical column bar when the upper and lower concrete faces are aligned. They align for the second and third lifts of column C-2 so write 1-0 for the K dimension on the bar bend schedule. Since we know our H and K dimensions, the C leg can be calculated by the equation ܺH2 + K2 . The length along

We also need to provide the O dimension. This dimension is the sum of B + K + D so we have 2-5 + 1-0 + 9-2 = 127. You can quickly check that your O calculation is correct by taking the second lift floor-to-floor height and adding the lap length above the second-floor slab. The calculation will be; 10-4 + 2-3 = 12-7. They match, so write 12-7 on the bar bend schedule for O. The total length of bar required to fabricate 8C9 is B + C + D = 12-7¼. Write 12-7¼ on the bar bend schedule under LENGTH. Bar mark 8C9 has been detailed and we can call out 8 – 8C9 vertical bars on our column schedule. On the Engineer’s schedule highlight 8 - #8 as being detailed. The ties for the second lift of column C-2 are detailed next. On the column tie arrangement details, we will use the 8 bar with 3 ties per set detail. The tie with the closed shape is a Type T2 and represents 1 of the 3 ties required. They are #3 ties so on the bar bend schedule, write 3 under SIZE and T2 under BEND TYPE. The bar mark will be 3C10 and can be written under BAR MARK. The standard 90-degree hook for A and G for a #3 bar is 4”. Write 4” under A and G. We need to calculate B, C, D, and E using the concrete dimensions given. The column is 18” x 18” square and the concrete cover to the tie on all sides is 1½” typical. First, the B leg will be 18” minus 1½” minus 1½” = 15” or 1-3. Write 1-3 on the bend schedule under B. The D leg is the same as B so write 1-3 under D. Since this column is square, legs C and E will be 1-3 as well. Write 1-3 under C and E. The total length of bar required to fabricate 3C10 is A + B + C + D + E + G = 5-8. Write 5-8 on the bar bend schedule under LENGTH. The cross-ties for the second lift of C-2 are detailed next. These cross-ties are straight with a 90-degree hook on one end and 135-degree hook on the opposite end. This is a Type T9 per the standard bar bends sheet with A being the standard 135-degree hook, G being the standard 90-degree hook and B connecting the two hooks. They represent two of the three ties required. They are #3 ties so on the bar bend schedule, write 3 under SIZE and T9 under BEND TYPE. The bar mark will be 3C11 and can be written under BAR MARK.

@Seismicisolation @Seismicisolation 17-37

Detailing of Columns The standard 135- and 90- degree hooks for A and G for a #3 bar is 4”. Write 4” under A and G. We need to calculate the B leg using the concrete dimensions given. The column is 18” x 18” square and the concrete cover to the tie on all sides is 1-½” typical. The B leg will be 18” minus 1-½” minus 1-½” = 15” or 1-3. Write 1-3 on the bend schedule under B. Since this column is square, 3C11 will work in both directions. The total length of bar required to fabricate 3C11 is A + B + G = 1-11. Write 1-11 on the bar bend schedule under LENGTH. We need to calculate the quantity of ties based on the 12” spacing. We know the floor-to-floor height from the third floor to the second floor is 10-4 and the first tie at the top of the column starts 2” below the bottom of the third-floor slab. Take 10-4 minus 8” slab = 9-8 for the length of the column where the ties will be spaced. Take 9-8 minus 2” minus 9” for the cluster = 8-9. At 12” spacing, you will have eight full spaces with 9” left over. Since 9” is greater than half the tie spacing for the bottom of the column, we need to add one additional tie, which requires 10 ties. At the top of the column there is a cluster of 4 ties @ 3”. However, the bottom tie of the cluster is included in the quantity of 10. The total quantity required will be 10 + 3 = 13 ties. Bar mark 3C10 is a single tie that makes one of the three required in each set. It has been detailed and we can call out 13 – 3C10 @ 12” ties on our column schedule. Bar mark 3C11 is a cross-tie that makes two of the three required in each set. It has been detailed and we can call out 2 x 13 – 3C11 @ 12” ties on our column schedule. Again, it is very important to remember multipliers where required. On the Engineer’s schedule, highlight #3 @ 12” ties as being detailed.

5IJSE
-JGU
PG
$ The third lift is 18 x 18 and has been written on your placing drawing column schedule. The fourth lift must also be considered and it is 16” round. Write 16” round for the column size on the placing drawing column schedule. The column below is square and the column above is round. On S6, there are no specific details for extending vertical bars from a square column below into a round column above. However, we can approach this condition by using the Typical Loose Dowel Splice Detail on S7. The column schedule calls for the vertical bars to be #7 for the third lift and per the loose dowel detail has one 90-degree bend at the slab above. We need to determine the bar type to use. The vertical bars have two legs. One of the legs is straight with a standard 90-degree

bend. Looking at the standard bend types, we can use a Type 2 bend with an A and B leg for our dimensions. On the bar bend schedule, write 7 under SIZE, 2 under BEND TYPE, and 7C12 under BAR MARK. The A leg is a standard 90-degree hook. For a #7 bar, it is 1-2. Write 1-2 under A. The B leg will terminate 2” from the fourth-floor slab. The height from the third to the fourth-floor slab to the top of foundation is 9-8. The calculation is; 9-8 minus 2”= 9-6. On the bar bend schedule write 9-6 for the B leg. The total length of bar required to fabricate 7C12 is A + B = 10-8. Write 10-8 on the bar bend schedule under LENGTH. Bar mark 7C12 has been detailed and we can call out 8 – 7C12 vertical bars on our column schedule. On the Engineer’s schedule, highlight 8 - #7 as being detailed. The ties for the third lift of column C-2 are detailed next. The tie with the closed shape is a Type T2 and represents one of the three ties required. The column size, tie size, and tie configuration are the same as the column below so we can use bar mark 3C10 already detailed. The cross-ties for the third lift of C-2 are detailed next. These cross-ties are a Type T9 and represents two of the three ties required. The column size, tie size, and tie configuration are the same as the column below so we can use bar mark 3C11 already detailed. We need to calculate the quantity of ties based on the 12” spacing. We know the floor-to-floor height from 4th the fourth floor to the third floor column height is 9-8 and the first tie at the top of the column starts 2” below the bottom of the third-floor slab. Take 9-8 minus 8” slab = 9-0 for the length of the column where the ties will be spaced. Take 9-0 minus 2” minus 9” for the cluster = 8-1. At 12” spacing, you will have 8 full spaces with 1” left over. Since 1” is less than half the tie spacing for the bottom of the column, we meet the spacing requirements with 9 ties. At the top of the column, there is a cluster of 4 ties @ 3”. However, the bottom tie of the cluster is included in the quantity of 9. The total quantity required will be 9 + 3 = 12 ties. Bar mark 3C10 is a single tie that makes one of the three required in each set. It has been detailed and we can callout 12 – 3C10 @ 12” ties on our column schedule. Bar mark 3C11 is a cross-tie that makes two of the three required in each set. It has been detailed and we can call out 2 x 12 – 3C11 @ 12” ties on our column schedule. Again, it is very important to remember multipliers where required. On the Engineer’s schedule, highlight #3 @ 12” ties as being detailed.

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Detailing of Columns The loose dowels for the 16” round column above will need to be detailed next. Look at the detail on S7 for column face offsets. The loose dowels for the column above extend a distance of 30 bar diameters + 2” from the top of the floor slab into the column below. They also lap 30 bar diameters above the floor slab and extend into the column above. The vertical bars for the fourth lift are 8 - #8 and we need to detail #8 loose dowels to include with the first lift. The calculation is; 30 bar diameters (#8) + 30 bar diameters (#8) + 2” = 30” + 30” + 2” = 5-2. The #8 x 5-2 have been detailed and we can call out 8 – #8 x 5-2 dowels on our column schedule. Again, it is important that loose dowels are included when the column below is fabricated and delivered. It cannot be poured without these dowels in place.

'PVSUI
-JGU
PG
$ This is the last lift for column C-2 2. The vertical bars are #8 and they will terminate with a standard hook. The standard hook is located 2” from the top of the roof slab. The floor-to-floor height for the last lift from the scratch paper is 12-0. Note, the last lift of B-2 had #8 vertical bars and with a quick glance on the scratch paper, you will see they have the same floor-to-floor height. Since they are the same height, we can use the same bar mark 8C5. We can call out 8 – 8C5 vertical bars on our column schedule. On the Engineer’s schedule, highlight 8 - #8 as being detailed for the fourth lift. The ties for the fourth lift of column C-2 are detailed next. On the column tie arrangement details, we will use the round column detail. The tie is a round shape with a 16” overlap of the circumference and looking at the standard bar bends; we determine the Type to be a T3. The T3 has C, G, and O legs. The C is the circumference, G is the length of lap, and O is the diameter. They are #3 ties so on the bar bend schedule, write 3 under SIZE and T3 under BEND TYPE. The bar mark will be 3C13 and can be written under BAR MARK. We need to calculate C. The C dimension calculation is the diameter of the circular tie multiplied by›(3.1416). Therefore, we have to determine the diameter or O dimension first. The column is 16” round and the concrete cover to the tie is 1½” all around. The calculation will be; 16” minus 1-½” minus 1½” = 13” or 1-1. Write 1-1 on the bar bend schedule for O. The C leg can be calculated by multiplying the O dimension by ›. The calculation will be; 1-1 x 3.1416 = 3-4¾ (rounded up to next ¼” increment). You can round to 3-5 since we will have an overlap anyway. Write 3-5 on the bar bend schedule for C. The G or lap is called out on the round column detail as being 1-4. Write 1-4 under G.

17

The total length of bar required to fabricate 3C13 is C + G = 4-9. Write 4-9 on the bar bend schedule under LENGTH. We have to calculate the quantity of ties based on the 16” spacing. We know the floor-to-floor height from roof to the fourth floor is 12-0 and the first tie at the top of the column starts 2” below the bottom of the roof floor slab. Take 12-0 minus 8” slab = 11-4 for the length of the column where the ties will be spaced. Take 11-4 minus 2” minus 9” for the cluster = 10-5. At 16” spacing, you will have 7 full spaces with 13” left-over at the bottom of the column. These 7 full spaces require 8 ties. However, since 13” is more than half the tie spacing for the bottom of the column, we have to add one more tie for a total of 9 to meet the spacing requirements. At the top of the column there is a cluster of 4 ties @ 3”. However, the bottom tie of the cluster is included in the quantity of 9. The total quantity required will be 9 + 3 = 12 ties. We can call out 12 – 3C13 @ 16” ties on our column schedule. On the Engineer’s schedule, highlight #3 @ 16” ties as being detailed for the fourth lift. This completes the detailing of column C-2. Highlight C-2 on the Engineer’s schedule as being detailed. Looking at Fig. 17-33, you will see how the information necessary for all parties to easily interpret the detailing of columns B-2 and C-2 can be presented. In addition to the call outs for verticals, dowels, and ties, the tie configuration and lap splice length at each lift for each column are shown.

4QFDJBM
$POEJUJPOT
BOE
4JUVBUJPOT For the sake of simplicity, it is preferable to work with column designs that have typical reinforcing bar configurations and repetitive lifts. However, the demands of modern design and construction often require special design considerations that will vary from conventional practice. This section of the chapter will identify a few “special conditions” and illustrate the various implications upon the detailer with regards to detailing, fabrication, shipping, and constructability.

4FJTNJD
$PMVNOT The design of columns reinforced to resist seismic forces is quite different from that of columns carrying gravity loads. To resist the seismic forces, a frame is designed which consists of columns and beams. Shear walls may also be incorporated into the design. In this chapter, we will only discuss seismic columns. See Fig. 17-34 for typical details of columns in a seismic frame. The splice location in seismic columns will typically occur at the center of the clear height of the column

@Seismicisolation @Seismicisolation 17-39

Detailing of Columns

Fig. 17-33 — Placing Drawing-Column and Bend Schedule for B-2 and C-2

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Detailing of Columns

Fig. 17-34 — Structural Drawing-Typical Seismic / Framed Column Detail

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Detailing of Columns

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Detailing of Columns

l

17

Lap

Tension Development and Lap Splice Length for Bars (ACI 12.2.2) f'c

 
QTJ Uncoated Bars Bar Size

Lap Class

Top Bars

Epoxy-Coated Bars Other Bars

Case 2

A

22

B

28

A B

Other Bars

Case 1

Case 2

32

17

42

22

29

43

37

56

A

36

B

47

A

43

64

33

50

B

56

84

43

64

A

63

94

48

72

B

81

122

63

94

A

72

107

55

82

93

B

93

139

72

107

121

A

81

121

62

93

105

158

93

139

B

105

157

81

121

137

205

121

181

A

91

136

70

105

119

178

105

157

B

118

177

91

136

154

231

136

204

A

101

151

78

116

132

197

116

174

B

131

196

101

151

171

256

151

226

#14 [#43]

N/A

121

181

93

139

158

237

139

209

#18 [#57]

N/A

161

241

124

186

210

316

186

278

#3 [#10]

Case 1

Top Bars Case 1

Case 2

Case 1

Case 2

25

28

32

37

42

25

37

55

32

48

22

33

29

43

38

56

33

50

49

73

43

64

54

28

70

36

41

47

70

41

62

54

61

91

54

80

56

84

50

74

73

109

64

96

82

123

72

108

106

159

94

140

140

82

124

182

107

161

#4 [#13]

#5 [#16]

#6 [#19]

#7 [#22]

#8 [#25]

#9 [#29]

#10 [#32]

#11 [#36]

1 inch = 25.4 millimeters

Notes: 1. Tabulated values are based on minimum yield strength of 60,000 psi [420 MPa]. Lengths are in inches. 2. Tension development lengths and tension lap splice lengths are calculated per ACI 318-08, Sections 12.2.2 and 12.15, respectively.

Beams, Columns

All Others

3. Tabulated values for beams or columns are based on transverse reinforcement and concrete cover meeting minimum Code requirements. 4. Cases 1 and 2, which depend on the type of structural member, concrete cover, and center-to-center spacing of the bars, are defined as:

Case 1

Concrete cover at least 1.0 db and c.- c. spacing at least 2.0 db

Case 2

Concrete cover less than 1.0 db and c.- c. spacing less than 2.0 db

Case 1

Concrete cover at least 1.0 db and c.- c. spacing at least 3.0 db

Case 2

Concrete cover less than 1.0 db and c.- c. spacing less than 3.0 db

5. Lap splice lengths (minimum of 12 inches [300 mm]) are multiples of tension development lengths; Class A = 1.0 ld and Class B = 1.3 ld (ACI 12.15.1). When determining the lap splice length, ld is calculated without the 12 in. [300 mm] mimimum of ACI 12.2.1. 6. ACI 318 does not allow tension lap splices of #14 or #18 [#43 or #57] bars. The tabulated values for those bar sizes are the tension development lengths.

7. Top bars are horizontal bars with more than 12 inches [300 mm] of concrete cast below the bars. 8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is at least 3.0 db, then Case 1 lengths may be multiplied by 0.918 (for top bars) or 0.8 (for other bars). 9. For Grade 75 [520] reinforcing bars, lengths must be multiplied by 1.25.

Fig. 17-35 — Lap Splice Table

@Seismicisolation @Seismicisolation 17-43

Detailing of Columns as shown in Fig. 17-34. The splice can be made using either lap splices, mechanical splices, or welded splices. The Engineer will specify the type of splice required on the design documents. For lap splices, Class B tension laps are normally used unless noted otherwise by the Engineer. For mechanical or welded splices, the Engineer will normally specify a stagger arrangement for adjacent bars. This stagger is typically 24” but again, you must follow the instructions provided by the Engineer. Let’s begin by discussing lap splices. In the paragraph above, you may be wondering what a Class B tension lap is. Previously in the chapter, we discussed how to calculate the lap length of different bar sizes when the Engineer specified 30 bar diameters. When an Engineer specifies Class B tension laps, you must refer to the CRSI Reinforcing Bars: Anchorages and Splices manual. The manual contains a series of tables with the lap lengths calculated for all bar sizes and is based on the ACI Code. The lap length to be used is based on many factors such as concrete strength, concrete cover, and spacing of the bars, to name a few. Your Supervisor will show you how to interpret the tables and better understand Class B Tension laps. The manual has a wealth of other information and will often be used very often in your everyday detailing. Keep in mind, Class B tension laps are not limited for use on seismic columns; they are commonly used on all columns. Figure 17-35 shows a typical lap splice table. In order for the lap splice to occur at the center of the clear height of each column lift, the vertical bars will have to extend below and above the beam in one piece. To accomplish this, one end of the vertical bars will have to be offset bent and the other end straight, as can be seen in Fig. 17-34. In seismic columns, the offset bend will occur below the beam and the straight leg of the vertical bars will occur above the beam. This is called an inverted offset in most regions of the country. This process is continued until the last lift. We’ll take a closer look at the last lift in a moment but it is worthwhile to mention that the dowels for seismic columns extending from the foundation must also terminate one-half the lap splice length past the centerline of the clear height of the column. The last lift will require an inverted offset so the bottom leg of the vertical bars will fit inside and lap with the column cage coming up through the beam from below and will terminate with hooks into the beam above. It is imperative to detail the hook in the correct direction relative to the offset bend. If the column is an interior support where the beam passes through both faces, usually all the vertical bars can be the same bend type as shown in Fig. 17-36.

Fig. 17-36 — Offset Vertical Bars – Same Bend Type

If the column is an exterior support where the beam terminates at the face of the column, you will usually need at least two 2 different bend types as shown in Fig. 17-37. A rule of thumb: if the hooks are turned in the same direction, take the extra time to determine the correct bend types for the offset bars. If you are not careful, you may not notice the subtle differences. It’s too late when the bars are delivered and the Placer assembles the column cage only to realize it will not work after it is hoisted in place by the crane. There will be times when a special bend type is required to show your shop how to bend the bars for a particular condition. The first time you encounter this condition, discuss it with your Supervisor to determine how it is normally handled at your location.

Fig. 17-37 — Offset Vertical Bars – Different Bend Type

In most cases for seismic or framed columns and beams, the columns will terminate inside the beam as described above. For parking structures, columns may be extended to the same height as the parapet wall. Since the columns have no beams bearing on them, all of the hooks must terminate inside the column itself. If the vertical bars are detailed using the same concrete cover from the top of the parapet wall to the top of the hook, they

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Detailing of Columns

The detailing of the vertical bars with couplers is basically the same as with lap splices except that there is no overlap of any bars connected by a coupler. However, a stagger arrangement for adjacent couplers will typically occur at about the centerline of the clear height of the column. A 2’-0” stagger is common but you need to check to see what the Engineer requires on the design documents. As with the last lift of lap spliced vertical bars, the last lift of coupled vertical bars needs special attention. To correctly detail the last lift of any given column, you will typically have at least two different bar lengths because of the stagger arrangement for the column vertical bars coming from below. In a perfect world, you would simply take the clear height of column divided by 2, and plus or minus half the stagger of adjacent bars to get the correct answer for the two bar lengths. And if your stagger pattern was 2’-0”, the bar lengths would differ by 2’-0”. But due to allowable fabrication tolerances and placing, it’s not likely to be this simple. Here’s why:

@Seismicisolation @Seismicisolation 17-45

Contractor Provides Dimensions

In lieu of Class B tension laps, the Engineer may specify mechanical splices. A mechanical splice consists of a coupling device to connect the ends of two bars. The connection allows for the transfer of forces from one bar to another. The splice can be an end-bearing sleeve, a coupler, or a coupling sleeve. The word coupler is widely used to describe the splice and we’ll do the same throughout this chapter. We’ll discuss couplers later in the chapter.

First, you must establish exactly where the mechanical splices of the vertical bars coming from below are located in relationship to the top of the floor slab. The only way to get this information is to contact the Contractor and request field measurements. Request the information in writing so there’s no miscommunication. The Contractor can take a tape measure and give you the dimension from top of slab to top of mechanical splice for each vertical bar in the column. Or, they can use surveying equipment to “shoot” in the elevation to the top of mechanical splice for each vertical. See Fig. 17-38.

Contractor Provides Dimensions

Unlike columns designed for gravity loads, the ties for seismic columns are spaced floor-to-floor and continue through the beam at the beam-column connection. Many seismic column designs also require “tie clusters” above and below the floor framing intersection and also at the splice locations. A “tie cluster” is a group of ties that are spaced closer together in specific locations to resist shear. The closed ties for seismic columns have standard 135-degree stirrup hooks, which are also referred to as seismic hooks. Usually the cross-ties will have a standard 135-degree stirrup hook at one end and a standard 90-degree hook at the other.

In a multi-story structure, there will always be variations in the actual location of a mechanical splice which is usually magnified when you get to the last lift. The variations can start at the foundation level and at every lift until you get to the roof. For example, the coupled dowels were detailed to extend to the bottom of the footing less concrete cover and extend above top of footing to mid-height of the column with a 2’-0” stagger about the centerline. The Placer bears the dowel hook on the top of the bottom mat of footing bars; of course, you are not aware this. As soon as that happens, the location of the mechanical splice location has increased 2 two bar diameters above the top of the footing which equates to several inches. And your company is allowed fabricating tolerances (refer to Chapter 7 of the CRSI Manual of Standard Practice). Also, are the bottom and top of the footing at the correct elevation? Any one, or a combination, of these situations can affect the location of a mechanical splice. You have no control over these situations except to understand the problems that could occur if you are not proactive in getting the answers you need to accurately detail the last lift. Here’s how:

Stagger

will be in the same horizontal plane and interfere with each other, causing a placing issue. In order to avoid this situation, some of the vertical bars need to be shortened such so that the hooks can be stacked on top of each other. You also need to account for the bar diameter when making the vertical bars shorter. Remember, the legs of any bar are more than mere lines on a drawing; they have a dimensional property you always need to take into consideration, especially for confined situations. It is critical that you accurately show where each bar is located within the column for the Placer to correctly assemble it.

17

Fig. 17-38 — Last Lift Mechanical Splice

Detailing of Columns Every mechanical splice in a column should be measured in case there are variations in dimensions from one bar to another. Using grid lines or North-South coordinates, a key plan of the column needs to be provided by the Contractor. The key plan will show the exact location of the bars being measured as it relates to the coordinates. There may be times when a condition at the top of a column may warrant some vertical bars to be detailed a little differently in length and knowing the exact bar location with mechanical splice location for that particular bar, as illustrated in Fig. 17-39, will be critical.

good practice to have reminders on your placing drawings so nothing is forgotten or missed. You can place a cloud around the last lift splice locations and request the Contractor to provide this information when the time comes. Inside the cloud, you could write “CONTRACTOR – PLEASE PROVIDE THE EXACT DIMENSIONS TO LOCATE ALL MECHANICAL SPLICES FOR EACH VERTICAL BAR IN THE COLUMNS SHOWN HERE”.The cloud remains on your drawing as a reminder to you and also to the Contractor that additional information is required. Once the information is provided to you and the last lift is revised to suit field dimensions, the cloud and note can be removed.

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4QMJDFT It bears repeating: a mechanical splice consists of a coupling device to connect the ends of two bars. There are two basic types of mechanical splices: tensioncompression and compression-only. The tensioncompression is most commonly used and it resists both tensile and compressive forces. We will discuss compression-only devices later in the chapter.

Dimension measured from 7th Floor Elevation 178'-6"

Column D-9 (7th to Roof) Using North-South Coordinates

There are many different brand names in the market today. You must determine which one you need before you begin to detail column vertical bars requiring couplers. The ones normally used in your market area may also require approval from the Engineer. Often times, the Engineer may specify a brand name or approved equal. And if your market area and other factors dictate the use of another brand name, you must get the Engineer’s approval. To get it, product and technical data for the coupler will need to be submitted to your customer for review and comment. It is then passed onto the next party for review and comment, and so on. During the submittal process, the data will eventually end up in the hands of the Engineer, who will review and hopefully approve the use of your coupler.

Dimension measured from 7th Floor Elevation 178'-6"

Column D-9 (7th to Roof) Using Grid Lines Fig. 17-39 — Column Vertical Bar Key Plan

Of course, requesting the Contractor to provide the locations of the last lift mechanical splices when you have just starting detailing columns for a new project will not always be possible. You can only detail the columns using the information you have now and for conditions such as this, inquire at a later date and don’t forget to submit the placing drawings for approval in a timely manner. An Engineer reviewing your approval drawings will not normally check detailed lengths. Your interpretation of the design intent is basically what they review. You can detail the last lift assuming the mechanical splices will stagger at the exact dimensions about the centerline and request the information you need when it can be obtained. It’s a

Once you know the mechanical splice brand that will be used on your project, other factors need to be considered. One of the things to consider before column vertical bars can be detailed is to understand the different types available, their use, and method of installation. Standard, transition, and position couplers are the types most commonly used. Standard couplers are used to connect two bars of the same size. Transition couplers are used to connect two bars of different sizes. Position couplers are used to connect two bars when bends or hooks are present that prohibit the bar from rotating. Any of these can be shipped direct or applied by the Fabricator at the shop. There are too many variables to cover each and every coupler but Detailers need to be

@Seismicisolation @Seismicisolation 17-46

CH

Detailing of Columns aware of a few things to ensure the column vertical bars are detailed correctly. Depending on the coupler used, the vertical bars may need special end preparation in lieu of being shear cut. The end prep may be saw-cut, threaded, or have a shopapplied coupler. This information has to be shown on your placing drawings so they are properly taken off when it comes time to make a bar list and or for the approval process. The bar list will instruct the shop on which bars require a special end preparation so they are fabricated correctly. A sketch showing the end preparation and bar bending dimensions plus critical dimensions may need to be attached to the bar list for your shop to fabricate correctly. Some couplers may require a gap to be factored into your detailed lengths. The gap is the distance between the ends of the two bars inside the coupler after they have been fully assembled. The gap dimension is available from the coupler manufacturer and is very important in your detailing. Consider a structure with 10 lifts of columns that are coupled. Let’s say the gap is 2” and you detailed the vertical bars without factoring in the gap. When each lift is placed in the field, the splice location will be at a slightly higher point. This will cause the last lift of vertical bars to be much higher than the intended splice location. Remember earlier, we stated there will always be variations in the actual location of a mechanical splice. When you get to the last lift, it is usually magnified. This is how it can happen. You must constantly be aware of how fabrication tolerances and placing affect what actually occurs in the field. Compression-only devices can only be used where allowed by the Engineer. The connection requires the two bars to be a square saw-cut to achieve full contact between the bars. The two ends are held into position by a coupling sleeve or clamp.

