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

AliciaBuske 1,596 views 190 slides Aug 07, 2023
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About This Presentation

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American
Concrete
lnstitute®
Advancing concrete
knowledge
Building Code Requirements and Specification for
Masonry
Structures
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Document
ID:
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sign
me
into
this
document
in
the
future.
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(Do not
s~
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this when using a public co
mput
er)

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)
III
THE
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 knowledg
e
American Concr
et e lnstitute
P.O. Box
9094
Farmington Hills, MI 48333
www.concrete.org
STRUCTURAL
ENGINEERING
INSTITUTE
Structura
l Engineering lnstitute
ofthe
American Society
of
Civil
Engineers
1801
Alexander Bell Orive
Reston, VA 20191
www
.se
institute.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 In
stitute 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 ma
sonry. 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 Tn
stitute, and
the Structural Engineering Institute of
the American Society of
Civil 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 of
any kind, either express or
implied, including but
not limited to, the implied warranties of
merchantability, 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 ma
y 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 sponsor
ing organizations do not make any representations with regard to health
and sa
fety issues and
the use of
this document. The u ser must determine the applicability of
all regulatory limitations befo re
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, V A.
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, 2011
), the Structural Engineering Institute of
the
American Society of
Civil
Engineers February 17, 2001, and The Masonry Society (March 23, 2011) to supersede the 2008
edition in accordance with each organization's standardization procedures. These standards were originally adopted by the
American Concrete Institute in Nove
mber
, 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 of
America

About the MSJC and its Sponsors
Masonry Standards Joint Committee
The
Ma
so
nry Standards Joint Committee (MSJC)
is, as its name suggests, a joint
committee sponsored by The
Ma
sonry
Society (TMS), the American Concrete Inst
itute (ACI), and th
e Structural Engineering
lnstitute of
the
American Society of
Civil Engineers (SEl/ASCE). lts mission is to deve
lop
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, wit
hin the constraints of
balance requirements, balloting schedules and particular needs for
technica
l expertise. Committee meetings are
open
to the public.
Committee Activities include:
1. Eva
luate and ba
llot proposed changes to existing standards of
th
e committee.
2.
Develop and
ballot new
standards for masonry.
3.
Reso
lve
Negat
ive
votes from ba
llot items.
4.
Pro vide interpretation of
existin
g standards of
the Committee.
5.
Identify areas of
needed research.
6.
Spo
nsor educational seminars and sympos
ia.
7.
Monitor intemational standards.
Additional details ofthe
Committee, its work, and
its meeting schedule are posted at www
.m
asonrysociety.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 th
e 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
intemat
ional gathering of
people interested in the art and sc
ience of
masonry, and it
s 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 abo
ut TMS
, co
ntact
The Masonry Society, 3970
Broadway, Suite 201-0,
Boulder, CO
80304-1135, U.S.A; Phone: 303-939-9700; Fax:303-541-9215; E-mail: info@ma
sonrysociety.org; Website:
www.masonrysociety .org

<H@)
Ameri
ca
n Co
ncret
e lnstitute
41
Advancing con
crete knowledg
e
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 activiti
es that relate to their specific areas of
interest.
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 Engin
eering Inst
itute (SEI) is a 22,000 plus
member organization within the America
n Society of
Civil
Engineers (ASCE). SEI is orga
nized into four Oivisions. The Bu
siness and Prof
essional 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
lea
ding design standards that are used worldwide. The Local Activities Oivision (LAO) provides technical,
educational, and professional pr
og
ram support to the lo
ca
l structural technical groups within ASCE's
secti
ons
and branches
. The Technical Activities Division (T AD) advances th
e prof
ession with the dedicated work of its
70 plus technical
committees th
at produce technical papers and publica
tions and produce the Journal of
Structural Engineers, the Journal of
Br
idge Engineers, and the Practice Per
iodical on Structural Design and
Construct
ion.
Through its four divisions, SEI adva
nces the prof
ession in many ways including developing standards such as
ASCE
7, encouraging discussion about licensure issues, enriching local Structural Technical Group program
s,
leading coordination ef
forts with other standards organi
zations,
conducting an annual Structures Congress,
off
ering cutting edge presentations, off
ering specialty conferences on tapies of
interest to the Structural
Engineering community, coordinating efforts with other structural engineering or
ga
nizations, responding to the
community's
need for help in crisis, and providing lo
w-cost seminars and webinars to the Structural Engin
eering
community
For
more information about SEI, contact the Structural Engineering Institute, 1801
Alexander Bell
Orive,
Restan, VA 20191; Phone: 703-295-619
6; E-mail:
jro
ss
[email protected];
Website: www.seinstitute.org

2
3
*
+
Daniel P. Abrams
Jennif
er R. Bean Popehn
Richard M.
Bennett*
David T. Biggs*
J. Gregg Borchelt
Robert N. Chittenden
Joh
n Chrysler*
Chukwuma G. Ekwueme
Susan M. Frey
Edward L. Freyermuth
Thomas A. Gangel
Bruce Barn
es
Olene L. Bigelow
Russell
H. Brown
James Leroy Ca
ldwell
Angelo Coduto
Geo
rge E. Crow Ill
Terry M. Curtís
Majed A. Dabdoub
Manuel A. Diaz
Steve M. Di
ll
Mohamed EIGawady
Sergio M. Alcocer (C)
James E. Amrhein (C)
Ronald E. Bamett
(C)
Christine Beall (C)
Frank J. Berg
(C)
Dean B rown ( 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 - Chai
r
David
I. McLean - Vice Chair
Gera
ld Andrew Da
lrymple -Secretary
Voting Members on
Masonry
Committee
1
S.
K. Ghosh David l.
McLea
n
H. R. Hamilton III Darrell W. McMill
ian
Benchmark Henry Harris John M. Melander
R.
Craig Henderson* Raymond Thomas
Ronald J Hunsicker Miller*
Keith Itzler* Vi las Mujumdar
Rochelle C. Jaffe* Jerry M.
Painter
Eric N. Johnso
n* Thomas M. Petreshock
Rashod R. Johnson Max L.
Porter
Richard E. Klingner* Arturo Ernest Schultz*
W. Mark McGinley* Kurtis K. Siggard
Voting Members
of
Subcommittees Only
2
James A. Farny Edwin T. Huston
James Feagin Matthew D. Jackson
Sonny James Fite John J. Jacob
Fernando Fon
seca Y as
ser Korany
David C. Gastgeb James M. LaFave
David Gillick Walter La
ska
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) Members
3
John W. Diebold (C)
James Daniel Do
lan (C)
Richard Filloramo (C)
Han
s 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)
Bi
ll
Kjorlien (C)
Mervyn J. Kowalsky (CN)
David G. Kurtanich (C)
James Lai (C)
Andres Le
page (C)
Shelley Li
ssel (C)
Timothy S tan le
y Ma
l li
s
(C)
John Maloney (C)
John H. Matthys (C)
Scott E. Maxwell (C)
Donald G. McMican (C)
Ehsa
n Minaie (C)
Jennifer E. Tanner
John G. Tawresey
Ja
son 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 Ari
s Parsekian
(C)
Michael J. Rob
in
son (C)
Nigel G. Shrive (CN)
Ch
ri
stopher Sieto (C)
Gary R. Sturgeon (C)
Christine
A. Subasic (C)
Itzhak Tepper (C)
Thomas C. Young (C)
Main Committee Me
mbers during the 2011 Revision Cycle. They participated in
Committee activities, voted on Main
Co
mmittee
ballots and particip
ated in Subcommittee activities in
cluding voting and correspondence.
Subcommittee Members during the 2011
Revision Cycle. They pa
rticip
ated
in
Committee activities, voted on
Subcommittee ballots and were able to comment on Ma
in Committee ballots.
Corresponding and Consulting Members during the 2011 Revision Cycle. They could participate in Subcommittee
activities but did not have voting privileges.
Subcommi
ttee Chair
during the 2011
Revision Cycle
Deceased

