ACI 530-11 Building Code Requirements and Specification for Masonry.pdf

American Concrete lnstitute®
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Building Code Requirements and Specification for Masonry
Structures
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Building Code Requirements
and
Specification for
Masonry Structures
Containing
Building Code Requirements for Masonry Structures
(TMS 402-11/ACI 530-11/ASCE 5-11)
Specification for Masonry Structures
(TMS 602-11/ACI 530.1-11/ASCE 6-11)
and Companion Commentaries
Developed by the Masonry Standards Joint Committee (MSJC)
IIITHE
MASONRY
SOCIETY
Advancing the knowledge of masonry
The Masonry Society
3970 Broadway, Suite 201-D
Boulder, Co 80304
www.masonrysociety.org
(~-
American Concrete lnstitute<!J
Advancing concrete knowledge
American Concrete lnstitute
P.O. Box 9094
Farmington Hills, MI 48333
www.concrete.org
STRUCTURAL
ENGINEERING
INSTITUTE
Structural Engineering lnstitute
ofthe
American Society of Civil Engineers
1801 Alexander Bell Orive
Reston, VA 20191
www.seinstitute.org

ABSTRACT
Building Code Requirements and Specification for Masonry Structures contains two standards and their commentaries:
Building Code Requirements for Masonry Structures {TMS 402-11/ACI 530-11/ASCE 5-11) and Specification for
Masonry Structures (TMS 602-11/ACI 530.1-1l/ASCE 6-11). These standards are produced through the joint efforts of
The Masonry Society (TMS), the American Concrete Institute (ACI), and the Structural Engineering Institute of the
American Society of Civil Engineers (SEIIASCE) through the Masonry Standards Joint Committee (MSJC). The Code
covers the design and construction of masonry structures while the Specification is concerned with mínimum construction
requirements for masonry in structures. Sorne ofthe topics covered in the Codeare: definitions, contract documents; quality
assurance; materials; placement of embedded items; analysis and design; strength and serviceability; flexura! and axial
loads; shear; details and development of reinforcement; walls; co1umns; pilasters; beams and lintels; seismic design
requirements; glass unit masonry; veneers; and autoclaved aerated concrete masonry. An empírica! design method and a
prescriptive method applicable to buildings meeting specific location and construction criteria are also included. The
Specification covers subjects such as quality assurance requirements for materials; the placing, bonding and anchoring of
masonry; and the placement of grout and of reinforcement. This Specification is meant to be modified and referenced in the
Project Manual. The Code is written as a legal document and the Specification as a master specification required by the Code.
The commentaries present background details, committee considerations, and research data used to develop the Code and
Specification. The Commentaries are not mandatory and are for information ofthe user only.
The Masoruy Standards Joint Committee, which is sponsored by The Masonry Society, the American Concrete Tnstitute, and
the Structural Engineering Institute ofthe American Society ofCivil Engineers, is responsible for these standards and strives to
avoid ambiguities, omissions, and errors in these documents. In spite of these efforts, the users of these 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 ofthese documents are requested to contact TMS.
These documents are intended for the use of individuals who are competent to evaluate the significance and 1imitations of
its content and recommendations and who will accept responsibility for the application of the material it contains.
Individuals who use this publication in any way assume all risk and accept total responsibility for the application and use of
this information.
All information in this publication is provided "as is" without warranty ofany kind, either express or implied, including but
not limited to, the implied warranties ofmerchantability, fitness for a particular purpose or non-infringement.
The sponsoring organizations, TMS, ACI, and SEIIASCE, and their 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 ofthis 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. The sponsoring organizations do not make any representations with regard to health
and safety issues and the use of this document. The user must determine the applicability ofall regulatory limitations before
applying the document and must comply with all applicable laws and regulations, including but not limited to, United
States Occupational Safety and Health Administration (OSHA) health and safety standards.
COPYRIGHT© 2011, The Masoruy Society, Boulder, CO, American Concrete Institute, Farmington Hills, MI, Structural
Engineering Institute of the American Society of Civil Engineers, Reston, VA. lncludes errata through July 13, 2011. Watch
http://www.masonrysociety.org/2011MSJC/Errata.htrn for possible additional errata.
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 ofTMS.
Adopted as standards of the American Concrete Institute (March 14, 20 11), the Structural Engineering Institute of the
American Society of Civil Engineers February 17, 2001, and The Masonry Society (March 23, 20 11) to supersede the 2008
edition in accordance with each organization's standardization procedures. These standards were originally adopted by the
American Concrete Institute in November, 1988, the American Society of Civil Engineers in August, 1989, and The
Masonry Society in July, 1992.
ISBN 978-1-929081-36-3
ISBN 1-929081-36-7
Produced in the United States ofAmerica

About the MSJC and its Sponsors
Masonry Standards Joint Committee
The Masonry Standards Joint Committee (MSJC) is, as its name suggests, a joint committee sponsored by The
Masonry Society (TMS), the American Concrete Institute (ACI), and the Structural Engineering lnstitute of the
American Society of Civil Engineers (SEl/ASCE). lts mission is to develop and maintain design and
construction standards for masonry for reference by or incorporation into model building codes regulating
masonry construction. In practice, the MSJC is responsible for the maintenance of the Building Code
Requirementsfor Masonry Structures (TMS 402/AC1530/ASCE 5), Specificationfor Masonry Structures (TMS
602/ACI 530.1/ASCE 6) and their companion Commentaries. Committee membership is open to al] qualified
individuals, within the constraints of balance requirements, balloting schedules and particular needs for
technical expertise. Committee meetings are open to the public.
Committee Activities include:
1. Evaluate and ballot proposed changes to existing standards ofthe committee.
2. Develop and ballot new standards for masonry.
3. Resolve Negative votes from ballot items.
4. Provide interpretation ofexisting standards of the Committee.
5. Identify areas of needed research.
6. Sponsor educational seminars and symposia.
7. Monitor intemational standards.
Additional details ofthe Committee, its work, and its meeting schedule are posted at www.masonrysociety.org
and can be obtained from The Masonry Society. A roster ofthe Committee Members during the 2011 Revision
Cycle is shown on the following page.
THE
MASONRY
SOCIETY
Advancing the knowledge of masonry
The Masonry Society (TMS) was founded in 1977 as a not-for-profit professional, technical, and educational
association dedicated to the advancement of knowledge on masonry. Today TMS is an intemational gathering of
people interested in the art and science of masonry, and its members include design engineers, architects, builders,
researchers, educators, building officials, material suppliers, manufacturers, and others who want to contribute to and
benefit from the global pool ofknowledge on masonry.
TMS gathers and disseminates technical information through its committees, publications, codes and standards,
newsletter, refereed joumal, educational programs, workshops, scholarships, disaster investigation team, and
conferences. The work ofTMS is conducted by individual TMS members and through the volunteer committees
composed of both members and non-members. The Masonry Society serves as the lead Society for the support
ofthe MSJC, andas such, meetings ofthe committee are held at TMS meetings and activities ofthe Committee
are managed by TMS.
For more information about TMS, contact The Masonry Society, 3970 Broadway, Suite 201-0, Boulder, CO
80304-11 35, U.S.A; Phone: 303-939-9700; Fax:303-541-9215; E-mail: info@masonrysociety.org; Website:

<H@)
American Concrete lnstitute41
Advancingconcrete knowledge
The AMERICAN CONCRETE INSTITUTE
ACI was founded in 1904 as a nonprofit membership organization dedicated to public service and representing
the user interest in the field of concrete. ACI gathers and distributes information on the improvement of design,
construction, and maintenance of concrete products and structures. The work of ACI is conducted by individual
ACI members and through volunteer committees composed ofboth members and non-members.
The committees, as well as ACI as a whole, operate under a consensus format, which assures all participants the
right to have their views considered. Committee activities include the development of building codes
requirements and specifications, analysis of research and development results, presentation of construction and
repair techniques, and education.
Individuals interested in the activities of ACI are encouraged to become members. There are no educational or
employment requirements. ACI's membership is composed of engineers, architects, scientists, contractors,
educators, and representatives from a variety of companies and organizations. Members are encouraged to
participate in committee activities that relate to their specific areas ofinterest.
For more information about ACI, contact the American Concrete Institute, 38800 Country Club Orive,
Farmington Hills, MI48331 U.S.A; Phone: 248-848-3700; Fax: 248-848-3701; Website: www.concrete.org
STRUCTURAL
ENGINEERING
INSTITUTE
•
The Structural Engineering Institute (SEI) is a 22,000 plus member organization within the American Society of
Civil Engineers (ASCE). SEI is organized into four Oivisions. The Business and Professional Activities
Oivision (BPAO), promotes needed change in business and professional development issues unique to the
structural engineering profession. The Codes and Standards Activities Oivision (CSAO) develops and maintains
leading design standards that are used worldwide. The Local Activities Oivision (LAO) provides technical,
educational, and professional program support to the local structural technical groups within ASCE's sections
and branches. The Technical Activities Division (TAD) advances the profession with the dedicated work of its
70 plus technical committees that produce technical papers and publications and produce the Journal of
Structural Engineers, the Journal ofBridge Engineers, and the Practice Periodical on Structural Design and
Construction.
Through its four divisions, SEI advances the profession in many ways including developing standards such as
ASCE 7, encouraging discussion about licensure issues, enriching local Structural Technical Group programs,
leading coordination efforts with other standards organizations, conducting an annual Structures Congress,
offering cutting edge presentations, offering specialty conferences on tapies of interest to the Structural
Engineering community, coordinating efforts with other structural engineering organizations, responding to the
community's need for help in crisis, and providing low-cost seminars and webinars to the Structural Engineering
community
For more information about SEI, contact the Structural Engineering Institute, 1801 Alexander Bell Orive,
Restan, VA 20191 ; Phone: 703-295-6196; E-mail: jrossberg@asce.org; Website: www.seinstitute.org