17

you will have some general knowledge. Spirals can be fabricated using deformed bars or plain round bars. Deformed bars used for spirals are designated the same as all bars where #3, #4, or #5 bar is commonly used. However, it is not uncommon to see larger bars being used in many market areas. Plain round spirals are always designated by the bar diameter in fractions of an inch. For example, the designation ½ ø denotes a one-half inch diameter plain round spiral. A spiral-reinforced column is usually round in crosssection but can also be square or rectangular. Spirals are transverse reinforcement just like regular column ties. The difference: spirals are fabricated by making continuous turns to form a coiled spring. The turns are specified to be maintained at a required spacing per the Engineer and the spacing between successive turns is commonly called "the pitch". To maintain the pitch, some markets utilize spacers. A spacer can be made of a small- size steel channel or angle with a series of “lips” punched out at the pitch spacing. The spiral is held in position by the lip notch. The number of spacers provided may be in accordance with standard industry practice in a given market or as required by design specifications. See Fig. 17-41 for a spiral spacer. Lips

Pitch

Pitch

Pitch

Pitch

Fig. 17-41 — Typical Spacer

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Spirals can be shipped fully assembled with spacers attached but this limits the number that can be shipped on one trailer. Alternatively, spirals with a single spacer attached plus additional loose spacers, can be collapsed to facilitate shipping and be assembled in the field. Some spirals cannot be collapsed due to their small diameter and are shipped as a finished product. The spiral can also be shipped as a compressed coil and assembled in the field with spacers or tied to the vertical bars to maintain the required pitch. Again, the market may dictate how this may be accomplished or design specifications may require them to be a certain way.

The main focus in this discussion will concern spirals themselves. Vertical bars are detailed basically the same as a tied column by following the instructions on the contract documents. Spirals are different from commonly used ties and we want to bring this to your attention so

Just as with regular column ties, spirals are detailed using the dimensions of the column less required concrete cover. A spiral is measured by its’ out-to-out dimensions whether it is round, square, or rectangular. For round spirals, it’s measured by the diameter and the vertical bars

Butt-welded splices require the bars to be ASTM A706 low-alloy steel. ASTM A706 is a weldable grade reinforcing steel. The vertical bars will require special end preparations in order for the bars to properly bond and react as a single unit. The lower bar will be square cut and the upper bar will be bevel cut at 45-degrees. The splice location and stagger, if required, is specified by the Engineer. See Fig. 17-40 for details of mechanical splices and welded splices.

@Seismicisolation @Seismicisolation 17-47

Detailing of Columns

Welding of rebar to be in accordance with ANSI/AWS D1.4 45º Square Cut End 1/8"

Detail of Arc-Welded Connection Tension Splice Add'l Tie

Square Saw Cut Both Ends

Coupling Sleeve

Coupling Sleeve

Saw Cut Not Required

Add'l Tie

Detail of End-Bearing Mechanical Splice Coupling Sleeve (Compression Only)

Detail of Mechanical Splice Tension Splice

Note: Mechanical splice in tension must develop min. 125% of minimum yield strength of rebars. No special end preparations req'd. Sleeve check recommended.

Typical Tie Spacing at Splice

Two Additional Sets of Ties at Each Splice

Typical Column Detail

See Fig. 17-40 — Mechanical Splices & Welded Splices

@Seismicisolation @Seismicisolation 17-48

CH

Detailing of Columns

17

are spaced equally around the perimeter. For rectangular or square spirals, each leg is measured the same as a regular tie with one vertical located in each of the four corners and other vertical bars, if required, spaced in between. The height, also referred to as length, of a spiral is the distance out-to-out of the coil needed for the column. There will be limits to the height of a single spiral. This is due to the limitations of the spiral machine and in general, the maximum height may vary from 15’-0” to 20’-0”. It may be necessary to fabricate two or more spirals for a single lift. The sections can be welded or lap- spliced in the field to obtain the height needed. The spiral will also include finishing turns at the top and bottom of the coil, as required by Code. Standard industry practice is to finish each end of the spiral with 1½ turns or as specified by the Engineer. Spirals, especially the larger diameter ones, tend to lose their shape after fabrication. The coiled spring can relax, causing the diameter to increase or even get out of round. This can be caused by stresses to hold shape under their own weight during the fabrication process. The number of times they are handled due to loading and off-loading affects this as well. It is standard practice for the Placer to check the spirals in the field and adjust them to the intended diameter. Keep in mind that, Fabricators are allowed tolerances for spirals just like any other bar. Let’s discuss how to call out a completed spiral on a placing drawing. We’ll use both a plain round and deformed bar example. The Engineer calls for a 24” round column to have a ½ ø spiral with a pitch of 3”.The concrete cover to the spiral is specified as 1-½”. Let’s assume the height of the spiral required is 12’-3”.This spiral would be called out: ½ ø x 12'’-3"”, SP-15, P (pitch) = 3 in., D (diameter) = 21”. Using the same criteria except with a deformed #4 bar, the spiral would be called out: #4 x 12'-3", SP-1, P (pitch) = 3 in., D (diameter) = 21”. Please note, SP-15 and SP-1 denote the spiral bar mark for this particular spiral. See Fig. 17-42. Learning how to detail columns from the information in this chapter can never be replaced by on-the-job training and real-life experiences; if only it were as easy as reading this chapter. We can never cover all the questions and considerations you will have throughout your career in detailing. We have listed some bullet points for you to use as a reference for detailing columns.

3" CLR

16 #11 Verts 1 #4 spiral MK SP-1 1'-9" dia. w/ 3" pitch x 12'-3" high

Sketch SK-9 Spiral Tied Column in Elevation Fig. 17-42 — Placing Drawing-Spiral Tied Column Elevation & Schedule

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the lap length of the smaller bar or the development length of the larger bar, unless otherwise noted in contract documents.

@Seismicisolation @Seismicisolation 17-49

Detailing of Columns Are there fewer vertical bars in the column above?



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column above.

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Are the vertical bars differing bar sizes from one lift to the next?

Are there more vertical bars in the column above?



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column above. Loose dowels are not required unless there is a change in the shape or orientation of the column above or if specifically required by design drawings.





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a detail where the Engineer requires the offset to occur. Inverted offsets, where the bar below is offset bent and the bar above is straight, are not as common.





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as common but can be specified to avoid congestion such as the 4% rule. Does the 4% rule apply?





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splices or mechanical couplers may be required. You must determine if the combined crosssectional area of the vertical bars exceeds 4% of the cross-sectional area of concrete.





— 8 x 1.56 (sq. inches for cross-sectional area) = 12.48 sq. inches / 576 sq. inches of column = 2.2% so no stagger of mechanical splices required.

Do you know exactly where the last lift mechanical splices are located?



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the Placer can adjust in field to fit inside the column cage above. The Engineer may specify this is acceptable and, if not, detail them straight and ask for verification.

Assume 8 - # 11 vertical bars in a 16 x 16 column. — 8 x 1.56 = 12.48 sq. inches / 256 sq. inches of column = 4.9% so staggering or mechanical splices are required.

Last Lift with Hooks


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Offset Bent Bars

Assume 8 - # 11 vertical bars in a 24 x 24 column.




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Here’s how to calculate:




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Is staggering of splices required?


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@Seismicisolation @Seismicisolation 17-50

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Detailing of Columns


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or location to facilitate placement, it will be necessary to show this on your placing drawings.

Bend Type 3 for Column Offsets


Double Lift Columns


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fewer crane picks, less cage setting, faster cage tying





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to the stagger requirement Columns Integral with Wall (Also Called Pilasters)





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@Seismicisolation @Seismicisolation 17-51

Detailing of Columns








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legs, you will need to create a special bend type, which was mentioned earlier. Bar list headers only range from A to G for bent bar length input. For example, an octagon shaped tie requires eight legs plus two hooks. The sum of all legs can be entered in the “B” field so the total length is captured, which will be needed to determine the total weight of the item. You will need to provide a sketch showing the bending dimensions and angle of bends so the shop can fabricate. The total weight on a bar list is important because that is what your company will use to invoice the customer. 8IBU
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Long bars can be field cut if the Contractor agrees. Short bars may be spliced (usually not) but can be with approval from the Engineer. Replacement bars may be required and, if so, can the problem bars be used elsewhere?




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usually cannot be fixed in the field due to end preparations and have to be replaced.




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concerning the problem and act accordingly to save all parties time and money. Until you are comfortable dealing with problems, discuss them with your Supervisor for the correct way of solving them.

1IPUPHSBQIT Here are a few examples of tied and spiral columns. Figure 17-43 shows several column cages standing, ready to be formed and concrete placed. You will notice the offset vertical bars and a cluster of ties at the top of the column. Figure 17-44 shows several short columns that have been placed with lap splices extending above. You can see another one where the column cage bears on the foundation. The foundation has column dowels extending into the column cage with offset vertical bars and a cluster of ties at the top. It is standing, ready to be formed, and concrete placed. There’s a tall column in the background that appears to be a multiple lift partially placed. Figure 17-45 shows a photo of several lifts of columns poured as well as the elevated slabs. More columns are standing, formed, and ready to be placed. When you see offset bends coming out of the top of formwork, you know another lift will follow. Look at all the placed first lift columns in Fig. 17-46 and picture yourself as the Detailer who made this happen. Proud of what you can accomplish? You should be. Figure 17-47 shows a photo of a spiral cage being hoisted after it was assembled. It took several spiral sections to complete this massive cage. The round spiral reinforced column in Fig. 17-48 is being set in place by a crane. The spiral cage to the left has already been erected.

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@Seismicisolation @Seismicisolation 17-52

CH

Detailing of Columns Once you get some detailing projects behind you and are thinking you know almost everything about detailing columns, these are some questions you may want to consider asking yourself when given the next project to detail.
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this Engineer? -- If so, you have a history with this Engineer. -- If you have a history of working with the Customer or Engineer, you are ahead of the game. But you must constantly remind yourself; just because you were able to detail a certain way on the last project does not mean you can on this project.

17

even they have to seek a second opinion. It is always a good practice to have a second opinion if you find a detail you’ve never experienced. First, and foremost, when in doubt, discuss it with your Supervisor.

-- If you assume you can get by without going through the proper channels, it will eventually catch up with you. -- Be proactive to get it detailed right the first time. As you are rolling out the drawings, you are already looking for some of the “lessons learned” from previous projects that may occur on the new one just given you. Do you recall any particular tendencies this customer had? Your customer may have requested things to be done a certain way and as long they don’t affect the scope of work, it should not be a problem for your company as long as the Engineer approves. When in doubt, discuss it with your Supervisor. You may find the same detail on the Engineer’s drawings where the intent never matches what the detail is instructing you as a Detailer to do. You can also ask for verification of the detail during the approval process. As you are detailing and you find information on the design documents that you are unsure about, ask the question right on the placing drawing. As stated earlier, a cloud can be used to ask for verification and needs to be written precisely so it can easily be understood by all parties what you are seeking. Avoid using “PLEASE VERIFY” without stating what it is you need to be verified. You must evaluate each request and determine if your Customer has approval from the Engineer and if it will have a monetary impact on your contract. Experienced Detailers have seen almost every imaginable special column condition and situation, yet there are times when

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Detailing of Columns

Fig. 17-43 — Tied Columns Standing

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Detailing of Columns

Fig. 17-44 — Poured Columns and Tied Columns Standing

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Detailing of Columns

Fig. 17-45 — Multiple Lift of Columns

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Detailing of Columns

Fig. 17-46 — Poured 1st Lift Columns

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Detailing of Columns

Fig. 17-47 — Spiral Cage Being Hoisted

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Fig. 17-48 — Spiral Cages for Bridge Construction

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Part II — APPLICATIONS OF BAR DETAILING CH

CHAPTER 18 — DETAILING OF FLOOR AND ROOF SYSTEMS *OUSPEVDUJPO Several types of common reinforced concrete floor and roof systems are discussed in this chapter. The detailing of the reinforcement differs somewhat for each type. It is sometimes dictated by the general format of the structural drawings, by the plan dimensions and configuration of the floor, or by the framing arrangement of the floor members. Some Fabricators follow standardized practices for detailing the reinforcement. A Detailer Trainee should consult internal company guidelines, such as reviewing with your Supervisor/Chief Detailer or comparing against a procedure manual, to determine the best approach and style for presentation. For example, on a flat slab project some Placers may prefer one placing drawing for each layer of reinforcement in plan and others may prefer one drawing for all layers of reinforcement with bars noted by symbols and schedules. Regional practices vary and play a significant role in the formation of company guidelines for presentation. Regardless of the practice used, it is advisable to conform to ACI 315, Details and Detailing of Concrete Reinforcement. For instruction purposes, several different practices are shown in this chapter. The appropriate plans, sections, details, elevations, or schedules should be clearly shown on the placing drawings to illustrate the Detailer’s interpretation of the contract documents. When the contract documents contain missing or unclear information or details, the Detailer should ask for verification on the placing drawing so that it’s brought to the attention of the approval authority. How a Detailer Trainee annotates these deviations will be dictated by internal guidelines but generally they should stand out with a bubble/cloud, and a specific question directed to the audience best suited to answer.

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18

the type of standard end hooks for top end bars, and concrete cover required, are on the typical slab structural detail. Cut-off points for the short bottom bars are given as ratios of clear span, such as 0.125L1 and 0.125L2; extensions of the top bars are given similarly as 0.30 L, since these bar lengths will vary with the span. The long bottom bars extend 6 in. into each beam, regardless of span. Each slab is given a mark number, and the design information for the reinforcement is given in a slab schedule that shows the bar sizes and spacings of the main reinforcing bars and the size and spacings of the temperature-shrinkage bars, which are placed at right angles to the main bars and extend the full length of the slabs. The arrows denote the direction in which the main bars will be placed. The notes on the structural drawing specify the grade of reinforcing steel, the concrete strength, splice requirements, and the types of bar supports required. The canopy slab is a single panel solid slab reinforced in two directions. It is called a two-way solid slab. Note that the canopy is supported by beams on all sides and is provided with a short (3’-0”) cantilever overhang on the three free sides. The design of the slab requires #6 bottom bars, spaced at 9 in. centers, extending in the East-West direction, and #5 bars at 8 in. centers in the North-South direction. The cantilever requires #5 x 6’-0” bars at 12 in. centers in the top of the slab on the three projecting sides. The fourth side requires #5 bars spaced at 12 in. on center hooked into the beam and projecting into the slab 4’-0”. At the two corners, a diagonal grid of 6 - #5 x 6’-0” bars is required in the top over the columns extending toward the cantilevered corner. 2 - #4 longitudinal bars are shown at right angles to the top bars in the cantilever. Section A shows the typical framing of the canopy slab in relation to the main slab. The technique of presenting the design requirements of the slabs in a schedule is particularly applicable where there are quite a number of slabs involved. In this case, only two slabs are shown for illustrative purposes. Another way to present the design requirements is to show the bars directly on the structural placing drawing and eliminate the slab schedule. Figure 18-04 shows the same design requirements as those just described. Note how the main reinforcing bars are shown with a diagram on the plan view with the general bar arrangement, the bar sizes, and spacings added. The placing drawing (Fig. 18-05) follows the second technique of presenting the design requirements by describing the bars directly on the drawing instead of using a schedule.

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Detailing of Floor and Roof Systems To calculate the number of bars required of #4 top bars along grid line A, compute the clear span of each slab: 60’-0” minus (1’-0” + 1’-6”) = 57’-6”. A maximum of one bar space is permitted from the inside face of end beams to the first bar. 57-4B20 top bars at 12 in. on center are required at each row of outside beams; 56 spaces at 12 in. equals 56’-0” plus 9 in. at each end to face of beam gives the 57’-6” clear dimension. Since the length along lines A and D are the same and both have the same end bay dimensions, 57-4B20@12” T are required along line D as well. The hooked top bars, 4B20 S1300, have a standard 8 in. 90-degree hook in the spandrel beam. The long leg of the bar is 1’-4” (embedment in beam) plus (0.25 x 13'-0") = 4’-7”. These dimensions A and B for a Type 2 bend are found in the bending schedule. The main bottom bars in the N-S direction are spaced at 8 in. on center; 85 spaces at 8 in. equals 56’-8” leaving 10 in. or 5 in. to each end bar; thus there are a total of 86 bars required. A quick way to check the number of bars is to divide the clear span by the spacing; 57’-6” = 690 in. / 8 = 86.25 or 86 bars (85 spaces). The bottom bars are alternated long and short, or 43 long and 43 short for the total of 86. The lengths of the long bars are determined by adding 6 in. of embedment at each end to the clear span. The clear span is calculated: 15’-0” minus (1’-6” + 0’-6”) = 13’-0” for the end bays, and 19’-6” minus (0’-6” + 0’-6”) = 18’-6” for the center bay. The long bar lengths are 14’-0” and 19’-6”, respectively. The lengths of the short bottom bars are determined by adding a 6 in. embedment at the noncontinuous end, adding the clear span distance and subtracting one-eighth the clear span: (0’-6”) + (13’-0”) - (1’-8”) = 11’-10” for the end bays, similarly for the interior bay by subtracting two times one-eighth of the clear span (no embedment into the beams): 18’-6” - (2’-4” + 2’-4”) = 13’-10”. The length of the top bars over the interior beams is determined by calculating 0.30 times the larger of the clear spans (18’-6”) or 5’-7” plus 1’-0” (beam width) plus 5’-7” for a bar length of 12’-2”.The calculations for the main reinforcing bars, the number of pieces and the lengths, both top and bottom, are now complete. At 18 in. spacing, eight lines of #4 temperature-shrinkage (T-S) bars are required in each of the end spans. In each case, there is less than one space between the outside line of the T-S bars and the face of the support. By observation, at least one lap splice will be required since the total E-W dimension is 60’-0” and #4 bars longer than 40 feet are not recommended for general use. On the basis of one lap splice, the lengths of the T-S bars are calculated as 6” projection into West beam + 57’-6” clear between beams + 2’-0” lap + 6” projection

into East beam = 60’-6” of bar. Each line of T-S bars should consist of one #4 x 30’-6” and one #4 x 30’-0”; 8 between lines A and B + 8 between lines C and D = 16 lines. 16 #4 x 30’-6” and 16 #4 x 30’-0” are shown on the placing drawing to make up the 60’-6” required. Since the Architect/Engineer has not specified neither any special requirements for stagger nor the location of the lap splices, these questions are resolved at the Detailer's option. In this case, it was considered most desirable by the Detailer, for simplicity in fabrication and placing, to use one stock length (30’-0”) and one odd length (30’-6”) of temperature-shrinkage bars with the lap splices located on one line. Note: The Detailer must verify the stock length of bars available at their location before detailing begins. Bar supports are specified by the Architect/Engineer to conform to the industry recommendations according to CRSI’s Manual of Standard Practice. For one-way solid slabs, temperature-shrinkage bars of #4 (minimum size) may be placed upon individual high chairs and used also as support bars if properly lap-spliced, so no additional support bars are required. Section B on the placing drawing illustrates this industry practice. Individual high chairs are spaced at 3’-0” centers, requiring 20 pieces in each of six lines, or 120 pieces total. The required height of the high chairs is 8 in. - ¾ in. (concrete cover) – 5/8 in. (#5) - ½ in. (#4) = 61/8 in. Use a high chair with a 6 in. height. Lines of slab bolsters are spaced at 4’-0” maximum with the outside lines in each slab located not more than 12” in. from the edge of the beams. This arrangement requires a total of 14 lines of slab bolsters with four each in the two end spans and six in the center span. The number of bottom bars in the two-way reinforced canopy slab is determined as described for the one-way solid slabs, beginning at one spacing (maximum) from the inside face of the supporting beams. The placing sequence for the top bars in the canopy slab are different than the one-way slab because the top bars run in two directions and must be placed correctly because two different heights of high chairs are used. The #4 x 25’2” N-S support bars with 5½ in. HC on lines 4 and 5 are placed first, then the #5 x 6’-0” E-W top bars are placed on top, locating the first and last bars 2 in. clear from each slab face and spaced at 12 in. Then the #4 x 15’-6” E-W support bars with 6 in. HC on lines B and C are placed on top and will only need to lap with the #5 x 6’-0” E-W bars and bars 5B19 in order to support the N-S top bars. The #5 x 6’-0” N-S bars spaced at 12 inches are placed last with the West bars starting no more than one space from the face of beam and the East bars placed 2 inches clear from the slab face.

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Detailing of Floor and Roof Systems

Fig. 18-01 — Structural Drawing - One-Way Slab with Schedule of Reinforcing Bars

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Fig. 18-02 — Structural Drawing - One-Way Slab Details

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Fig. 18-03 — Architectural Drawing – Stairs

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Fig. 18-04 — Structural Drawing - One-Way Roof Slab without Schedule of Reinforcing Bars

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Fig. 18-05 — Placing Drawing – One-Way Slab

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Detailing of Floor and Roof Systems #FBNT
Figures 18-01 and 18-02 are structural drawings showing a beam-and-slab floor framing plan with a detail elevation of the typical beams. Figures 18-06 and 18-07 are the placing drawings for the reinforcing bars. The slab reinforcement is not shown or discussed here. The Beam Schedule in Fig. 18-02 shows that beam 2B1 has 3-#9 bars in the bottom, 3-#9 bars in the top, and 2-#5 bars horizontal on each face with #4 ties with the tie spacing shown on the Typical Beam Elevation. The 3-#9 bottom bars have a standard hook on the discontinuous end and a Class B splice over the support on the interior end. These bars are calculated thus: 20’-0” minus 2” clear at the discontinuous end plus half the Class B lap of 70” for an “Other” bar (2’-11”) = 22’-9” length with a 1’-7” standard hook. Lap lengths should always be rounded up to the next whole inch. Lap lengths can be called out on the placing drawings in feet and inches or just inches. A Detailer Trainee is encouraged to follow their internal guidelines. The 3-#9 top bars splice between the supports and extend 2” clear from the end of the beam. These are calculated thus: 20’-0” minus 2” clear at the discontinuous end plus half of the length of the adjacent 20’-0” span (10’-0”) plus half of the Class B lap of 91” for a “Top” bar (3’-10”) = 33’-8” length with a 1’-7” standard hook. Splice locations for elevated beams often are specified by the Engineer for top bars to splice midspan and bottom bars at support. Often enough though, due to repeating short spans, a Detailer may skip a lap location and run the bars out to an adjacent lap location to maximize bar length. Alternately, a lap location for either top or bottom bars may shift slightly from its “absolute” location to also maximize fabrication and placement ease. Generally, it’s acceptable to move this lap location within one-third the span of the absolute location but should be discussed with the Placer, Contractor, and/or Engineer.

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are shown for the floor size and to locate the position of the columns, beams, and openings. Mark numbers for the beams and joists are shown on the floor plan. Typical sections show the typical joist and beam construction with the general arrangement of the bars in the beams, supplemented by a beam schedule, and the specific arrangement of bars in the joists, 1J1 to 1J6, inclusive. The most common way for the Architect/Engineer to show the design requirements of beams and joists is with a schedule and typical details. A design schedule should include the following information: a. Mark numbers of beams b. Width and depth of beams c. Bottom bar size, quantity/spacing, and layout/ configuration d. Top bar size, quantity/spacing, and layout/ configuration e. Stirrups bar size, spacing, location, and bending configuration Some Architect/Engineers may specify stirrup support bars, which, in this case, are shown on the typical beam details.

For the one-way joist floor structural drawings, see Figs. 18-08 and 18-09. For the placing drawings, see Figs. 18-10, 18-11, and 18-12.

Standard joist construction consists of a series of parallel ribs (joists) and a top slab of concrete. The concrete for the joists and slabs is cast at the same time (monolithically). The longitudinal void spaces between the joists are created by removable forms, as explained in Chapter 3, and illustrated in Fig. 3-23. In Fig. 18-08, the Architect/Engineer has presented Section A and Section B, which shows a typical 5” wide joist. The First Floor Framing Plan shows a typical c-c joist spacing of 2’-1”, providing for 20 in. removable forms or “pans.” The depth of a joist is always designated by the form depth plus the thickness of the slab, which in this example consists of a 12 in. form depth and a 4 in. slab thickness, which equals a total depth of 16 in. and is designated as a 12” + 4” joist. For all available standard form sizes for joist construction, see CRSI’s Manual of Standard Practice. The structural drawing also indicates locations where double joists (10 in. width minimum) are required to frame openings and defines the location and the reinforcing bars for the 5 in. distributing ribs (supplemented by a cross section) extending at right angles to the main joists. The joist design details are shown on the structural drawing by schedule and a typical joist detail. The limits of each joist so designated are indicated by dashed lines on the structural drawing. See Fig. 18-08.