Additional Recognitions and Credits
In additi
on to the Masonry Standards Joint Committee, a nu
mber of
indi
viduals assisted in the development, review, and
layout of
the prov
isions. Th
eir contributions are greatl
y apprec
iated.
TMS
Technical Activities Cornmittee
J. Gregg Borchelt, Chair
1
Da
vid l.
McLean, Chair
1
•
2
Peter Babaian
2
Robert Haukohl
2
Ra
shod R.
John
son
1
•
2
Sunup Mathew
2
John H.
Matthys
1
•
2
Jason J.
Thompson
1
•
2
1 Durin
g the Review of
the Standards
2 Durin
g the Review ofRe
sponses to Public Comm
ents and Fin
al Approval
Sergio Alcocer
George W. Bomar
David J.
Eaton
David
Hein
ACI
Technical Activities Cornmittee Review Group
Michael Kr
eger Ke
vin
MacDonald
ASCE Code
s and
Standards
Cornmittee
James H . Anspach, Chair
Ne
il
M. Ha
wkins, Vi
ce-Chair
Ga
yle S. John
son
Bonnie E. Manley
Max L. Porter
Michael W. Salmon
Howard P. Thomas
Donald
G.
Wittmer
Staff
Liaisons
A. Rhett Whitlock
1
•
2
Hani Nassif
Warren K . Wray
Khaled Na
hlaw
i, ACI James
A. Rossberg, SEI of
ASCE Phillip J. Samblanet, TMS
Kathy Keller, Administr
ative
Assistant,
WDP
Manassas office
BaUoting Assistance
Cover
Design
Susan Scheurer, Committee Liaison,
Th
e Masonry
Society
Th
omas Escob
ar, Design Dir
ector, Masonry In
stitute of America
Luis Dominguez, Production Manager,
Masonry Institute of Americas
Final Editin
g & Proofing
Indexing
Susan Sc
heurer, Committee Li
aison,
The Masonry Society
Christen Snydal -Publications Manager, The Mas
onry Society
Editorial
Assistance during
Initial Developrnent
Gay Hofteig, Retired, Formerly with the Intemational Masonry Institute

Building Code Requirements for Masonry Structures
(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
-Sco
pe ..............................................................................................................
.................................................. 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 of
special systems of
design 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 of
thermal expansion ........................................................................................................... C-25
1.8.4 Coefficients of
moisture expansion for el ay
masonry ...................
..
........................................................ C-25
1.8.5 Coefficients of
shrinkage ....................................
..............
...
............................................................
....... C-25
1.8.6 Coefficients of
creep ...........................................
.................................................................................... C-25
1.8.7 Prestressing steel ..................................................................................................................................... C-2
6
1.9-Section properties ..................................................
.............. ........................................................................... C-26
1.9 .1
Stress computations ................................................................................................................................. C-26
1.9.2 Stiffness .........................................................................................................................................
.......... C-27
1.9.3 Radius of
gyration ........................................................................................................
........................... 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
1.1 O-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-loadbea
ring corbels ......................................................................................................................... C-36
1.13-
Beams ........................................................................................................................................................... C-38
1.13.1 General beam de
sign ............................................................................................................................... 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 of
reinforcement .................................
...................
.......................................................................... C-43
1.16.3 Placement of
reinforcement .................................................................................................................... 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-4 7
1.17-Anchor Bolts ..........................................................................................
...................................................... C-4 7
1.17.1 Placement ................................................................................................................................................ C-47
1.17 .2
Projected are a for axial tension ............................................................................................................... C-4 7
1.17 .3
Projected are a for shear ............................................................
...
..................
.......................................... C-49
1.17 .4 Effective embedment length for headed anchor bolts ............................................................................. C-51
1.17
.5
Effective embedment length of
bent-bar anchor bolts ............................................................................ C-51
1.17 .6 Mínimum permissible effective embedment length ...........................................................................
..... C-52
1.17. 7 Anchor bolt edge distan ce ................................
.......................................................................................
C-52
1.18 -Se
ismic des
ign 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 Ca
tegory 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
1.1
9.3 Leve! C Quality Assurance .................
................
............
....................................................................... C-68
1.19.4 Procedures ...................................
.... ..
..................................
................................................................... C-68
1.1
9.5 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 -ALLOW
ABLE 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 Multiwyt
he wall
s .................................
.......................................................................................
.............
C-79
2 .1
.6 Bearing stress ........................................................................................................
.............
...... .........
...... C-82
2.1.
7 Development ofrei
nf
orcement embedded in
grout ................................................................................ C-83

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- All
owable stresses .............................................................................................. C-97
2.3.4 Axial compression and flexure ........................
........................................................................................ C-97
2.3.5 Axial tension and flexura! tension ......................................................................................................... C-1
00
2.3.6 Shear ......................................................................................................
............................................... C-100
CHAPTER
3 -STRENGTH
DESIGN OF
MASONRY, pg. C-105
3.1 -General ................................................................................................................................
........................ C-
10
5
3.
1.1
Scope ..................................................................................................................................................... C-105
3 .1.2 Req uired strength ...................
............................................................................................................... C-1 05
3 .1.3
Design strength ..................................................................................................................................... C-1
05
3.1.4 St
rength-reduction factors ..................................................................................................................... C-105
3.1.5 Deformation requirements ................................................................................................................
....
C-
10
6
3.1.6 Anchor bolts embedded in grout ........................................................................................................... C-1
06
3 .l.
7 Nomin
al bearing strength ...................................................................
................................................... C-1 08
3.1.8 Material properties ................................................................................................................................ C-
1 08
3.2-Unreinforced (plain) ma
sonry ...........................
.......................................................................................... 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-
11
3
3 .2.4 Nominal shear strength ............
................
............................................................................................. C-113
3.3 -Reinforced masonry .................................................................................................................................... C-11
4
3.3.1 Scope ...................................
............................................................................................ .. ..
.................. C-1
14
3.3.2 Design assumptions ............................................................................................................................... C-11
4
3.3 .3
Reinforcement requirements and detail
s ............................................................................................... C-114
3.3.4 De
sign ofbeams, piers,
and columns ..
.................................................................................................. C-121
3.3.5 Wa
ll 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-13
3
4.2-Design methods .......................................................................................
.........
.........................
.............
..... C-
134
4.2.1 General .............
..................................................................................................................................... C-
134
4.2 .2
A fter transfer ..............
..........
..............................................
........................................................
........... C-13
4
4.3 -Permissible st
resses 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-1
35

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
4.1 O -Deve1opment of
bonded 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 Roof
s ..................................................................................................................................................... C-145
5.4-Compressive stress requirements ..........................................................................................................
...... C-147
5.4.1 Calculations ........................................................................................................................................... C-1
47
5.4.2 Allowable compressive stresses ............................................................................................................ C-
147
5.5-
Lateral support ..........................................................
.................................................................................. C-150
5.5.1 Maximum lit and hit .............................................................................................................................. C-1
50
5.5.2 Cantilever walls .......................................................................................................................
.............. C-1
51
5.5.3 Support elements ............
..................................................................
.....................................................
C-151
5.6-Thickness ofmaso
nry ..
.........................................................
............ ...
.................................
...................... C-
151
5.6.1 Generai ..
...........
...........
...............................................................................
.................
........
.................. C-1
51
5.6.2 Minimum thi
ckness ............................................................................................................................... C-15
1
5.6.3 Foundation walls ...........
........
..............
.................................................................................................. C-152
5.6.4 Parapet wall
s ..............................
..........................
................................................................................. 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 or
joint reinforcement... .................................................................................... C-1
53
5.7.4 Natural or cast stone ..............................................................................................................................
C-15
5