2
3
*
+
Daniel P. Abrams
Jennifer R. Bean Popehn
Richard M. Bennett*
David T. Biggs*
J. Gregg Borchelt
Robert N. Chittenden
John Chrysler*
Chukwuma G. Ekwueme
Susan M. Frey
Edward L. Freyermuth
Thomas A. Gangel
Bruce Barnes
Olene L. Bigelow
Russell H. Brown
James Leroy Caldwell
Angelo Coduto
George E. Crow Ill
Terry M. Curtís
Majed A. Dabdoub
Manuel A. Diaz
Steve M. Dill
Mohamed EIGawady
Sergio M. Alcocer (C)
James E. Amrhein (C)
Ronald E. Bamett (C)
Christine Beall (C)
Frank J. Berg (C)
Dean Brown (C)
Jim Bryja (C)
John M. Bufford (C)
Mario J. Catani (CN)
Charles B. Clark Jr. (C)
Paul Curtís (C)
Jamie L. Davis (C)
Masonry Standards Joint Committee
Diane B. Throop - Chair
David I. McLean - Vice Chair
Gerald Andrew Dalrymple - Secretary
Voting Members on Masonry Committee1
S. K. Ghosh David l. McLean
H. R. Hamilton III Darrell W. McMillian
Benchmark Henry Harris John M. Melander
R. Craig Henderson* Raymond Thomas
Ronald J Hunsicker Miller*
Keith Itzler* Vilas Mujumdar
Rochelle C. Jaffe* Jerry M. Painter
Eric N. Johnson* Thomas M. Petreshock
Rashod R. Johnson Max L. Porter
Richard E. Klingner* Arturo Ernest Schultz*
W. Mark McGinley* Kurtis K. Siggard
Voting Members ofSubcommittees Only2
James A. Farny Edwin T. Huston
James Feagin Matthew D. Jackson
Sonny James Fite John J. Jacob
Fernando Fonseca Yasser Korany
David C. Gastgeb James M. LaFave
David Gillick Walter Laska
Edgar F. Gluck Jr. Nicholas T. Loomis
Dennis W. Graber Peter J. Loughney
Brian J. Grant Sunup Sam Mathew
David Chris H ines Ali M. Memari
Augusto F. Holmberg Franklin L. Moon
Subcommittee Corresponding (C) and Consulting (CN) Members3
John W. Diebold (C)
James Daniel Dolan (C)
Richard Filloramo (C)
Hans Rudolf Ganz (CN)
Janos Gergely (C)
Brenda Harris (C)
Charles Alan Haynes (C)
Timothy S. Hess (C)
Joshua T. Hewes (C)
Jason M. lngham (CN)
John Kariotis (CN)
Bill Kjorlien (C)
Mervyn J. Kowalsky (CN)
David G. Kurtanich (C)
James Lai (C)
Andres Lepage (C)
Shelley Lissel (C)
Timothy Stanley Mallis
(C)
John Maloney (C)
John H. Matthys (C)
Scott E. Maxwell (C)
Donald G. McMican (C)
Ehsan Minaie (C)
Jennifer E. Tanner
John G. Tawresey
Jason J. Thompson
Margaret L. Thomson
Diane B. Throop
Charles J. Tucker*
Scott W. Walkowicz*
Terrence A. Weigel*
A. Rhett Whitlock
Daniel Zechmeister
Michael C. Mota
James P. Mwangi
David L. Pierson
Paul G. Scott
John J. Smith
William A. Wood+
David B. Woodham
Rick Yelton
Tianyi Yi
Mel Oller (C)
Adrian W. Page (CN)
William D. Palmer Jr. (C)
Guilherme Aris Parsekian
(C)
Michael J. Robinson (C)
Nigel G. Shrive (CN)
Christopher Sieto (C)
Gary R. Sturgeon (C)
Christine A. Subasic (C)
Itzhak Tepper (C)
Thomas C. Young (C)
Main Committee Members during the 2011 Revision Cycle. They participated in Committee activities, voted on Main
Committee ballots and participated in Subcommittee activities including voting and correspondence.
Subcommittee Members during the 2011 Revision Cycle. They participated in Committee activities, voted on
Subcommittee ballots and were able to comment on Main Committee ballots.
Corresponding and Consulting Members during the 20 11 Revision Cycle. They could participate in Subcommittee
activities but did not have voting privileges.
Subcommittee Chair during the 2011 Revision Cycle
Deceased

Additional Recognitions and Credits
In addition to the Masonry Standards Joint Committee, a number of individuals assisted in the development, review, and
layout ofthe provisions. Their contributions are greatly appreciated.
TMS Technical Activities Cornmittee
J. Gregg Borchelt, Chair1
David l. McLean, Chair1
•
2
Peter Babaian2
Robert Haukohl2
Rashod R. Johnson1
•
2
Sunup Mathew2
John H. Matthys1
•
2
Jason J. Thompson1
•
2
1 During the Review ofthe Standards
2 During the Review ofResponses to Public Comments and Final Approval
Sergio Alcocer
George W. Bomar
David J. Eaton
David Hein
ACI Technical Activities Cornmittee Review Group
Michael Kreger Kevin MacDonald
ASCE Codes and Standards Cornmittee
James H. Anspach, Chair
Neil M. Hawkins, Vice-Chair
Gayle S. Johnson
Bonnie E. Manley
Max L. Porter
Michael W. Salmon
Howard P. Thomas
Donald G. Wittmer
Staff Liaisons
A. Rhett Whitlock1
•
2
Hani Nassif
Warren K. Wray
Khaled Nahlawi, ACI James A. Rossberg, SEI ofASCE Phillip J. Samblanet, TMS
Kathy Keller, Administrative Assistant,
WDP Manassas office
BaUoting Assistance
Cover Design
Susan Scheurer, Committee Liaison,
The Masonry Society
Thomas Escobar, Design Director, Masonry Institute of America
Luis Dominguez, Production Manager,
Masonry Institute of Americas
Final Editing & Proofing
Indexing
Susan Scheurer, Committee Liaison,
The Masonry Society
Christen Snydal - Publications Manager, The Masonry Society
Editorial Assistance during Initial Developrnent
Gay Hofteig, Retired, Formerly with the Intemational Masonry Institute

(TMS 402-11/ACI 530-11/ASCE 5-11)
TABLE OF CONTENTS
SYNOPSIS AND KEYWORDS, pg. C-vü
CHAPTER 1- GENERAL DESIGN REQUIREMENTS FOR MASONRY, pg. C-1
1.1 -Scope................................................................................................................................................................ C-1
1.1.1 Mínimum requirements............................................................................................................................. C-1
1.1 .2 Goveming building code........................................................................................................................... C-1
1.1.3 Design procedures..................................................................................................................................... C-1
1.1.4 SI information .......................................................................................................................................... C-2
1.2 - Contract documents and calculations............................................................................................................... C-3
1.3 - Approval ofspecial systems ofdesign or construction .................................................................................... C-4
1.4- Standards cited in this Code............................................................................................................................. C-5
1.5 - Notation ........................................................................................................................................................... C-6
1.6 - Definitions ..................................................................................................................................................... C-13
1.7 - Loading .......................................................................................................................................................... C-20
1.7.1 General .................................................................................................................................................... C-20
1.7.2 Load provisions ....................................................................................................................................... C-20
1.7.3 Latera11oad resistance............................................................................................................................. C-20
1.7.4 Load transfer at horizontal connections .................................................................................................. C-21
l.7.5 Other effects ............................................................................................................................................ C-21
1.7.6 Lateral load distribution .......................................................................................................................... C-21
1.8 - Material properties ......................................................................................................................................... C-22
1.8.1 General.................................................................................................................................................... C-22
1.8.2 Elastic moduli ......................................................................................................................................... C-23
1.8.3 Coefficients ofthermal expansion........................................................................................................... C-25
1.8.4 Coefficients ofmoisture expansion for elay masonry ............................................................................. C-25
1.8.5 Coefficients ofshrinkage ........................................................................................................................ C-25
1.8.6 Coefficients ofcreep ............................................................................................................................... C-25
1.8.7 Prestressing steel ..................................................................................................................................... C-26
1.9 - Section properties........................................................................................................................................... C-26
1.9.1 Stress computations................................................................................................................................. C-26
1.9.2 Stiffness................................................................................................................................................... C-27
1.9.3 Radius ofgyration................................................................................................................................... C-27
1.9.4 Intersecting walls .................................................................................................................................... C-28
1.9.5 Bearing area ............................................................................................................................................ C-29
1.9.6 Effective compressive width per bar....................................................................................................... C-31
1.9.7 Concentrated loads.................................................................................................................................. C-32
1.1O- Connection to structural frames ................................................................................................................... C-34
1.11 - Masonry not laid in running bond ................................................................................................................ C-35