The structural drawings include a floor plan showing the general framing of a one-way joist floor system supported by beams and walls. The floor plan also shows the columns supporting this floor. Dimensions

The beam schedule includes the reinforcing bar requirements plus the tension development length information necessary to establish the tension lap splice length required by the ACI 318 Building Code. The Bar

The placing drawings, Figs. 18-06 and 18-07, detail the beam bars in elevation. The reinforcing bar requirements could have been shown in a schedule format, but the elevation view gave a better visual explanation of the bar placement.

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Detailing of Floor and Roof Systems Location Details show the location of each different type of bar. Two beam details, one for a perimeter beam and the second for an interior beam, supplement the schedule by presenting information for the cut-off points, embedments, and lap splices. Note that the interior beams (1B2, 1B3) are the same depth as the joists + slab (16 in.), providing a uniform height ceiling. Beams of a floor system are usually detailed first. Beam 1B1 frames each side of a large opening at the west end of the floor, and its scheduled size is 12” x 24”. Section E (Fig. 18-09) clarifies the reinforcing bar locations, and since the beam frames an opening, the Architect/Engineer considered the beam as a perimeter beam. All columns (according to the note on the structural drawing) are 18 in. square. Additional dimensions will have to be calculated in order to detail the beam bars. For 1B1, the overall length of the beam is: 21’-7” plus half of column 2 (9”) = 22’-4”. The Type C continuous bottom #6 bar is indicated as hooked at each end due to the difference in beam depth at column 2. The bend Type 2 bar is detailed: 22’-4” minus 2” clear at each end = 22’-0” for the “B” dimension, each 90-degree standard hook for a #6 is 1’-0” (dimension A and G – refer to bending schedule – Mark 6A1). The Type D bottom bars are straight: 22’-4” minus 2” clear at each end = 22’-0”. The top Type B #6 bar is detailed thus: 19’-4” clear span divided by 2 = 9’-8”, plus half the splice of a #6 bars = 24”, plus column 1 width = 18” minus 2” clear = 13’-0”.The top Type G #6 bar is detailed thus: for the left side, half the clear span = 9’-8”, plus half of column 2 = 9”, plus half the splice length for a #6 bars = 24” = 12’-5”, plus, for the right side, half the clear span of beam 1B2 = 5’-9”, plus half of column 2 = 9”, plus half the splice length for a #6 bars = 24” = 8’-6” for a total length of bar, 12’-5” + 8’-6” = 20’-11”. The length of the lap splice is furnished by the A/E in the lap splice chart shown on Fig. 18-09. The #6 Type A top end bar at column 1 will extend 0.33 of the clear span = 6’-5” plus column 1 = 18” minus 2” clear = 7’-9” for the B dimension (see mark 6A3). The #6 Type F top bars at column 2 will extend 0.33 times the greater clear span (in this case 1B1) into beams 1B1 and 1B2. The bar length is: 0.33 x 19.33 = 6’-5” times 2 plus 1'-6" for column 2 = 14’-4”. Lastly, for 1B1, the stirrups are detailed. The number of stirrups required is calculated by adding the spacing dimensions for the West end (1 x 3”, 3 x 6”, 3 x 10” = 4’3”) and the East end (1 x 3”, 3 x 6”, 3 x 8”, 3 x 10” = 6’-3”) for a total of 10’-6”.The 10’-6” is subtracted from the clear span (19’-4”) for a balance of 8’-10”.The balance (106 in.) is divided by the “balance spacing” of 20 in. = 5 plus.

The total number of stirrups is 22 (7 from left, 5 in the middle and 10 from the right). The Architect/Engineers’ beam schedule indicates that the stirrups are in two pieces, the bottom piece as stirrup bend Type S3 configuration and the top piece or “stirrup cap” or “cap tie” as Type T9. Section B shows a 1½” clearance to the top bars in the joists and the beam bars will be placed under the joist and slab bars. Beam 1B1 is scheduled as 12 in. wide by 24 in. deep; thus, for S3, the B and D dimensions are 24” minus 1 ½” x 2, minus ¾” (#6 joist top bar) = 20 ¼”.The C dimension = 0’-9”, A and G are 0’-4” (#3 standard 135-degree hook dimension), see mark 3A22. The stirrup cap B dimension is 0’-9”, see mark 3A23. The marking system for the bent bars in this example is sequential (3A22, 3A23, 3A24, etc.) in order as each beam is detailed, then as the joists are detailed. The standard hooks used for both the main reinforcing bars and the stirrups can be found in Fig. C-2 of Appendix C of this textbook. The standard bend types are shown in Fig. C-1. As an aid to the Ironworkers who will place the beam bars, the Detailer (in this example) chose to indicate the bars schematically in the beam schedule, supplemented by sections. The balance of beams is detailed in a manner similar to 1B1. Note that the Architect/Engineer has two 1B2 beams, but the Detailer has labeled the beams 1B2 and 1B2A because 1B3 between columns 3 and 4 has a longer span than 1B5 between columns 13 and 12. The span difference will affect the top bar lengths at the East end of 1B2. In a similar manner, the A/E’s beam 1B3 has been detailed as 1B3, 1B3A, and 1B3B. The Detailer Trainee should study the schedule and beam details, and as an exercise, check the detailed lengths for the balance of the beams scheduled. If bar supports are furnished as part of the Fabricator’s supply contract, the Detailer is expected to calculate the number of pieces or linear feet of supports to be furnished. The calculated totals are then listed on the same placing drawings as the bars to be supported. Bar supports are estimated and detailed according to the industry recommendations in Chapter 3 of CRSI’s Manual of Standard Practice. Several different types of supports could be used to support the beam bars such as individual chairs or bolsters and could be composed of metal, plastic, or concrete. The Detailer must confirm with the Estimator and Customer what type is required. If beam bolsters are used, they are normally placed longitudinally in the beam. Wire beam bolsters are normally furnished in 5 ft. lengths.

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Fig. 18-06 — Placing Drawing – One-Way Slab - Beams (1 of 2)

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Fig. 18-07 — Placing Drawing – One-Way Slab - Beams (2 of 2)

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Fig.18-08 — Structural Drawing - One-Way Joist Floor

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Fig. 18-09 — Structural Drawing - One-Way Joist Floor Details

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Fig. 18-10 — Placing Drawing - One-Way Joist Floor

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Fig. 18-11 — Placing Drawing - One-Way Joist Floor Schedules

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Fig. 18-12 — Placing Drawing - One-Way Joist Floor Bending Details

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The heights of beam bolsters are tabulated in Table 1 of Chapter 3 from CRSI’s Manual of Standard Practice. The typical beam sections show that 1½ in. of concrete cover is required to the outside face of the beam stirrups; thus, the height of the beam bolsters is 1½ in. and is a Class 1 support because the beam is exposed to moisture.

0.33 of the clear span, 22’-3” = 7’-4” plus 1’-0” (half the beam width of 1B2) x 2 = 16’-8”. Joist 1J2 is the larger of the two spans. Mark 6A17 is the top bar at the noncontinuous end of 1J1 and is used for 1J2 in the interest of fabrication economy and ease of field placement. The lengths of the other joists are similarly calculated.

In some geographic areas of the country, the Placing Contractor may decide to use precast concrete blocks or “dobies” to support the beam cage. This would also be per special arrangement between the Contractor and the Fabricator. When precast concrete blocks are used as beam bolsters, they are wired to and support the stirrups. Again, the Detailer should confer with the Chief Detailer in order to follow the proper procedure to calculate the number of pieces.

The Detailer Trainee is expected to continue checking the bar lengths in the balance of the joist schedule. If bar supports are furnished, then follow industry recommendations in the CRSI Manual of Standard Practice. Joist chairs are used to support the bottom bars: the first and last chairs start 1’-0” from the face of wall or beam, then spaced at a 5’-0” maximum spacing. For 1J2, 5 chairs are required, ¾ in. high for a 5 in. rib. Upper joist chairs are not required in this case because the joist bars are supported by the #3 temp bars.

After all the beams are detailed, the next task will be to detail the bars required for the joists. Similar to the beams, the detail requirements can be shown by a joist schedule. The structural drawings normally do not dimensionally locate the joist forms and ribs, but do indicate the spacing and type of form voids to be used. The structural drawing, Fig. 18-08, indicates a 2’-1” rib spacing, 5 in. rib width, thus 20 in. wide pan forms with tapered end pans. The supplier of the pan forms is usually responsible for accurately laying out the joist floor. Standard 20 in. width forms are used wherever possible, but filler forms with widths of 15 in. and 10 in. are used when openings or other obstructions necessitate their use. When joist ribs are continuous across the building width, as in this example, the Form Supplier will dimension the layout accordingly. In this example, the form layout was supplied according to Note 3 on the placing drawing (Fig. 18-10); thus, no pan layout dimensions are shown. However, the Fabricator, per a supply contract with the Contractor, will sometimes furnish the pan forms. In that case, the Detailer may be expected to lay out the pan and rib dimensions on the placing drawings. The structural drawing, Fig. 18-08, shows that across the width of the building, 1J2, 1J5, and 1J6 ribs are in a line. The spaces for 1J2 and 1J6 are the same as are the reinforcement requirements. The joist schedule calls out 2-#6 bottom bars for 1J2. The typical joist detail indicates that they are continuous, hooking at the non-continuous end, and bearing 6 in. at the non-continuous end. The length of the continuous bottom bar for 1J2 (and 1J6) is calculated thus: 24’-6” minus 2” clear at joist end (wall), minus 1’-0” (one half beam width), plus 6” bearing = 23’-10”. The #6 top A bar length is: 0.25 of the clear span, 22’-3” = 5’-7” plus the wall width, 1’-3” minus 2” clear = 6’-8”. The mark 6A19 is used. The length of bar F is:

When all the joists are detailed, the next task is to detail the reinforcement for the distribution ribs, which are at right angles to the main ribs. The reinforcement is shown as 1-#4 bar bottom and top continuous with 2’-0” minimum lap splices. For the South rib, since the out-toout of the building is 106’-0”, allowing 2 in. concrete cover each end, plus 4’-0” (two 2’-0” splices), a total of 109’-8” of #4 bars, top and bottom, are required. The call out is 4-#4 x 40’-0” plus 2-#4 x 29’-10”. See placing drawing Fig. 18-10. The lengths of the other distribution rib bars are similarly calculated. The 4 in. slab over the pans is reinforced with #3 bars spaced at 12 in. on center. The distribution rib is in the middle of the 22’-3” clear span, thus, from the wall to the distribution rib, and from the distribution rib to the beam is 10’-11” clear, with the first slab bar being placed a full space (12”) from the face of the wall or rib. This will require 10 rows of #3 slab bars. For the South area, the out-to-out of the building is 106’-0”, allowing 12 in. projection into the supports, plus 4’-0” (two 2’-0” splices), a total of 109’-6” of #4 bars for each top and bottom bar, is required. For both top and bottom bars, the call out is (2x) 10-#3 x 40’-0” plus 10-#3 x 29’-6”. The balance of the #3 temperature-shrinkage bars are detailed similarly. Finally, the #4 tie bars over every other pan are detailed. These #4 tie bars are needed to maintain the position of the temperature-shrinkage bars as the concrete is placed. The length of the tie bars is the clear span plus 6 in. bearing at each end. The total number of pieces is called out in the plan view (Fig. 18-10). The schedule and plan information is complemented by adding typical beam and joist details to the placing drawing. These details will allow the Ironworkers to place the bars without reference to the structural drawings. Notes and a list of bar supports complete the placing drawing.

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Detailing of Floor and Roof Systems 'MBU
4MBC A flat slab floor system with drop panels and column capitals is usually used when the floor system has to carry heavy loads. Variations of the flat slab system may not have the column capitals, or the drop panel, or may omit both, in which case the floor system is known as a “Flat Plate,” which will be discussed later in this chapter. Flat slab reinforcement is arranged in strips in each direction labeled “column strips” and “middle strips.” The width of each strip is approximately one-half the center-tocenter span between columns. Figure 18-13 illustrates by plan view and detail sections this type of structural design with drop panels and column capitals. The reinforcement requirements are called out on the structural drawing, Fig. 18-13, with bottom bars labeled B and top bars T. The typical sections labeled “COLUMN STRIP” and “MIDDLE STRIP” show the general arrangement, bar lengths, and cut-off points. Note that two bottom bars are continuous through the column cores and hooked at each end, which is a requirement of the ACI 318 Building Code for structural integrity reinforcement. Note 8 states that the North-South bars are in the outermost layers with ¾ in. of concrete cover. Note 5 refers to Chapter 3 of CRSI’s Manual of Standard Practice, which illustrates the method of supporting flat slab reinforcement. The sequence of placing the reinforcing bars and the supporting bolsters, chairs, and support bars is important when calculating the type and quantity of supports to be furnished. Figure 18-14 shows the placing drawing developed from the information shown on the structural drawing. The Architect/ Engineer decided to show the reinforcing bar requirements directly on the plan view, as an example: 11-#6 B or 25-#6 T with double-ended arrows indicating the direction of the bars. Note that in some cases as many as three different bar lengths occur in a strip, so the Detailer has decided to call out the reinforcement in a schedule format, indicating the location on the plan view using a band mark. This is an efficient technique when there are repeat bands with the same number of bars, bar size, and length of reinforcing bars. The bands are marked C and CT for bottom and top column strip bars, respectively, similarly M and MT are used to designate the bottom and top middle strip bars. Note that the Detailer has dimensioned and labeled the strips along the West and North sides of the plan view. The only reinforcement not scheduled but shown on the plan view is that which is required to reinforce the cantilever balcony slab at the South end of the building. The placing drawing also shows the location and direction of the bar supports. Refer to Chapter 3 of CRSI’s Manual of Standard Practice for the placement sequence. Note

that the lengths of the middle strip support bars are 0.33L because the alternate column strip top bars extend 0.33L past the column centerline. The middle strip top bars that do not rest on the support bars are supported by and tied to the column strip top bars extending into the perpendicular middle strip. It is usually more efficient to detail all the bars in one direction since the calculated bar lengths within any one span are the same. Referring to the plan view in Fig. 18-13, the column strip on line 2 indicates the bottom bars in the end span are 15-#6 and 13-#6 bars for the interior span. The bars will be equally spaced across the band width of 10’-8” starting one half space from the band line. Laying out the column and middle strips is the first task the Detailer Trainee should perform following the requirements (0.25L and 0.50L) given by the Architect/ Engineer. A calculation based on equal spacing will determine that in each case, one bottom bar in the band will be placed outside the confines of the 9’-0” drop panel. The typical column strip detail indicates that two bottom bars are continuous through the column core; thus, there will be three bottom bar lengths. Two bars are continuous, two bars will be outside the drop panel, and the balance of the bars will bear 24 bar diameters on the drop panel. On line 2 in Fig. 18-14, the Detailer has labeled the end span band C3. There are 15-#6 bars required. The length of the continuous bars (“B” bars in typical Column Strip Section of Fig. 18-13) is calculated: 19’-3” plus 9 in. to the slab edge, minus 2 in. (concrete cover), plus 19 in. (one-half the 37” lap splice length) = 21’-5” for “B” dimension of Type 2 bar, see mark 6L1. There are two of these #6 bars required as specified in Note 1 on Fig. 18-13. The length of the bars outside the column core (B1) are calculated: 19’-3” plus 9 in., minus 2 in. (concrete cover), minus 0’-3” from line C = 19’-7” for the B dimension of Type 2 bar, see mark 6L2. The length of the balance of the bars (B2) is calculated thus: 19’-3”, minus 9’-0” (4’-6” drop each column), plus 3’-0” (1’-6” bearing = 24 bar diameters = each drop) = 13’-3”. The lengths of the column strip top bars within the band on line 2, scheduled as CT5 where 19-#6 bars are required, are also calculated using the information given by the column strip detail on the structural drawing, Fig. 18-13. At the noncontinuous end, the long bar is 0.33 times 19’-3”, plus 9 in. minus 2” clear = 6’ -11” for the B dimension (mark 6L7). The short bar is 0.25 times 19’-3”, plus 9 in. minus 2” clear = 5’-5” for the B dimension (mark 6L8). For mark CT10, the lengths of the interior top bars are governed by the longer clear span between lines B and C. The length of the long bar is 0.66 (.33 x 2) times 22’-0” = 14’-6”, and the length of the short bar is 0.50 (.25 x 2) times 22’-0” = 11’-0”.

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Fig. 18-13 — Structural Drawing - Flat Slab

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Fig. 18-14 — Placing Drawing - Flat Slab (Plan and Details)

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Fig. 18-15 — Placing Drawing - Flat Slab (Schedules and Details)

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Detailing of Floor and Roof Systems The lengths of the North-South middle strip bars are calculated in a similar manner and the lengths are shown in the schedule. Then the lengths of the East-West column strip and middle strip bars are similarly calculated, labeled, and inserted in the schedule. Finally, the balcony reinforcement is detailed and shown on the plan view, with a section showing the placement. Refer to Chapter 3 of CRSI’s Manual of Standard Practice for the placement location and sequence of the bar supports.

'MBU
1MBUF As previously described, a flat plate slab is a two-way system without drop panels and column capitals, though in some instances the Architect/Engineer may require some drop panels at particular columns due to long spans or heavy live loads. These drop panels would be relatively small in size, perhaps about two to three times the column dimensions. Rather than using drop panels at particular columns in order to maintain a flat ceiling, the Architect/Engineer will specify some sort of assembly called “shearhead reinforcement.” The A/E will specify the type of assembly required. It may be a two-way arrangement of inverted truss-bent reinforcing bars, or a line of stirrups inclined at a 45-degree angle, or a cruciform arrangement of small structural steel beams or channels. The Detailer should confer with the Chief Detailer to ascertain whether or not the shear assembly is part of the Fabricator’s supply contract. The structural drawing illustrated by Fig. 18-16 shows a flat plate slab with the column lines in a rectangular pattern, similar to Fig. 18-13. The feature of a flat ceiling makes this design popular for apartment buildings. The approach to detailing the reinforcing bars in a scatter column layout will be very similar to the following discussion of how to calculate bar lengths. Perimeter beam reinforcement requirements and details are not shown on the placing drawings, Figs. 18-17 and 18-18, since the technique of detailing beam reinforcement was discussed earlier in the chapter under “beams.”.The column strip detail shown in Fig. 18-16 differs from the detail in Fig. 18-13 in several respects. There is no drop panel, and the alternate bottom bars are full length. Another difference is the cut-off location of the long top bar at 0.30L instead of 0.33L. One detail is the same; two column strip bars are continuous through the column core to comply with the requirements in the ACI 318 Building Code for structural integrity. The detail in Fig. 18-16 indicates that the bottom column strip reinforcing bars will have three different lengths; two bars will be continuous, hooking at the noncontinuous

18

end and terminate with a Class A tension lap splice at the continuous end. The balance of the bars will alternate long and short. For example, the North-South column strip end span on line 2, mark CB2A, calls for 14-#6B, thus 2-#6 bars are continuous, 6-#6 bars are long and 6-#6 bars are short. The lengths are calculated: 20’-7” (OF beam to centerline of column), minus 2 in. (concrete cover), plus 13” (one-half Class A tension lap splice) = 21’-6” for the B dimension, see bending mark 6B1. The long bar length is: 20’-7” minus 1’-2” (beam width), plus 6” (bearing on beam), plus 3” (past centerline of column) = 20’-2”.The length of the short bar is: 20’-7” minus 1’-2”, plus 6”, minus 2’-5” (0.125 x 19’-9”) = 17’-6”.The lengths of the column strip top bars, mark CT6D, are calculated similar to the previous discussion under “Flat Slab.” The centerline-to-centerline dimension (North-South) is 19’-9”, times 0.30 = 5’-11” plus 8” (10” minus 2” clear) = 6’-7” for the long bars, times 0.25 = 4’-11” plus 8” = 5’-7” for the short bars. For mark CT8D bars, the lengths of the top bars at the interior column are 11’-10” and 9’-10”. The lengths of the North-South middle strip and the East-West column and middle strip bars are calculated in a similar manner. Refer to the placing drawing Figs. 18-17 and 18-18 for the slab schedule, notes, and bending details. The Detailer Trainee is expected to check the detail lengths scheduled. Bar supports are covered in Figs. 18-17 and 18-18. See CRSI’s Manual of Standard Practice where the practice of supporting flat plate slab reinforcement is further illustrated.

8BGýF
'MBU
4MBC A waffle slab floor framing system is in reality a flat plate floor using square dome forms to create voids in the underside of the slab. The effect is a two-way joist floor, which when viewed from below gives the waffle slab its name. The dome forms come in standard sizes and depths. See Chapter 10 of CRSI’s Manual of Standard Practice. After the concrete has been placed and set, the formwork is removed and can be reused. Figure 18-19 and 18-20 structural drawings illustrate a waffle slab floor. Similar to the previous discussions of flat slabs and flat plate slabs, the reinforcement is shown and scheduled by column and middle strip bands. The strips are one-half panel span in width, with the bottom bars placed in the ribs formed by the domes. The domes are omitted in a rectangular pattern around the supporting columns. The solid concrete around the columns, in effect, is similar in function to the drop panel of a flat slab. While the waffle pattern confines the bottom bars within the ribs, the top bars are normally spaced evenly within

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Detailing of Floor and Roof Systems the band width limits. The cutoff dimensions shown by the typical column and middle strip details are the same as those shown previously for the flat slab floor. Structural continuity is provided by two continuous bottom bars in the ribs located on the column centerlines. One difference is that welded wire reinforcement is shown as the temperature-shrinkage reinforcement for the 4½ in. slab over the domes. The reinforcement requirements are given in the schedule, which lists the number of ribs in the band, the number and size of the bottom bars per rib, and the total number of top bars at the span ends. Figures 18-21, 18-22, and 18-23 are the placing drawings for the reinforcement requirements of structural drawings Figs. 18-19 and 18-20. The Detailer has separated the bottom bars from the top bars in the schedule. The bottom bars are scheduled per rib following the structural drawing designations. The rib on the column centerline has a suffix “A” (C1A, C2A, etc.), while the ribs on either side of the column centerline have the suffix “B.” The top bars are scheduled as the total number of bars per band width shown on the plan view, designated “CT” and “MT” for column and middle strips, respectively. The typical column strip detail shows that the continuous bars in the centerline rib hook at the exterior end and lap splice at the interior column, while the bottom bars in the ribs at each side of the centerline bear 6 in. on the perimeter beam and 24 bar diameters on the solid concrete head at the column. Calculating the bar lengths and bending details is done as previously discussed in this chapter. Note that the end span is dimensioned from the centerline of the perimeter beam (not the exterior column) to the centerline of the first interior column. This dimension is calculated as 30’-7½”, and because it is longer than the interior spans of 30’-0”, the dimension of 30’-7½” will govern the length of the top bars at the first interior column line. The lengths of the continuous bottom bars in the centerline rib are calculated thus: 31’-3” (outside face to interior column centerline), minus 2 in. (concrete cover), plus 39 in. (one-half of 78” tension lap splice for #8 bar) = 34’-4” for the B leg of a Type 1 bent bar. The lengths of the bottom rib bars on each side of the centerline are calculated thus: 31’-3”, minus 1’-3” (beam), plus 0’-6” (bearing), minus 6’-3” (one-half solid head), plus 2’-0” (24 bar diameters bearing for #8 bars) or 1’-9” (24 bar diameters bearing for #7 bars) = 26’-3” for #8 bars, and 26’-0” for #7 bars. Bottom bars in the middle strip ribs are calculated similarly following the typical detail on the structural drawing.

Top bars’ cutoff locations in the end span column strips are 0.33 and 0.25 times the span of 30’-7½”, or 10’-2” and 7’-8”, respectively. The lengths of the interior column top bars are twice as long, or 20’-4” and 15’-4”.The exterior end top bars B dimensions are 10’-8” and 8’-2”, which are calculated by adding 6 in. (rounded up from 5½ in.) to the 0.33L1 and 0.25L1 dimensions. Middle strip top bar lengths are 0.25 times the longer clear span, which has already been calculated as the length of the short column strip top bar. The welded wire reinforcement was detailed in stock flat sheets to facilitate placing. The details on the structural drawing, Fig. 18-20, indicate the WWR covers the domes only. The minimum lap splice of WWR is one wire space plus 0’-2”, in this case is 0’-8”.The Placer will use this data and will field adjust these sheets to fit as per the contract documents. The support bars and chairs are detailed on the placing drawings, Figs. 18-22 and 18-23. The practice of supporting waffle slab reinforcement is illustrated in Chapter 3 of CRSI’s Manual of Standard Practice. In this case, joist chairs, ¾ in. x 5 in. can be used to support the North-South bottom rib bars, and the East-West bottom bars will be supported by the North-South bars. At the column heads, the East-West top bars can be supported on four support bars (four rows spaced at 4 ft. max.) placed on 14 in. high bar chairs (spaced at 3 ft. on center max.). The North-South top bars are placed last on top of the East-West bars. The middle strip top bars can be placed on rows of 2¾ in. chairs set on the dome forms. The Detailer should confer with the Chief Detailer to determine the normal supply and placing practices in the area where the project is located.

4UBJS
4MBCT A partial floor plan with framing and dimensions at the stairway are shown in the placing drawing Fig.18-24. Stair plans and elevations are usually shown on the architectural drawings and the structural drawings will show the reinforcement bar details. This particular stair is supported by walls on all sides and spans between elevated floors. Figure 18-24 shows the Detailer’s interpretation of the intent of the contract documents. Bottom and top slab reinforcement is required in stair slabs, the same as in floor slabs, but the bar arrangement is quite different as Fig.18-24 will show. The main reinforcement in this stair slab example is longitudinal. Temperature-shrinkage reinforcement is

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Detailing of Floor and Roof Systems required in the transverse direction. The longitudinal bars could be calculated, but this is an example where detailing time can probably be saved by drawing the stairs to scale and scaling the lengths and bending dimensions of the bars. The calculation of other bar lengths and the determination of quantities is similar to that previously described for walls and slabs. In each step nosing, a #3 bar, called a nosing bar, is shown. This bar is intended to prevent spalling of the concrete. No bar supports are provided for nosing bars as they may be suspended from the stair formwork by wires. In each step nosing, a #3 bar, called a nosing bar, is shown. This bar is intended to prevent spalling of the concrete. No bar supports are provided for nosing bars as they may be suspended from the stair formwork by wires. Other stair bars are supported in the conventional manner by support bars, high chairs, and slab bolsters.