BUILDING
CODE REQUIREMENTS FOR MASONRY
STRUCTURES C-v
5.8-
Anchorage ................................................................................................................................................... C-155
5.8.1
General .................................................................................................................................................. C-155
5.8.2 lnte
rsecting wa
ll
s .................................................................................................................................. C-155
5.8.3 Floor and ro
of
anchorage ...................................................................................................................... C-1
55
5.8.4 Walls adjoining structural framing ........................................................................................................ C-156
5.9-
Miscell
aneous 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 of
adhered veneer ...................................................................................................................... C-160
6.1.4 Dimension stone .................................................................................................................................... C-160
6.1.5 Autoclaved aerated concrete ma
sonry
veneer ....................................................................................... C-160
6.
1.6
General design requirements ..............................................................................................
......
............. C-160
6.2-Anchored
Veneer ................................................................................................................
........................
C-1
61
6.2.1 Altemative design of
ancho red masonry veneer ................................................................................... C-161
6.2.2 Prescriptive requirement
s for anchored ma
sonry veneer ....................................................
.......
........... C-1
61
6.3 -Adhered Veneer .....................................
..................................................................................................... C-167
6.3.1 Altemative design of
adhered masonry veneer ..................................................................................... C-1
67
6.3.2 Prescriptive requi
rements 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-1
69
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-Expansionjoint
s ..............................................................................................................................
............ 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
CHAPTER 8-
STRENGTH DESIGN OF
AUTOCLA VED AERATED CONCRETE (AAC)
MASONRY, pg. C-175
8.1
-General ...
...................................................
................................................................................................... C-175
8.1.1
Scope ..
.................................................................
.................................................................................. C-175
8.1.2 Required strength .................................................................................................................................. C-175
8.1.3 Design strength ..................................................................................................................................... C-175
8.1.4 Strength ofjoints ................................................................................................................................... C-175
8.1.5 Strength-reduction factors ..................................................................................................................... C-176
8.1.6 Def
ormation 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-
18
9
APPENDIX B-
DESIGN OF
MASONRY INFILL, pg. C-193
8.1-General ..
...................
...........................................
........
................................................................................ C-
193
8.1.1 Scope .........................................................
........
..
............................ ..
.........
... ..
...................................... C-193
8.1.2
Required strength ...........................................................................
....................................................... C-193
8.1.3 Design strength .........
............................................................................................................................ C-194
8.1.4 Strength-reduction factors ...
.............................................................................................................
..... C-194
8.1.5 Limitations ...................
...................................................................................................
........................ C-94
8.2
-Non-Particip
ating Infills ............................................................
.................................................................. C-19
4
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-1
95
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
Building Code Requirements for Masonry Structures
(TMS 402-11/ACI 530-11/ASCE 5-11)
SYNOPSIS
This Code covers the design and construction of
masonry stru
ctures. It
is written m
such form that it may be adopted by reference in
a legall
y adopted building code.
Among the subjects covered are: definitions; contract documents; quali
ty 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; se
ismic design
requirements; glass unit masonry; and veneers. An empírica! design method applicable
to buildings meeting specific location and co
nst
ruction criteria are also included.
The quality, in
spection, testin
g, and placement of
materials used in
construction are
covered by reference to TMS 602-11/ACI 530.1-11
/ASCE 6-11 Specification fo
r
Masonry Structures and other standards.
Keywords: AAC, masonry, all
owable 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;
groutin
g;
joint
s; loads (forces); masonry; masonry cements; masonry load bearing walls; masonry
mortars; masonry walls; modulus of
elasticity; mortars; pilasters; prest
ressed 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/ACIS
J0-11/ ASCE 5-11
This page is int
entionall
y 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 of
masonry 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 Co
de is in conflict with requirements in
the
legall
y adopted building co
de. In
areas without a legally
adopted building code, this Code defines the mínimum
acceptable sta
ndards of
design and construction practice.
1.1.3 Desígn procedures
Masonry structures and their component members
shall
be designed in accordance with the provisions of
th
is
Chapter and one
oft
he following:
(a) All
owable Stress Design ofMaso
nry:
Chapter 2.
(b) Strength Design ofMaso
nry: 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 Ae
rated Concrete
(AAC) Masonry: Chapter 8.
(h) Masonry Infill, Appendix B.
COMMENTARY
1.1-Scope
This Code covers the structural design and
construction of
masonry elements and serves as a part of
the
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
resol ve 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 re
sulting 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 st
resses under
consideration. The
allowable stresses are fractions of
the
specified compressive strength, resulting in
conservative
factors of
safety.
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 Sli
nformation
SI va
lues shown in parentheses are not
part of
this
Code. The eq
uations in
this document are for use with the
specified inch-pound units only. The equivalent equations
for use with
SI units are provided in Conve
rsion of
Units
on Page C-201.
TMS 402-11
/ACI 530-11
/ASC
E 5-11
COMMEN
TARY
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 of
limited 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
of
walls, ti es, and joint
rigidity; providing walls capable of
beam action; ductile detailing and the use of
compartmentalized construction.
1.1.4 SI
information

BUILDING CODE RE
QUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTA
RY C-3
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 preparatio
n.
1.2.2 Show all
Code-required drawing items on
the project drawings, in
cluding:
(a) Na
me and date of
issue of
code and supplement to
whi
ch the design conforms.
(b) Loads used in the des
ign of
maso
nry.
(e) Specified
compressive strength of
masonry
at stated
ages or stages of constructi
on for
which masonry is
designed, except where specificall
y exempted by Code
provisions.
( d) S ize and location of structural elements.
(e) Details of
anchorage of
masonry
to structural
members, frames, and other construction, including
the type, size, and locati
on of
co
nn
ec
tors.
(f) Details of
reinforcement
, includi
ng the size, grade,
type, and location of
reinforcement.
(g) Reinforcing bars to be weld
ed and we
lding requ
irements.
(h) Provision for dimensional changes resulting from
elastic deformatio
n, creep, shrinkage, temperature,
and mo isture.
(i) Size and permitted location of conduits, pipes, and
sleeves.
1.2.3 The co
ntract documents shall be consisten!
with design assumptions.
1.2.4 Contrae! doc
uments shall
specify
the
mín
imum level of
quali
ty assurance as defi
ned in
Section
1.19, or shall
include an itemize
d quali
ty assurance program
that equals or exceeds the requirements of
Section 1.19.
COMMENTARY
1.2-
Contract
do
cuments
and calc
ulat ions
1.2.1 The provisions for
preparation of
project
drawings, project specifications, and issuance of
permits 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 of
sizes, 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
Flexibl
e 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 show
n by successful use or
by analys
is or test, but
that does not conform to or is not
covered by thi
s Code,
shall have the right to pr
esent the data on whi
ch their
design is based to a board of examiners appointed by the
building of
fi
cial. The board shall
be composed of
li
censed
design professionals and shall have authority to
in
vestigate the submitted data, require tests, and fo
rmulate
rules goveming design and co
nstruction of such systems
to meet the intent ofthi
s Code. The rules, when approved
and promulgated by the building official, shall
be of
the
sa
me force and
effect as the provisions oft
his Code.
COMMENTARY
1.3 -Approval
of
special syst
ems
of
design or
construction
New
methods of
design, new materials, and new uses
of
materials must undergo a period of
development before
being specificall
y 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 li
mits, and other pertin
ent
requirements should be set by the board of
examiners, and
should be consistent with the intent ofthe Code.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-5
CODE
1.4
-Standards
cited
in
this
Code
Standards of
the American Concrete In
sti
tute, the
American Society of Civil Engin
eers, ASTM
lntern
ational, th
e American Welding Society, and The
Masonry Society cit
ed in this Code are li
sted below with
th
eir seri
al des
ignations, including year of
adopti
on or
revision, and are decl
ared to be part ofthi
s Codeas
iff
ull
y
set forth in this document.
TMS 602-ll/
ACI 53
0.1-111
ASCE 6-ll
- Spec
ificati
on fo
r
Masonry Structures
ASCE 7-10 - Minimum Oes
ign Loads fo
r Buildin
gs an
d
Other Stru
ctures
ASTM A416/A416M-06 - Standard Specification fo
r
Steel Strand, Uncoated Seven-Wire for Pr
estressed
Concrete
ASTM A42l/A
421M
-05 - Standard Specifi
cati
on for
Uncoated St
ress-R
eli
eved St
eel Wire fo
r Pr
estressed
Concrete
ASTM A722/A722M-07 -Standard Specifi
cati
on fo
r
Uncoated High-
Strength Steel Bars
for Pres
tressin
g
Concrete
ASTM
C34-03 -Standard Specification for Structural
Clay
Load-Be
aring Wall Tile
ASTM C426-07 - Standard Test Method fo
r Linear
Orying Shrinkage ofCo
ncre
te Masonry Uni
ts
ASTM C476-09 - Standard Specificatio
n fo
r Grout for
Masonry
ASTM C482-02 (2009) -Standard Test Method fo
r
Bond
St
rength of Ceramic Tile to Portl
and Cement
Paste
ASTM Cl0
06-07 - Standard Test Meth
od for Splitting
Tensil
e Strength ofMasonry Units
ASTM C1386-07 -Standard Specification for Precast
Aut
oclaved Aerated Concrete (AAC) Wall
Construction Units
ASTM Cl 6ll
/Cl611M-09 -Standard Test Meth
od fo
r
Slump Flow of Self-Consolidating Concrete
ASTM E1ll-
04 - Standard Test Method for Young's
Modulus, Tangent Mo
dulus, and Chord
Modulus
ASTM E488-96 (2003) -St
andard Test Methods fo
r
Strength of Anchors in Concrete an
d Masonry
Elements
AWS O 1.4-05 -Structural
Weldin
g Code- Reinforcin
g
Stee
1
COMMENTARY
1.4-
Standards
cited
in this
Code
These standards are referenced in this Code. Specific
dates are lis
ted here since changes to the standard may
resu1t 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 of
Civil 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
Ameri
can Welding Society
550 N.
W. LeJeune Road
Miami
, Flori
da 33126
www.aws.org
The Masonry Society (TMS)
3970 Br
oadway, Suite 201
-0
Boulder, CO 80304
www .masonrysociety .org