C-ii TMS 402-11/ACI530-11/ASCE 5-11
1.12- Corbels ......................................................................................................................................................... C-36
1.12.1 Loadbearing corbels ................................................................................................................................ C-36
1.12.2 Non-loadbearing corbels ......................................................................................................................... C-36
1.13- Beams........................................................................................................................................................... C-38
1.13.1 General beam design ............................................................................................................................... C-38
1.13.2 Deep beams ............................................................................................................................................. C-40
1.14- Columns ....................................................................................................................................................... C-41
1.14.1 General column design............................................................................................................................ C-41
1.14.2 Lightly loaded columns........................................................................................................................... C-42
1.15 - Pilasters........................................................................................................................................................ C-43
1.16 - Details ofreinforcement and metal accessories ........................................................................................... C-43
1.16.1 Embedment ............................................................................................................................................. C-43
1.16.2 Size ofreinforcement .............................................................................................................................. C-43
1.16.3 Placement ofreinforcement .................................................................................................................... C-45
1.16.4 Protection of reinforcement and metal accessories ................................................................................. C-45
1.16.5 Standardhooks........................................................................................................................................ C-46
1.16.6 Mínimum bend diameter for reinforcing bars ......................................................................................... C-47
1.17 - Anchor Bolts ................................................................................................................................................ C-47
1.17.1 Placement ................................................................................................................................................ C-47
1.17.2 Projected area for axial tension ............................................................................................................... C-47
1.17.3 Projected area for shear........................................................................................................................... C-49
1.17.4 Effective embedment length for headed anchor bolts ............................................................................. C-51
1.17.5 Effective embedment length ofbent-bar anchor bolts ............................................................................ C-51
1.17.6 Mínimum permissible effective embedment length ................................................................................ C-52
1.17.7 Anchor bolt edge distance....................................................................................................................... C-52
1.18 - Seismic design requirements........................................................................................................................ C-53
1.18.1 Scope....................................................................................................................................................... C-53
1.18.2 General analysis ...................................................................................................................................... C-54
1.18.3 Element classification ............................................................................................................................. C-56
1.18.4 Seismic Design Category requirements .................................................................................................. C-63
1.19 - Quality Assurance program ......................................................................................................................... C-67
1.19.1 Leve! A Quality Assurance .................................................................................................................... C-68
1.19.2 Leve! B Quality Assurance .................................................................................................................... C-68
1.19.3 Leve! C Quality Assurance .................................................................................................................... C-68
1.19.4 Procedures ..............................................................................................................................................C-68
1.19.5 Qualifications .........................................................................................................................................C-69
1.19.6 Acceptance relative to strength requirements ........................................................................................ C-73
1.20 - Construction ................................................................................................................................................ C-73
1.20.1 Grouting, mínimum spaces ..................................................................................................................... C-73
1.20.2 Embedded conduits, pipes, and sleeves................................................................................................... C-74
CHAPTER 2 - ALLOWABLE STRESS DESIGN OF MASONRY, pg. C-77
2. 1- General........................................................................................................................................................... C-77
2.1.1 Scope....................................................................................................................................................... C-77
2.1.2 Load combinations .................................................................................................................................. C-77
2.1.3 Design strength ....................................................................................................................................... C-77
2.1.4 Anchor bolts embedded in grout............................................................................................................. C-77
2.1.5 Multiwythe walls..................................................................................................................................... C-79
2.1.6 Bearing stress .......................................................................................................................................... C-82
2.1.7 Development ofreinforcement embedded in grout ................................................................................ C-83
Pg 60

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-iii
2.2 - Unreinforced masonry ................................................................................................................................... C-90
2.2.1 Scope....................................................................................................................................................... C-90
2.2.2 Stresses in reinforcement ........................................................................................................................ C-90
2.2.3 Axial compression and flexure................................................................................................................ C-90
2.2.4 Axial tension ........................................................................................................................................... C-96
2.2.5 Shear ....................................................................................................................................................... C-96
2.3 - Reinforced masonry ...................................................................................................................................... C-97
2.3.1 Scope....................................................................................................................................................... C-97
2.3.2 Design assumptions................................................................................................................................. C-97
2.3.3 Steel reinforcement - Allowable stresses.............................................................................................. C-97
2.3.4 Axial compression and flexure................................................................................................................ C-97
2.3.5 Axial tension and flexura! tension......................................................................................................... C-100
2.3.6 Shear ..................................................................................................................................................... C-100
CHAPTER 3 -STRENGTH DESIGN OF MASONRY, pg. C-105
3.1 - General ........................................................................................................................................................ C-105
3.1.1 Scope..................................................................................................................................................... C-105
3.1.2 Required strength .................................................................................................................................. C-105
3.1.3 Design strength ..................................................................................................................................... C-105
3.1.4 Strength-reduction factors ..................................................................................................................... C-105
3.1.5 Deformation requirements .................................................................................................................... C-106
3.1.6 Anchor bolts embedded in grout ........................................................................................................... C-106
3.l.7 Nominal bearing strength ...................................................................................................................... C-108
3.1.8 Material properties ................................................................................................................................ C-108
3.2 - Unreinforced (plain) masonry ..................................................................................................................... C-110
3.2.1 Scope..................................................................................................................................................... C-110
3.2.2 Flexura! and axial strength of unreinforced (plain) masonry members................................................. C-110
3.2.3 Axial tension ......................................................................................................................................... C-113
3.2.4 Nominal shear strength .........................................................................................................................C-113
3.3 - Reinforced masonry .................................................................................................................................... C-114
3.3.1 Scope..................................................................................................................................................... C-1 14
3.3.2 Design assumptions............................................................................................................................... C-114
3.3.3 Reinforcement requirements and details ............................................................................................... C-114
3.3.4 Design ofbeams, piers, and columns .................................................................................................... C-121
3.3.5 Wall design for out-of-plane loads........................................................................................................ C-124
3.3.6 Wall design for in-plane loads .............................................................................................................. C-1 26
CHAPTER 4- PRESTRESSED MASONRY, pg. C-133
4.1- General ........................................................................................................................................................ C-133
4.1 .1 Scope..................................................................................................................................................... C-133
4.2 - Design methods ........................................................................................................................................... C-134
4.2.1 General.................................................................................................................................................. C-134
4.2.2 After transfer ......................................................................................................................................... C-134
4.3 - Permissible stresses in prestressing tendons ............................................................................................... C-134
4.3.1 Jacking force ......................................................................................................................................... C-134
4.3.2 Immediately after transfer..................................................................................................................... C-134
4.3.3 Post-tensioned masonry members......................................................................................................... C-134
4.3.4 Effectiveprestress ................................................................................................................................. C-135

C-iv TMS 402-11/ACI 530-11/ASCE 5-11
4.4 - Axial compression and flexure ..................................................................................................................... C-136
4.4.1 General.................................................................................................................................................. C-136
4.4.2 Service load requirements ..................................................................................................................... C-137
4.4.3 Strength requirements ........................................................................................................................... C-138
4.5 - Axial tension ............................................................................................................................................... C-139
4.6 - Shear ........................................................................................................................................................... C-139
4.7- Deflection .................................................................................................................................................... C-140
4.8 - Prestressing tendon anchorages, couplers, and end blocks ......................................................................... C-140
4.8.1 .............................................................................................................................................................. C-140
4.8.2 .............................................................................................................................................................. C-140
4.8.3 .............................................................................................................................................................. C-140
4.8.4 Bearing stresses..................................................................................................................................... C-140
4.9 - Protection of prestressing tendons and accessories ..................................................................................... C-140
4.1O- Deve1opment ofbonded tendons ............................................................................................................... C-141
CHAPTER 5- EMPIRICAL DESIGN OF MASONRY, pg. C-143
5.1 - General ........................................................................................................................................................ C-143
5.1.1 Scope..................................................................................................................................................... C-143
5.1.2 Limitations ............................................................................................................................................ C-143
5.2 - Height .......................................................................................................................................................... C-145
5.3- Lateral stability ........................................................................................................................................... C-145
5.3.1 Shearwalls ............................................................................................................................................ C-145
5.3.2 Roofs..................................................................................................................................................... C-145
5.4 - Compressive stress requirements ................................................................................................................ C-147
5.4.1 Calculations........................................................................................................................................... C-147
5.4.2 Allowable compressive stresses ............................................................................................................ C-147
5.5- Lateral support ............................................................................................................................................ C-150
5.5.1 Maximum lit and hit.............................................................................................................................. C-150
5.5.2 Cantilever walls..................................................................................................................................... C-151
5.5.3 Support elements................................................................................................................................... C-151
5.6 - Thickness ofmasonry ................................................................................................................................. C-151
5.6.1 Generai .................................................................................................................................................. C-1 51
5.6.2 Minimum thickness............................................................................................................................... C-151
5.6.3 Foundation walls ................................................................................................................................... C-152
5.6.4 Parapet walls ......................................................................................................................................... C-153
5.7- Bond ............................................................................................................................................................ C-153
5.7.1 Generai.................................................................................................................................................. C-153
5.7.2 Bonding with masonry headers ............................................................................................................. C-153
5.7.3 Bonding with wall ties orjoint reinforcement....................................................................................... C-153
5.7.4 Natural or cast stone.............................................................................................................................. C-155