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Fig. 18-16 — Structural Drawing - Flat Plate

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Fig. 18-17 — Placing Drawing - Flat Plate

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Detailing of Floor and Roof Systems

Fig. 18-18 — Placing Drawing - Flat Plate (Schedules and Details)

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Fig. 18-19 — Structural Drawing - Two-Way Joist (Waffle Slab)

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Detailing of Floor and Roof Systems

Fig. 18-20 — Structural Drawing - Two-Way Joist (Waffle Slab) Schedule and Details

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Fig. 18-21 — Placing Drawing - Two-Way Joist (Waffle Slab)

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Detailing of Floor and Roof Systems

Fig.18-22 — Placing Drawing - Two-Way Joist (Waffle Slab) – Schedules

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Fig. 18-23 — Placing Drawing - Two-Way Joist (Waffle Slab) – Bar Supports

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Detailing of Floor and Roof Systems

Fig. 18-24 — Placing Drawing – Stairs

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APPX

A

APPENDIX A — MATHEMATICAL TABLES AND FORMULAS

Properties of a Circle

Circumference = 6.28318 r = 3.14159 d Y

Diameter = 0.31831 circumference Area = 3.14159r 2

C

Arc a =

Z

›r Aº = 0.017453 r Aº 180°

Angle Aº = c "

Radius r = r

E

180º a a = 57.29578 ›r r 4b 2 + c 2 8b

Chord c = 2 ȼ 2br - b 2 = 2 r sin Rise b = r -

Aº 2

c 1 Aº ȼ 4r 2 - c 2 = tan 2 2 4

= 2r sin2

Aº = r + y - ȼ r 2- x 2 4

y = b - r + ȼ r 2- x 2 x = ȼ r 2 - ( r + y - b)2 Diameter of cirlce of equal periphery as square Side of square of equal periphery as circle Diameter of circle circumscribed about square Side of square inscribed in circle

= 1.27324 (side of square) = 0.78540 (diameter of circle) = 1.41421 (side of square) = 0.70711 (diameter of circle)

$JSDVMBS
4FDUPS o O

r = radius of circle Q

Z

Area of Sector ncpo = ½ (length of arc nop) (r)

r

c

y = angle ncp in degrees

= Area of Circle

y

( 360 )

= 0.0087266 ( r 2 ) ( y )

$JSDVMBS
4FHNFOU r = radius of circle

o C O

c Y s

Q

x = chord

b = rise

Area of Segment nop = Area of Sector ncpo – Area of Triangle ncp ( length of arc nop ) (r ) – x(r - b) 2 Area of Segment nsp = Area of Circle – Area of Segment nop

=

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Mathematical Tables and Formulas

Trigonometric Functions

H

G D

L B c a

A

C

F

b

Radius AF

= 1 = sin2 Aº + cos2 Aº = sin Aº cosec Aº = cos Aº sec Aº = tan Aº cot Aº

Sine Aº

=

cos Aº 1 = = cos Aº tan Aº = cot Aº cosec Aº

Cosine Aº

=

sin Aº 1 = = sin Aº cot Aº = tan Aº sec Aº

Tangent Aº

=

sin Aº 1 = = sin Aº sec Aº = FD cos Aº cot Aº

Cotangent Aº

=

cos Aº 1 = = cos Aº cosec Aº = HG sin Aº tan Aº

Secant Aº

=

tan Aº 1 = = AD sin Aº cos Aº

Cosecant Aº

=

cot Aº 1 = = AG cos Aº sin Aº

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ȼ1 – cos2 Aº = BC

ȼ1 – sin2 Aº = AC

APPX

Mathematical Tables and Formulas

A

Right Angled Triangles B c a A

a2 = c2 – b2

b2 = c2 – a2

c2 = a2 + b2

C b

Required

Known

A

B

a

a, b

tan A =

a b

tan B =

b a

a, c

sin A =

a c

cos B =

a c

b

c

Area

ȼ a2 + b2

ab 2 a ȼ c2 – a2 2

ȼ c2 – a2

A, a

90o – A

A, b

90o – A

b tan A

A, c

90o – A

c sin A

a cot A

a sin A

a2 cot A 2

b cos A

b2 tan A 2 c2 sin 2 A 4

c cos A

Oblique Angled Triangles B c

a2 = b2 + c2 – 2 bc cos A

a

A

a + b+ c 2

s=

C b

A tan

1 K A= 2 s–a

B tan

1 K B= 2 s–b

a, A, B

C tan

ȼ

(s – a) (s – b) (s – c)

s

sin B =

tan A =

b

c

1 K C= 2 s–c

180o – (A + B)

a, b, A a, b, C

K=

c2 = a2 + b2 – 2 ab cos C

Required

Known a, b, c

b2 = a2 + c2 – 2 ac cos B

b sin A a

a sin C b – a cos C

ȼ s (s - a) (s - b) (s - c) a sin B sin A

a sin C sin A b sin C sin B

ȼ a2 + b2 – 2 ab cos C

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Area

ab sin C 2

Mathematical Tables and Formulas

Properties of Plane Figures Nomenclature

a, b, c, d A d, d1, d2 e, f h l, l1, l2 L n θ p r, r1, r2, R

– – – – – – – – – – –

Square

Lengths of Sides Area Diameters Lengths of Diagonals Vertical Height or Altitude Length of Arc Lateral Length or Slant Height Number of Sides Number of Degrees of Arc Perimeter Radii

a = b b

e

p = 4a A = a2 = .5e2

a

e = a ȼ2 = 1.414a

Rectangle

p = 2 (a + b) e = ȼa2 + b2

b

e

b = ȼ e2 – a2 a

A = ab Right Triangle

General Parallelogram or Rhomboid; and Rhombus

p = a+b+c c2 = a2 + b2

Rhomboid — opposite sides parallel

c

b

p = 2 (a + b)

b = ȼ c2 – a2 ab A = 2

e

b

e2 + f 2 = 2 (a2 + b2)

a

A = ah

a = b

p = 3a a

a h = 2 ȼ3 = .866 a ȼ3 A = a2 4 = .433 a2

a

h

e

p = 4a = 4b

b

a

a

Trapezoid b

c

2 h = a ȼ s(s – a) (s – b) (s – c) ah A = 2 A = ȼ s(s – a) (s – b) (s – c)

b

p = a+b+c+d c

h

p = a+b+c

h

f

e2 + f 2 = 4a2 ef A = ah = 2

General Triangle

a+b+c 2

a

Rhombus — opposite sides parallel and all sides equal

Equilateral Triangle

s =

h

f

a

h

d

(a + b) A = 2 h

a

Trapezium c

p = a+b+c+d h2

b

A = Sum of Areas of two major triangles (h1 + h2) g + fh1 + jh2 A =

@Seismicisolation @Seismicisolation "

2

d

h1 f

g

j a

APPX

Mathematical Tables and Formulas

A

Properties of Plane Figures Regular Polygon

Sector of Hollow Circle

n = number of sides

l1

A =

p = na

r

a = 2 ȼ R2 – r2 nar na a2 A = = R2 – 2 2 ȼ 4

θº

›θ (r22 – r12) 360 r1 – r2 A = (I1 + I2 ) 2

R

a

l2 r1

r2

= n X Area of each triangle Fillet Circle

A = .215r 2

p = 2›r = ›d = 3.1416d ›d 2 A = ›r 2 = = .7854d2 4 p2 = = .07958p2 4›

r

or approximately r2 A = 5

r d

Ellipse Hollow Circle or Annulus

› A = (d22 – d12) = .7854 (d22 – d12) 4 r2 = › (r22 – r12) d1 + d2 = › (r2 – r1) 2

p = › (a + b) approximately = › [1.5 (a + b) – ȼ ab ] more nearly d1 d2

r1

b

A = ›ab

= › (r2 + r1) (r2 – r1)

a

Parabola Sector of Circle

I

= =

A = =

rθ ›rθ = = .01745rθ 180 57.3 2A r ›θr 2 = .008727θ r 2 360 Ir 2

A = I θº

(

for θ > 90º r2 A = 2

r

) θº

(

›θ – sin (180 – θ) 180

for chord rise, etc., see "Properties of Circle", pg. A-1

)

b

a

Segment of Circle

for θ < 90º r2 ›θ A = – sin θ 2 180

2 ab 3

r

@Seismicisolation @Seismicisolation "

Mathematical Tables and Formulas Decimals of an Inch

Fraction of an Inch

1/16

1/8

3/16

Decimal Inches

Decimal Millimeters

0.0392

1.000

0.0625

1.588

0.0784

2.000

0.1176

3.000

0.1250

3.175

0.1569

4.000

0.1875

4.763

0.1961

5.000

0.2353

6.000

1/4

0.2500

6.350

0.2745

7.000

5/16

0.3125

7.938

0.3137

8.000

0.3529

9.000

0.3750

9.525

0.3922

10.000

3/8

7/16

1/2

9/16

5/8

11/16

3/4

13/16

7/8

15/16

0.4314

11.000

0.4375

11.113

0.4706

12.000

0.5000

12.700

0.5098

13.000

0.5490

14.000

0.5625

14.288

0.5882

15.000

0.6250

15.875

0.6275

16.000

0.6667

17.000

0.6875

17.463

0.7059

18.000

0.7451

19.000

0.7500

19.050

0.7843

20.000

0.8125

20.638

0.8235

21.000

0.8627

22.000

0.8750

22.225

0.9020

23.000

0.9375

23.813

0.9412

24.000

0.9804

25.000

1.0000

25.400

@Seismicisolation @Seismicisolation "

APPX

Mathematical Tables and Formulas Decimals of a Foot

Inches

Decimal Foot

Decimal Millimeters

Inches

0-1/16 0-1/8

0.0052

1.588

3-1/16

0.0104

3.175

3-1/8

0-3/16

0.0156

4.763

0.2625

80.000

0.0164

5.000

3-3/16

0.2656

0-1/4

0.0208

6.350

3-1/4

0-5/16

0.0260

7.938

3-5/16

0-3/8

Decimal Foot

Decimal Millimeters

Inches

0.2552

77.788

6-1/16

0.2604

79.375

Decimal Foot

Decimal Millimeters

Inches

Decimal Foot

Decimal Millimeters

0.5052

153.988

0.7546

230.000

0.5085

155.000

9-1/16

0.7552

230.188

6-1/8

0.5104

155.575

9-1/8

0.7604

231.775

80.963

6-3/16

0.5156

157.163

9-3/16

0.7656

233.363

0.2708

82.550

6-1/4

9-1/4

0.7708

234.950

0.2760

84.138

0.7710

235.000 236.538

0.5208

158.750

0.5249

160.000

0.0313

9.525

0.2789

85.000

6-5/16

0.5260

160.338

9-5/16

0.7760

0.0328

10.000

3-3/8

0.2813

85.725

6-3/8

0.5313

161.925

9-3/8

0.7813

238.125

0.0365

11.113

3-7/16

0.2865

87.312

6-7/16

0.5365

163.513

9-7/16

0.7865

239.713

0-1/2

0.0417

12.700

3-1/2

0.7874

240.000

0-9/16

0.0469

14.288

0.0492

15.000

0-5/8

0.0521

15.875

3-5/8

0.3021

92.075

6-5/8

0-11/16

0.0573

17.463

3-11/16

0.3073

93.662

6-11/16

0-7/16

0-3/4

3-9/16

0.2917

88.900

0.5413

165.000

0.2953

90.000

6-1/2

0.5417

165.100

9-1/2

0.7917

241.300

0.2969

90.488

6-9/16

0.5469

166.688

9-9/16

0.7969

242.888

0.5521

168.275

9-5/8

0.8021

244.475

0.5573

169.863

0.8038

245.000 246.063

0.0625

19.050

0.3117

95.000

0.5577

170.000

9-11/16

0.8073

0.0656

20.000

3-3/4

0.3125

95.250

6-3/4

0.5625

171.450

9-3/4

0.8125

247.650

0.0677

20.638

3-13/16

0.3177

96.837

6-13/16

0.5677

173.038

9-13/16

0.8177

249.238

0-7/8

0.0729

22.225

3-7/8

6-7/8

0.5729

174.625

0.8202

250.000

0-15/16

0.0781

23.813

0.5741

175.000

9-7/8

0.8229

250.825

0.0820

25.000

1

0.0833

1-1/16 1-1/8

0-13/16

1-3/16

0.3229

98.425

0.3281

100.000

3-15/16

0.3281

100.013

6-15/16

0.5781

176.213

9-15/16

0.8281

252.413

25.400

4

0.3333

101.600

7

0.5833

177.800

10

0.8333

254.000

0.0885

26.988

4-1/16

0.3385

103.188

7-1/16

0.5885

179.388

0.8366

255.000

0.0938

28.575

4-1/8

0.3438

104.775

0.5906

180.000

10-1/16

0.8385

255.588

0.0984

30.000

0.3445

105.000

7-1/8

0.5938

180.975

10-1/8

0.8438

257.175

0.0990

30.163

0.3490

106.363

7-3/16

0.5990

182.563

10-3/16

0.8490

258.763

7-1/4

4-3/16

1-1/4

0.1042

31.750

4-1/4

z0.3542

107.950

1-5/16

0.1094

33.338

4-5/16

0.3594

109.538

1-3/8

0.1146

34.925

0.3609

110.000

0.1148

35.000

4-3/8

0.3646

1-7/16

0.1198

36.513

4-7/16

1-1/2

0.1250

38.100

4-1/2

1-9/16

0.1302

39.688

0.1312

40.000

1-5/8

0.1354

41.275

1-11/16

0.1406

42.863

1-3/4

0.1458

44.450

0.1476 1-13/16 1-7/8 1-15/16 2

0.6042

184.150

0.8530

260.000

0.6070

185.000

10-1/4

0.8542

260.350

7-5/16

0.6094

185.738

10-5/16

0.8594

261.938

111.125

7-3/8

0.6146

187.325

10-3/8

0.8646

263.525

0.3698

112.713

7-7/16

0.8694

265.000

0.3750

114.300

0.3773

115.000

4-9/16

0.3802

4-5/8

0.3854

4-11/16

0.3906

119.063

0.3937

120.000

7-11/16

0.6406

195.263

10-11/16

0.8906

271.463

45.000

4-3/4

0.3958

120.650

7-3/4

0.6458

196.850

10-3/4

0.8958

273.050

0.1510

46.038

4-13/16

0.4010

122.238

7-13/16

10-13/16

0.1563

47.625

4-7/8

0.4062

123.825

10-7/16

0.8698

265.113

7-1/2

0.6250

190.500

10-1/2

0.8750

266.700

115.888

7-9/16

0.6302

192.088

10-9/16

0.8802

268.288

117.475

7-5/8

0.6354

193.675

10-5/8

0.8854

269.875

0.6398

195.000

0.8858

270.000

198.438 200.000

274.638 275.000 276.225

49.213

0.4101

125.000

7-7/8

0.6563

200.025

10-7/8

0.9063

4-15/16

0.4115

125.413

7-15/16

0.6615

201.613

10-15/16

0.9115

277.813

0.1667

50.800

5

0.4167

127.000

8

0.6667

203.200

11

0.9167

279.400

5-1/16

8-1/16

0.9186

280.000

0.1719

52.388 53.975

0.1804

55.000

2-3/16

0.1823

2-1/4

0.1875

0.4219

128.588

0.4265

130.000

5-1/8

0.4271

130.175

55.563

5-3/16

0.4323

57.150

5-1/4

0.4375

5-5/16

0.1927

58.738

0.1969

60.000

0.1979

60.325

5-3/8

0.6719

204.788

0.6726

205.000

11-1/16

0.9219

280.988

8-1/8

0.6771

206.375

11-1/8

0.9271

282.575

131.763

8-3/16

0.6823

207.963

11-3/16

0.9323

284.163

133.350

8-1/4

0.6875

209.550

0.9350

285.000 285.750

0.4427

134.938

0.6890

210.000

11-1/4

0.9375

0.4429

135.000

8-5/16

0.6927

211.138

11-5/16

0.9427

287.338

0.4479

136.525

8-3/8

0.6979

212.725

11-3/8

0.9479

288.925

8-7/16

2-7/16

0.2031

61.913

5-7/16

0.4531

138.113

2-1/2

0.2083

63.500

5-1/2

0.4583

139.700

0.2133

65.000

0.4593

140.000

0.2135

65.088

5-9/16

0.4635

0.7031

214.313

0.9514

290.000

0.7054

215.000

11-7/16

0.9531

290.513

8-1/2

0.7083

215.900

11-1/2

0.9583

292.100

141.288

8-9/16

0.7135

217.488

11-9/16

0.9635

293.688

8-5/8

0.7188

219.075

0.9678

295.000

0.7218

220.000

11-5/8

0.9688

295.275

8-11/16

0.7240

220.663

11-11/16

0.9740

296.863

11-3/4

0.9792

298.450

0.9843

300.000 300.038

2-5/8

0.2188

66.675

5-5/8

0.4687

142.875

2-11/16

0.2240

68.263

5-11/16

0.4740

144.463

2-3/4

0.2292

69.850

0.4757

145.000

0.2297

70.000

5-3/4

0.4792

146.050

8-3/4

0.7292

222.250

2-13/16

0.2344

71.438

5-13/16

0.4844

147.638

8-13/16

0.7344

223.838

2-7/8

0.2396

73.025

5-7/8

2-15/16

0.2448

74.613

0.2461

75.000

0.2500

76.200

3

0.9010 0.9022

50.000

0.1771

2-9/16

0.6510 0.6562

0.1615

2-1/8

2-3/8

188.913 190.000

0.1640 2-1/16

2-5/16

0.6198 0.6234

0.4896

149.225

0.7382

225.000

11-13/16

0.9844

0.4921

150.000

8-7/8

0.7396

225.425

11-7/8

0.9896

301.625

5-15/16

0.4948

150.813

8-15/16

0.7448

227.013

11-15/16

0.9948

303.213

6

0.5000

152.400

9

0.7500

228.600

12

1.0000

304.800

@Seismicisolation @Seismicisolation "

A

Mathematical Tables and Formulas

This page is intentionally left blank.

@Seismicisolation @Seismicisolation "

APPX

B

APPENDIX B — COMMON SYMBOLS AND ABBREVIATIONS 0SHBOJ[BUJPOT AASHTO

American Association of State Highway and Transportation Officials

ACI

American Concrete Institute

AIA

American Institute of Architects

AISC AISI ASTM

American Institute of Steel Construction American Iron & Steel Institute American Welding Society

CRSI

Concrete Reinforcing Steel Institute

CSI

Construction Specifications Institute

ICC NCMA PCA PTI WRI

Federal Highway Administration International Code Council National Concrete Masonry Association Portland Cement Association

MT

MT-shape, structural tee made from M-shape

S

S-shape (a.k.a. American standard beam)

ST

ST-shape, structural tee made from S-shape

W

W-shape

WT

WT-shape, structural tee made from W-shape

8JSF
#BS
4VQQPSUT BB BBU BC CHC

Beam Bolster Beam Bolster Upper Individual Bar Chair Continuous High Chair

Post-Tensioning Institute

CHCM

Continuous High Chair for Metal Deck

Wire Reinforcement Institute

CHCU

Continuous High Chair Upper

4USFTT
BOE
'PSDF
%FTJHOBUJPOT

CS

Continuous Support

HC

Individual High Chair

HCM

f'c

28-day specified compressive strength of concrete, psi

fy

minimum specified yield strength of reinforcing bar, psi

psf

MC-shape (a.k.a. miscellaneous channel)

American Society for Testing & Materials

AWS

FHWA

MC

pounds per square foot — used for loads on building or reactions as from soil on footings

JC JCU SB

High Chair for Metal Deck Joist Chair Joist Chair Upper Slab Bolster

SBC

Single Bar Centralizer (Friction)

SBU

Slab Bolster Upper

psi

pounds per square inch — used for stress or strength of concrete and reinforcing bar

kip

1,000 pounds

CB

Combination Block

ksi

kips per square inch (1 ksi = 1,000 psi)

DB

Dowel Block

4USVDUVSBM
4UFFM
%FTJHOBUJPOT 2C

2C-shape (a.k.a. double channel)

2L

2L-shape (a.k.a. double angle)

C HP HSS L M

C-shape (a.k.a. American standard channel)

1SFDBTU
$PODSFUF
#BS
4VQQPSUT
%PCJFT

DSBB

Bottom Bolster - Wired

DSSS

Side-Form Spacer - Wired

DSWS

Side-Form Spacer - Drilled Shafts

PB

Plain Block

WB

Wired Block

HP-shape (a.k.a. bearing pile) Rectangular, square, or round hollow structural shape L-shape (a.k.a. angle)

"MM1MBTUJD
#BS
4VQQPSUT BS

Bottom Support

BS-CL

Bottom Support

M-shape

@Seismicisolation @Seismicisolation B-1

Common Symbols and Abbreviations DSBB DSWS HC HC-V HDHC SB SBU VLWS WS

Bottom Bolster (Gripping) Side-Form Spacer - Drilled Shafts High Chair for Metal Deck High Chair, Variable Heavy Duty High Chair Slab Bolster Slab Bolster Upper Locking Wheel Side-Form Spacer Wheel Side-Form Spacer

1BSUT
PG
B
4USVDUVSF (Used in marks for structural members) B

Beams

C

Columns

F

Footings

G

Girders

J

Joists

L

Lintels

P

Piers, Caissons, Drilled Shafts

R

Roof

S

Slabs

SW W

Shearwall(s) Walls

$PNNPO
4ZNCPMT #

To indicate size of deformed reinforcing bar

Φ

Diameter or round; used mainly for plain round bars

@

Spacing center-to-center or "at"

'

Feet or Minutes

"

Inches or Seconds

º

Degrees

=

Equal

›

Pi (approx. 31/7 or 3.142857)

<

Less Than

>

Greater Than

<

Less Than or Equal To

>

Greater Than or Equal To

≈

Approximate

@Seismicisolation @Seismicisolation B-2

APPX

Common Symbols and Abbreviations $0..0/
"##3&7*"5*0/4 ABT

About

ABUT

Abutment

ADDL

Additional

ADJ

Adjacent

ALT

Alternate

APPROX

Approximate

CMU

Concrete Masonry Unit

CNR

Corner

COL(S)

Column(s)

CONC

Concrete

CONST CONT CONTR JT CONTR

B

Bottom

BAL

Balance

BDL

Bundle

BETW

Between

BLDG

Building

BLL

Bottom Lower Layer

BM

Beam

BM

Benchmark

BNT

Bent

BOF

Bottom of Footing

BOT

Bottom

BP

Bearing Plate

BSMT

Basement

BTWN

Between

BUL CANT

Bottom Upper Layer Cantilever

CB

Catch Basin

CB

Corner Bar

CBAR

Corner Bar

CBAS

Catch Basin

CC Cert CF CHK

Center-to-Center Certified Counterfort Check

CIDH

Caisson In Drilled Hole

CIDH

Cast In Drilled Hole

CIP

Cast-in-Place

CJ

Construction Joint

CL

Clear

CLR

Clear

Construction Continuous Contraction Joint Contractor

COR

Corner

CRN

Corner

CTR

Center

CTRD

Centered

CU YD

Cubic Yard

CY

Cubic Yard

D-10

Deformed Wire, 0.10 in.2 area

DBL

Double

DET

Detail

DETLR DIA

Detailer Diameter

DIAF

Diaphragm

DIAG

Diagonal

DIR

Direction

DIST

Distance

DIST

Distribution

DWG

Drawing

DWL

Dowel

E

East

E

Epoxy-Coated

EA

Each

EC

Epoxy-Coated

EE

Each End

EF

Each Face

EJ

Expansion Joint

EL

Elevation

EL

Elevator

ELEV

Elevation

ELEV

Elevator

@Seismicisolation @Seismicisolation B-3

B

Common Symbols and Abbreviations EPOX

Epoxy-Coated

ID

Inside Diameter

EQ

Equal

IF

Inside Face

EQ

Equation

IN

Inch

Equivalent

IN

Inches

EQUIV EST

Estimate

INCL

Include

EW

Each Way

INS

Inside

East-West Direction

INT

Interior

Existing

INV

Invert

JST

Joist

JT

Joint

E-W EXIST EXP JT

Expansion Joint

EXP

Expansion

EXT

Extend

EXT

Exterior KIP

FDN

Foundation

FF

Far Face

FF

Finished Floor

LB LBS

FIG

Figure

LF

FIN

Finish

LGTH

FL

Floor

FNDN

= 1,000 lbs

Foundation

LIN LL

Pound Pounds Linear Feet Length Linear Lower Layer

FS

Far Side

FT

Feet

LONG

Longitudinal

FT

Foot

LONGIT

Longitudinal

FTG G GA GALV

Footing Galvanized

Location

LP

Low Point

LT

Left

LW

Long Way

MAX

Maximum

Gauge Galvanized

GC

General Contractor

GR

Grade

H

LOC

Horizontal

MESH

Welded Wire Reinforcement

MH

Manhole

MID

Middle

MIN

Minimum

Hook

MK

Mark

HOR

Horizontal

MP

Midpoint

HORIZ

Horizontal

HP

High Point

HT

Height

HK

@Seismicisolation @Seismicisolation B-4

APPX

Common Symbols and Abbreviations N

Near

RESTEEL

Plain bars used for reinforcement

N

North

RESTEEL

Rebar

Near Face

RESTEEL

Wire

NIC

Not in Contract

RESTEEL

WWR

NO.