C-6
CODE
1.5 -Notation
As
As/
cross-sectional area of
an anchor bolt, in.
2
(mm
2
)
bearing area, in
.Z
(mm
2
)
gross cross-sectional area of
a member, in
? (mm
2
)
net cross-sectiona
l area of
a member, in
.Z
(mm
2
)
net shear area, in.
2
(mm
2
)
area of
prestressing steel,
in
.Z
(mm
2
)
projected tension area on masonry surf
ace of
a
right circular cone, in.Z
(mm
2
)
projected shear area on masonry surface of
one­
half
of a right circular con e, in.
2
(mm
2
)
area of
nonprestres
sed longitudinal tension
reinforcement, in.
2
(mm
2
)
area of
reinforcement placed within the lap, near
each end of
the lapped reinforcing bars and
transverse to them, in
2
(mm
2
)
total area of
laterally tied longitudinal reinforcing
steel, in.
2
(mm
2
)
cross-sectiona
l area of
shear reinforcement, in.Z
(mm
2
)
A¡
loaded area, in.
2
(mm
2
)
A2 supportin
g bearing area, in.Z
(mm
2
)
a depth of
an equivalent compression stress block
at
nominal strength, in. (mm)
Ba
all
owable axial loa
d on an anchor bolt, lb (N)
Bah
allowable axial tensile load on an anchor bolt
when govemed by masonry breakout, lb (N)
Ban nominal axial strength of
an anchor bolt, lb
(N)
Banb nominal ax
ial tensile strengt
h of
an anchor bolt
when govemed
by ma
sonry breakout, lb (N)
Banp nominal axial tensil
e strength of
an anchor bolt
when govemed by anchor pullout, lb (N)
Ban
s nominal axial tensile str
engt
h of
an anchor bolt
when
govemed by steel yielding, lb (N)
Bap all
owable ax
ial tensile loa
d 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 all
owable shear load on an anchor bolt, lb (N)
Bvb
all
owable 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, t
11
,1111
¡;
is
the mínimum total thickness of
the net cross-sectional
area. These val u es 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
all
owable shear load on an anchor bolt when
govemed by ma
sonry crushing, lb
(N)
B,
.
11
nominal shear str
ength of
an anchor bolt, lb
(N)
B.,
11
b nominal shear strength of
an anchor bolt when
govemed by
ma
sonry breakout, lb (N)
B,,
11
c nominal shear strength of
an anchor bolt when
governed by masonry crushing, lb (N)
B,
,
11
pry nominal shear strength of
an anchor bolt when
governed by
anchor pryout, lb
(N)
B,
.,IS
nominal shear
strength of
an anchor bolt when
governed by steel yielding, lb (N)
B.,
pry
all
owa
ble shear load on an
anchor bolt when
governed by anchor pryout, lb
(N)
Bvs
all
owable 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 ofwa
ll beam, in. (mm)
cd
deflection amplification factor
e distance from the fiber of
maximum
compressive
strain to th
e 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
EAA
c modulus of
elasticity of
AAC
masonry in
compression, psi (MPa)
Ebb modulus of
elasticity of
bounding beams, psi
(MPa)
Ebc
modulus of
elasticity of
bounding co
lumns, psi
(MPa)
COMMENTARY
C-7

C-8
CODE
Em
modulus of
elasticity of
masonry in
compression, psi (MPa)
Eps
modulu
s of
elas
ti
city of prestressing steel, psi
(MPa)
Es modulus of
elasticity of
steel, psi (MPa)
Ev
modulus ofri
gidity (shear modulus)
ofmasonry,
psi (MPa)
e eccentricity ofaxialload,
in. (mm)
eb
projected le
g extension of
bent-bar anchor,
measured from inside
edge of
anchor at bend to
farthest point of
anchor in the plan e of
the hook,
in. (mm)
e
11
eccentricity of P,
1
, in. (mm)
F lateral pressure of
liquids or
re
lated 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
compressiv
e stress m
reinforcement, psi (MPa)
Fv allowable shear stress, psi (MPa)
Fvm
allowable shear stress resisted by the masonry,
psi (MPa)
Fvs
all
owable shear st
ress resisted by the shear
reinforcement, psi (MPa)
fa
calc
ulated compressive stress in masonry due to
axial load only, psi (MPa)
Ji,
calculated compressive str
ess in masonry due to
fl
exure only, psi (MPa)
f'AA
c specified compressive
st
rengt
h of
AAC
masonry, psi (MPa)
f'g
specified compressiv
e strength of
grout, psi (MPa)
f'm
specified compressive strength of
maso
nry,
psi
(MPa)
f'm; specified compressive str
ength of masonry at
the time ofprestr
ess transfer, psi (MPa)
fps
st
re
ss in prestressing tendon at nominal strengt
h,
psi (MPa)
/¡,
11
specified ten si le strength of
prestressing ten don,
psi (MPa)
/¡,
y specified yield strength of
pres
tressin
g tendon,
psi (MPa)
f,
modulus ofrupt
ure, psi (MPa)
TMS 402-11/A
C1530-11/ASCE 5-11
COMMENTARY

BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTA
RY
CODE
frAA
c modul
us of
rupture of
AAC, psi (MPa)
fs
calcul
ated tensile
or
compressive stress m
rein
fo
rcement,
psi (MPa)
!s
e effective str
ess in prestressin
g tendon after all
prestress losses have occurred, psi (MPa)
.ftA
AC spl
itting tensile strength of AAC as deter
mined
in
accordance with ASTM
Cl00
6, psi (MPa)
f., calculated shear str
ess in
masonry, psi (MPa)
¡;,
specifi
ed yield str
engt
h of
steel for
reinforcement and anchors, psi (MPa)
H
h
1,
j
lateral pressure of
soil
or
related intern
a)
moments and forces
effecti
ve height of column,
wall, or pilaster, in.
(mm)
vertical dimension of infill, in. (mm)
height of
entire wa
ll
or
of the seg
ment of
wall
consid
ered, in
. (mm)
moment of
in
ertia of
bounding beam for
bending in
the plane ofth
e infill, in.
4
(mm
4
)
moment of inertia of
bounding co
lumn for
bending in
the plane ofthe infi
ll
, in
.
4
(mm
4
)
moment of inertia of
cracked cross-sectional
area
of
a member, in.
4
(mm
4
)
effective moment ofin
ertia, in.
4
(mm
4
)
moment of
inertia of
gross cross-sectional area
of
a member, in.
4
(mm
4
)
moment of in
ertia of net cross-sectional area of
a
member, in
.
4
(mm
4
)
ratio of
distance between centroid of flexura)
compressive forces and ce
ntroid of
tensil
e
fo
rces to depth, d
K Dimension used to calculate reinforcement
development, in.
(mm)
KAA
c Dimension used to calculate reinforcement
developm
ent for AAC masonry, in
. (mm)
kc coeffi
cient of
creep of masonry, per psi (MPa)
ke coef
fi
cient of
irreversible moisture expansion of
clay masonry
k
111
coefficient of shrinkage of concrete masonry
k,
coefficient of
thermal ex
pansion of
masonry per
degree Fahr
enheit (deg
ree
Celsiu
s)
L li
ve loa
d 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 bolt
s, 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 ofta
ngency), 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 of
shear 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 st
rength, in.-lb (N-mm)
Mse
r 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
N
11
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)
P ps prestressing ten don force at time and location
relevant for design, lb (N)
P
11
factored ax
ial
load, lb
(N)
P
11
¡ factored load from tributary floor or
roof
areas,
lb (N)
TMS 402-11/AC1530-11/ASCE 5-11
COMMENTARY