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-v
5.8- Anchorage ................................................................................................................................................... C-155
5.8.1 General.................................................................................................................................................. C-155
5.8.2 lntersecting walls .................................................................................................................................. C-155
5.8.3 Floor and roofanchorage ...................................................................................................................... C-155
5.8.4 Walls adjoining structural framing........................................................................................................ C-156
5.9- Miscellaneous requirements ........................................................................................................................ C-156
5.9.1 Chases and recesses .............................................................................................................................. C-156
5.9.2 Lintels ...................................................................................................................................................C-156
5.9.3 Supportonwood ................................................................................................................................... C-1 56
CHAPTER 6 - VENEER, pg. C-157
6.1 - General ........................................................................................................................................................ C-157
6.1 .1 Scope..................................................................................................................................................... C-1 57
6.1.2 Design ofanchored veneer.................................................................................................................... C-158
6.1.3 Design ofadhered veneer...................................................................................................................... C-160
6.1.4 Dimension stone.................................................................................................................................... C-160
6.1.5 Autoclaved aerated concrete masonry veneer....................................................................................... C-160
6.1.6 General design requirements................................................................................................................. C-160
6.2 - Anchored Veneer ........................................................................................................................................ C-161
6.2.1 Altemative design of anchored masonry veneer................................................................................... C-161
6.2.2 Prescriptive requirements for anchored masonry veneer ...................................................................... C-161
6.3 - Adhered Veneer ..........................................................................................................................................C-167
6.3.1 Altemative design ofadhered masonry veneer ..................................................................................... C-1 67
6.3.2 Prescriptive requirements for adhered masonry veneer ........................................................................ C-167
CHAPTER 7- GLASS UNIT MASONRY, pg. C-169
7.1 - General......................................................................................................................................................... C-169
7.1.1 Scope..................................................................................................................................................... C-169
7.1.2 General design requirements................................................................................................................. C-169
7.1.3 Units...................................................................................................................................................... C-169
7.2 - Panel Size..................................................................................................................................................... C-169
7.2.1 Exterior standard-unit panels ................................................................................................................ C-169
7.2.2 Exterior thin-unit panels........................................................................................................................ C-171
7.2.3 Interior panels ....................................................................................................................................... C-171
7.2.4 Curved panels........................................................................................................................................ C-172
7.3- Support ......................................................................................................................................................... C-172
7.3.1 General requirements ............................................................................................................................ C-172
7.3.2 Vertical.................................................................................................................................................. C-172
7.3.3 Lateral ................................................................................................................................................... C-172
7.4 - Expansionjoints .......................................................................................................................................... C-174
7.5 - Base surface treatment ................................................................................................................................ C-174
7.6 - Mortar ......................................................................................................................................................... C-174
7.7 - Reinforcement ............................................................................................................................................. C-174

C-vi TMS 402-11/ACISJ0-11/ASCE 5-11
CHAPTER8-STRENGTH DESIGN OF AUTOCLAVED AERATED CONCRETE (AAC) MASONRY, pg. C-175
8.1 - General......................................................................................................................................................... C-175
8.1.1 Scope..................................................................................................................................................... C-175
8.1.4 Strength ofjoints ................................................................................................................................... C-175
8.1.6 Deformation requirements .................................................................................................................... C-176
8.1.7 Anchor bolts .......................................................................................................................................... C-177
8.1.8 Material properties ................................................................................................................................ C-177
8.1.9 Nominal bearing srength ....................................................................................................................... C-178
8.1.10 Corbels .................................................................................................................................................. C-179
8.2- Unreinforced (plain) AAC masonry............................................................................................................. C-179
8.2.1 Scope..................................................................................................................................................... C-179
8.2.2 Flexura( strength ofunreinforced (plain) AAC masonry members....................................................... C-179
8.2.3 Nominal axial strength ofunreinforced (plain) AAC masonry members ............................................. C-180
8.2.4 Axial tension ......................................................................................................................................... C-180
8.2.5 Nominal shear strength ofunreinforced (plain) AAC masonry members............................................. C-180
8.2.6 Flexura) cracking................................................................................................................................... C-180
8.3- Reinforced AAC masonry............................................................................................................................ C-181
8.3.1 Scope..................................................................................................................................................... C-181
8.3.2 Design assumptions............................................................................................................................... C-181
8.3.3 Reinforcement requirements and details ............................................................................................... C-181
8.3.4 Design ofbeams, piers, and columns .................................................................................................... C-183
8.3.5 Wall design for out-of-plane loads........................................................................................................ C-187
8.3.6 Wall design for in-plane loads .............................................................................................................. C-189
APPENDIX B- DESIGN OF MASONRYINFILL, pg. C-193
8.1 - General ........................................................................................................................................................ C-193
8.1.1 Scope..................................................................................................................................................... C-193
8.1.5 Limitations .............................................................................................................................................. C-94
8.2 - Non-Participating Infills.............................................................................................................................. C-194
8.2.1 In-plane isolation joints for non-participating infills............................................................................. C-194
8.2.2 Design of for non-participating infills for out-of-plane loads ............................................................... C-194
8.3- Participating Infills...................................................................................................................................... C-195
8.3.1 General.................................................................................................................................................. C-195
8.3.2 In-plane connection requirements for participating infills .................................................................... C-195
8.3.3 Out-of-plane connection requirements for participating infills ............................................................. C-196
8.3.4 Design offor participating infills for in-plane loads ............................................................................. C-196
8.3.5 Design of frame elements with participating infills for in-plane loads ................................................. C-197
CONVERSION OF INCH-POUND UNITS TO SI UNITS, pg. C-201
REFERENCE FOR THE CODE COMMENTARY, pg. 213

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C-vii
(TMS 402-11/ACI 530-11/ASCE 5-11)
SYNOPSIS
This Code covers the design and construction of masonry structures. It is written m
such form that it may be adopted by reference in a legally adopted building code.
Among the subjects covered are: definitions; contract documents; quality assurance;
materials; placement of embedded items; analysis and design; strength and
serviceability; flexura! and axial loads; shear; details and development of
reinforcement; walls; columns; pilasters; beams and lintels; seismic design
requirements; glass unit masonry; and veneers. An empírica! design method applicable
to buildings meeting specific location and construction criteria are also included.
The quality, inspection, testing, and placement of materials used in construction are
covered by reference to TMS 602-11/ACI 530.1-11/ASCE 6-11 Specification for
Masonry Structures and other standards.
Keywords: AAC, masonry, allowable stress design, anchors (fasteners); anchorage
(structural); autoclaved aerated concrete masonry, beams; building codes; cements; clay
brick; clay tile; columns; compressive strength; concrete block; concrete brick;
construction; detai1ing; empírica! design; flexura! strength; glass units; grout; grouting;
joints; loads (forces); masonry; masonry cements; masonry load bearing walls; masonry
mortars; masonry walls; modulus of elasticity; mortars; pilasters; prestressed masonry,
quality assurance; reinforced masonry; reinforcing steel; seismic requirements; shear
strength; specifications; splicing; stresses; strength design, structural analysis; structural
design; ties; unreinforced masonry; veneers; walls.

C-viii TMS 402-11 /ACISJ0-11/ASCE 5-11
This page is intentionally left blank.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-1
CHAPTER 1
GENERAL DESIGN REQUIREMENTS FOR MASONRY
CODE
1.1- Scope
1.1.1 Minimum requirements
This Code provides mínimum requirements for the
structural design and construction of masonry elements
consisting ofmasonry units bedded in mortar.
1.1.2 Governíng building code
This Code supplements the legally adoptcd building
code and shall govem in matters pertaining to structural
design and construction of masonry elements, except
where this Code is in conflict with requirements in the
legally adopted building code. In areas without a legally
adopted building code, this Code defines the mínimum
acceptable standards ofdesign and construction practice.
1.1.3 Desígn procedures
Masonry structures and their component members
shall be designed in accordance with the provisions of this
Chapter and one ofthe following:
(a) Allowable Stress Design ofMasonry: Chapter 2.
(b) Strength Design ofMasonry: Chapter 3.
(e) Prestressed Masonry: Chapter 4.
(d) Empírica! Design ofMasonry: Chapter 5.
(e) Veneer: Chapter 6.
(f) Glass Unit Masonry: Chapter 7.
(g) Strength Design of Autoclaved Aerated Concrete
(AAC) Masonry: Chapter 8.
(h) Masonry Infill, Appendix B.
COMMENTARY
1.1-Scope
This Code covers the structural design and
construction ofmasonry elements and serves as a part ofthe
legally adopted building code. Since the requirements for
masonry in this Code are interrelated, this Code may need
to supersede when there are conflicts on masonry design
and construction with the legally adopted building code or
with documents referenced by this Code. The designer must
resolve the conflict for each specific case.
1.1.1 Minimum requírements
This code govems structural design of both structural
and non-structural masonry elements. Examples of non-
structural elements are masonry veneer, glass unit
masonry, and masonry partitions. Structural design
aspects of non-structural masonry elements include, but
are not limited to, gravity and lateral support, and load
transfer to supporting elements.
1.1.2 Governing building code
1.1.3 Design procedures
Design procedures in Chapter 2 are allowable stress
methods in which the stresses resulting from service loads
must not exceed permissible service load stresses. Design
procedures in Chapters 3 and 8 are strength design
methods in which interna! forces resulting from
application of factored loads must not exceed design
strength (nominal member strength reduced by a strength-
reduction factor rjJ).
For allowable stress design, linear elastic materials
following Hooke's Law are assumed, that is, deformations
(strains) are linearly proportional to the loads (stresses).
All materials are assumed to be homogeneous and
isotropic, and sections that are plane before bending
remain plane after bending. These assumptions are
adequate within the low range of working stresses under
consideration. The allowable stresses are fractions of the
specified compressive strength, resulting in conservative
factors ofsafety.
Service load is the load that is assumed by the legally
adopted building code to actually occur when the structure