Number

RET WALL

Retaining Wall

NOM

Nominal

NF

NS

REV

Near Side

N-S

North-South Direction

NTS

Not to Scale

RM

Room

RND

Round

RT RW

O.C.

Outside Diameter

OF

Outside Face

S SAD

OPNG

Opening

SCHED

OPP

Opposite

SD SECT

PC

Right Retaining Wall

On Center

OD

P/T

Revision

Post-Tensioning Precast

South See Architectural Details Schedule Storm Drain Section

SMRND

Smooth Round

SOG

Slab on Ground

PCP

Precast Concrete Panels

PCS

Pieces

SP

Space

PI

Point of Inflection

SP

Spiral

PI

Point of Intersection

SP

Spirals

SPA

Space

PIP

SOMD

Poured-In-Place

Slab on Metal Deck

PL

Plain Bar

SPCG

Spacing

PL

Plate

SPCR

Spacer

PR

Pair

SQ

Square

Project

SS

Stainless Steel

Point

ST

Stair

Pavement

ST

Step

ST

Street

PROJ PT PVMT QTY

Quantity

STA STAG.

R

Radius

RC

Reinforced Concrete

RD REBAR REG REINF REQ

STD

Station Stagger Standard

STGR

Stagger

Road

STIR

Stirrup

Deformed Reinforcing Bar

STR

Straight

Register

STRUCT

Structural

Reinforced

STRUCT

Structures

Require

SUPP

@Seismicisolation @Seismicisolation B-5

Support

B

Common Symbols and Abbreviations SUPT

Support

W 10

SW

Short Way

W

SYM

Symmetric

WT

T TBL TC TEMP TF

Top Top of Curb

Top of Concrete

TOC

Top of Curb

TOF

Top of Footing

TOM

Top of Masonry

TOS

Top of Slab

TOS

Top of Slab

TOS

Top of Steel

TOSTL

Top of Steel

TUL

Welded Wire Reinforcement

WWR

Welded Wire Reinforcement

X-SECT

Cross-Section

Top of Wall Top Transverse Top Upper Layer

TW

Top of Wall

TYP

Typical

U.N.O.

Unless Otherwise Noted

U.O.N.

Unless Otherwise Noted

U.O.S.

Unless Otherwise Shown

U.S.O.

Unless Otherwise Shown

UL

WWF

Top of Footing

TOC

TRANSV

Weight

Temperature Top Lower Layer

TP

West

Table

TLL

TOW

Plain Wire, 0.10 in.2 area

Upper Layer

V

Vertical

VERT

Vertical

VT

Vertical

@Seismicisolation @Seismicisolation B-6

APPX

Common Symbols and Abbreviations

Structural Drafting - Reinforced Concrete

Concrete Lines

Unexposed Concrete or Masonry Wall Lines

Reinforcement

—

— Center Lines

Dimension Lines

Concrete Beam Framing into Column which Extends Through Floor Bars in 1" = 1' – 0" Scale Elevations and X-Sections

Concrete Beam Framing into Column which Extends Through Floor

Using the line conventions shown above will show beams, columns, and walls as they would appear after the concrete has been placed. Some Architects/ Engineers, to avoid drawing so many dashed lines, show beams and columns in full lines as the formwork would appear before the concrete is placed. Because placing drawings are used prior to placing the concrete when the formwork is visible, a drawing made with solid lines rather than broken lines would be acceptable and quicker, but less legible.

— End Beyond Section Bars in Large Scale

— Cut at Section

Column X – Section

Bars in Small Scale

Column X – Section

@Seismicisolation @Seismicisolation B-7

B

Common Symbols and Abbreviations

This page is intentionally left blank.

@Seismicisolation @Seismicisolation B-8

APPX

C

APPENDIX C — DETAILING REFERENCE DATA

Typical Bar Bends

Notes: 1.


"MM
EJNFOTJPOT
BSF
PVUUPPVU
PG
CBS
FYDFQU
i"w
BOE
i(w
PO
TUBOEBSE
¡
BOE
¡
IPPLT 2.


i+w
EJNFOTJPO
PO
¡
IPPLT
UP
CF
TIPXO
POMZ
XIFSF
OFDFTTBSZ
UP
SFTUSJDU
IPPL
TJ[F
PUIFSXJTF
"$*
TUBOEBSE
IPPLT
BSF
UP
CF
VTFE 3.


8IFSF
i+w
JT
OPU
TIPXO
i+w
XJMM
CF
LFQU
FRVBM
UP
PS
MFTT
UIBO
i)w
PO
#FOE
5ZQFT


BOE

8IFSF
i+w
DBO
FYDFFE
i) w
JU
TIPVME
CF
TIPXO 4.


i)w
EJNFOTJPO
TUJSSVQT
UP
CF
TIPXO
XIFSF
OFDFTTBSZ
UP
åU
XJUIJO
DPODSFUF

5.


8IFSF
CBST
BSF
UP
CF
CFOU
NPSF
BDDVSBUFMZ
UIBO
TUBOEBSE
GBCSJDBUJOH
UPMFSBODFT
CFOEJOH
EJNFOTJPOT
XIJDI
SFRVJSF
DMPTFS
GBCSJDBUJPOT
TIPVME
IBWF
MJNJUT
JOEJDBUFE 6.

/VNCFST
JO
DJSDMFT
TIPX
UZQFT 7.


'PS
SFDPNNFOEFE
EJBNFUFS
i% w
PG
CFOET
BOE
IPPLT TFF
UBCMFT
PO
QBHF
$ 8.


6OMFTT
PUIFSXJTF
OPUFE
EJBNFUFS
i%w
JT
UIF
TBNF
GPS
BMM
CFOET
BOE
IPPLT
PO
B
CBS
FYDFQU
GPS
#FOE
5ZQFT

BOE
 

Where slope differs from 45° dimensions, “H” and “K” must be shown.

@Seismicisolation @Seismicisolation C-1

Enlarged View Showing Bar Bending Details

Detailing Reference Data

Typical Bar Bends

(TOTAL LENGTH)

C (CIRCUM.)

Where slope differs from 45° dimensions, “H” and “K” must be shown.

Enlarged View Showing Bar Bending Details

Notes: 1.


"MM
EJNFOTJPOT
BSF
PVUUPPVU
PG
CBS
FYDFQU
i"w
BOE
i(w
PO
TUBOEBSE
¡
BOE
¡
IPPLT 2.


i+w
EJNFOTJPOT
PO
¡
IPPLT
UP
CF
TIPXO
POMZ
XIFSF
OFDFTTBSZ
UP
SFTUSJDU
IPPL
TJ[F
PUIFSXJTF
"$*
TUBOEBSE
IPPLT
BSF
UP
CF
VTFE 3.


8IFSF
i+w
JT
OPU
TIPXO
i+w
XJMM
CF
LFQU
FRVBM
UP
PS
MFTT
UIBO
i)w
PO
#FOE
5ZQFT


BOE

8IFSF
i+w
DBO
FYDFFE
i) w
JU
TIPVME
CF
TIPXO 4.


i)w
EJNFOTJPO
TUJSSVQT
UP
CF
TIPXO
XIFSF
OFDFTTBSZ
UP
åU
XJUIJO
DPODSFUF

@Seismicisolation @Seismicisolation C-2

5.


8IFSF
CBST
BSF
UP
CF
CFOU
NPSF BDDVSBUFMZ
UIBO
TUBOEBSE
GBCSJDBUJOH
UPMFSBODFT
CFOEJOH
EJNFOTJPOT
XIJDI
SFRVJSF
DMPTFS
GBCSJDBUJPOT
TIPVME
IBWF
MJNJUT
JOEJDBUFE 6.

/VNCFST
JO
DJSDMFT
TIPX
UZQFT 7.


'PS
SFDPNNFOEFE
EJBNFUFS
i% w
PG
CFOET
BOE
IPPLT
TFF
UBCMFT
PO
QBHF
$ 8.

5
ZQF
4
UP
4
4
5
UP
5
5
UP
5
BQQMZ
UP
CBS
TJ[FT

UISPVHI

<
UISPVHI
> 9.


6OMFTT
PUIFSXJTF
OPUFE
EJBNFUFS
i%w
JT
UIF
TBNF
GPS
BMM
CFOET
BOE
IPPLT
PO
B
CBS
FYDFQU
GPS
#FOE
5ZQFT

BOE
 

APPX

Detailing Reference Data

C

Standard Hooks

All specific dimension recommended by CRSI below meet minimum requirements of ACI 318 [318M]. Galvanized bars that are bent cold prior to galvanizing may have finished bend diameters larger than those shown below. See ASTM A767/A767M, Section 7. Recommended End Hooks All Grades of Steel (D = Finished Bend Diameter)

Bar Size

D, in. [mm]

180º Hooks, ft-in [mm] A or G

90º Hooks, ft-in [mm] J

A or G

#3 [#10]

2¼ [60]

0-5 [125]

0-3 [80]

0-6 [150]

#4 [#13]

3 [80]

0-6 [150]

0-4 [105]

0-8 [200]

#5 [#16]

3¾ [95]

0-7 [175]

0-5 [130]

0-10 [250]

#6 [#19]

4½ [115]

0-8 [200]

0-6 [155]

1-0 [300]

#7 [#22]

5¼ [135]

0-10 [250]

0-7 [180]

1-2 [375]

#8 [#25]

6 [155]

0-11 [275]

0-8 [205]

1-4 [425]

#9 [#29]

9½ [240]

1-3 [375]

0-11¾ [300]

1-7 [475]

#10 [#32]

10¾ [275]

1-5 [425]

1-1¼ [335]

1-10 [550]

#11 [#36]

12 [305]

1-7 [475]

1-2¾ [375]

2-0 [600]

#14 [#43]

18¼ [465]

2-3 [675]

1-9¾ [550]

2-7 [775]

#18 [#57]

24 [610]

3-0 [925]

2-4½ [725]

3-5 [1050]




135º Seismic Stirrup/Tie Hooks

Stirrup (Ties Similar) – Stirrup/Tie Hook Dimensions

135º Seismic Stirrup/Tie Hook Dimensions

All Grades of Steel

All Grades of Steel

Bar Size

D, in. [mm]

#3 [#10] #4 [#13]

90º Hook, ft-in [mm]

135º Hook, in. [mm]

Bar Size

D, in. [mm]

Hook A or G

Hook A or G

H (Approx.)

1½ [40]

0-4 [105]

4 [105]

2½ [65]

#3 [#10]

2 [50]

0-4½ [115]

4½ [115]

3 [80]

#4 [#13]

#5 [#16]

2½ [65]

0-6 [155]

5½ [140]

3¾ [95]

#6 [#19]

4½ [115]

1-0 [305]

8 [205]

4½ [115]

#7 [#22]

5¼ [135]

1-2 [355]

9 [230]

#8 [#25]

6 [155]

1-4 [410]

10½ [270]

135º Hook, in. [mm] Hook A or G

H (Approx.)

1½ [40]

4¼ [110]

3 [80]

2 [50]

4½ [115]

3 [80]

#5 [#16]

2½ [65]

5½ [140]

3¾ [95]

#6 [#19]

4½ [115]

8 [205]

4½ [115]

5¼ [135]

#7 [#22]

5¼ [135]

9 [230]

5¼ [135]

6 [155]

#8 [#25]

6 [155]

10½ [270]

6 [155]

@Seismicisolation @Seismicisolation C-3

Detailing Reference Data

Standard Fabricating Tolerances – ACI 315

For bar sizes #3 through #11 [#10 through #36]

STRAIGHT 2

2 1

4

19

11 2

4 )

2

R (2

2

2

2

2

2

2

20 12

3

4

2

4

2

3

2

2 2 4

2

22

3 2

2

4

3

3 2

13 2

4

(2

)

3

4

R

5

2

23

2

2

3

3 2

6

3

2

14 2

2

24

2

4 2

7

2

4 2

16 2

8

2 2

2

25 STANDEE (ISOMETRIC VIEW)

2

1*

2 17

SEE NOTE ANGULAR DEVIATION**

2 O(6)***

9

26

2

STANDEE (ISOMETRIC VIEW) 18

10

1*

4 2 2

2

2 See Tolerance Symbols and Notes on next page.

@Seismicisolation @Seismicisolation C-4

APPX

C

Detailing Reference Data

Standard Fabricating Tolerances – ACI 315

For bar sizes #3 through #11 [#10 through #36]

1*

1*

1*

1*

S2

S1

1*

1*

1*

1*

1*

S4

S3

S5

+

1*

1*

1*

4

T1

T2

T3

1*

1*

1*

S6

S11

1

1 1*

1*

1*

1*

1*

1*

4

1*

1

1

1

T6

T7

T8

T9

5 SPIRAL

Tolerance Symbols 1 1 1 2 3 4 5 6 7

= = = = = = = = =

œ
›
JO
<
NN>
GPS
CBS
TJ[FT


BOE

<

BOE
>
(SPTT
-FOHUI

o
w
<
N>

œ

JO
<
NN>
GPS
CBS
TJ[FT


BOE

<

BOE
>
(SPTT
-FOHUI
>
o
w
<
N>

œ

JO
<
NN>
GPS
CBS
TJ[FT


BOE

<

BOE
> œ

JO
<
NN> œ

JO

›
JO
<
NN>
œ
›
JO
<
NN>
5PMFSBODF
PO
'BCSJDBUFE
4QJSBM
%JBNFUFS
4FF
5BCMF
#FMPX

œ

JO
Y
i0w
EJNFOTJPO
>
œ

JO
<
NN> o

JO
<
NN>
GPS
MBQ
TQMJDF

Notes: "MM
5PMFSBODFT
TJOHMF
QMBOF
BOE
BT
TIPXO 



%
JNFOTJPOT
PO
UIJT
MJOF
BSF
UP
CF
XJUIJO
UPMFSBODF
TIPXO
CVU
BSF
OPU
UP
EJGGFS
GSPN
UIF
PQQPTJUF
QBSBMMFM
EJNFOTJPO
NPSF
UIBO
›
JO
<
NN>



"OHVMBS
%FWJBUJPO‰NBYJNVN
œ
›
PS
œ
›
JOGU
<
NNN>
CVU
OPU
MFTT
UIBO
›
JO
<
NN>
PO
BMM

IPPLT
BOE
CFOET




*G
BQQMJDBUJPO
PG
QPTJUJWF
UPMFSBODF
UP
#FOE
5ZQF

SFTVMUT
JO
B
DIPSE
MFOHUI
>
UIF
BSD
PS
CBS
MFOHUI
UIF
CBS
NBZ
CF
TIJQQFE
TUSBJHIU 5PMFSBODFT
GPS
#FOE
5ZQFT
4
UISPVHI
4
4
5
UISPVHI
5
BOE
5
UISPVHI
5
BQQMZ
UP
CBS
TJ[FT

UISPVHI

<
UISPVHI
>
POMZ

Tolerance Symbol 5 — Tolerance on Fabricated Spiral Diameter < 18”

> 18”, < 30”

> 30”, < 48”

[< 460 mm]

[> 460 mm, < 760 mm]

[> 760 mm, < 1220 mm]

> 48”, < 66”

> 66”, < 84”

#3 [#10} #4 [#13] #5 [#16]

± 1/2” [± 15 mm]

> 102” [> 2590 mm]

Not Recommended ± 1/2” [± 15 mm] + 1”, – 0” [+ 25 mm, – 0 mm]

#6 [#19] #7 [#22]

> 84”, < 102”

[> 1220 mm, < 1680 mm] [> 1680 mm, < 2130 mm] [> 2130 mm, < 2590 mm]

+ 2”, – 0” [50 mm, – 0 mm]

+ 3”, – 0” [75 mm, – 0 mm]

+ 4”, – 0” [100 mm, – 0 mm]

+ 5”, – 0” [125 mm, -0 mm]

Not Available

#8 [#25]

Notes: 1.

5
IF
UPMFSBODFT
TIPXO
BSF
GPS
GBCSJDBUFE
TQJSBM
SFJOGPSDJOH
TUFFM
POMZ
BOE
TIPVME
OPU
CF
VTFE
UP
NFBTVSF
åOBM
åFME
UPMFSBODF
GPS
BO
BTTFNCMFE
VOJU
5IF
åOBM
åFME
UPMFSBODF
GPS
UIF
EJBNFUFS
PG
BO
BTTFNCMFE
VOJU
JT
œ
w
<œ

NN> 2.



<>
CBST
BSF
OPU
SFDPNNFOEFE
GPS
VTF
JO
TQJSBMT
MBSHFS
UIBO

JO
<
NN>

3.



<>
CBST
BSF
OPU
SFDPNNFOEFE
GPS
VTF
JO
TQJSBMT
MBSHFS
UIBO

JO
<
NN> 4.


4QFDJBM
DPOTJEFSBUJPO
NVTU
CF
VTFE
XIFO
MPBEJOHVOMPBEJOH
BOE
IBOEMJOH
MBSHF
EJBNFUFS
TQJSBMT
BOE
UJFT
UP
QSFWFOU
NJTTIBQJOH
UIF
GBCSJDBUFE
EJBNFUFS

5.

5
IF
'BCSJDBUPS
NVTU
UBLF
UIF
OVNCFS
PG
UVSOT
JO
UIF
TQJSBM
JOUP
DPOTJEFSBUJPO
UP
FOTVSF
UIBU
PO
MBSHF
EJBNFUFS
TQJSBMT
UIFSF
JT
FOPVHI
NBUFSJBM
UP
DPNQMFUF
UIF
åOJTIFE
MFOHUI
PG
UIF
TQJSBM 6.

5
IF
$POUSBDUPS
'BCSJDBUPS
BOE
1MBDFS
NVTU
DPPSEJOBUF
BOE
NBLF
BSSBOHFNFOUT
GPS
BEEJUJPOBM
NBUFSJBM


@Seismicisolation @Seismicisolation C-5

SFRVJSFE
GPS
CSBDJOH
BOE
TVQQPSUJOH
UIF
BTTFNCMFE
VOJU
UP
NBJOUBJO
UIF
SFRVJSFE
EJBNFUFS

Detailing Reference Data

Standard Fabricating Tolerances – ACI 315

For bar sizes #14 through #18 [#43 through #57] STRAIGHT 8 O(10)***

9

1

9 7 10 7

2

7 7

3

9

7

7

11 9

7

R

(7

)

7

7

4

7

7 7 12

5

9

7

9

7 7

6

7

7

7

Tolerance Symbols

7

7

7

7

9 7

Symbol

#14 [#43]

#18 [#57]

7

± 2½ in. [65 mm]

± 3½ in. [90 mm]

8

± 2 in. [50 mm]

± 2 in. [50 mm]

9

± 1½ in. [40 mm]

± 2 in. [50 mm]

10 = 2% x “O”

± 2½ in. [65 mm]

± 3½ in. [90 mm]

dimension, >

min.

min.

"MM
UPMFSBODFT
TJOHMF
QMBOF
BOE
BT
TIPXO
"MTP
OPUF
FOE
DVUUJOH
EFWJBUJPOT
PO
QBHF
$ *



4
BXDVU
CPUI
FOET
‰
PWFSBMM
MFOHUI
œ
›
JO
<
NN> **


"OHVMBS
%FWJBUJPO‰NBYJNVN
œ
›
PS
œ
›
JOGU
<
NNN>
PO
BMM

IPPLT
BOE
CFOET ***



*G
BQQMJDBUJPO
PG
QPTJUJWF
UPMFSBODF
UP
#FOE
5ZQF

SFTVMUT
JO
B
DIPSE
MFOHUI
>
UIF
BSD
PS
CBS
MFOHUI
UIF
CBS
NBZ
CF
TIJQQFE
TUSBJHIU

@Seismicisolation @Seismicisolation C-6

APPX

Detailing Reference Data

C

Standard Fabricating Tolerances – ACI 315

For bar sizes #14 through #18 [#43 through #57]

7 9

18

13

7 7 R (7 )

7 9 7

7 19 7

16 7

7 7 7

20

7

7

17

SEE NOTE ANGULAR DEVIATION**

7

9

24

7

7

Tolerance Symbols "MM
UPMFSBODFT
TJOHMF
QMBOF
BOE
BT
TIPXO
"MTP
OPUF
FOE
DVUUJOH
EFWJBUJPOT
PO
QBHF
$ *




4BXDVU
CPUI
FOET
‰
PWFSBMM
MFOHUI
œ
› JO
<
NN> **



"OHVMBS
%FWJBUJPO‰NBYJNVN
œ
›
PS
œ
›
JOGU
<
NNN>
PO
BMM

IPPLT
BOE
CFOET ***



*G
BQQMJDBUJPO
PG
QPTJUJWF
UPMFSBODF
UP
#FOE
5ZQF

SFTVMUT
JO
B
DIPSE
MFOHUI
>
UIF
BSD
PS
CBS
MFOHUI
UIF
CBS
NBZ
CF
TIJQQFE
TUSBJHIU

Symbol

#14 [#43]

#18 [#57]

7

± 2½ in. [65 mm]

± 3½ in. [90 mm]

8

± 2 in. [50 mm]

± 2 in. [50 mm]

9

± 1½ in. [40 mm]

± 2 in. [50 mm]

10 = 2% x “O”

± 2½ in. [65 mm]

± 3½ in. [90 mm]

dimension, >

min.

min.

@Seismicisolation @Seismicisolation C-7

Detailing Reference Data

Special Fabrication

1. See Special Services in Chapter 11. 2. NOMINALLY SQUARE SAW-CUT ENDS. Recommended maximum gap tolerance for buttspliced bars which transmit compressive stresses through direct end-bearing is as follows: For adequate structural performance, the total angular deviation of the gap should not exceed 3° for endbearing compression splices, as shown in Fig. C-1.

Maximum deviation from "square" to the end 12 inches [300 mm] of the bar (bar sizes #8 through #18 [#25 through #57] should not exceed 1½º for compression splices. Figure C-2 — Maximum End Deviation

Maximum gap angle on erected end-bearing splices in compression should not exceed 3º.

It is not intended that bars saw-cut for tension mechanical splices meet the ACI Building Code mandated tolerances for end-bearing (compression) splices for maximum deviation and gap. Refer to the manufacturer of tension-compression mechanical splices for maximum end deviation of shearcut or flame-cut bar ends to ensure adequate thread engagement in couplers or adequate length of bar deformations in sleeve-type mechanical splices.

Figure C-1 — Maximum Gap Angle

To achieve a proper fit in the field, the ends of the bars must be saw-cut or otherwise cut in such a manner as to provide a reasonably flat surface. It is recommended that the end deviation of an individual bar from “square” not exceed 11⁄2° for a compression splice, when measured from a right angle to the end 12 inches [300 mm] of the bar shown in Fig. C-2. Relative rotation or other field adjustment of the bars may be necessary during erection to secure a fit which falls within the recommended gap angle limits.

Maximum Gap and End Deviation* Bar Size

Approx. Maximum Gap in. [mm]

Approx. Maximum End Deviation, in. [mm]

#8 [#25]

3/64 [1.3]

1/32 [0.7]

#9 [#29]

1/16 [1.5]

1/32 [0.8]

#10 [#32]

1/16 [1.7]

1/32 [0.8]

#11 [#36]

5/64 [1.9]

1/32 [0.9]

#14 [#43]

3/32 [2.3]

3/64 [1.1]

#18 [#57]

1/8 [3.0]

1/16 [1.5]

*Based on nominal bar diameters.

@Seismicisolation @Seismicisolation C-8

APPX

Detailing Reference Data

C

Radial Prefabrication (Bend Type 9)

When reinforcing bars are used around curved surfaces, such as domes or tanks and when no special requirement is established in the contract, bars will be prefabricated in accordance with the criteria established in the following table: Radial Prefabrication Bar Size

Radius, ft [m]

Bar Length, ft [m]

#3 [#10]

5 [1.5]

10 [3.0]

#4 [#13]

10 [3.0]

10 [3.0]

#5 [#16]

15 [4.5]

10 [3.0]

#6 [#19]

40 [12]

10 [3.0]

#7 [#22]

40 [12]

10 [3.0]

#8 [#25]

60 [18]

30 [9.0]

#9 [#29]

90 [27]

30 [9.0]

#10 [#32]

110 [33]

30 [9.0]

#11 [#36]

110 [33]

60 [18]

#14 [#43]

180 [54]

60 [18]

#18 [#57]

300 [90]

60 [18]

The presence of the tangent end may not be an issue on bar sizes #3 through #11 [#10 through #36] since they are normally lap spliced. However, #14 and #18 [#43 and #57] bars cannot be lap spliced and are usually spliced using a mechanical splice or spliced by butt welding. It is a problem to place a radially bent bar when using a mechanical splice due to the tangent ends on bars bent to small radii. To avoid this problem, all #14 and #18 [#43 and #57] bars bent to a radius of 20’-0” [6.1 m] or less are to be furnished with an additional 1’-6” [450 mm] added to each end. For uncoated bars, this 1’-6” [450 mm] tangent end is to be removed in the field by flame-cutting. Bars bent to radii greater than 20’-0” [6.1 m] will be furnished to the detailed length with no consideration given to the tangent end. Shop removal of tangent ends may be made by special arrangement with the reinforcing bar Supplier.