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY
CODE
P,..,
factored weight of
wall
area tributary to wall
section under considerati
on, lb (N)
Q first moment about the neutral axis of
an area
between the extreme fiber and the pl
ane at whi
ch
th
e shea
r stress is being calculated, in
.
3
(mm
3
)
Q¡;
the effect of
horizontal seismic (earthquake­
induced) forces
q,
;
11
¡ nomin
al out-of
-plane fl
exura( capacity of infill
per unit area, psf
(Pa)
R response modification coefficient
r radius of
gyration, in. (mm)
S, section modulus of
the net
cross-sectional area
of
a member, in.
3
(mm
3
)
s spacing of
reinf
orcement, in. (mm)
s
1 total lin
ear drying shrinkage of
concrete masonry
units determined in
accordance with ASTM C426
T forces and moments ca
use
d by restraint of
temperature, shrinkage, and creep stra
in
s or
differential movements
nominal thickness ofmemb
er, in. (mm)
1;,
¡ specifi
ed thickness of
infill, in. (mm)
1,
.
1
;
11
¡ net thickness of infill, in. (mm)
lsp specified thickness ofmembe
r, in. (mm)
v shear
stress, psi (MPa)
V shear force, lb
(N)
VnAA
C = nominal shear strength provided by
AA
C masonry,
lb
(N)
V,
nominal shear st
rength, lb
(N)
V,,;,¡
nom
in
al hori
zontal 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 intern
a! moments and
forces
Ws dimension of
the structural wa
ll
str
ip defi
ned in
Sectio
n 5.5.1 and show
n in Figure 5.5.1-1.
WT dimension of
the tributary length of
wa
ll
,
defined in Section 5.5.1 and show
n in
Figure
5.5.1-
1.
w ;
11
¡ width of
eq
ui
va
lent 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
of
ficer 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 is
olated 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 of
a member designed so that in
resisting loads,
the combined components act together as a sin
gle member.
Composite masonry -Multiwythe masonry members
with wythes bonded to produce composite action.
Compressive strength of
masomy-
Maxirnum compressive
force resisted per unit of
net cross-secti
onal 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 in
cluding in
particular, the project
drawings and project specificati
ons.
Corbel -A projection of
successive courses from the
face ofmasonry.
Cover, grout -thickness of
grout surrounding the outer
surf
ace of
embedded reinf
orcement, anchor, or
ti
e.
Cover, masonry -thickness of
masonry units, mortar,
and grout surrounding the outer surf
ace of
embedded
reinforcement, anchor, or
ti
e.
Cover, mortar -thickness of
mortar surroundin
g the
outer surf
ace of
embedded reinforcement, anchor, or ti e.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTAR
Y
CODE
Deep beam -A beam that has an effecti
ve 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
plan e of
a cross section perpendicular to the neutral axis.
Design story drifi-The difference of
deflections at th
e
top and bottom of
the story under consideration,
ca
lculated by multiplying the detlections determined from
an elastic analysis by
the appropriate defl
ecti
on
amplificati
on 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 wa
lls or
ot
her lateral-f
orce­
resisting elements.
Dimension,
nominal -Th
e specified dimension plus an
all
owance for the joint
s with whi
ch the units are to be laid.
No
minal dimensions are usually st
ated in
whole numbers.
Thickness is given first, followed by height and then length.
Dimensions, specijied -Dimensions specified for the
manufacture or
construction of
a 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 ca
lculated.
Eflective prestress-
Stress remaining in
prestressing
tendons after alllosses
have
occurred.
Foundation pier-
An
isolated vertical foundation member
whose hori
zontal dimension me
asured at right angles to its
thickn
ess does not exceed 3 times its thickness and whose
height is equal to or
less than 4 times its thickness.
Glass unit masonry-Ma
sonry compose
d of
glass units
bonded by mortar.
Grout-(1) A plastic mixture of
cementitious materials,
aggregates, and water, with or
without admixtures,
initiall
y produced to pouring consistency without
segregation of
the constituents during placement. (2) The
hardened equivalent of
such mixtures.
Grout, seif-consolid
ating -A highly fluid and stable
grout typically with admixtures, that remains
homogeneous when placed and does not
require
puddli
ng or vibr
ation for consolidation.
Head joi
nt -Vertical mortar joi
nt placed between
masonry units within the wyt
he at the tim
e the maso
nry
units are laid
.
Header (bonder)-
A ma
sonry
unit that connects two or
more adjacent wythes ofmasonry.
Jn
fill -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.
In
spection, 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 of
the 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 ofth
e professionallicensin
g laws ofthe
state or
jurisdicti
on in whi
ch the project is to
be constructed and who
is in responsibl
e charge of
the design; in other docum
ents,
also referred to as registered
design prof
essional.
Load, dead-Dead weight supported by a member, as
defined by the legall
y adopted building code.
Load,
live -Live load specified by the legally adopted
building code.
Load,
service-Load specified by the legall
y 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 of
masonry, approximately coni
cal
in shape, from the member.
Masonry unit, holl
ow -A masonry unit with net cross­
secti
onal area of
less than 75
percent
of
its gross cross­
secti
onal are
a when measured in any plane parallel to
the
surf
ace containing voids.
Masonry unit, so/id
-A masonry unit with net cross­
sectional are
a of
75
percent or more of
its gross cross­
sectional area when measured in every plane parallel to
the surface cont
aining vo
ids.
Modulus of
elasticity-
Ratio of
normal str
ess to corres­
ponding strain for tensile or
compressive stresses below
proportionallim it of
material.
Modulus of
rigidity -Ratio of
unit shear stress to unit
shear strain for unit shear stress below the proportional
limit of
the 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.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-17
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 of
strength-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 it
s
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 ma
sonry
has
been placed.
Prestressed masonry -Ma
sonry in which interna!
compressive stresses have been introduced by prestressed
tendons to counteract potential tensil
e str
esses 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, use
d as a test specim
en for
determining properties ofthe
ma
sonry.
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 ow
ner 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
ma
sonry units so that
head joints in successive courses are horizontall
y offset at
least one-quarter the unit length.
Shear wall-A wa
ll, bearing or
nonbearing, designed to
resist lateral forces acting in the plane of the wall
(sometimes referred toa
s a vertical diaphragm).
Shear wall, detailed plain (unreinforced) AAC masomy
-An AAC ma
so
nry shear wall designed to res
ist lateral
forces while neglect
ing stresses in reinforcement, although
provided with mínimum reinforcement and connections.
COMMENTARY
Running bond -This Code concern
s 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 purpos
es ofth
is 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 reiriforced masonry-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 reinforced prestressed 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, if
present.
Shear wall, ordinary plain (unreinforced) prestressed
masonry -A prestressed masonry shear wall designed to
resist
lateral forces while neglecting stresses in
reinforcement, if
present.
Shear wal/, ordinary re
inforced AAC
masonry -An
AAC masonry she
ar
wall designed to resist lateral forces
while considering stresses in reinforcement and satisfying
prescriptive reinforcement and connection requirements.
Shear wall, ordinary reirifor
ced masonry -A masonry
shear wall designed to resist lateral forces while
consider
ing stresses in reinforcement and satisfying
prescriptive reinforcement and connection requirements.
Shear wall, special reiriforced masonry -A masonry
shear wall designed to resist lateral forces while
considering stresses in reinf
orcement and to satisfy special
reinforcement and connection requirements.
Shear wall, special re
inf
orced prestressed masonry -A
prestressed masonry shear wall designed to resist lateral
forces while considering stress
es 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 Cl611/C
l611M.
Spec
ial 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.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
CODE
Specified compressive strength of
AAC masonry, !'M
e­
Minimum compressive
strength, expressed as force per unit
of
net cross-sectional area, required of the AAC masonry
used in construction by the contract docum
ents, and up
on
which the project design is based. Whenever the quantity
f AA
C is under the radical sign, the square root of
numerical
va
lue 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 of
the masonry used in
construction by the contract documents, and upon which the
project design is based. Whenever the quantity f ~.
is under
the radical sign, the square root of
numerical va
l u e only is
intended and the result has units ofpsi
(MPa).
Stirrup -Reinforcement used to resist shear in
a
fl
exura( member.
Stone masonry-
Masonry composed of
field, quarried,
or
cast stone units bonded by mortar.
Stone masonry, ash/ar -Stone maso
nry composed of
rectangular units hav
ing sawed, dressed, or squared bed
surfaces and bonded by mortar.
Stone masonry,
rubble -Stone masonry co
mposed 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 pr
estressing tendon to
the masonry or concrete
member; in pretensioning, a device used to anchor
the
prest
ressin
g tendon during hardening of
ma
sonry mortar,
grout, prestressing grout, or concrete.
Tendon coupler -A device for co
nnecting tw
o tendon
ends, thereby transf
erring the prestressing force from end
to end.
Tendon jacking force -Temporary force exerted by a
device th
at introduces tension into prestressing tendons.
Thin-bed mortar-Mortar for use in
construction of
AAC
unit masonry whose joints are 0.06 in. (1.5 mm) or
less.
Ti
e,
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 of
the member.
Unbonded prestressing tendon -Pr
estressin
g 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 oft
he
reinforcing steel, ifpresent, is ne
glected.
Veneer, adhered -Masonry veneer secured to and
supported by the backing through adhesion.
Veneer, anchored -Masonry veneer sec
ured to and
supported laterally by the backing through anchors and
supported verticall
y by the foundation or
other
structural elements.
Veneer, mason
ry -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
Cl6
11/Cl611M
, that qualitatively indicates the
stability of
se
lf-consolidating grout
Wall-
A vertical element with a horizontal length to
thickness ratio greater than 3,
use
d to en
el ose space.
Wall,
load-bearing -Wall supporting vertic
al loads
greater than 200 lb/lineal ft (2919 N/m) in
addition to its
ow
n
weight.
Wa
ll
, masonry bonded hollow -A mu
ltiwythe wa
ll
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
plan e of
a cross section parallel
to the neutral axis.
Wy
the -Each continuous vertical section of
a wa
ll, one
masonry unit in thickness.
1.7-
Loading
1.7.1 General
Masonry shall be designed to resist
applicable lo
ads.
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 of
resistan ce.
l.
7.2 Load provisions
De
sign loads shall be in accordance with the legall
y
adopted building code of
which this Code forms a part, with
such live load reductions as are permitted in
the le
gall
y
adopted building code. In
the absence of design loa
ds in
the
legall
y 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 Load provisions