C-2
CODE
1.1.4 Slinformation
SI values shown in parentheses are not part of this
Code. The equations in this document are for use with the
specified inch-pound units only. The equivalent equations
for use with SI units are provided in Conversion of Units
on Page C-201.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
1s m service. The stresses allowed under the action of
service loads are limited to values within the elastic range
ofthe materials.
For strength design methods, interna! forces arising
from application of combinations of factored loads are the
basis for design. Such load combinations are specified in
the legally adopted building code. Nominal member
strengths are typically computed using mínimum specified
material strengths. Materials are assumed to be
homogenous, isotropic, and exhibit nonlinear behavior.
Under loads that exceed service levels, nonlinear material
behavior, cracking, and reinforcing bar slip invalidate the
assumption regarding the linearity of the stress-strain
relation for masonry, grout, and reinforcing steel. If
nonlinear behavior is modeled, however, nominal strength
can be accurately predicted. Strength-reduction (¡p) factors
are assigned values based on limiting the probability of
failure to an acceptably small value, with sorne adjustment
based onjudgment and experience.
Empirical design procedures ofChapter 5 are permitted
in certain instances. Elements not working integrally with
the structure, such as partition or panel walls, or any
element not (or not permanently) absorbing or transmitting
forces resulting from the behavior of the structure under
loads, may be designed empirically. A masonry shear wall
would be an integral structural element while sorne wall
partitions, because of their method of construction or
attachment, would not. Empírica! design is permitted for
buildings oflimited height and low seismic risk.
Masonry structures may be required to have enhanced
structural integrity as part of a comprehensive design
against progressive collapse due to accident, misuse,
sabotage or other causes. General design guidance
addressing this issue is available in Commentary Section
1.4 of ASCE 7. Suggestions from that Commentary, of
specific application to many masonry structures, include
but are not limited to: consideration of plan layout to
incorporate retums on walls, both interior and exterior;
use of load-bearing interior partitions; adequate continuity
ofwalls, ties, and joint rigidity; providing walls capable of
beam action; ductile detailing and the use of
compartmentalized construction.
1.1.4 SI information

CODE
1.2- Contract documents and calculations
1.2.1 Project drawings and project specifications
for masonry structures shall identify the individual
responsible for their preparation.
1.2.2 Show all Code-required drawing items on
the project drawings, including:
(a) Name and date of issue of code and supplement to
which the design conforms.
(b) Loads used in the design ofmasonry.
(e) Specified compressive strength of masonry at stated
ages or stages of construction for which masonry is
designed, except where specifically exempted by Code
provisions.
(d) Size and location of structural elements.
(e) Details of anchorage of masonry to structural
members, frames, and other construction, including
the type, size, and location ofconnectors.
(f) Details of reinforcement, including the size, grade,
type, and location ofreinforcement.
(g) Reinforcing bars to be welded and welding requirements.
(h) Provision for dimensional changes resulting from
elastic deformation, creep, shrinkage, temperature,
and moisture.
(i) Size and permitted location of conduits, pipes, and
sleeves.
1.2.3 The contract documents shall be consisten!
with design assumptions.
1.2.4 Contrae! documents shall specify the
mínimum level of quality assurance as defined in Section
1.19, or shall include an itemized quality assurance program
that equals or exceeds the requirements ofSection 1.19.
COMMENTARY
1.2- Contract documents and calculations
1.2.1 The provisions for preparation of project
drawings, project specifications, and issuance ofpermits are, in
general, consisten! with those ofmost legally adopted building
codes and are intended as supplements to those codes.
This Code is not intended to be made a part of the
contrae! documents. The contractor should not be required
through contract documents to assume responsibility
regarding design (Code) requirements, unless the
construction entity is acting in a design-build capacity. A
Commentary on TMS 602/ACI 530.1/ASCE 6 follows the
Specification.
1.2.2 This Code lists sorne of the more importan!
items of information that must be included in the project
drawings or project specifications. This is not an aH-
inclusive list, and additional items may be required by the
building official.
Masonry does not always behave in the same manner
as its structural supports or adjacent construction. The
designer should consider differential movements and the
forces resulting from their restraint. The type of
connection chosen should transfer only the loads planned.
While sorne connections transfer loads perpendicular to
the wall, other devices transfer loads within the plane of
the wall. Figure CC-1.2-1 shows representative wall
anchorage details that allow movement within the plane of
the wall. While load transfer usually involves masonry
attached to structural elements, such as beams or columns,
the connection of nonstructural elements, such as door
and window frames, should also be addressed.
Connectors are of a variety ofsizes, shapes, and uses.
In order to perform properly they should be identified on
the project drawings.
1.2.3 The contract documents must accurately
retlect design requirements. For example, joint and
opening locations assumed in the design should be
coordinated with locations shown on the drawings.
Verification that masonry construction conforms to
the contrae! documents is required by this Code. A
program of quality assurance must be included in the
contract documents to satisfy this Code requirement.

C-4 TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
Dovetail Slot
V
V
V
Anchor
Plan Section
(a) Wall Anchorage to Concrete Beams
Dovetail Slot
V V
V
Anchor
V
V
Plan Section
(b ) Wall Anchorage to Concrete Columns
Flexible Anchor
Plan Section
(e) wa11 Anchorage !o Steel Column
Flexible Anchor
Plan Section
Figure CC-1.2-1- Wa/1 anchorage details
CODE
1.3 - Approval of special systems of design or
construction
Sponsors of any system of design or construction
within the scope of this Code, the adequacy of which has
been shown by successful use or by analysis or test, but
that does not conform to or is not covered by this Code,
shall have the right to present the data on which their
design is based to a board of examiners appointed by the
building official. The board shall be composed of licensed
design professionals and shall have authority to
investigate the submitted data, require tests, and formulate
rules goveming design and construction of such systems
to meet the intent ofthis Code. The rules, when approved
and promulgated by the building official, shall be of the
same force and effect as the provisions ofthis Code.
COMMENTARY
1.3 - Approval of special systems of design or
construction
New methods of design, new materials, and new uses
of materials must undergo a period of development before
being specifically covered in a code. Hence, valid systems
or components might be excluded from use by implication
if means were not available to obtain acceptance. This
section permits proponents to submit data substantiating
the adequacy of their system or component to a Board of
Examiners. Such a board should be created and named in
accordance with local laws and should be headed by a
registered engineer. Board members should be directly
associated with, and competent in, the fields of structural
design or construction of masonry.
For special systems considered under this section, specific
tests, load factors, detlection limits, and other pertinent
requirements should be set by the board of examiners, and
should be consistent with the intent ofthe Code.

CODE
1.4 - Standards cited in this Code
Standards of the American Concrete Institute, the
American Society of Civil Engineers, ASTM
lnternational, the American Welding Society, and The
Masonry Society cited in this Code are listed below with
their serial designations, including year of adoption or
revision, and are declared to be part ofthis Codeas iffully
set forth in this document.
TMS 602-ll/ACI 530.1-111 ASCE 6-ll - Specification for
Masonry Structures
ASCE 7-10 - Minimum Oesign Loads for Buildings and
Other Structures
ASTM A416/A416M-06 - Standard Specification for
Steel Strand, Uncoated Seven-Wire for Prestressed
Concrete
ASTM A42l/A421M-05 - Standard Specification for
Uncoated Stress-Relieved Steel Wire for Prestressed
Concrete
ASTM A722/A722M-07 - Standard Specification for
Uncoated High-Strength Steel Bars for Prestressing
Concrete
ASTM C34-03 - Standard Specification for Structural
Clay Load-Bearing Wall Tile
ASTM C426-07 - Standard Test Method for Linear
Orying Shrinkage ofConcrete Masonry Units
ASTM C476-09 - Standard Specification for Grout for
Masonry
ASTM C482-02 (2009) - Standard Test Method for
Bond Strength of Ceramic Tile to Portland Cement
Paste
ASTM Cl006-07 - Standard Test Method for Splitting
Tensile Strength of Masonry Units
ASTM C1386-07 - Standard Specification for Precast
Autoclaved Aerated Concrete (AAC) Wall
Construction Units
ASTM Cl 6ll/Cl611M-09 - Standard Test Method for
Slump Flow of Self-Consolidating Concrete
ASTM E1ll-04 - Standard Test Method for Young's
Modulus, Tangent Modulus, and Chord Modulus
ASTM E488-96 (2003) - Standard Test Methods for
Strength of Anchors in Concrete and Masonry
Elements
AWS O 1.4-05 - Structural Welding Code - Reinforcing
Stee1
COMMENTARY
1.4- Standards cited in this Code
These standards are referenced in this Code. Specific
dates are listed here since changes to the standard may
resu1
t in changes ofproperties or procedures.
Contact information for these organizations is given
below:
American Concrete Institute
38800 Country Club Orive
Farmington Hills, MJ 48331
www.aci-int.org
American Society ofCivil Engineers
1801 Alexander Bell Orive
Resten, VA 20191
www.asce.org
ASTM Intemationa1
100 Barr Harbor Orive
West Conshohocken, PA 19428-2959
www.astm.org
American Welding Society
550 N.W. LeJeune Road
Miami, Florida 33126
www.aws.org
The Masonry Society (TMS)
3970 Broadway, Suite 201-0
Boulder, CO 80304