Bars will be furnished straight for all other conditions. The straight bars will then have to be sprung in place to fit. In the smaller sizes, the bars are sprung to fit varying job-site conditions such as location of splices, vertical bars, jack rods, window openings, and other blocked out areas in the formwork. The larger size bars, which are more difficult to spring into desired position, are ordinarily used in massive structures where placing tolerances are correspondingly larger. Radially prefabricated bars of any size tend to relax the radius originally prefabricated as a result of time and normal handling. The last few feet involved in the lap splice area often appears as a tangent rather than an arc due to limitations of standard bending equipment, however, reasonable effort should be used during fabrication to minimize this condition. For these reasons, final adjustments may be left as a field placing problem to suit conditions and tolerance requirements of a particular project. See pages C-4 through C-7 for radial tolerances for Type 9 bar bends.

@Seismicisolation @Seismicisolation C-9

Detailing Reference Data

Overall Diameter of Bars

Diameters of reinforcing bars are nominal, with the actual diameter outside of deformations being somewhat greater. See Figure below. The outside diameter may be important when punching holes in structural steel members to accommodate reinforcing bars or when allowing for the out-to-out width of a group of beam bars crossing and in contact with column vertical bars. Note that diameters tabulated are approximate size outside of deformations, so clearance should be added.

Overall Reinforcing Bar Diameter Bar Size

Approximate Diameter Outside Deformations, in. [mm]

#3 [#10]

7/16 [11]

#4 [#13]

9/16 [14]

#5 [#16]

11/16 [18]

#6 [#19]

7/8 [22]

#7 [#22]

1 [25]

#8 [#25]

1-1/8 [28]

#9 [#29]

1-1/4 [32]

#10 [#32]

1-7/16 [36]

#11 [#36]

1-5/8 [40]

#14 [#43]

1-7/8 [48]

#18 [#57]

2-1/2 [63]

Overall Reinforcing Bar Diameter

@Seismicisolation @Seismicisolation C-10

APPX

Detailing Reference Data

C

BE N RA DING DIU S

7'-4" MAX

Maximum Arc Length for Shipping*

Radius

Max Length

Radius

Max Length

Radius

Max Length

Radius

Max Length

Radius

Max Length

Radius

Max Length

4’–0” 4’–6” 5’–0” 5’–6” 6’–0” 6’–6” 7’–0” 7’–6” 8’–0” 8’–6” 9’–0” 9’–6” 10’–0” 10’–6” 11’–0” 11’–6” 12’–0” 12’–6” 13’–0”

20’–5” 20’–3” 20’–7” 21’–0” 21’–6” 22’–1” 22’–8” 23’–3” 23’–10” 24’–4” 24’–11” 25’–6” 26’–0” 26’–7” 27’–1” 27’–7” 28’–1” 28’–7” 29’–1”

13’–6” 14’–0” 14’–6” 15’–0” 15’–6” 16’–0” 16’–6” 17’–0” 17’–6” 18’–0” 18’–6” 19’–0” 19’–6” 20’–0” 20’–6” 21’–0” 21’–6” 22’–0” 22’–6”

29’–7” 30’–1” 30’–7” 31’–0” 31’–6” 31’–11” 32’–5” 32’–10” 33’–3” 33’–9” 34’–2” 34’–7” 35’–0” 35’–5” 35’–10” 36’–3” 36’–7” 37’–0” 37’–5”

23’–0” 23’–6” 24’–0” 24’–6” 25’–0” 25’–6” 26’–0” 26’–6” 27’–0” 27’–6” 28’–0” 28’–6” 29’–0” 29’–6” 30’–0” 30’–6” 31’–0” 31’–6” 32’–0”

37’–9” 38’–2” 38’–7” 38’–11” 39’–4” 39’–8” 40’–0” 40’–5” 40’–9” 41’–1” 41’–6” 41’–10” 42’–2” 42’–6” 42’–10” 43’–2” 43’–6” 43’–10” 44’–2”

32’–6” 33’–0” 33’–6” 34’–0” 34’–6” 35’–0” 35’–6” 36’–0” 36’–6” 37’–0” 37’–6” 38’–0” 38’–6” 39’–0” 39’–6” 40’–0” 40’–6” 41’–0” 41’–6”

44’–6” 44’–10” 45’–2” 45’–6” 45’–10” 46’–2” 46’–6” 46’–9” 47’–1” 47’–5” 47’–8” 48’–0” 48’–4” 48’–7” 48’–11” 49’–3” 49’–6” 49’–10” 50’–1”

42’–0” 42’–6” 43’–0” 43’–6” 44’–0” 44’–6” 45’–0” 45’–6” 46’–0” 46’–6” 47’–0” 47’–6” 48’–0” 48’–6” 49’–0” 49’–6” 50’–0” 50’–6” 51’–0”

50’–5” 50’–8” 51’–0” 51’–3” 51’–6” 51’–10” 52’–1” 52’–5” 52’–8” 52’–11” 53’–3” 53’–6” 53’–9” 54’–0” 54’–4” 54’–7” 54’–10” 55’–1” 55’–5”

51’–6” 52’–0” 52’–6” 53’–0” 53’–6” 54’–0” 54’–6” 55’–0” 55’–6” 56’–0” 56’–6” 57’–0” 57’–6” 58’–0” 58’–6” 59’–0” 59’–6” 60’–0” 60’–6”

55’–8” 55’–11” 56’–2” 56’–5” 56’–8” 56’–11” 57’–2” 57’–5” 57’–9” 58’–0” 58’–3” 58’–6” 58’–9” 59’–0” 59’–3” 59’–6” 59’–8” 59’–11” 60’–0”**

* See page C-9 for Radial Prefabrication Limits. ** Limited by assumed maximum stock length of 60 feet.

1 inch = 25.4 mm

MA

OR TE

RL

X.

LO

7'-4" MAX

EG

Maximum Right Angle Leg for Shipping

NG

ER

LE

SH

G

Shorter Leg

Max Longer Leg

Shorter Leg

Max Longer Leg

Shorter Leg

Max Longer Leg

7’–5” 7’–6” 7’–7” 7’–8” 7’–9” 7’–10” 7’–11” 8’–0” 8’–1” 8’–2” 8’–3” 8’–4”

49’–1” 35’–0” 28’–10” 25’–2” 22’–8” 20’–10” 19’–6” 18’–4” 17’–5” 16’–8” 16’–0” 15’–5”

8’–5” 8’–6” 8’–7” 8’–8” 8’–9” 8’–10” 8’–11” 9’–0” 9’–1” 9’–2” 9’–3” 9’–4”

14’–11” 14’–6” 14’–1” 13’–9” 13’–5” 13’–2” 12’–11” 12’–8” 12’–5” 12’–3” 12’–0” 11’–10”

9’–5” 9’–6” 9’7” 9’–8” 9’–9” 9’–10” 9’–11” 10’–0” 10’–1” 10’–2” 10’–3” 10’–4”

11’–8” 11’–6” 11’–5” 11’–3” 11’–2” 11’–0” 10’–11” 10’–9” 10’–8” 10’–7” 10’–6” 10’–5”

@Seismicisolation @Seismicisolation C-11

1 inch = 25.4 mm

Detailing Reference Data

Slants and Increments for 45º Bar Bends S H

Height H

Slant S

Increment 2 Slants 2I

0-2 0-2¼ 0-2½ 0-2¾ 0-3 0-3¼ 0-3½ 0-3¾ 0-4 0-4¼ 0-4½ 0-4¾ 0-5 0-5¼ 0-5½ 0-5¾ 0-6 0-6¼ 0-6½ 0-6¾ 0-7 0-7¼ 0-7½ 0-7¾ 0-8 0-8¼ 0-8½ 0-8¾ 0-9 0-9¼ 0-9½ 0-9¾ 0-10 0-10¼ 0-10½ 0-10¾ 0-11 0-11¼ 0-11½ 0-11¾ 1-0 1-0¼ 1-0½ 1-0¾ 1-1 1-1¼ 1-1½ 1-1¾ 1-2 1-2¼ 1-2½ 1-2¾ 1-3

0-2¾ 0-3¼ 0-3½ 0-4 0-4¼ 0-4½ 0-5 0-5¼ 0-5¾ 0-6 0-6¼ 0-6¾ 0-7 0-7½ 0-7¾ 0-8¼ 0-8½ 0-8¾ 0-9¼ 0-9½ 0-10 0-10¼ 0-10½ 0-11 0-11¼ 0-11¾ 1-0 1-0¼ 1-0¾ 1-1 1-1½ 1-1¾ 1-2¼ 1-2½ 1-2¾ 1-3¼ 1-3½ 1-4 1-4¼ 1-4½ 1-5 1-5¼ 1-5¾ 1-6 1-6½ 1-6¾ 1-7 1-7½ 1-7¾ 1-8¼ 1-8½ 1-8¾ 1-9¼

0-1½ 0-2 0-2 0-2½ 0-2½ 0-2½ 0-3 0-3 0-3½ 0-3½ 0-3½ 0-4 0-4 0-4½ 0-4½ 0-5 0-5 0-5 0-5½ 0-5½ 0-6 0-6 0-6 0-6½ 0-6½ 0-7 0-7 0-7 0-7½ 0-7½ 0-8 0-8 0-8½ 0-8½ 0-8½ 0-9 0-9 0-9½ 0-9½ 0-9½ 0-10 0-10 0-10½ 0-10½ 0-11 0-11 0-11 0-11½ 0-11½ 1-0 1-0 1-0 1-0½

Notes: H = Height of Bend S = Slant = 1.414 H to nearest 1/4 inch I = Increment = (S - H) to nearest 1/2 inch 2I = Increment for 2 slants = 2 x (S – H) All dimensions are out-to-out of bar.

Height H

Slant S

Increment 2 Slants 2I

Height H

Slant S

Increment 2 Slants 2I

Height H

Slant S

Increment 2 Slants 2I

1-3¼ 1-3½ 1-3¾ 1-4 1-4¼ 1-4½ 1-4¾ 1-5 1-5¼ 1-5½ 1-5¾ 1-6 1-6¼ 1-6½ 1-6¾ 1-7 1-7¼ 1-7½ 1-7¾ 1-8 1-8¼ 1-8½ 1-8¾ 1-9 1-9¼ 1-9½ 1-9¾ 1-10 1-10¼ 1-10½ 1-10¾ 1-11 1-11¼ 1-11½ 1-11¾ 2-0 2-0¼ 2-0½ 2-0¾ 2-1 2-1¼ 2-1½ 2-1¾ 2-2 2-2¼ 2-2½ 2-2¾ 2-3 2-3¼ 2-3½ 2-3¾ 2-4 2-4¼ 2-4½ 2-4¾ 2-5 2-5¼ 2-5½ 2-5¾ 2-6

1-9½ 1-10 1-10¼ 1-10¾ 1-11 1-11¼ 1-11¾ 2-0 2-0½ 2-0¾ 2-1 2-1½ 2-1¾ 2-2¼ 2-2½ 2-2¾ 2-3¼ 2-3½ 2-4 2-4¼ 2-4¾ 2-5 2-5¼ 2-5¾ 2-6 2-6½ 2-6¾ 2-7 2-7½ 2-7¾ 2-8¼ 2-8½ 2-9 2-9¼ 2-9½ 2-10 2-10¼ 2-10¾ 2-11 2-11¼ 2-11¾ 3-0 3-0½ 3-0¾ 3-1 3-1½ 3-1¾ 3-2¼ 3-2½ 3-3 3-3¼ 3-3½ 3-4 3-4¼ 3-4¾ 3-5 3-5¼ 3-5¾ 3-6 3-6½

1-0½ 1-1 1-1 1-1½ 1-1½ 1-1½ 1-2 1-2 1-2½ 1-2½ 1-2½ 1-3 1-3 1-3½ 1-3½ 1-3½ 1-4 1-4 1-4½ 1-4½ 1-5 1-5 1-5 1-5½ 1-5½ 1-6 1-6 1-6 1-6½ 1-6½ 1-7 1-7 1-7½ 1-7½ 1-7½ 1-8 1-8 1-8½ 1-8½ 1-8½ 1-9 1-9 1-9½ 1-9½ 1-9½ 1-10 1-10 1-10½ 1-10½ 1-11 1-11 1-11 1-11½ 1-11½ 2-0 2-0 2-0 2-0½ 2-0½ 2-1

2-6¼ 2-6½ 2-6¾ 2-7 2-7¼ 2-7½ 2-7¾ 2-8 2-8¼ 2-8½ 2-8¾ 2-9 2-9¼ 2-9½ 2-9¾ 2-10 2-10¼ 2-10½ 2-10¾ 2-11 2-11¼ 2-11½ 2-11¾ 3-0 3-0¼ 3-0½ 3-0¾ 3-1 3-1¼ 3-1½ 3-1¾ 3-2 3-2¼ 3-2½ 3-2¾ 3-3 3-3¼ 3-3½ 3-3¾ 3-4 3-4¼ 3-4½ 3-4¾ 3-5 3-5¼ 3-5½ 3-5¾ 3-6 3-6¼ 3-6½ 3-6¾ 3-7 3-7¼ 3-7½ 3-7¾ 3-8 3-8¼ 3-8½ 3-8¾ 3-9

3-6¾ 3-7¼ 3-7½ 3-7¾ 3-8¼ 3-8½ 3-9 3-9¼ 3-9½ 3-10 3-10¼ 3-10¾ 3-11 3-11½ 3-11¾ 4-0 4-0½ 4-0¾ 4-1¼ 4-1½ 4-1¾ 4-2¼ 4-2½ 4-3 4-3¼ 4-3½ 4-4 4-4¼ 4-4¾ 4-5 4-5½ 4-5¾ 4-6 4-6½ 4-6¾ 4-7¼ 4-7½ 4-7¾ 4-8¼ 4-8½ 4-9 4-9¼ 4-9¾ 4-10 4-10¼ 4-10¾ 4-11 4-11½ 4-11¾ 5-0 5-0½ 5-0¾ 5-1¼ 5-1½ 5-1¾ 5-2¼ 5-2½ 5-3 5-3¼ 5-3¾

2-1 2-1½ 2-1½ 2-1½ 2-2 2-2 2-2½ 2-2½ 2-2½ 2-3 2-3 2-3½ 2-3½ 2-4 2-4 2-4 2-4½ 2-4½ 2-5 2-5 2-5 2-5½ 2-5½ 2-6 2-6 2-6 2-6½ 2-6½ 2-7 2-7 2-7½ 2-7½ 2-7½ 2-8 2-8 2-8½ 2-8½ 2-8½ 2-9 2-9 2-9½ 2-9½ 2-10 2-10 2-10 2-10½ 2-10½ 2-11 2-11 2-11 2-11½ 2-11½ 3-0 3-0 3-0 3-0½ 3-0½ 3-1 3-1 3-1½

3-9¼ 3-9½ 3-9¾ 3-10 3-10¼ 3-10½ 3-10¾ 3-11 3-11¼ 3-11½ 3-11¾ 4-0 4-0¼ 4-0½ 4-0¾ 4-1 4-1¼ 4-1½ 4-1¾ 4-2 4-2¼ 4-2½ 4-2¾ 4-3 4-3¼ 4-3½ 4-3¾ 4-4 4-4¼ 4-4½ 4-4¾ 4-5 4-5¼ 4-5½ 4-5¾ 4-6 4-6¼ 4-6½ 4-6¾ 4-7 4-7¼ 4-7½ 4-7¾ 4-8 4-8¼ 4-8½ 4-8¾ 4-9 4-9¼ 4-9½ 4-9¾ 4-10 4-10¼ 4-10½ 4-10¾ 4-11 4-11¼ 4-11½ 4-11¾ 5-0

5-4 5-4¼ 5-4¾ 5-5 5-5½ 5-5¾ 5-6 5-6½ 5-6¾ 5-7¼ 5-7½ 5-8 5-8¼ 5-8½ 5-9 5-9¼ 5-9¾ 5-10 5-10¼ 5-10¾ 5-11 5-11½ 5-11¾ 6-0 6-0½ 6-0¾ 6-1¼ 6-1½ 6-2 6-2¼ 6-2½ 6-3 6-3¼ 6-3¾ 6-4 6-4¼ 6-4¾ 6-5 6-5½ 6-5¾ 6-6¼ 6-6½ 6-6¾ 6-7¼ 6-7½ 6-8 6-8¼ 6-8½ 6-9 6-9¼ 6-9¾ 6-10 6-10½ 6-10¾ 6-11 6-11½ 6-11¾ 7-0¼ 7-0½ 7-0¾

3-1½ 3-1½ 3-2 3-2 3-2½ 3-2½ 3-2½ 3-3 3-3 3-3½ 3-3½ 3-4 3-4 3-4 3-4½ 3-4½ 3-5 3-5 3-5 3-5½ 3-5½ 3-6 3-6 3-6 3-6½ 3-6½ 3-7 3-7 3-7½ 3-7½ 3-7½ 3-8 3-8 3-8½ 3-8½ 3-8½ 3-9 3-9 3-9½ 3-9½ 3-10 3-10 3-10 3-10½ 3-10½ 3-11 3-11 3-11 3-11½ 3-11½ 4-0 4-0 4-0½ 4-0½ 4-0½ 4-1 4-1 4-1½ 4-1½ 4-1½

@Seismicisolation @Seismicisolation C-12

APPX

Detailing Reference Data

C

Simplified Practice Recommendation – Steel Spirals for Reinforced Concrete Columns

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The purpose of this section is to establish, as a standard of practice, the production, distribution, and use, the sizes of steel spirals used for concrete column reinforcement in the building industry. This section establishes four standard sizes of reinforcing steel bars and wire used for spirals, and includes a table listing the recommended pitches in multiples of 1⁄4 inch [5 mm] for spirals with column diameters from 12 to 52 inches [300 to 1300 mm] inclusive in even 2 inch [50 mm] increments. Definitions of terms applicable to steel spirals are also included.



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GPS
4QJSBMT

%FåOJUJPOT The following is a glossary of terms applicable to steel spirals for concrete reinforcement:


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A concrete column reinforcement consisting of a continuous, helical coil of constant diameter made of steel bars or wire held firmly in place and true to line by steel spacers or other methods.


1JUDI
The center-to-center distance between two adjacent loops of a spiral.


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4QJSBM
The distance from end to end of a spiral coil, including the finishing turns top and bottom, with a tolerance of ±1½ inches [40 mm].


4QJSBM
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3BUJP The ratio of the volume of spiral reinforcement to the total volume of the core (outto-out of spirals) of a spirally-reinforced concrete column.


4QBDFST
A steel channel or angle punched to form hooks, which are bent over the spiral loops to maintain the specified pitch.

It is recommended that the spirals for concrete reinforcement be made of steel bars or wire of the nominal diameters shown in the table below. Steel bars for spirals should conform to ASTM A615/A615M, “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement”; or to ASTM A706/A706M, “Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.” Steel wire for spirals should conform to ASTM A82/A82M, “Standard Specification for ColdDrawn Steel Wire for Concrete Reinforcement”; or to ASTM A496/A496M, “Standard Specification for Deformed Steel Wire for Concrete Reinforcement.”

Size, Cross-Sectional Area, and Weight (Mass) of Steel Bars and Wires for Spirals Standard Sizes

Area in.2 [mm2]

Weight [Mass], lb/ft [kg/m]

3/8 in. or #3, or W11 [10 mm or #10, or MW71]

0.11 [71]

0.376 [0.560]

1/2 in. or #4, or W20 [13 mm or #13, or MW129]

0.20 [129]

0.668 [0.994]

5/8 in. or #5, or W31 [16 mm or #16, or MW200]

0.31 [199]

1.043 [1.552]

3/4 in. or #6, or W44 [19 mm or #19, or MW284]

0.44 [284]

1.502 [2.235]

@Seismicisolation @Seismicisolation C-13

Detailing Reference Data

Simplified Practice Recommendation – Steel Spirals for Reinforced Concrete Columns

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Spiral bar or wire size and pitch for a range of concrete compressive strengths and circular column sizes from 12 through 52 inches [300 through 1300 mm] are given in the table below.

The ACI Building Code requires that spiral reinforcement be held firmly in place and true to line. When spacers are used, the Commentary to the ACI Building Code suggests they be furnished in accordance with the table below.

Recommended Standard Spirals for Circular Columns Specified Concrete Compressive Strength, f’c , psi [MPa]

Column Size, in. [mm]

Spiral Size and Pitch in. [mm]

3,000 [21]

12 [300] 14 to 24 [350 to 600] 26 to 52 [650 to 1300]

3/8 @ 2 1/2 [10 @ 65] 3/8 @ 2 3/4 [10 @ 70] 3/8 @ 3 [10 @ 75]

12 to 24 [300 to 600] 26 to 52 [650 to 1300]

3/8 @ 2 [10 @ 50] 3/8 @ 2 1/4 [10 @ 60]

5,000 [35]

12, 14 [300, 350] 16 to 24 [400 to 600] 26 to 52 [650 to 1300]

3/8 @ 1 1/2 [10 @ 40] 1/2 @ 3 [13 @ 75] 1/2 @ 3 1/4 [13 @ 85]

6,000 [42]

16 to 28 [400 to 700] 30 to 52 [750 to 1300]

1/2 @ 2 1/2 [13 @ 65] 1/2 @ 2 3/4 [13 @ 70]

4,000 [28]

8,000 [56]

16 [400] 18 to 38 [450 to 950] 40 to 52 [1000 to 1300]

1/2 @ 1 3/4 [13 @ 45] 5/8 @ 3 [16 @ 75] 5/8 @ 3 1/4 [16 @ 85]

Notes: 1. fy = 60,000 psi [420 MPa]. 2. Plain round bar or wire shown. Deformed bars of same size may also be used. 3. Based on 1-1/2 inches [40 mm] concrete cover and core diameter 3 inches [80 mm] less than column size. 4. Column size (diameter) in even 2 inches [50 mm] increments.

Minimum Number of Spacers Per Spiral Spiral Bar or Wire Diameter

Spiral Core Diameter, in. [mm]

Minimum Number of Spacers

Less than 20 [500]

2

20 to 30 [500 to 750]

3

More than 30 [750]

4

24 [600] or less

3

More than 24 [600]

4

3/8 in. or #3, or W11 [10 mm or #10, or MW71] 1/2 in. or #4, or W20 [13 mm or #13, or MW129]

5/8 in. or #5, or W31 [16 mm or #16, or MW200]

-BQ
4QMJDFT
GPS
4QJSBMT Lap splice lengths for spirals, with a minimum of 12 inches [300 mm], should be as follows: Spiral Reinforcement

Uncoated

Epoxy-Coated

Deformed bar or wire

48 db

72 db , 48 db*

Plain bar or wire

72 db, 48 db*

—

* For spiral reinforcement with a standard stirrup or tie hook at the ends of the spiral.

@Seismicisolation @Seismicisolation C-14

APPX

Detailing Reference Data

C

Spiral Formulas

Given: D = Column diameter, in.

Ab = Spiral cross sectional area, in.2

c = Concrete cover, in.

db = Spiral cross sectional diameter, in.

f’c = Concrete compressive strength, psi

p = Spiral pitch, in. Wb = Spiral cross sectional weight, lbs/ft

fy = Steel yield strength, psi Calc: Ag = Gross cross sectional area of column, in.2

ȡs min = Minimum ȡs, as per ACI 318, Section 10.9.3 ȡs min = 0.45 Ag – 1 f’c Ach fy

(

2

Ag = πD / 4

)

Ach = Cross sectional area of column, measured to outside edge of spiral, in.2

Ws = Weight of spiral, per foot of column, lbs/ft

Ach = (D – 2c) 2 π / 4

Ws = Wb

ܺ1 +

( Dpπ ) s

2

Ds = Diameter of column, measured to the centroid of the spiral cross section, in.

ȡmax = Maximum spiral pitch, based on ps min, in.

Ds = D – 2c – db

ȡmax =

4AbDsπ

ܺ(Ds + db)4 π2 (ȡs min)2 – 16Ab2 Vs = Volume of spiral, per pitch, in.3 Vs = Ab ܺ p2 + (Dsπ) 2 Vc = Volume of column core confined by spiral, measured out-to-out, per pitch, in.3 Vc = p(Ds + db ) 2 π / 4 ȡs = Ratio of volume of spiral to volume of column core ȡs = Vs / Vc

F = Weight of finishing turns at ends of spiral, based on 1-1/2 turns per end or 3 turns total, as per ACI 318, Section 7.10.4.4, lbs F = 3WbDsπ / 12 Notes: 1. Total weight of spiral is calculated by column height (ft) times spiral weight, Ws, (lbs/ft) plus F (lbs). 2. Clear spacing between spiral turns must not be less than 1 inch, nor more than 3 inches, as per ACI 318, Section 7.10.4.3. 3. Current shop fabrication equipment limits spiral diameter, Ds, to: #3 = 9 in., #4 = 12 in., #5 = 15 in.

@Seismicisolation @Seismicisolation C-15

Detailing Reference Data

Welded Wire Reinforcement (WWR)

Unit Weight of Longitudinal Wires for Welded Wire Reinforcement (inch-pound) Wire Size, W or D

Nom. Diam. (in.)

2

3

4

5

6

8

9

10

12

45

0.757

948.60

642.60

489.60

397.80

336.60

260.10

234.40

214.20

183.60

31

0.628

653.48

442.68

337.28

274.04

231.88

179.18

161.68

147.56

126.48

30

0.618

632.40

428.40

326.40

265.20

224.40

173.40

156.46

142.80

122.40

28

0.597

590.24

399.84

304.64

247.52

209.44

161.84

146.03

133.28

114.24 106.08

Weight (lb/100 ft2)* of Longitudinal Wires Per Spacing (in.)