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-21
CODE
1.7.3 Latera/load resistance
Buildings shal l be provid
ed
with a structural system
designed to resist wind
and earthquake loads and to
accomm
odate the effect of
the resulting deformations.
1.7.4 Load
transfer at horizontal connections
1.7.4.1 Walls, columns, and pilasters shall
be
designed to resist loads, moments, and shears applied at
intersections with horizo
ntal members.
1.7.4.2 Effect of
lateral deflecti
on and translation
of
members providing lateral support shall be consid
ered.
1.7.4.3 Devices used for transferring lateral
support from members that intersect
walls, colu
mns, or
pilasters shall
be
de
signed to resist the forces involved.
1.7.5 Other effects
Considera
ti
on shall
be given to
effects of
forces and
deformations due to
prestressing, vibrations, impact,
shrinkage, expansion, temperature changes, creep, un
equal
settlement of
supports, and differential movement.
1.7.6 Latera/load
distribution
Lateral loa
ds shall be
distributed to the struct
ural
system in accordance with member stiffnesses and shall
comply with the requirements ofthis
section.
l.
7.6.1 Flanges of
intersecting wall
s de
signed in
accordance with Section 1.9.4.2 sha
ll be included in
stiffness determination.
1.7.6.2 Distribution of
load shall be consistent
with the forces resisted by foundations.
1.7.6.3 Distribution of
load sha
ll
include the
effect of
horizontal torsion of
the structure due to
eccentricity of
wind or
se
ismic loads resulting from the
non-uniform distribution of mass.
COMMENTARY
1.7.3 Latera/load resistance
Lateral load resistance must be provid
ed by a braced
structural system. Partitions, infill panels, and similar
elements may not be a part of
the lateral-
force-resisting
system if
isolated. However, when they re
sist
lateral forces
dueto
their rigidity, they should be consi
dered in
analysis.
1.7.4 Load
transfer at horizontal connections
Masonry walls, pilasters, and columns may be
connected to horizontal elements of
the structure and may
rely on the latter for lateral support and stability. The
mechanism through which the interconnecting forces are
transmitted may involve bond, mechanical anchorage,
friction, bearing, or
a combination thereof. The designer
must assure that, regardless of
the type of
connect
ion, the
interacting forces are safely resisted.
In flexible frame construction, the relative
movement
(drift) between floors may generate forces within the
members and the connections. This Code requires the
effects ofthese
movements to be considered in design.
l.
7.
5 Other effects
Service loads are not the so le source of
stresses. The
structure must also resist forces from the sources listed.
The nature and extent of
sorne of
these forces may be
greatly influenced by the choice of
materials, structural
connections, and geometric configuration.
1.7.6 Latera/load distribution
The design assumptions for masonry buildings include
the use of
a lateral-force-resisting system. The distribution of
lateral loads to the members of the lateral-force-resisting
system is a function of
the rigidities of
the structural system
and of
the horizontal diaphragms. The method of
connection
at intersecting walls and between walls and fl
oor and roof
diaphragms determines if
the wall participates in
the lateral­
force-resisting system. Lateral loads from wind and seismic
forces are normally considered to act in
the direction of
the
principal axes ofthe
structure. Lateralloads may cause forces
in
walls both perpendicular and parallel to the direction ofthe
load. Horizontal torsion can be developed due to eccentricity
ofthe
applied load with respect to the center ofrigidity.
The analysis of
lateral load distribution should be in
accordance with accepted engin
eering procedures. The
analysis should
rationally consider the effects of
openings in
shear walls and whether the masonry above the openings
allows them to act as coupled shear walls. See Figure CC-
1.
7-1.
The interaction of
coup
led shear walls is
complex and
further information may be obtained from Reference 1.4.
Computation of
the stiffuess of
shear walls should
consider shearing and fle
xura!
def
ormations. A guide for
sol id
shear walls (that is, with no openings) is given in
Figure
CC
-1.7-2. For
nongrouted hollow unit shear walls, the
use of
equivalent solid thickness ofwall
in
computing web stiffuess
is
acceptable.

C-22 TMS 402-11
/A CI 530-11
/ASCE 5-11
COMMENTARY
ElevationofCoupled
ShearWall
Elev
ation ofNoncoupled ShearWall
Figure CC-1. 7-1
-Coup/ed and
noncoupled shear wal/s
hld<0.25
(a) Shear Stiffness
Pred o minales
CODE
t-
d----1
1
0.25 S h/d
S 4.0
(b) Both ShearStiffness
and Bendin
g St
iffness
are Importan!
h
J
Figure CC-1. 7-2 -Shear wa/1
stiffness
hld>4
(e) Bending Stiffness
Predominates
COMMENTARY
1.8-
Materia
l properties 1.8 -Material properties
1.8.1 General 1.8.1 General
Unless otherw
ise determined by test, the fo
ll
owing
moduli and coefficients shall be used in
determining the
effects of
elastic
ity, temperature, moisture expansion,
shrinkage, and
creep.
Proper evaluation of
the building material movement
from all
sources is an important element of
masonry
design. Clay masonry and concrete masonry may behave
quite differently under normal loading and weather
conditi
ons. The committee has extensively studied
available research information in the development ofthese
material pr
operties. However, the Committee recognizes
the need for further research on this subject. The designer
is encouraged to review industry standards for further
design information and movement joint locations. Material
properties can be determined by appropri
ate tests of
the
materials to be used.

BUILDING
CODE
REQUIREMENTS FOR MA
SONRY STR
UCTURES AN
O COM
MENTA
RY C-23
CODE
1.8.2 Elastic moduli
1.8.2.1 Steel reinforcement -Modu1us of
e1asticity of
stee1
reinforcement shall be taken as:
E.= 29,000,000 psi (200,000 MPa)
1.8.2.2 C/ay and concrete masonry
1.8.2.2.1 The design of
clay and concrete
masonry
shall
be based on the foll
owing modu1
us
of
e1asticity valu
es:
Em
= 700 f'm for el
ay masonry;
E., = 900 f'm for concrete masonry;
or
the chord modulus of
elasticity taken between 0.05 and
0.33 of
the maximum compressive st
rength of
each prism
deterrnined by test in accordance with the prism test
method, Article 1.4
B.3 ofTMS
602/ACI 530.1/ASCE 6,
and ASTM E1
11.
1.8.2.2.2 Modulus of
rigidity of
clay
maso
nry and concrete masonry shall
be taken as:
Ev
= 0.4Em
1.8.2.3 AAC
masonry
1.8.2.3.1 Mo
dulus of
elasticity of
AAC
masonry sha
ll
be taken as:
EAA
c-
6500 (f'AA
c )
06
1.8.2.3.2 Mod
ulus of
rigidity of
AAC
masonry shall
be taken as:
Ev=
0.4 EAA
c
1.8.2.4 Grout -Modulus of
elasticity of
grout
shall
be taken as 500 /'
g-
COMMENTARY
1.8.2 Elastic moduli
Modulus of
elasticity for clay and concrete masonry
has traditionally been taken as 1000 f '.,
in
previous
masonry codes. Researchu.
1.
6
has indicated, however, that
there is a large variation in the relationship of
elastic
modulus versus compressive strength of
masonry, and that
lower values may be more typical. However, differences in
procedures between one research investigation and another
may account for much of
the indicated variation.
Furthermore, the type of
elastic moduli bei
ng reported (for
example, secant modulus, tangent modu1us
, or chord
modulus) is not a1ways
identified. The committee decided
the most appropriate e1astic modu1us for allowab1e-stress
design purposes is the s1ope
of
the stress-strain curve below
a stress va1ue
of
0.33/
~
•. The va1ue
of
0.33/~.
was
originally chosen because it was the allowab1e compressive
stress prior to the 2011 Code. The committee did not see the
need to change the modu1us with the in
crease in allowab1e
compressive stress to 0.45 f ~
in
the 20 ll
Code because
previous code editions a1so
allowed the allowable
compressive stress to be increased by one-third for load
combinations including wind or seismic 1oads and the
all
owab1e moment capacity using allowable stress design is
not significantly affected by
the va1ue
of
the masonry
modu1us
of
elasticity. Data at the bottom of
the stress strain
curve may be questionab1e due to the seating effect of
the
specimen during the initia1
1oading phase if
measurements
are made on the testing machine platens. The committee
therefore decided that the most appropriate elastic modulus
for design purposes is the chord modulus from a stress
va1ue of
5 to 33 percent of
the compressive strength of
masonry (see Figure CC-1.8
-1)
. The terrns chord modulus
and secant modulus have been used interchangeably in the
past. The chord modulus, as used here, is defmed as the
s1ope
of
a line intersecting the stress-strain curve at two
points, neither of
which is
the origin of
the curve.
For
clay and concrete masonry, the elastic modulus is
deterrnined as
a function of
masonry compressive strength
using the re1ations developed from an extensive survey of
modu1us
data by Wolde-Tinsae et al. u and results ofa
test
program by Colvill
e et al1.
6
. Code values for Em
are
higher
than indicated by a best fit of
data relating Em
to the
compressive strength of
masonry. The higher Code va1ues
are based on the fact that actual compressive strength
significantly exceeds the specified compressive strength of
masonry,f
~.,
particularly for el
ay masonry.
By using the Code values, the contribution of
each
wythe to composite action is more accurately accounted
for in design ca1cu1ations than wou1d
be the case if the
e1astic modulus of
each part of
a composite wall were
based on
one specified compressive strength of
masonry.