C-6
CODE
1.5 - Notation
As
As/
cross-sectional area of an anchor bolt, in.2
(mm2
)
bearing area, in.Z (mm2
)
gross cross-sectional area ofa member, in?(mm2
)
net cross-sectional area of a member, in.Z (mm2
)
net shear area, in.2
(mm2
)
area ofprestressing steel, in.Z (mm2
)
projected tension area on masonry surface of a
right circular cone, in.Z (mm2
)
projected shear area on masonry surface of one-
halfof a right circular cone, in.2
(mm2
)
area of nonprestressed longitudinal tension
reinforcement, in.2
(mm2
)
area of reinforcement placed within the lap, near
each end of the lapped reinforcing bars and
transverse to them, in2
(mm2
)
total area of laterally tied longitudinal reinforcing
steel, in.2
(mm2
)
cross-sectional area of shear reinforcement, in.Z
(mm2
)
A¡ loaded area, in.2
(mm2
)
A2 supporting bearing area, in.Z (mm2
)
a depth of an equivalent compression stress block
at nominal strength, in. (mm)
Ba allowable axial load on an anchor bolt, lb (N)
B ah allowable axial tensile load on an anchor bolt
when govemed by masonry breakout, lb (N)
B an nominal axial strength ofan anchor bolt, lb (N)
B anb nominal axial tensile strength of an anchor bolt
when govemed by masonry breakout, lb (N)
Banp nominal axial tensile strength ofan anchor bolt
when govemed by anchor pullout, lb (N)
Bans nominal axial tensile strength of an anchor bolt
when govemed by steel yielding, lb (N)
B ap allowable axial tensile load on an anchor bolt
when govemed by anchor pullout, lb (N)
Bas allowable axial tensile load on an anchor bolt
when govemed by steel yielding, lb (N)
Bv allowable shear load on an anchor bolt, lb (N)
Bvb allowable shear load on an anchor bolt when
governed by masonry breakout, lb (N)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
1.5 - Notation
Notations used in this Code are summarized here.
The thickness of the infill, t;11¡; is the specified
thickness ofthe infill. The net thickness ofthe infill, t11, 1111¡;
is the mínimum total thickness of the net cross-sectional
area. These values are shown in Figure CC-1.5-J.
Vertical Cross-Section lhrough lnfill
Figure CC-1.5-1 - Thickness and net thickness of an
infill

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
CODE
B,'C allowable shear load on an anchor bolt when
govemed by masonry crushing, lb (N)
B,.11 nominal shear strength ofan anchor bolt, lb (N)
B.,11b nominal shear strength ofan anchor bolt when
govemed by masonry breakout, lb (N)
B,,11c nominal shear strength ofan anchor bolt when
governed by masonry crushing, lb (N)
B,,11pry nominal shear strength ofan anchor bolt when
governed by anchor pryout, lb (N)
B,.,IS nominal shear strength ofan anchor bolt when
governed by steel yielding, lb (N)
B.,pry allowable shear load on an anchor bolt when
governed by anchor pryout, lb (N)
Bvs allowable shear load on an anchor bolt when
governed by steel yielding, lb (N)
b width of section, in. (mm)
ba total applied design axial force on an anchor
bolt, lb (N)
ba¡ factored axial force in an anchor bolt, lb (N)
b., total applied design shear force on an anchor
bolt, lb (N)
b,1 factored shear force in an anchor bolt, lb (N)
bw width ofwall beam, in. (mm)
cd deflection amplification factor
e distance from the fiber of maximum
compressive strain to the neutral axis, in. (mm)
D dead load or related interna! moments and forces
d distance from extreme compression fiber to
centroid oftension reinforcement, in. (mm)
db nominal diameter of reinforcement or anchor
bolt, in. (mm)
d,, actual depth of a member in direction of shear
considered, in. (mm)
E load effects of earthquake or related interna(
moments and forces
EAAc modulus of elasticity of AAC masonry in
compression, psi (MPa)
E bb modulus of elasticity of bounding beams, psi
(MPa)
Ebc modulus of elasticity of bounding columns, psi
(MPa)
COMMENTARY
C-7

C-8
CODE
Em modulus of elasticity of masonry in
compression, psi (MPa)
Eps modulus ofelasticity of prestressing steel, psi (MPa)
Es modulus ofelasticity ofsteel, psi (MPa)
Ev modulus ofrigidity (shear modulus) ofmasonry,
psi (MPa)
e eccentricity ofaxialload, in. (mm)
eb projected leg extension of bent-bar anchor,
measured from inside edge of anchor at bend to
farthest point ofanchor in the plane ofthe hook,
in. (mm)
e11 eccentricity of P,1, in. (mm)
F lateral pressure of liquids or related interna!
moments and forces
Fa allowable compressive stress available to resist
axial load only, psi (MPa)
Fb allowable compressive stress available to resist
flexure only, psi (MPa)
Fs allowable tensile or compressive stress m
reinforcement, psi (MPa)
Fv allowable shear stress, psi (MPa)
Fvm allowable shear stress resisted by the masonry,
psi (MPa)
Fvs allowable shear stress resisted by the shear
fa calculated compressive stress in masonry due to
axial load only, psi (MPa)
Ji, calculated compressive stress in masonry due to
flexure only, psi (MPa)
f'AAc specified compressive strength of AAC
masonry, psi (MPa)
f'g specified compressive strength ofgrout, psi (MPa)
f'm specified compressive strength of masonry, psi
(MPa)
f'm; specified compressive strength of masonry at
the time ofprestress transfer, psi (MPa)
fps stress in prestressing tendon at nominal strength,
psi (MPa)
/¡,11 specified tensile strength of prestressing tendon,
psi (MPa)
/¡,y specified yield strength of prestressing tendon,
psi (MPa)
f, modulus ofrupture, psi (MPa)
TMS 402-11/AC1530-11/ASCE 5-11
COMMENTARY
Pg.121

CODE
frAAc modulus ofrupture ofAAC, psi (MPa)
fs calculated tensile or compressive stress m
!se effective stress in prestressing tendon after all
prestress losses have occurred, psi (MPa)
.ftAAC splitting tensile strength of AAC as determined
in accordance with ASTM Cl006, psi (MPa)
f., calculated shear stress in masonry, psi (MPa)
¡;, specified yield strength of steel for
reinforcement and anchors, psi (MPa)
H
h
1,
j
lateral pressure of soil or related interna)
moments and forces
effective height of column, wall, orpilaster, in. (mm)
vertical dimension of infill, in. (mm)
height of entire wall or of the segment of wall
considered, in. (mm)
moment of inertia of bounding beam for
bending in the plane ofthe infill, in.4
(mm4
)
moment of inertia of bounding column for
bending in the plane of the infill, in.4
(mm4
)
moment of inertia of cracked cross-sectional
area ofa member, in.4
(mm4
)
effective moment ofinertia, in.4
(mm4
)
moment of inertia of gross cross-sectional area
ofa member, in.4
(mm4
)
moment of inertia of net cross-sectional area of a
member, in.4
(mm4
)
ratio of distance between centroid of flexura)
compressive forces and centroid of tensile
forces to depth, d
K Dimension used to calculate reinforcement
development, in. (mm)
KAAc Dimension used to calculate reinforcement
development for AAC masonry, in. (mm)
kc coefficient ofcreep of masonry, per psi (MPa)
ke coefficient of irreversible moisture expansion of
clay masonry
k111 coefficient of shrinkage of concrete masonry
k, coefficient ofthermal expansion ofmasonry per
degree Fahrenheit (degree Celsius)
L live load or related interna) moments and forces
COMMENTARY
C-9

