ACI 355.3R-11 PDF

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ACI Reported by ACI Committee First printing. May Advancing concrete knowledge. Guide for Design of Anchorage to Concrete:. All rights reserved. This material may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage media, without the written consent of ACI.

The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions, and errors in these documents. In spite of these efforts, the users of ACI documents occasionally find information or requirements that may be subject to more than one interpretation or may be incomplete or incorrect.

Users who have suggestions for the improvement of ACI documents are requested to contact ACI via the errata website at www. Proper use of this document includes periodically checki ng for errata for the most up-to-date revisions. ACI committee documents are intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains.

Individuals wh o use this publication in any way assume all risk and accept total responsibility for the application and use of this information.

ACI and its members disclaim liability for damages of any kind, including any special, indirect, incidental, or consequential damages, including without limitation , lost revenues or lost profits, which may result from the use of this publication. It is the responsibility of the user of this document to establish health and safety practices appropriate to the specific circumstances involved with its use.

AC I does not make any representations with regard to health and safety issues and the use of this docume nt. The user must determine the applicability of all regulatory limitations before applying the document and must comply with all applicable laws and regula- tions, including but not limited to, United States Occupational Safety and Health Administration OSHA health and safety standards.

Phone: Fax: ISBN Donald F. Tarek S. Werner A. Richard E. Jake Olsen. Ranjit L. Branko Galunic. Anthony J. Alan D. Peter J. Brian C. Harry B. Lancelot III. John F. Harry A. Michael Gong. Patrick J. Ronald A. Herman L. Graves III. Lee W. Harry Wiewel. Rolf Eligehausen. Robert R. Sam S. Bruce I. Not all conditions are covered in these examples. The essentials of direct tension, direct shear, combined tension and shear, and the common situation of eccentric shea r, as in a bracket or corbel, are presented.

Keywords : anchorage; combined tension and shear; design examples; eccentric shear; embedded bolts; headed-stud anchors; post-installed anchors; shear; tension. ACI Committee Reports, Guides, Manuals, and Commentaries are intended for guidance in pl anning, designing, executing, and inspecting construction. This document is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains.

The American Concrete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be liable for any loss or damage arising therefrom. Reference to this document shall not be made in contract documents. Chapter 2—Notation and definitions, p. Chapter 4—Design examples, p. All rights reserved including rights of re production and use in any form or by any means, including the making of copies by any photo proc ess, or by electronic or mechanical device, printed, wr itten, or oral, or recording for sound or visual reproduc- tion or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.

Chapter 5—References, p. Appendix A—Tables, p. Appendix D, which was first introduced in ACI , contains design provisions for determining the strength of anchors based on the Concrete Capacity Design CCD method for concrete breakout failure. The CCD method calculates the concrete breakout strength using a model that is based on a brea kout prism having an angle of approximately 35 degrees, rather than the traditional degree cone model used since the early s.

Appendix D design provisions are for both cast-in-place anchors and prequalified post-installed mechanical anchors. Separate design equations are frequently provided because cast-in-place anchors behave differently than post-installed anchors. The provisions for post-installed anchors are only intended for those post-installed anchors that are qualified under comprehensive testing protocols.

The testing and evalua- tion requirements in ACI Similar procedures, which are expected to be completed. Table 1. Tension failure mode. Shear failure mode. Steel strength of anchor.

Concrete breakout strength. Concrete side-face blowout stre ngth. Concrete pryout strength. Pullout and pull-through strength. The new provisions of ACI 08 will alter the calculations and results in these examples. Commentary in this guide describes how the new ACI provisions modify the design results. The ACI Appendix D provisions clarify issues when dealing with earthquake forces, ductile failure, anchor reinforcement, and supplemental reinforcement. The design approach used in the example problems follows a basic outline of evaluating each potential failure mode in tension and shear for the anchor using the provisions of Appendix D of ACI The provisions include modifica- tion factors that account for the effects of edges, eccentricity, and the presence or lack of cracking in the concrete, to determine the nominal strengths for each failure mode.

The types of failure modes considered are shown in Table 1. In addition to the failure modes in Table 1. The calculated nominal strengths for each failure mode are modified by the appropriate modification factors. The minimum calculated design strength becomes the controlling design strength of the an chor or group of anchors.

The design strength of anchors that include earthquake forces and that are located in regions of moderate or high seismic risk are required to be controlled by failure in tension, shear, or both, of a ductile steel element. In addition, the design strengths for steel and concrete are reduced by a factor of 0. The nonductile, concrete failure modes include all the concrete breakout modes in tension and shear, plus the pullout and pull-through failure modes in tension.

Nonductile failure can occur if the steel behaves in a brittle fashion. It is not always possible, due to geometric or material constraints, to design the anchorage for a ductile failure.

Therefore, code provisions allow the attachment, which the anchor connects to the structure, to be considered as the ductile steel element. Design Examples 1, 2, 11, and 12 demonstrate the provisions of Appendix D when earthquake forces are involved.

They show the design of the anchors governed by the steel strength of a ductile steel element, according to Section D. American Concrete Institute C opyrighted Material—www.

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