26

0.575

548.08

371.28

282.88

229.84

194.48

150.28

135.60

123.76

24

0.553

505.92

342.72

261.12

212.16

179.52

138.72

125.17

114.24

97.92

22

0.529

463.76

314.16

239.36

194.48

164.56

127.16

114.74

104.72

89.76

20

0.505

421.60

285.60

217.60

176.80

149.60

115.60

104.31

95.20

81.60

18

0.479

379.44

257.04

195.84

159.12

134.64

104.04

93.88

85.68

73.44

16

0.451

337.28

228.48

174.48

141.44

119.68

92.48

83.45

76.16

65.28

14

0.422

295.12

199.92

152.32

123.76

104.72

80.92

73.01

66.64

57.12

12

0.391

252.96

171.36

130.56

106.08

89.76

69.36

62.58

57.12

48.96

11

0.374

231.88

157.08

119.68

97.24

82.28

63.58

57.37

52.36

44.88

10.5

0.366

221.34

149.94

114.24

92.82

78.54

60.69

54.76

49.98

42.84

10

0.357

210.80

142.80

108.80

88.40

74.80

57.80

52.15

47.60

40.80

9.5

0.348

200.26

135.66

103.36

83.98

71.06

54.91

49.55

45.22

38.76

9

0.339

189.72

128.52

97.92

79.56

67.32

52.02

46.94

42.84

36.72

8.5

0.329

179.18

121.38

92.48

75.14

63.58

49.13

44.33

40.46

34.68 32.64

8

0.319

168.64

114.24

87.04

70.72

59.84

46.24

41.73

38.08

7.5

0.309

158.10

107.10

81.60

66.30

56.10

43.35

39.11

35.70

30.60

7

0.299

147.56

99.96

76.16

61.88

52.36

40.46

36.51

33.32

28.56

6.5

0.288

137.02

92.82

70.72

57.46

48.62

37.57

33.90

30.94

26.52 24.48

6

0.276

126.48

85.68

65.28

53.04

44.88

34.68

31.29

28.56

5.5

0.265

115.94

78.54

69.84

48.62

41.14

31.79

28.69

26.18

22.44

5

0.252

105.40

71.40

54.40

44.20

37.40

28.90

36.08

23.80

20.40

4.5

0.239

94.86

64.26

48.96

39.78

33.66

26.01

23.47

21.42

18.36

4

0.226

84.32

57.12

43.52

35.36

29.92

23.12

20.87

19.04

16.32

3.5

0.211

73.78

49.98

38.08

30.94

26.18

20.23

18.26

16.66

14.28 12.24

3

0.195

63.24

42.84

32.64

26.52

22.44

17.34

15.65

14.28

2.9

0.192

61.13

41.41

31.55

25.64

21.69

16.76

15.11

13.80

11.83

2.5

0.178

52.70

35.70

27.20

22.10

18.70

14.45

13.04

11.90

10.20

2

0.160

42.16

28.56

21.76

17.68

14.96

11.56

10.44

9.52

8.16

1.4

0.134

29.51

19.99

15.23

12.38

10.47

8.09

7.29

6.66

5.71

* Weight based on standard end overhang.

Note: This table should be used for estimating purposes only. Actual weights of welded wire reinforcement will vary from those shown above, depending upon the width of rolls or sheets and lengths of overhangs. No allowance is made in this table for the extra weight of reinforcement required for lap splices.

@Seismicisolation @Seismicisolation C-16

APPX

C

Detailing Reference Data

Welded Wire Reinforcement (WWR)

Unit Weight of Transverse Wires for Welded Wire Reinforcement (inch-pound) Wire Size, W or D

Nom. Diam. (in.)

2

3

4

5

6

8

9

10

12

45

0.757

948.57

632.38

474.29

379.43

316.19

237.14

210.79

189.72

158.10

Weight (lb/100 ft2)* of Transverse Wires Per Spacing (in.)

31

0.628

653.48

435.65

326.74

261.39

217.83

163.37

145.22

130.70

108.91

30

0.618

632.40

421.40

316.20

252.96

210.80

158.10

140.53

126.48

105.40

28

0.597

590.24

393.49

295.12

236.10

196.75

147.56

131.17

118.05

98.37

26

0.575

548.08

365.38

274.04

219.23

182.70

137.02

121.80

109.62

91.34

24

0.553

505.92

337.28

252.96

202.37

168.64

126.48

112.43

101.18

84.32

22

0.529

463.76

309.17

231.88

185.50

154.59

115.94

103.06

92.75

77.29

20

0.505

421.60

281.06

210.80

168.64

140.53

105.40

93.69

84.32

70.26

18

0.479

379.44

252.96

189.72

151.78

126.48

94.86

84.32

75.89

63.24

16

0.451

337.28

224.85

168.64

134.91

112.43

84.32

74.95

67.46

56.21

14

0.422

295.12

196.76

147.56

118.05

98.37

73.78

65.58

59.02

49.19

12

0.391

252.96

168.64

126.48

101.18

84.32

63.24

56.21

50.59

42.16

11

0.374

231.88

154.59

115.94

92.75

77.29

57.97

51.53

46.38

38.65

105

0.366

221.34

147.56

110.67

88.54

73.78

55.34

49.19

44.27

36.89

10

0.357

210.80

140.53

105.40

84.32

70.27

52.70

46.84

42.16

35.13

9.5

0.348

200.28

133.51

100.13

80.11

66.76

50.07

44.50

40.05

33.38

9

0.339

189.72

126.48

94.86

75.89

63.24

47.43

42.16

37.94

31.62

8.5

0.329

179.18

119.45

89.59

71.67

59.73

44.80

39.82

35.84

29.86

8

0.319

168.64

112.43

84.32

67.46

56.21

42.16

37.48

33.73

28.11

7.5

0.309

158.10

105.40

79.05

63.24

52.70

39.53

35.14

31.62

26.35

7

0.299

147.56

98.37

73.78

59.02

49.19

36.89

32.79

29.51

24.59

6.5

0.288

137.02

91.35

68.51

54.81

45.68

34.26

30.45

27.41

22.84

6

0.276

126.48

84.32

63.24

50.59

42.16

31.62

28.11

25.30

21.08

5.5

0.265

115.94

77.30

57.97

46.38

38.65

28.99

25.77

23.19

19.33

5

0.252

105.40

70.27

52.70

42.16

35.13

26.35

23.42

21.08

17.57

4.5

0.239

94.86

63.24

47.43

37.95

31.62

23.72

21.08

18.97

15.81

4

0.226

84.32

56.21

42.16

33.73

28.11

21.08

18.74

16.86

14.05

3.5

0.211

73.78

49.19

36.89

29.51

24.60

18.45

16.40

14.76

12.30

3

0.195

63.24

42.16

31.62

25.30

21.08

15.81

14.05

12.65

10.54

2.9

0.192

61.13

40.75

30.56

24.45

20.38

15.28

13.58

12.23

10.19

2.5

0.178

52.70

35.13

26.35

21.08

17.57

13.18

11.71

10.54

8.78

2

0.160

42.16

28.11

21.08

16.86

14.05

10.54

9.37

8.43

7.03

1.4

0.134

29.51

19.67

14.76

11.80

9.84

7.38

6.56

5.90

4.92

* Weight based on 60-inch wide sheets (c.-c.) with 1-inch side overhang.

Note: This table should be used for estimating purposes only. Actual weights of welded wire reinforcement will vary from those shown above, depending upon the width of rolls or sheets and lengths of overhangs. No allowance is made in this table for the extra weight of reinforcement required for lap splices.

@Seismicisolation @Seismicisolation C-17

Detailing Reference Data

Recommendations for Spacings of Bars in Slabs, Walls, Mats, or Footings

CRSI recommended first bar spacings are illustrated by the following sketches. In the absence of specific design details shown or specified on the project drawings, these recommendations should be followed by Estimators, Detailers, and Placers.

."*/
#"34

1

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

2

3

413":&%0/
'*3&1300'*/(

4

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

.*/
w
<
..>
$-&"3

5

&%(& #"3 ."40/3:
8"-'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

.*/
w
<
..>
$-&"3

6

&%(& #"3 &%(& "/(-&

'*345
i'-65&w

$0336("5&%
.&5"-
%&$, "4
i*/1-"$&
'03.w $0/5*/6064
'6--
41"$*/(4

One-Way Slab Main Flexural Reinforcing Bars

@Seismicisolation @Seismicisolation C-18

APPX

Detailing Reference Data

Recommendations for Spacings of Bars in Slabs, Walls, Mats, or Footings

4)3*/,"(&

5&.1&3"563&
#"3S

1

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

.*/
w
<
..>
$-&"3

2

&%(& #"3

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

3 '6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

413":&%0/
'*3&1300'*/(

4

'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

'6--
41"$&

.*/
w
<
..>
$-&"3

5

&%(& #"3

."40/3:
8"-'6--
41"$&

$0/5*/6064
'6--
41"$*/(4

.*/
w
<
..>
$-&"3

6

&%(& #"3 &%(& "/(-&

$0336("5&%
.&5"-
%&$, "4
i*/1-"$&
'03.w $0/5*/6064
'6--
41"$*/(4

One-Way Slab Shrinkage and Temperature Reinforcing Bars

@Seismicisolation @Seismicisolation C-19

C

Detailing Reference Data

Recommendations for Spacings of Bars in Slabs, Walls, Mats, or Footings 1 5:1*$"-
41"$*/(
5)306()065 "%%
53*.
#"34 $03/&3
7&35*$"-
#"34

41&$*'*&% CO7&3

$03/&3
7&35*$"-
#"34

&"
4*%&
&'

01&/*/(

'6-41"$& ."9

S

S

S

S

S

'6-41"$& ."9

O7&3
03
6/%&3 01&/*/(

41&$*'*&% CO7&3

5:1*$"-
41"$*/(
5)306()065

Plan View — VERTICAL BARS IN WALL WITH OPENING

2

2

41&$*'*&%
CO7&3

5:1*$"41"$*/(4

'6-41"$&

'6-41"$&

'6-41"$&

5:1*$"-
41"$*/(4

Plan View — VERTICAL BARS IN WALL WITH COLUMNS

3

4 8"--

1 S 2

5

8"--

8"--

1 S 2

4-"B

4-"#

1 S 2 ."9

1 S 2 ."9

1 S 2

4-"B

#&". 1 S 2 ."9

Elevation View — WALLS AT FLOORS

6 8"--

7

'6--
41"$&

1 S 2

1
4
."9

2

8"--

'6--
41"$&
4

5:1*$"-
41"$*/(4 '005*/(

8

S '005*/(

1 S 2

Elevation View — WALLS AT FOOTINGS

Reinforcing Bars in Walls

@Seismicisolation @Seismicisolation C-20

Elevation View — TOP OF WALL

APPX

Detailing Reference Data

Recommendations for Spacings of Bars in Slabs, Walls, Mats, or Footings &%(& #"3

41&$*'*&% CO7&3

*

41&$*'*&%
7&35*$"#"3
41"$*/(

*

41&$*'*&%
)03*;0/5"L #"3
41"$*/(

*

'*345

5:1*$"-
7&35*$"-
#"3

'*345

5:1*$"-
7&35*$"-
#"3

'*345

5:1*$")03*;0/5"-
#"3

41&$*'*&% CO7&3 &%(& #"3

41&$*'*&% CO7&3 &%(& #"3

'*345

5:1*$")03*;0/5"-
#"3

* 41&$*'*&% CO7&3

&%(& #"3

* &26"-
50
03
-&44
5)"/
41&$*'*&%
41"$*/(

Tilt-Up Wall Panel

TOP BARS (IF PRESENT) 1/2 S MAX.

SPACE EQUAL TO OR LESS THAN SPECIFIED SPACING

1/2 S MAX.

SPECIFIED COVER

1/2 S MAX.

SPACE EQUAL TO OR LESS THAN SPECIFIED SPACING

Column Footing or Wall Footing — When Spacing is Given Rather Than Number of Bars

@Seismicisolation @Seismicisolation C-21

1/2 S MAX.

C

Detailing Reference Data

Recommendations for Spacings of Bars in Slabs, Walls, Mats, or Footings

VERTICAL BARS NOT SHOWN FOR CLARITY

WALL

STARTER WALL

FOOTING

Wall With Starter Wall

½ SC

SC

SC

½ SC

½ SM

½ SM

SM

SM

MIN. 2” [50 mm] CL.

½ SC MIDDLE STRIP

COLUMN STRIP

MIDDLE STRIP

Standard spacing unless otherwise designated except for bars parallel to slab edges. Space all required bars uniformly across column or middle strips starting at one-half spacing from edges of column strips, middle strips, or spandrel beams. Space the first bars parallel to slab edges with minimum 2 inches [50 mm] concrete cover when structural drawing designates separately a number of bars to be uniformly spaced and a number to be concentrated about the column centerline. Start the uniformly spaced bars at one-half spacing from the edges of the column strip. Two-Way Slabs

@Seismicisolation @Seismicisolation C-22

APPX

Detailing Reference Data

C

Recommendations for Spacings of Bars in Slabs, Walls, Mats, or Footings

SPACE EQUAL TO OR LESS THAN SPECIFIED SPACING

1/2 S MAX.

1/2 S MAX.

SPECIFIED COVER

SPECIFIED COVER

1/2 S MAX.

1/2 S MAX.

SPACE EQUAL TO OR LESS THAN SPECIFIED SPACING

Foundation Mat — When Spacing is Given Rather Than Number of Bars

1

2

FULL SPACE

FULL SPACE

CONSTRUCTION JOINT

CONSTRUCTION JOINT

(ONE LAYER)

(TWO LAYERS)

Note: The construction joint may be located anywhere between the bars as long as the minimun ACI concrete cover requirements are satisfied. Unless otherwise noted in the contract documents, the presence of a construction joint should not require altered spacing or additional bars.

Note: The construction joint may be located anywhere between the bars as long as the minimum ACI concrete cover requirements are satisfied. Unless otherwise noted in the contract documents, the presence of a construction joint should not require altered spacing or additional bars.

Typical Slab Construction Joint

1

2

1/2 SPACE MAX.

1/2 SPACE MAX.

SPECIFIED COVER

SPECIFIED COVER (ONE LAYER)

(TWO LAYERS) Typical Edge of Slab on Ground

@Seismicisolation @Seismicisolation C-23

Detailing Reference Data

Standard Reinforcing Bars — Inch-Pound

ASTM Standard Inch-Pound Reinforcing Bars Bar Size Designation

Nominal Dimensions Area (in.2)

Weight (lb/ft)

Diameter (in.)

#3

0.11

0.376

0.375

#4

0.20

0.668

0.500

#5

0.31

1.043

0.625

#6

0.44

1.502

0.750

#7

0.60

2.044

0.875

#8

0.79

2.670

1.000

#9

1.00

3.400

1.128

#10

1.27

4.303

1.270

#11

1.56

5.313

1.410

#14

2.25

7.65

1.693

#18

4.00

13.60

2.257

The current ASTM A615 specification covers bar sizes #3 through #18 in Grades 60, 75 and 80 and bar sizes #3 through #5 in Grade 40. The current A706 specification covers bar sizes #3 through #18 in Grades 60 and 80.

@Seismicisolation @Seismicisolation C-24

APPX

Detailing Reference Data

Standard Reinforcing Bars — Metric

ASTM Standard Metric Reinforcing Bars Bar Size Designation

Nominal Dimensions Area (mm2)

Mass (kg/m)

Diameter (mm)

#10

71

0.560

9.5

#13

129

0.994

12.7

#16

199

1.552

15.9

#19

284

2.235

19.1

#22

387

3.042

22.2

#25

510

3.973

25.4

#29

645

5.060

28.7

#32

819

6.404

32.3

#36

1006

7.907

35.8

#43

1452

11.38

43.0

#57

2581

20.24

57.3

The current ASTM A615M specification covers bar sizes #10 through #57 in Grades 420, 520 and 550 and bar sizes #10 through #16 in Grade 280. The current A706M specification covers bar sizes #10 through #57 in Grades 420 and 550.

@Seismicisolation @Seismicisolation C-25

C

Detailing Reference Data

This page is intentionally left blank.

@Seismicisolation @Seismicisolation C-26

APPX

D

APPENDIX D — GLOSSARY

A AASHTO — American Association of State Highway and Transportation Officials ABUTMENT — Supporting substructure at ends of bridges. ACCESSORIES — Those items other than frames, braces, or post shores used to facilitate the construction of scaffolding and shoring. Used colloquially to include all types of devices embedded in concrete, such as bar supports, form ties, and special hardware. Except by special arrangement, Reinforcing Bar Suppliers do not furnish items used for scaffolding and shoring. If the Buyer requires the Reinforcing Bar Supplier to furnish bar supports, they will be provided in accordance with CRSI recommendations. ACI — American Concrete Institute ACI BUILDING CODE — Standard requirements for reinforced concrete construction issued by the ACI periodically. This code is designated ACI 318, with two digits added at the end to represent the year of adoption. Most municipal codes are based on the ACI Building Code, not always the latest edition, sometimes with exceptions. ACI DETAILING MANUAL — Designated ACI 315. Presents generally accepted practices for detailing reinforcing bars. (Use latest edition unless otherwise specified.) ANCHORAGE — The securing of reinforcing steel in concrete either by straight embedment, hooks, or headed bars. ANSI — American National Standards Institute ARC WELDING — A process by which the two pieces of steel to be joined are heated by an arc formed between an electrode and the steel. As the electrode melts, it supplies weld material which fuses the pieces of steel together. ARCHITECT — A person or firm who prepares the architectural drawings that determine the design and form of buildings. The Architect is usually employed by and represents the Owner. ARCHITECT/ENGINEER — The architect, engineer, architectural firm, engineering firm, or architectural and engineering firm, issuing Project Drawings and Project Specifications, or administering work under the Contract Documents. Abbreviated as i"&w

ARCHITECTURAL DRAWINGS — Drawings which show the general design and form of structures by means of elevations, plans and sections; show the various materials such as brick, concrete, glass, masonry, steel, stone and wood and their dimensions; show fixtures and finishes for ceilings, floor surfaces and walls. AREA OF STEEL — Cross-sectional area of reinforcing steel required for a given concrete section. ASTM — American Society for Testing and Materials. AWS — American Welding Society. AXLE-STEEL REINFORCING BARS — Deformed reinforcing bars rolled from steel axles from railroad cars.

B BAND — Group of bars distributed in a slab, wall, or footing. See STRIPS. BANDED TENDONS — Prestressing tendons which are grouped into a narrow “band” 3 to 4 feet wide over the columns. Tendons in the perpendicular direction are spaced uniformly. BAR — Steel bar used to reinforce concrete. See 3&*/'03$&.&/5 BAR LIST — Bill of materials, where all quantities, sizes, lengths and bending dimensions of the reinforcing bars are shown. BAR NUMBER — A size number (approximately the bar diameter in eighths of inches) used to designate the bar size. For example: a #5 bar is approximately 5/8 inch in diameter; a #9 bar is approximately 1-1/8 inch (9/8”). Bar numbers (sizes) are rolled onto the bar for easy identification. BAR PLACER or PLACER — Worker who handles and places reinforcing steel and bar supports. Also called “rod busters.” See *30/803,&34. BAR PLACING SUBCONTRACTOR — A contractor or subcontractor who handles and places reinforcement and bar supports often colloquially referred to as a “bar placer” or “placer.” BAR SPACING — Distance between parallel reinforcing bars measured from center-to-center of the bars perpendicular to their longitudinal axes. BAR SUPPORTS — Devices of formed wire, plastic or precast concrete, to support, hold, and space reinforcing bars.

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Glossary BEAM — A horizontal structural member supporting loads from a floor or roof system to columns, girders or walls. BEAM BOLSTER — Continuous bar support used to support the reinforcing bars in the bottom of beams. BEAM BOLSTER UPPER — Continuous bar support for the upper layer of bottom reinforcing bars in beams and top reinforcing bars in bridge deck slabs. BEAM SCHEDULE — Table on a placing drawing giving the quantity, size and mark number of beams; the quantity, size, length and mark numbers of reinforcing bars and stirrups (including stirrup spacing), and, where specified, the stirrup support bars and beam bolsters. BEARING — Support area upon which something rests, such as the point on bearing walls where the weight of the floor joist or roof rafter bears. BENT — A self-supporting reinforced concrete frame with one or more columns, usually at right angles to the length of the structure it supports. Example: The columns and cap supporting the spans of a bridge is called a bent. BENT BAR — A reinforcing bar bent to a prescribed shape such as a truss bar, straight bar with end hook, stirrup, or column tie. BENT CAP — A reinforced concrete beam or block, extending across and encasing the heads of columns, comprising the top of a bent for the bridge span above. BILL OF LADING — A list that gives each part or mark number, quantity, length of material, total weight, or other description of each piece of material that is shipped to a jobsite. BILLET — Piece of semifinished steel, nearly square in section, formed by hot-rolling an ingot or bloom, from which reinforcing bars are rolled. BOND — Holding or gripping force between reinforcing steel and concrete. BOND BEAM — A horizontal grouted element within a masonry wall in which steel reinforcement is embedded; a horizontal reinforced masonry beam, serving as an integral part of the wall. BOX CULVERT — A tunnel-like reinforced concrete structure consisting of single or multiple openings, usually square or rectangular in cross-section. BOX GIRDER — A bridge having a top and bottom slab with two or more walls forming one or more rectangular bays. The wall heights may be variable in order to provide an arched bottom slab. BRACKET — An overhanging member projecting from a wall, column, girder, or beam to support the weight of a structural member.

BUILDING CODE — Laws or regulations set up by building departments of cities, states and Federal Government, for uniformity in design and construction practices. BULKHEAD — Partition placed in a form to hold fresh concrete, earth, or water. BUNDLE OF BARS — A bundle consists of one size, length or mark (bent) of reinforcing bars tied together, with the following exceptions; (1) very small quantities may be bundled together for convenience, and (2) groups of varying bar lengths or marks (bent) that will be placed adjacent may be bundled together. Maximum weight of bundles is dependent on regional practices and site conditions. See LIFT. BUNDLED BARS — A group of not more than four parallel reinforcing bars in contact with each other, usually tied together. BUTT-WELDED SPLICE — Reinforcing bar splice made by welding the butted ends.

C CAD — Computer Aided Design. CAISSONS — Piers usually extending through water or soft soil to solid earth or rock. Also cast-in-place, drilledhole piles. Sometimes called a “drilled pier.” CANDY CANE or CANDY STICK TIE — A straight tie with one standard 90° end hook and one standard 180° end hook. Used to retain longitudinal bars, one inside each hook. CANTILEVER — A structural shape, beam, truss, or slab, that extends beyond its last point of support. CANTILEVER BEAM — Beam which extends beyond the supports in an overhanging position with the extended end unsupported. Similarly such a slab is called a cantilever slab. CAP TIES — The top closure piece in a two-piece closed tie. Consists of a straight length with a standard 90° or standard 135° end hook at each end. A cap tie “caps” the open end of a normal U-shaped bottom piece. Usually used to facilitate assembly of reinforcing bars in formwork for beams or girders where closed stirrups are required. CARBON-STEEL REINFORCING BARS — Reinforcing bars rolled from steel billets in contrast to rail or axle steel. CERTIFIED MILL TEST REPORT — A report from the producing steel mill listing the chemical analysis, physical properties, heat or lot number, and specification used to manufacture the material.

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APPX

Glossary

D

CHAMFER — A beveled outside corner or edge on a beam or column, or a triangular wooden strip placed in the corner of a form to create a beveled corner.

CONSTRUCTION JOINT — Separation between two placements of concrete; a means for keying two sections together.

CIRCUMFERENTIAL — Used to describe the set of reinforcing bars which are at right angles to radial bars in a two-way circular mat.

CONTACT SPLICE — A means of splicing reinforcing bars by lap splicing in direct contact. See LAP SPLICE.

CLEAR SPAN — The distance between the inside surfaces of the two supports of a structural member. CODE — See ACI BUILDING CODE and BUILDING CODE COLD-DRAWN WIRE — Steel wire, hot rolled from billet rods and cold-drawn through dies. COLD JOINT — Construction joint in concrete occurring at a place where the continuous casting has been interrupted. COLUMN — Vertical structural member supporting a floor beam, girder, or other member, and supporting primarily vertical loads. COLUMN CAPITAL — Upper flared cone-shaped section (mushroom head) on circular columns; pyramid-shaped section on square columns. COLUMN FOOTING — The foundation under a column that spreads the load out to an area large enough so that the bearing capacity of the soil is not exceeded. COLUMN SCHEDULE — Table on a placing drawing giving the mark number and size of the column, number of pieces and size of vertical bars, ties or spirals and any bar mark numbers required. COLUMN TIES — Reinforcing bars bent into square, rectangular, U-shaped, circular or other shapes for the purpose of holding column vertical bars in place. COMBINED FOOTING — A structural unit or assembly of units supporting more than one column. COMPRESSION BARS — Reinforcing bars used to resist compression forces. COMPRESSION BUTT SPLICE — An end-bearing butt splice or, less commonly, a butt splice using a mechanical splice. CONCRETE BLOCK BAR SUPPORTS — Precast concrete blocks, with or without tie wires, used to support reinforcing bars above the ground or to space bars off vertical forms and above horizontal forms. Also known as “dobies.” CONCRETE COVER — The distance from the face of the concrete to the reinforcing steel, also referred to as “fireproofing”, “clearance” or “concrete protection”.