C-10
CODE
clear span between supports, in. (mm)
lb effective embedment length of headed or bent
anchor bolts, in. (mm)
lb• anchor bolt edge distance, in. (mm)
/á development length or lap length of straight
reinforcement, in. (mm)
le equivalent embedment length provided by
standard hooks measured from the start of the
hook (point oftangency), in. (mm)
leff effective span length for a deep beam, in. (mm)
l;n¡ plan length of infill, in. (mm)
lp clear span of the prestressed member in the
direction ofthe prestressing tendon, in. (mm)
1.. length of entire wall or of the segment of wall
considered in direction ofshear force, in. (mm)
M maximum moment at the section under
consideration, in.-lb (N-mm)
Ma maximum moment in member due to the
applied loading for which deflection is
computed, in.-lb (N-mm)
Me factored moment magnified for the effects of
member curvature, in.-lb (N-mm)
Mcr nominal cracking moment strength, in.-lb (N-mm)
Mn nominal moment strength, in.-lb (N-mm)
Mser service moment at midheight of a member,
including P-delta effects, in.-lb (N-mm)
M., factored moment, in.-lb (N-mm)
n modular ratio, E/ Em
N11 factored compressive force acting normal to shear
surface that is associated with the v;, loading
combination case under consideration, lb (N)
Nv compressive force acting normal to shear
surface, lb (N)
P axial load, lb (N)
Pa allowable axial compressive force m a
reinforced member, lb (N)
P, Euler buckling load, lb (N)
Pn nominal axial strength, lb (N)
Pps prestressing tendon force at time and location
relevant for design, lb (N)
P11 factored axial load, lb (N)
P11
¡ factored load from tributary floor or roof areas,
lb (N)
TMS 402-11/AC1530-11/ASCE 5-11
COMMENTARY

CODE
P,.., factored weight of wall area tributary to wall
section under consideration, lb (N)
Q first moment about the neutral axis of an area
between the extreme fiber and the plane at which
the shear stress is being calculated, in.3
(mm
3
)
Q¡; the effect of horizontal seismic (earthquake-
induced) forces
q, ;11
¡ nominal out-of-plane flexura( capacity of infill
per unit area, psf(Pa)
R response modification coefficient
r radius ofgyration, in. (mm)
S, section modulus of the net cross-sectional area
ofa member, in.3
(mm3
)
s spacing of reinforcement, in. (mm)
s1 total linear drying shrinkage of concrete masonry
units determined in accordance with ASTM C426
T forces and moments caused by restraint of
temperature, shrinkage, and creep strains or
differential movements
nominal thickness ofmember, in. (mm)
1;,
¡ specified thickness of infill, in. (mm)
1,.1 ;11
¡ net thickness of infill, in. (mm)
l sp specified thickness ofmember, in. (mm)
v shear stress, psi (MPa)
V shear force, lb (N)
VnAAC = nominal shear strength provided by AAC masonry,
lb (N)
V, nominal shear strength, lb (N)
V,,;,¡ nominal horizontal in-plane shear strength of
infill, lb (N)
V,,, nominal shear strength provided by masonry, lb (N)
V,s nominal shear strength provided by shear
reinforcement, lb (N)
V,, factored shear force, lb (N)
W wind loador related interna! moments and forces
Ws dimension of the structural wall strip defined in
Section 5.5. 1 and shown in Figure 5.5.1-1.
WT dimension of the tributary length of wall,
defined in Section 5.5.1 and shown in Figure
5.5.1-1.
w ;11
¡ width ofequivalent strut, in. (mm)
COMMENTARY
C-11

C-14
CODE
Bonded prestressing tendon - Prestressing tendon that is
encapsulated by prestressing grout in a corrugated duct that is
bonded to the surrounding masomy through grouting.
Bounding frame - The columns and upper and lower
beams or slabs that surround masonry infill and provide
structural support.
Building ojjicial - The officer or other designated
authority charged with the administration and
enforcement of this Code, or the building official's duly
authorized representative.
Cavity wa/1 - A masonry wall consisting oftwo or more
wythes, at least two of which are separated by a
continuous air space; air space(s) between wythes may
contain insulation; and separated wythes must be
connected by wall ties.
Collar joint - Vertical longitudinal space between
wythes of masonry or between masonry wythe and back-
up construction, which is permitted to be filled with
mortar or grout.
Column - An isolated vertical member whose
horizontal dimension measured at right angles to its
thickness does not exceed 3 times its thickness and whose
height is greater than 4 times its thickness.
Composite action - Transfer of stress between
components ofa member designed so that in resisting loads,
the combined components act together as a single member.
Composite masonry - Multiwythe masonry members
with wythes bonded to produce composite action.
Compressive strength ofmasomy- Maxirnum compressive
force resisted per unit of net cross-sectional area of masomy,
determined by testing masomy prisms or a function of
individual masomy units, mortar, and grout, in accordance
with the provisions ofTMS 602/ACI 530.1/ASCE 6.
Connector - A mechanical device for securing two or
more pieces, parts, or members together, including
anchors, wall ties, and fasteners.
Contrae! documents - Documents establishing the
required work, and including in particular, the project
drawings and project specifications.
Corbel - A projection of successive courses from the
face ofmasonry.
Cover, grout - thickness of grout surrounding the outer
surface ofembedded reinforcement, anchor, or tie.
Cover, masonry - thickness of masonry units, mortar,
and grout surrounding the outer surface of embedded
reinforcement, anchor, or tie.
Cover, mortar - thickness of mortar surrounding the
outer surface ofembedded reinforcement, anchor, or tie.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY

CODE
Deep beam - A beam that has an effective span-to-
depth ratio, 1.¡/d,, less than 3 for a continuous span and
less than 2 for a simple span.
Depth - The dimension of a member measured in the
plane ofa cross section perpendicular to the neutral axis.
Design story drifi - The difference of deflections at the
top and bottom of the story under consideration,
calculated by multiplying the detlections determined from
an elastic analysis by the appropriate deflection
amplification factor, Cd, from ASCE 7.
Design strength - The nominal strength of an element
multiplied by the appropriate strength-reduction factor.
Diaphragm - A roof or tloor system designed to
transmit lateral forces to shear walls or other lateral-force-
resisting elements.
Dimension, nominal - The specified dimension plus an
allowance for the joints with which the units are to be laid.
Nominal dimensions are usually stated in whole numbers.
Thickness is given first, followed by height and then length.
Dimensions, specijied - Dimensions specified for the
manufacture or construction ofa unit, joint, or element.
Eflective height - Clear height of a braced member
between lateral supports and used for calculating the
slenderness ratio of a member. Effective height for
unbraced members shall be calculated.
Eflective prestress- Stress remaining in prestressing
tendons after alllosses have occurred.
Foundation pier- An isolated vertical foundation member
whose horizontal dimension measured at right angles to its
thickness does not exceed 3 times its thickness and whose
height is equal to or less than 4 times its thickness.
Glass unit masonry - Masonry composed ofglass units
bonded by mortar.
Grout - (1) A plastic mixture ofcementitious materials,
aggregates, and water, with or without admixtures,
initially produced to pouring consistency without
segregation of the constituents during placement. (2) The
hardened equivalent of such mixtures.
Grout, seif-consolidating - A highly fluid and stable
grout typically with admixtures, that remains
homogeneous when placed and does not require
puddling or vibration for consolidation.
Head joint - Vertical mortar joint placed between
masonry units within the wythe at the time the masonry
units are laid.
Header (bonder)- A masonry unit that connects two or
more adjacent wythes ofmasonry.
Jnfill - Masonry constructed within the plane of, and
bounded by, a structural frame.
COMMENTARY
C-15

C-16
CODE
Infill, non-participating - lnfill designed so that in-
plane loads are not imparted to it from the bounding
frame.
lnjill, participating - lnfill designed to resist in-plane
loads imparted to it by the bounding frame.
Inspection, continuous - The lnspection Agency's full-
time observation of work by being present in the area
where the work is being performed.
Inspection, periodic - The Inspection Agency's part-
time or intermittent observation of work during
construction by being present in the area where the work
has been or is being performed, and observation upon
completion ofthe work.
Laterally restrained prestressing tendon - Prestressing
tendon that is not free to move laterally within the cross
section ofthe member.
Laterally unrestrained prestressing tendon
Prestressing tendon that is free to move laterally within
the cross section ofthe member.
Licensed design professional - An individual who is
licensed to practice design as defmed by the statutory
requirements ofthe professionallicensing laws ofthe state or
jurisdiction in which the project is to be constructed and who
is in responsible charge of the design; in other documents,
also referred to as registereddesignprof
essional.
Load, dead - Dead weight supported by a member, as
defined by the legally adopted building code.
Load, live - Live load specified by the legally adopted
building code.
Load, service - Load specified by the legally adopted
building code.
Longitudinal reinforcement - Reinforcement placed
parallel to the longitudinal axis ofthe member.
Masonry breakout - Anchor failure defined by the
separation of a volume ofmasonry, approximately conical
in shape, from the member.
Masonry unit, hollow - A masonry unit with net cross-
sectional area of less than 75 percent of its gross cross-
sectional area when measured in any plane parallel to the
surface containing voids.
Masonry unit, so/id - A masonry unit with net cross-
sectional area of 75 percent or more of its gross cross-
sectional area when measured in every plane parallel to
the surface containing voids.
Modulus ofelasticity- Ratio of normal stress to corres-
ponding strain for tensile or compressive stresses below
proportionallimit of material.
Modulus ofrigidity - Ratio of unit shear stress to unit
shear strain for unit shear stress below the proportional
limit ofthe material.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
Licensed design projessional - For convenience, the
Commentary uses the term "designer" when referring to
the licensed design professional.

CODE
Nominal strength - The strength of an element or cross
section calculated in accordance with the requirements and
assumptions of the strength design methods of these
provisions before application ofstrength-reduction factors.
Pier - An isolated vertical member whose horizontal
dimension measured at right angles to its thickness is not
less than 3 times its thickness nor greater than 6 times its
thickness and whose height is less than 5 times its length.
Post-tensioning - Method of prestressing in which a
prestressing tendon is tensioned after the masonry has
been placed.
Prestressed masonry - Masonry in which interna!
compressive stresses have been introduced by prestressed
tendons to counteract potential tensile stresses resulting
from applied loads.
Prestressing groti/ - A cementitious mixture used to
encapsulate bonded prestressing tendons.
Prestressing tendon - Steel elements such as wire, bar,
or strand, used to impart prestress to masonry.
Pretensioning - Method of prestressing in which a
prestressing tendon is tensioned before the transfer of
stress into the masonry.
Prism - An assemblage of masonry units and mortar,
with or without grout, used as a test specimen for
determining properties ofthe masonry.
Project drawings - The drawings that, along with the
project specifications, complete the descriptive information
for constructing the work required by the contract documents.
Project specifications - The written documents that
specify requirements for a project in accordance with the
service parameters and other specific criteria established
by the owner or the owner's agent.
Quality assurance - The administrative and procedural
requirements established by the contract documents to
assure that constructed masonry is in compliance with the
contract documents.
Reinforcement - Nonprestressed steel reinforcement.
Required strength - The strength needed to resist
factored loads.
Running bond- The placement of masonry units so that
head joints in successive courses are horizontally offset at
least one-quarter the unit length.
Shear wall - A wall, bearing or nonbearing, designed to
resist lateral forces acting in the plane of the wall
(sometimes referred toas a vertical diaphragm).
Shear wall, detailed plain (unreinforced) AAC masomy
- An AAC masonry shear wall designed to resist lateral
forces while neglecting stresses in reinforcement, although
provided with mínimum reinforcement and connections.
COMMENTARY
Running bond - This Code concerns itself only with the
structural effect ofthe masonry bond pattem. Therefore, the
only distinction made by this Code is between masonry laid
in running bond and masonry that is not laid in running
bond. For purposes ofthis Code, architectural bond pattems
that do not satisfy the Code definition of running bond are
classified as not running bond.

C-18
CODE
Shear wall, detailed plain (unreiriforced) masonry - A
masonry shear wall designed to resist lateral forces while
neglecting stresses in reinforcement, although provided
with mínimum reinforcement and connections.
Shew' wa/1, intermediate reiriforcedmasonry- A masonry
shear wall designed to resist lateral forces while considering
stresses in reinforcement and to satisfy specific mínimum
reinforcement and connection requirements.
Shear wall, intermediate reinforcedprestressed masonry
- A prestressed masonry shear wall designed to resist
lateral forces while considering stresses in reinforcement
and to satisfy specific mínimum reinforcement and
connection requirements.
Shear wall, ordinary plain (unreiriforced) AAC
masonry - An AAC masonry shear wall designed to
resist lateral forces while neglecting stresses in
reinforcement, if present.
Shear wall, ordinary plain (unreinforced) masonry - A
masonry shear wall designed to resist lateral forces while
neglecting stresses in reinforcement, ifpresent.
Shear wall, ordinary plain (unreinforced) prestressed
masonry - A prestressed masonry shear wall designed to
resist lateral forces while neglecting stresses in
reinforcement, ifpresent.
Shear wal/, ordinary reinforced AAC masonry - An
AAC masonry shear wall designed to resist lateral forces
while considering stresses in reinforcement and satisfying
prescriptive reinforcement and connection requirements.
Shear wall, ordinary reiriforced masonry - A masonry
shear wall designed to resist lateral forces while
considering stresses in reinforcement and satisfying
prescriptive reinforcement and connection requirements.
Shear wall, special reirif
orced masonry - A masonry
shear wall designed to resist lateral forces while
considering stresses in reinforcement and to satisfy special
reinforcement and connection requirements.
Shear wall, special reinf
orced prestressed masonry - A
prestressed masonry shear wall designed to resist lateral
forces while considering stresses in reinforcement and to
satisfy special reinforcement and connection requirements.
Slump jlow - The circular spread of plastic self-
consolidating grout, which is evaluated in accordance with
ASTM Cl61 1/Cl611M.
Special boundary e/ements - In walls that are designed
to resist in-plane load, end regions that are strengthened by
reinforcement and are detailed to meet specific
requirements, and may or may not be thicker than the wall.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
Special boundary elements - Requirements for
longitudinal and transverse reinforcement have not been
established in general, and must be verified by testing.
Research in this area is ongoing.

CODE
Specified compressive strength ofAAC masonry, !'Me-
Minimum compressive strength, expressed as force per unit
of net cross-sectional area, required of the AAC masonry
used in construction by the contract documents, and upon
which the project design is based. Whenever the quantity
f AAC is under the radical sign, the square root of numerical
value only is intended and the result has units ofpsi (MPa).
Specified compressive strength of masonry, f ', -
Minimum compressive strength, expressed as force per unit
of net cross-sectional area, required ofthe masonry used in
construction by the contract documents, and upon which the
project design is based. Whenever the quantityf ~. is under
the radical sign, the square root of numerical value only is
intended and the result has units ofpsi (MPa).
Stirrup - Reinforcement used to resist shear in a
flexura( member.
Stone masonry- Masonry composed of field, quarried,
or cast stone units bonded by mortar.
Stone masonry, ash/ar - Stone masonry composed of
rectangular units having sawed, dressed, or squared bed
surfaces and bonded by mortar.
Stone masonry, rubble - Stone masonry composed of
irregular-shaped units bonded by mortar.
Strength-reduction factor, rjJ - Thc factor by which thc
nominal strength is multiplied to obtain the design strength.
Tendon anchorage- In post-tensioning, a device used to
anchor the prestressing tendon to the masonry or concrete
member; in pretensioning, a device used to anchor the
prestressing tendon during hardening of masonry mortar,
grout, prestressing grout, or concrete.
Tendon coupler - A device for connecting two tendon
ends, thereby transferring the prestressing force from end
to end.
Tendon jacking force - Temporary force exerted by a
device that introduces tension into prestressing tendons.
Thin-bed mortar - Mortar for use in construction ofAAC
unit masonry whose joints are 0.06 in. (1.5 mm) or less.
Tie, lateral - Loop of reinforcing bar or wire enclosing
longitudinal reinforcement.
Tie, wall - Metal connector that connects wythes of
masonry walls together.
Transfer - Act of applying to the masonry member the
force in the prestressing tendons.
Transverse reinforcement - Reinforcement placed
perpendicular to the longitudinal axis ofthe member.
Unbonded prestressing tendon - Prestressing tendon
that is not bonded to masonry.
COMMENTARY
C-19

C-20
CODE
Unreinforced (plain) masomy - Masoruy in which the
tensile resistance of masomy is taken into consideration and
the resistance ofthe reinforcing steel, ifpresent, is neglected.
Veneer, adhered - Masonry veneer secured to and
supported by the backing through adhesion.
Veneer, anchored - Masonry veneer secured to and
supported laterally by the backing through anchors and
supported vertically by the foundation or other
structural elements.
Veneer, masonry - A masonry wythe that provides the
exterior finish of a wall sys~e m and transfers out-of-plane
load directly to a backing, but is not considered to add -
strength or stiffness to the wall system.
Visual stability index (VSJ) - An index, defined in
ASTM Cl611/Cl611M, that qualitatively indicates the
stability ofself-consolidating grout
Wall- A vertical element with a horizontal length to
thickness ratio greater than 3, used to enelose space.
Wall, load-bearing - Wall supporting vertical loads
greater than 200 lb/lineal ft (2919 N/m) in addition to its own
weight.
Wall, masonry bonded hollow - A multiwythe wall
built with masonry units arranged to provide an air space
between the wythes and with the wythes bonded together
with masonry units.
Width - The dimension of a member measured in the
plane ofa cross section parallel to the neutral axis.
Wythe - Each continuous vertical section of a wall, one
masonry unit in thickness.
1.7- Loading
1.7.1 General
Masonry shall be designed to resist applicable loads.
A continuous load path or paths, with adequate strength
and stiffness, shall be provided to transfer forces from the
point of application to the final point ofresistance.
l.7.2 Loadprovisions
Design loads shall be in accordance with the legally
adopted building code ofwhich this Code forms a part, with
such live load reductions as are permitted in the legally
adopted building code. In the absence of design loads in the
legally adopted building code, the load provisions of
ASCE 7 shall be used, except as noted in this Code.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
1.7- Loading
The provisions establish design load requirements. If
the design loads specified by the legally adopted building
code differ from those of ASCE 7, the legally adopted
building code govems. The designer may decide to use the
more stringent requirements.
1.7.1 General
1.7.2 Loadprovisions

ACI 530-11 Building Code Requirements and Specification for Masonry.pdf

ACI 530-11 Building Code Requirements and Specification for Masonry.pdf

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