CONTINUOUS BEAM — A beam which extends over three or more supports (including end supports). CONTINUOUS FOOTING — A combined footing of rectangular shape, supporting two or more columns in a row. CONTINUOUS HIGH CHAIRS — Bar supports consisting of a continuous longitudinal upper member with evenly spaced legs used to support reinforcing bars near the top of slabs. See SUPPORT BARS, SLAB BOLSTER and INDIVIDUAL HIGH CHAIRS. CONTRACT DOCUMENTS — Documents covering the required Work and including the Project Drawings and Project Specifications. CONTRACTION JOINT — Saw-cut, formed, or grooved joint to allow for shrinkage in a concrete slab. CONTRACTOR — The person, firm, or company with whom the General Contractor enters into an agreement for construction of the work. The Contractor and General Contractor may be one in the same entity. See GENERAL CONTRACTOR. COUPLER — Threaded device for joining reinforcing bars for the purpose of providing transfer of either axial compression or axial tension or both from one bar to the other. COUPLING SLEEVE — Non-threaded device fitting over the ends of two reinforcing bars for the eventual purpose of providing transfer of either axial compression or axial tension or both from one bar to the other. CRIBBING — Wooden blocks or boards used in a horizontal or vertical position to separate bundles of reinforcing bars. Also known as “dunnage”. CRSI — Concrete Reinforcing Steel Institute CULVERT — Any structure, not classified as a bridge, which provides a waterway or other opening under a road or highway. CURTAIN — A single layer of vertical and horizontal reinforcing bars in a wall. If a wall has a layer of reinforcement at each face, it would be called a “double curtain” wall. CUT-OFF SAW — A powered saw, with a diamond or carbide blade, used to cut reinforcing bars at the job-site.

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Glossary

D DATUM — Any level surface, line, or point used as a reference in measuring elevations. DEFORMED BAR — A reinforcing bar manufactured with deformations (protrusions) to provide a locking anchorage with the surrounding concrete. DESIGNING — Preparation of structural drawings to show general arrangement of the structure, size and reinforcement of members, and other information for construction and for the preparation of placing drawings.

ENDO — The dimension from the end of a reinforcing bar to a point of reference along its longitudinal axis; i.e., any bar is positioned in the forms transversely by “cover” or “spacing” and longitudinally by “cover” or “endo.” ENGINEER — A licensed professional or structural engineer, responsible for the design of reinforced concrete, structural steel, and other materials which make up the complete structure. ENGINEERING DRAWINGS — See STRUCTURAL DRAWINGS.

DETAILERS — Draftsmen who prepare reinforcing bar placing drawings.

EPOXY COATING — An organic, non-metallic coating applied to reinforcing steel by electrostatic spray to prevent corrosion.

DISTRIBUTION RIB — In long span one-way joist floor or roof construction, one or more cross ribs per span are used to equalize bending of the load-carrying ribs. A load concentrated on one load carrying rib is thus “distributed” as adjacent joists participate in supporting it.

ESTIMATING — Determining cost of reinforcement required in a construction project for bid purposes. Tonnage in each reinforcing bar size and grade (minimum yield strength) for each class of fabrication should be separately determined and appropriate costs applied.

DOBIES — See CONCRETE BLOCK BAR SUPPORTS.

EXPANSION JOINT — A separation between two sections of concrete which is provided to allow for free movement due to temperature changes. The sections are usually divided by a strip of metal or bituminous material and are sometimes tied together with dowels, using sleeves or coatings at one end.

DOG-LEG — See OFFSET BEND. DOWEL — A reinforcing bar connecting two separately placed sections of concrete. A bar extending from one concrete section into another is said to be doweled into the adjoining section. Examples: Footing dowels into a column or horizontal wall bars doweled into an adjacent wall section. DOWEL SLEEVE — A tube made of light metal, plastic or cardboard on one end of a dowel bar to allow free movement of an expansion joint. DOWEL TEMPLATE — Frame which outlines the dimensions for setting dowel bars into footings for columns and walls. DRAFTSMAN — One who prepares drawings. See DETAILERS.

F FABRICATION — Actual work on the reinforcing bars such as cutting, bending, bundling, and tagging. FABRICATOR — A company that is capable of preparing placing drawings, bar lists, and storing, shearing, bending, bundling, tagging, and delivering reinforcing bars. FAR FACE (OF A WALL) — Face farthest from the viewer, which may be the outside or inside face, depending on whether one is inside looking out or outside looking in.

DRILLED PIER — A drilled shaft usually extending through water or soft soil to solid earth or rock. Sometimes called a “caisson”.

FILLET — Beveled inside corner usually at 45° to avoid a sharp 90° change in direction at the intersection of two reinforced concrete members. See CHAMFER. Also refers to a triangular weld.

DROP PANEL — The structural portion of a flat slab which is thickened (by “dropping” the form) throughout an area surrounding a column, column capital or bracket.

FIREPROOFING — See CONCRETE COVER. Also refers to encasement of structural steel for fire protection. FLAT PLATE SLAB — A flat slab without drop panels or column capitals.

E END-BEARING SLEEVE — Device fitting over the abutting ends of two reinforcing bars for the purpose of ensuring transfer of only axial compression from one bar to the other.

FLAT SLAB — A concrete slab reinforced in two or more directions, with drop panels and with or without column capitals. FOOTINGS — That part of the foundation of a structure which rests on earth.

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APPX

Glossary FOUNDATION — Substructure through which the loads are carried to the earth or rock.

G GALVANIZE — To dip steel into molten zinc, which is termed “hotdip galvanizing”; or to electroplate with zinc. GENERAL CONTRACTOR — The person, firm, or company that bids and executes a contract with the Owner, coordinates and supervises the work of other Contractors and is responsible for the actual construction of the work in accordance with the project drawings and project specifications. GIRDER — Principal beam supporting other beams. GRADE BEAM — A low foundation wall or a beam usually at ground level, which provides support for the walls of a structure. GRADE MARKS — Markings rolled onto the surface of reinforcing bar to identify the grade of steel. GRADE OF REINFORCING BARS — The means by which an Engineer specifies the strength properties of the reinforcing bar required in each part of a structure. GRID — Usually an orthogonal arrangement of reinforcing bars. May describe a bar mat or bar curtain. In a layout, may describe location of principal column centerlines. GROUT — Concrete which contains no coarse aggregate.

H HAIRPIN BARS — Bars, usually small sizes, bent to a hair pin shape and used for such purposes as short hooked spacer bars in columns and walls, and for special dowels. HAUNCH — Portion of a beam that increases in depth towards the support. HEADER — A short reinforced beam, joist or slab edge generally used at floor openings to support other similar members terminating at the opening. HEAVY BENDING — Reinforcing bar sizes #4 through #18, which are bent at not more than six points in one plane (unless classified as “Light Bending” or “Special Bending”) and single radius bending. HIGH CHAIR — See INDIVIDUAL HIGH CHAIRS and CONTINUOUS HIGH CHAIRS. HOOPS — A closed tie or continuously wound tie. A closed tie can be made up of several reinforcing bar pieces, each having seismic hooks at both ends. A continuously wound tie has a seismic hook at both ends. HOOK — See STANDARD HOOK.

D

I INDIVIDUAL HIGH CHAIRS — Bar support used under a support bar, to provide support for top reinforcing bars in slabs, joists or beams; also used to support upper mats of bars in slabs without support bars. INSERTS — Devices embedded in concrete to receive a bolt or screw to support shelf angles or machinery. See ACCESSORIES. INTEGRAL — Elements which act together as a unit, such as concrete joists and top slab. Reinforced concrete members may be made integral by bond, dowels, or being cast in one piece. INTEGRALLY-CAST — Elements (such as reinforced concrete joists and top slab) cast in one piece. See MONOLITHIC. IRONWORKERS — Workers who handle and place steel and ornamental iron, including reinforcing steel and bar supports. Also, in the Metropolitan Area of New York City, depending on local union jurisdiction, these workers are called LATHERS. Colloquial terms frequently used include rod-setter, rodbuster; and bar-setter. See BAR PLACER.

J JAMB — The vertical side of a door or window frame. JOIST — T-shaped beam used in a parallel series in reinforced concrete joist floor construction. JOIST CHAIRS — Bar supports which hold and space the two reinforcing bars in the bottom of a joist. JOIST SCHEDULE — Table on a placing drawing giving the quantity and mark of the joists, the quantity, size, length, bending details of reinforcing bars and usually the quantity of joist chairs in each joist.

K KEYS — Slotted joints in concrete, such as tongue and groove. KS — Abbreviation of kips (1,000 pounds) per square inch, used in measuring load or stress.

L LABEL — Bar identification used in computer detailing. LAP SPLICE — The overlapping of two reinforcing bars by lap splicing them side by side (in contact or non-contact); similarly the side and end overlap of sheets or rolls of welded wire reinforcement. Also, the length of overlap of two bars. Also referred to as “lap”.

HORIZONTALS — Reinforcing bars running horizontally.

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Glossary LATERAL — See TRANSVERSE. LIFT — Units of reinforcing bars tied together for shop or field convenience. Lifts are classified in two categories: (1) Shop lifts and (2) Field lifts. Shop lifts are units of reinforcing bars loaded for shipment to the jobsite. Field lifts are units of reinforcing bars required for field handling by the Contractor. A field lift may consist of single bundles or two or more smaller bundles tied together. A shop lift may consist of one or more bundles, the same as field lifts or consist of two or more field lifts. Straight and bent bars are not combined in the same lift. Maximum weight of a lift is dependent on regional practices and site conditions. See BUNDLE OF BARS. The term “lift” also describes the concrete placed between two consecutive horizontal construction joints, particularly when formwork is reused and lifted. LIFT SLAB — Floor construction in which slabs are cast directly on one another. Each slab is lifted into final position by jacks on top of the columns. Floors are secured at each floor level by column brackets or collars. LIGHT BENDING — All #3 bars, all stirrups and ties, and all bars #4 through #18 which are bent at more than six points in one plane, or reinforcing bars which are bent in more than one plane (unless “Special Bending”), all one plane radius bending with more than one radius in any bar (three maximum) or a combination of radius and other type bending in one plane (radius bending being defined as all bends having a radius of 12 inches or more to inside of bar). LIGHTWEIGHT CONCRETE — Concrete of substantially lower density than that made using aggregates of normal density. LINTEL — Beam supporting the wall above a window or door opening. LONGITUDINAL BAR — Any reinforcing bar placed in the long direction of the member. LOW-ALLOY STEEL REINFORCING BARS — Reinforcing bars rolled from low-alloy steel billets.

MECHANICAL DRAWINGS — Drawings which show piping for water, sanitary, gas and drains; heating, ventilating and air conditioning ducts and equipment, and other mechanical equipment. MECHANICAL SPLICE — The complete assembly of an end-bearing sleeve, a coupler, or a coupling sleeve, and possibly additional materials or parts to accomplish the splicing of reinforcing bars. MESH — See WELDED WIRE REINFORCEMENT. METAL FORMS — Used to provide the forms for joist floor construction. See PANS. MISCELLANEOUS IRON — Steel items such as lintel angles, inserts, plates, form braces, spreaders and other structural shapes attached to or embedded in reinforced concrete. MONOLITHIC — Concrete placed in one operation. MPa — Abbreviation of the metric unit megapascals, used in measuring load or stress. Approximately 6.9 megapascals equals 1 ksi.

N NEAR FACE (OF A WALL) — Face nearest the viewer and may be inside or outside, depending on whether one is inside looking out or outside looking in. NOMINAL DIAMETER — The diameter of a plain round bar of the same weight per linear foot as a deformed reinforcing bar. NORMAL WEIGHT CONCRETE — Concrete having a density of approximately 150 lb/ft3 made with normaldensity aggregates.

O OFFSET BEND — Any bend in a reinforcing bar that displaces the center line of a section of the bar to a position parallel to the original bar, in which the displacement is relatively small; commonly applied to column vertical bars. Also known as “dog-leg.” OSHA — Occupational Safety & Health Administration

M MARKS — A series of letters, numbers or a combination of both used to designate (a) the parts of a structure or (b) the identity of a bent reinforcing bar. MAT — A large footing or foundation slab used to support an entire structure. The term “mat” also describes a grid of reinforcing bars.

OUT-TO-OUT — An overall dimension; end-to-end dimension; outermost side to opposite hand outermost side. OWNER — The corporation, association, partnership, individual, or public body or authority which the Contractor enters into agreement with and for whom the Work is provided.

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APPX

Glossary

P PAD — A footing; sometimes a block of concrete to support machinery. PANS — Metal forms for one-way concrete joists (oneway pans) and for two-way (waffle slab) concrete joists (dome pans). PARAPET — Extension of the main walls above the roof level, for architectural appearance. PCA — Portland Cement Association. PEDESTAL — Short pier used as a base for a column. PIER — A short column used as a foundation member in construction. Also, a large column or wall type bridge support. PILASTER — Column partially or completely embedded in a wall, or a portion of a wall enlarged to serve as a column. PILE — A concrete, steel, or wood member driven into the ground to support a load. PILE CAP — A structural member placed on the tops of piles and used to distribute loads from the structure to the piles.

D

PRESTRESSED CONCRETE — Reinforced concrete in which the reinforcing steel is stretched and anchored to compress the concrete. PROJECT DRAWINGS — The drawings which, along with the Project Specifications, completely describe the construction of the Work required or referred to in the Contract Documents. Examples include Placing Drawings and Structural Drawings. PROJECT SPECIFICATIONS — The written documents which describe the requirements for a project in accordance with the various criteria established by the Owner. PSI — Abbreviation of pounds per square inch used in measuring load, pressure, or stress.

Q QUADRANT — One-fourth of a regular area; usually taken as one of the portions of a circle or square as divided by N-S and E-W lines.

R

PITCH — Center-to-center spacing between turns of a spiral.

RADIAL — Direction of a straight line out from the center of a circle. Spokes of a wheel lie on radial lines. Used to describe one set of reinforcing bars associated with twoway mats in circular tank floors or roofs.

PLACING DRAWINGS — Detailed drawings which give the quantity, size, location, spacing of the reinforcing bars, and all other information required by the Ironworker.

RADIUS BENT — Reinforcing bars bent to a radius larger than that specified for standard hooks; a bar curved to fit into circular walls, as the horizontal bars in a silo.

PLAIN CONCRETE — Structural concrete with no reinforcement or with less reinforcement than the minimum amount specified in the ACI Building Code.

RAFT FOUNDATION — See MAT.

PLAN VIEW — Top view as of any floor, roof, or foundation of a structure. POST-TENSIONING — A method of prestressing reinforced concrete when tendons are tensioned after concrete has reached a specified strength. PRE-ASSEMBLED — In reference to concrete reinforcement, assembly of a number of separate pieces into the completed arrangement of reinforcement required for a structural concrete unit prior to installation in final position. Column, beam or girder reinforcement is thus pre-assembled into “cages”; footing or slab reinforcement into “mats”; and wall reinforcement into “curtains”. PRECAST CONCRETE — Reinforced concrete cast elsewhere than its final position in the structure. Usually precast concrete consists of individual members such as columns, wall panels, beams or joists erected and connected to form the structural frame.

RAIL-STEEL REINFORCING BARS — Deformed reinforcing bars rolled from selected used railroad rails. REBAR — Abbreviated term for reinforcing bar. RE-ENTRANT CORNER — An inside corner of a surface, producing stress. REGLET — A long, narrow formed slot in concrete to receive flashing or to serve as anchorage. REINFORCED CONCRETE — Concrete containing reinforcing steel positioned so that the two materials act together for increased strength. REINFORCEMENT–Steel bars or wires embedded in concrete and located in such a manner that the steel and the concrete act together in resisting loads. RETAINING WALL — Wall reinforced to hold or retain soil, water, grain, coal, or sand. REVEAL — The vertical surface forming the side of an opening in a wall, as for a window or door; depth of exposure of aggregate in an exposed aggregate finish.

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Glossary RFI — “Request for Information.” RINGS — Complete circles or circular arcs. Ring bars reinforce ring-shaped elements such as pipes, chimneys or circular silo walls. Also see HOOPS.

S SAND PLATE — A flat plate attached to the legs of a bar support for use on soil. SCAFFOLDING — A temporary structure for the support of deck forms, runways, or workers. SCALE — Reduction of size to which drawings are made (as 1/8 inch = 1 foot). SCHEDULE — Table on placing drawings (or elsewhere) to give size, shape, and arrangement of similar items. See BEAM SCHEDULE, COLUMN SCHEDULE, JOIST SCHEDULE, and SLAB SCHEDULE. SECTION — Cut away view through a general plan or elevation view to explain details. SHEAR — To cut off as by two equal opposed forces. SHEARHEAD — Assembled unit in the top of the columns of flat slab or flat plate construction to transmit loads from slab to column. SHEAR REINFORCEMENT — Reinforcement designed to resist shearing forces; usually consisting of stirrups bent and located as required. SHEAR WALL — A wall designed to resist forces resulting from wind, blast or earthquake. SHELF ANGLES — Structural angles with holes or slots in one leg for bolting to the concrete to support brick work, stone, or terra cotta. Also known as “ledger angles.” SIMPLE BEAM — Beam supported at each end (two points) and not continuous. SKEWED — Placed at an angle other than 90°. SLAB — Flat section of floor or roof either on the ground or supported by beams or walls. SLAB BOLSTER — Continuous bar support used to support bottom slab bars. SLAB ON GROUND — A type of foundation with a concrete floor which is placed directly on the soil. The edge of the slab is usually thicker and acts as the footing for the walls. Sometimes called a “Slab On Grade” or SOG. SLAB SCHEDULE — Table on a placing drawing giving the quantity and mark of the slabs; the number of pieces, size, length and bending details of the reinforcement in each slab.

SLEEVE — A tube which encloses a bar, dowel, or anchor rod. See DOWEL SLEEVE. SLIP FORM — System of formwork for concrete which permits continuous casting. Vertical slip forms are used in buildings and tanks and horizontal slip forms are used in paving. SOFFIT — The bottom of a slab, beam, joist or girder. SPACER — Device that maintains reinforcement in proper position, also a device for keeping wall forms apart at a given distance before and during concreting. SPALLING — The development of concrete spalls or fragments, usually in the shape of flakes, detached from a larger mass of concrete by a blow, action of weather, pressure or by expansion within the larger mass. SPAN — The horizontal distance between supports of a structural member such as a beam, girder, slab or joist; distance between piers or abutments of a bridge. SPANDREL BEAMS — Perimeter or edge beams; a beam in an external wall. SPECIAL BENDING — All bending to special tolerances, all radius bending in more than one plane, all multiple plane bending containing one or more radius bends, and all bending for precast units. SPECS — A contracted term for “project specifications”; the directions issued by an Architect or Engineer to establish general conditions, standards and detailed instructions which are used with the project drawings. SPIRAL — A continuously coiled reinforcing bar or wire. SPIRAL COLUMN — A column in which the vertical reinforcing bars are enclosed within a spiral. See SPIRAL. SPIRAL SPACERS — Usually made of channels or angles, punched to form hooks, which are bent over the coiled spiral to maintain it to a definite pitch. SPLICE — Connection of one reinforcing bar to another by lap splices (in contact or non-contact), mechanical splices, or welded splices; the lap between sheets or rolls of welded wire reinforcement. SPREAD FOOTING — Footing which support one or more columns or piers or a wall by bearing on earth or rock. Sometimes a simple mat footing is called a spread footing. STAGGERED SPLICES — Splices of reinforcing bars which are not made at the same location. STANDARD HOOK — A semi-circular (180°) or a 90° bend, with a defined straight “tail” or extension at the free end of a bar, to provide anchorage in concrete. For stirrups and column ties only, bends of either 90° or 135° are used.

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APPX

Glossary

D

STANDEE — A term used in some regions of the country to designate a special bar bent to a U-shape with 90° bent legs extending in opposite directions at right angles to the U-bend. It is used as a high chair resting on a lower mat of reinforcing bars and supporting an upper mat. Sometimes called a “fabricated high chair”.

SUPERINTENDENT — Contractor’s representative at the jobsite who is responsible for continuous field supervision, coordination, and completion of the Work.

STEM BARS — Reinforcing bars used in the wall section of a cantilevered retaining wall or in the webs of a box girder. When a cantilever retaining wall and its footing are considered as an integral unit, the wall is often referred to as the stem of the unit.

SUBGRADE — The soil supporting a structure or pavement.

STIRRUPS — Reinforcing bars or welded wire reinforcement used in beams and girders for shear reinforcement; typically bent into a U-shape or box-shape and placed perpendicular to the longitudinal reinforcing bars. STORY — Each floor level in a building; all structural members at that level, such as 2nd story columns or beams. STRIP FOOTING — A combined footing of rectangular shape, supporting two or more columns in a row. STRIPS — Bands of reinforcing bars in flat slab or flat plate construction. The column strip is a quarter-panel wide each side of the column centerline and runs either way of the structure, from column to column. The middle strip is half a panel in width, filling in between column strips, and runs parallel to the column strips to fill in the center part of a panel. STRUCTURAL DRAWINGS — Drawings which show all framing plans, sections, details and elevations required to construct the structure. For reinforced concrete structures, they include the sizes and general arrangement of all reinforcement from which the Fabricator prepares placing drawings. See DESIGNING. STRUCTURAL FLOOR SLAB — A flat, horizontal or nearly so, formed layer of reinforced concrete, usually of uniform but sometimes of variable thickness, supported by beams, columns, walls, or other framework. STRUCTURAL INTEGRITY — Requirements in building codes intended to limit the effects of a local collapse within a structure, that is, to prevent progressive collapse, which is the spread of an initial local failure from one structural member to another resulting in the collapse of the entire structure or a large part of the structure. STRUT — Short column or compression brace. SUBCONTRACTOR — A Contractor who is under contract to the General Contractor for completion of a portion of the Work for which the General Contractor is responsible. See CONTRACTOR.

SUPERSTRUCTURE — Frame of the structure, usually above grade. Portion of a bridge above piers and abutments.

SUPPORT BARS — All bars that rest on individual high chairs or bar chairs to support top reinforcing bars in slabs or joists, respectively.

T T-BEAM — Beam which has a T-shaped cross-section. TAKE-OFF — Process of estimating quantities of materials. Also the process for Detailers to transfer data from the placing drawings to a bar list. See ESTIMATING. TEMPERATURE-SHRINKAGE BARS — Reinforcing bars distributed throughout the concrete to minimize cracks due to temperature changes and concrete shrinkage. TIE — Reinforcing bars bent to a circular, or to a boxshape and used to hold vertical longitudinal reinforcing bars together in columns and beams. TIE BARS — Reinforcing bars at right angles and tied to main reinforcement to keep it in place; bars extending across a construction joint. TIE BEAM — A reinforced concrete beam cast as part of a masonry wall, whose primary purpose is to hold the wall together, especially against seismic loads, or cast between a number of isolated foundation elements to maintain their relative positions. TIE WIRE — Wire (generally No. 16, No. 15, or No. 14 gauge) used to secure intersections of reinforcing bars for the purpose of holding them in place until concreting is completed. TILT-UP — A method of concrete construction in which the walls are cast horizontally at a location adjacent to their eventual position, and lifted into place after removal of forms. TOLERANCE — Allowable variation from a given dimension, quantity or position. TRANSVERSE — At right angles to the long direction of the member (crosswise). Also referred to as “lateral”. TRUSS-BENT BARS — Reinforcing bars bent up to act as both top and bottom reinforcement. TWO-WAY FLAT SLAB — See FLAT SLAB.

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Glossary

U

Y

UPPER BEAM BOLSTER — Bar support for the upper layer of bottom bars in beams or girders.

YIELD STRENGTH — The load limit to which reinforcing steel will stretch and return to its original length.

UPTURNED BEAM — Reinforced concrete beam which extends above the slab or structure it is supporting.

Z

V

ZINC COATING — A zinc coating applied to reinforcing steel by dipping in a molten bath of zinc to prevent corrosion. See GALVANIZE.

VERTICAL BAR — Any reinforcing bar used in an upright or vertical position.

W WAFFLE SLAB — A two-way reinforced concrete joist floor with ribs running in both directions. (Named after the waffle-like appearance of the underside of the finished floor.) WALL — A vertical structural member which encloses, divides, supports or protects a building or room. WALL BEARING STRUCTURE — One with the slabs (i.e., the floors or roofs) supported on walls, generally of masonry, eliminating columns and some of the beams. WALL FOOTING — A strip of reinforced concrete, wider than the wall it supports, which distributes the wall load over a wider area. WALL SPREADER — An accessory, usually fabricated from reinforcing bar to a “Z” or “U” shape, used to separate and hold apart two faces or curtains of reinforcement in a wall. WEEP HOLE — Drainage opening in a wall. WELDED SPLICES — A means of joining two reinforcing bars by electric arc welding. Bars may be lapped, butted, or joined with splice plates or angles. WELDED WIRE REINFORCEMENT — Wire reinforcement manufactured by means of welding the intersecting wires, used for reinforcement in slabs, slabs on grade, and highway pavements. Also known as welded wire fabric. WIND BRACES — Brackets or struts placed at columns to reduce bending of the structure due to high wind forces. WING WALL — Retaining wall at end of a bridge or culvert to retain the earth. WORK — The entire project (or separate parts) which is required to be completed under the Contract Documents. Work is the result of performing services, furnishing labor, and supplying and incorporating materials and equipment into the construction, all as required by the Contract Documents.

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Description of Manual This heavily illustrated textbook covers materials, specifications, placing drawings, and current detailing practices for reinforced concrete construction. Applicable for industrial on-the-job training programs as well as colleges, technical and vocational schools. This definitive book for detailing of reinforcing bars instructs the Detailer in preparation of placing drawings, and bar lists used in the fabrication of reinforcing bars. Basic, accepted practices covering fundamentals and applications of reinforcing bar detailing are also included.

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933 North Plum Grove Road Schaumburg, IL 60173 Tel. 847.517.1200 www.crsi.org

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10-DETMANUAL-2015