C-24
CODE
TMS 402-
11
/A CI 530-11
/ASCE 5-11
COMMENTARY
Compressive Strength
Strain
Compressive
Strength
Compressive
Stren th
Figure CC-1.8-1
-Chord modulus of
elasticity
The modulus of
elasticity of
autoclaved aerated concrete
(AAC) masonry depends almost entirely on the modulus of
elasticity of
the AAC material itself. The relationship
between modulus of
elasticity and compressive strength is
given in
References 8.3
and 8.4.
The modulus of
elasticity of
a grouted assemblage of
clay or
concrete masonry can usually be taken as a factor
multiplied by the specified compressive strength,
regardless of
the extent of
grouting, because the modulus
of
elasticity ofthe
grout is usually close to that ofthe
clay
or concrete masonry. However, grout is usually much
stiffer than the AAC material. While it is
permissible and
conservative to compute the modulus of
elasticity of
a
grouted assemblage of
AAC masonry assuming that the
modulus of
elasticity of
the grout is
the same as that of
the
AAC material, it is
also possible to recognize the greater
modulus of
elasticity of
the grout by transforming the
cross-sectional area of
grout into an equivalent cross­
sectional area of
AAC, using the modular ratio between
the two materials.
Beca use the inelastic stress-strain behavior of
grout is
generally similar to that of
clay or
concrete masonry,
calculations of
element resistance (whether based on
allowable-stress or strength design) usually neglect
possible differences in
strength between grout and the
surrounding masonry. For
the same reasons noted above,
the stress-strain behavior of
grout usually differs
considerably from that of
the surrounding AAC material.
lt
is
possible that these differences in stress-strain
behavior could also be considered in computing element
resistances. Research is
ongoing to resolve this issue.
The relationship between the modulus ofrigidity and the
modulus of
elasticity has historically been given as
0.4 Em.
No
experimental evidence exists to support this relationship.

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY C-25
CODE
1.8.3 Coefficients ofthe
rmal
expansion
1.8.3.1 Clay masomy
k
1 = 4 x 10-6
in./in./°F (7.2 x 10-6
mm/mm/
0
C)
1.8.3.2 Concrete masonry
k¡
= 4.5
X 1 0'
6
in
.f
in
./
0
f (8.1 X J 0'
6
mm/mm/
0
C)
1.8.3.3 AAC
masonr
y
k
1 = 4.5
x 10'
6
in./in./ °F (8.1 x 10
'
6
mm/mm
/
0
C)
1.8.4 Coefficient of
moisture expansionfor clay
masomy
k.=
3 x 10"
4
in./in. (3 x 10-4
mm/mm)
1.8.5 Coefficients of
shrinkage
1.8.5.1 Concrete masonry
km
= 0.5 S¡
1.8.5.2 AA C masonry
km
= 0.8 E:c
) l 00
where &es
is determined m accordance with
AST
M C1386.
1.8.6 Coefficients of
creep
1.8.6.1 Clay masonry
kc = 0.7 x 10
·
7
, per psi (0.1 x 10"
per
MPa)
1.8.6.2 Concrete masonry
kc = 2.5 x 10
·
7
, per psi (0.36 x 10-4,
per MPa)
1.8.6.3 AAC
masonry
kc = 5.0 x 10·
7
, per psi (0.72 x 10-4,
per MPa)
COMMENTARY
1.8.3 Coefficients ofth
erma/ expansion
Temperature changes cause material expansion and
contraction. This material movement is theoretically
reversible. These thermal expansion coefficients are
sl
ightly higher than mean values for the
assemblageu·
Ls
. ¡_
9
.
Thermal expansion for concrete masonry varíes with
aggregate type1.
7
• LIO
_
Thermal expansion coefficients are given for AAC
masonry in Reference 1.11.
1.8.4 Coefficient of
moisture expansion for clay masonry
Fired clay products expand upon contact with moisture
and the material does not return to its or
iginal size upon
dryingLs, ¡_
9
• This is a long-term expansion as clay particles
react with atmospheric moisture. Continued mo
isture
expansion of
clay masonry units has been reported for 7Vz
years1.1
2
. Moisture expansion is not a design consideration
for concrete masonry.
1.8.5 Coefficients of
shrinkage
1.8.5.1 Concrete masonry -Concrete masonry
is a cement-based material that shrinks due to moisture loss
and carbonation
1.1°
. The total li
near drying shrinkage is
determin
ed in
accordance with ASTM C426. The
maximum shrinkage all
owed by ASTM specifications for
concrete masonry units (for example, ASTM C90), other
than calcium silicate units, is
0.065%. Further design
guidance for estimating the shr
inkage due to moisture loss
and carbonation is available
1 13
• 1.1
4
• us.
The shrinkage of
clay masonry is negligible.
1.8.5.2 AAC
masonry-
At time of
production,
AAC masonry typically has a moisture content of
about
30%. That value typicall
y decreases to 15% or
less within
two to three months, regardless of
ambient relative
humidity. This process can take place during construction
or prior to deli
very. ASTM
C1386 evaluates AAC
material char
acteri
stics at moisture contents between 5%
and 15%, a range that typifies AAC
in
service. The
shrinkage coefficient of
thi
s section reflects the change in
strain li
kely to be encountered within
the extremes of
moisture content typicall
y encountered in
service.
1.8.6 Coefficients of
creep
When continuously stressed, these materials gradually
deform in
the di
rection of
stress application. This movement
is referred to as creep and is
load and
time
dependentu
o,
1.1
6
• 1.1
1
• The values given are maximum values.

C-26
CODE
1.8. 7 Prestressing
steel
Modulus of
elasticity shall
be determined by tests. For
prestressing steels not specifically li
sted in
ASTM
A416/A
416M, A42
1/A421M, or
A722/A722M, tensile
strengt
h and relaxation losses shall
be determined by tests.
1.9 -Section properties
1.9.1 Stress computations
1.9.1.1 Members shall be designed using
section properties based on the m1mmum net cross­
sectional area of
the member under consideration. Section
properties shall be based on specified dimensions.
1.9.1.2 In members designed for composite
action, stresses shall be computed usin
g section properties
based on the mínimum transformed net cross-sectional
area of
the composite member. The transformed area
concept for elastic analysis, in which areas of
dissimilar
materials are transform
ed in accordance with relat
ive
elastic moduli ratios, shall apply.
TMS 402-1
1/ACI530-11/ASCE 5-11
COMMENTARY
1.8.7 Prestressing steel
The material and section properties of
prestressing
steels
may vary with each manufacturer. Most significant
for design are the prestressing tendon's cross section,
modulus of
elasticity, tensile strength, and stress-relaxation
properties. Va
lues for these properties for various
manufacturers' wire, strand, and bar systems are given
elsewhere
117
. The modulus of
elasticity of
prestressing steel
is
often taken egua] to 28,000 ksi (193,000 MPa) for design,
but can vary and should be verified by the manufacturer.
Stress-strain characteristics and stress-relaxation properties
of
prestressing steels must be determined by test, because
these properties may vary between different steel
forros
(bar, wire, or strand) and types (mild, high strength, or
stainless ).
1.9 -Section properties
1.9.1 Stress computations
Mínimum net section is often difficult to establish in
hollow unit masonry. The
designer may choose to use the
mínimum thickness of
the face shells of
the units as the
mínimum net section. The mínimum net section may
not
be the same in
the vertical and horizontal directions.
For
masonry of
hollow units, the mínimum cross­
sectional area in
both directions may conservatively be
based on the mínimum face-shell thicknessu
8
.
Sa
lid clay masonry units are permitted to have coring
up
to a maximum of
25 percent of
their gross cross­
sectional area. For such units, the net cross-sectio
nal
area
may be taken as egua! to the gross cross-sectional area,
except as provided in
Section 2.1.5.2.2(c) for masonry
headers. Severa! conditions of
net area are shown in
Figure
CC
-1.9-1.
Sínce the elastic
properties of
the materials used in
members designed for composite action differ, egua!
strains produce different levels of
stresses in
the
components. To compute these stresses, a convenient
transformed section with respect to the axis of
re
sistance
is
considered. The resulting stresses developed in
each
fiber are related to the
actual stresses by the ratio E1 1 Ex
between the moduli of
elasticíty of
the most deformable
material in the member and of
the materials in the fiber
considered. Thus, to obtain the transformed section, fibers
of
the actual section are conceptually widened by the ratio
Ex
iE
1
• Stresses computed based on the section properties
of
the transformed section, with respect to the axis of
resistance considered, are then multiplied by Ex
iE
1 to
obtain actual stresses.

BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTARY C-27
COMMENTARY
Brick Morethan 75% So
lid
Net Are a Eq
u al
s Gros s Are a
Hollow Unit Fu
ll Mortar Bedding
(RequiresAiignment ofCrosswebs)
Ho llow
Un
it
Fa
ce Shell Mortar Bed
d ing
Figure CC
-1.
9-1
-Net cross-sectional are as
CODE
1.9.2 Stiffness
Computation of
stiffuess based on uncracked section is
pennissible.
Use ofthe
average net cross-sectional area of
the
member consid
ered in
stiffuess computations is pennitted.
1.9.3 Radius of
gyration
Radius of
gyration shall be computed using average
net cross-sectional area oft
he member considered.
COMMENTARY
1.9.2 Stiffness
Stiffuess is a function of
the extent of
cracking. The
Code equations for design in
Section 2.2, however, are
based on the member's uncracked moment of
inertia. Also,
sin
ce the extent of
tension cracking in shear walls is
not
known in
advance, this Code allows the detennination of
stiffuess to be based on uncracked section properties. For
reinforced masonry, more accurate estimates may result if
stiffness approximations are based on the cracked section.
The section properties of
masonry members may
vary
from point to point. For
example, in a single-wythe
concrete masonry wall made of
hollow ungrouted units,
the cross-sectional area varies through the unit height.
Al
so, the distribution of
material varies along the length of
the wall or
unit. For
stiffness computations, an average
value of
the appropriate section property ( cross-sectional
area or
moment of
inertia) is considered adequate for
design. The average net cross-sectional area of
the
member would
in tum be based on average net cross­
sectional area values of
the masonry units and the mortar
joints composing the member.
1.9.3 Radius of
gyration
The radius of
gyration is
the square root of
the ratio
of
bending moment of
inertia to cross-sectional area.
Sin
ce stiffness is based on the average net cross-sectional
area of
the member considered, this same area should be
used in
the computation of
radius of
gyrati
on.

C-28
CODE
1.9.4 lntersecting walls
1.9.4.1 Wall intersections shall
meet one of
the
following requirements:
(a) Design shall
conform to the pro
visions ofSection 1.9.4.2.
(b) Transfer of
shear between wa
lls shall
be prevented.
1.9.4.2 Design ofwall
intersection
1.9.4.2.1 Masonry shall be in
running bond.
1.9.4.2.2 Flanges shall be considered
effective in
resisting applied loads.
1.9.4.2.3 The
wi
dth of
fiange considered
effect
ive on
each side of
the web
sha
ll be the smaller
of
the
actua
l fiange
on either
side
of
the web
wa
ll
or
the foll
ow
ing:
(a) 6 multiplied by the nominal flange thickness for
unreinforced and reinforced masonry, when the
fl
ange is in
compression
(b) 6 multiplied by the nominal fiange thickness for
unreinf
orced masonry, when the fiange is in flexura!
tension
(e) 0.75 multiplied by the fi
oor-to-floor wall
height for
reinforced ma
sonry, when the flange is in
fl
exura!
tension.
The effective fiange width shall not
extend past a
movement joint.
1.9.4.2.4 De
sign for shear, including the
transfer of
shear at interfaces, shall conform to the
requirements of
Section 2.2.5; or
Section 2.3.6; or
Sections 3.1.3 and 3.3.4.1.
2;
or
Sections 3.1.3 and 3.2.4;
or
Section 4.6; or Section 8.1.3 and 8.3.4.1.2.
1.9.4.2.5 The connection of
intersecting
wa
ll
s shall
conform to one oft
he following requirements:
(a) At least fifty percent of the masonry units at the
interface shall interlock.
(b) Walls shall
be anchored by steel connectors grouted
into the wall and
meeting the foll
owing requirements:
(1) Minimum size:
1
/4 in. x 1
1
/2 in. x 28
in.
(6.4 mm
x 38
.1
mm x 711 mm) including 2-in.
(50.8-mm) long, 90-degree bend at each end to
form a U or
Z shape.
(2) Maximum spacing: 48 in. (1219 mm).
(e) lntersecting rein
forced bond beams shall
be provided
at a maximum spa
cing
of
48 in.
(1219 mm) on
center. The area of reinforcement in
each bond beam
shall not be less than 0.1 in.
2
per ft
(211
mm
2
/m)
multiplied by the ve
rtical spacin
g ofthe
bond beams
in
feet (meters). Reinf
orcement shall be developed
on each side oft
he intersecti
on.
TMS 402-11/ACI530-11
/ASCE
5-11
COMMENTARY
1.9.4 lntersecting walls
Connections of
webs to flanges of
walls may be
accomplished by running bond, metal connectors, or bond
beams. Achieving stress transfer at a T intersection with
running bond only is difficult. A running bond connection
should be as shown in
Figure CC-1.9-2 with a "T
"
geometry o ver their intersection.
The alternate method, using metal strap connectors, is
shown in
Figure CC-1.9-3. Bond beams, shown in
Figure
CC-1.9-4, are the third means of
connecting webs to
flanges.
When the flanges are connected at the intersection,
they are required to be included in
the design.
The effective width ofthe
flange for compression and
unreinforced masonry in
flexura] tension is
based on
shear-lag effects and is a traditiona1 requirement. The
effective width of
the flange for reinforced masonry in
flexura] tension is based on the experimental and
analytical work of
He
and Priest1eyu
9
• They showed that
the shear-lag effects are significant fo
r uncracked walls,
but become less severe after cracking. He and Priestleyl.l
9
proposed that the effective width of
the flange be
determined as:
¡
11
1,
1
= o.75h+0.51
1
2.5h
11
1 h 5,
1.5
1.5 < 11 1 h 5,
3.5
11 1 h > 3.5
where l.r is the effective flange width, Iris
the width of
the
flange, and h is height of
the wall. These equations can
result in effective flange widths greater than 1.5 times the
height ofthe
wall. However, a limit ofthe
effective flange
width of
1.5
times the wall height, or
:Y.
of
the wall height
on either side of
the web, is provided in the code. This
limit was chosen since the testin
g by He and Pr
iestleyu
9
was limited to a flange width of
1.4 times the wall height.
Designers are cautioned that longitudinal reinforcement
just
outside the effective flange width specified by the
code can affect the ductility and behavior of
the wall.
Any
participation by the reinforcement in resisting the load can
lead to other, more brittle, failure modes such as
shear or
crushing ofthe
compression toe.

BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTARY C-29
COMMENTARY
ShearWall
Figure CC
-1.9
-2-Running bond lap at intersection
'1'-1
S"
rt'rt')
"
() 1{t' 1 1 ,.!.
'2.
(\·
~
1 J1
i :¡A(\· ~10
n.
(Je
'htr¡
Metal Strap Connector
Y.
in. Thick (6.4 mm)
Mínimum Dimensions
Metal Straps al
4ft
(1
.2 m) o.
c. Vert.
Grouted Cells
'-"'V'J
Flange
~
ShearWall
Sectional Elevation
Figure CC
- 1.9-3 -Metal straps and
grouting at
wall intersections
CODE
1.9.5 Bearing area
The bearing area, Abr,
for concentrated loads shall not
exceed the fo
ll
owing:
(a) A¡
~
A2l
A¡
(b) 2A
1
The area, A2• is the area of
the lower base
of
the
largest frustum of
a right pyramid or
cone that has the
loaded area, A
1
• as its upper base, slopes at 45
degrees
from the horizontal, and is wholly contained within the
support. For
walls not laid in
running bond, area A2 shall
terminate at head joi
nts.
COMMENTARY
1.9.5 Bearing area
When the supporting masonry area, A
2
, is larger on all
sides than the loaded area, A1, this Code allows
distribution of
concentrated loads over a bearing area Abn
larger than A
1
• The area A
2 is determined as illustrated in
Figure CC-1.9-5. This is permissible because the
confinement of
the bearing area by surrounding masonry
increases the bearing capacity of
the masonry under the
concentrated loads. When the edge of
the loaded area, A¡,
coincides with the face or
edge ofthe
masonry, the area A2
is equal to the loaded area A1•

C-30
l
Plan
COMMENTARY
TMS 402-11/ACI 530-11/ASCE 5-11
Reinforcement in
accordance
with Code Section 1.9.4.2.5(c)
Either open cell bond beam
units or solid bottom lintel units
may be used.
Figure CC-1.
9-4 -Bond be a m al wa/1
intersection
Loaded A rea, A
1
This Perimeter of
Are a
A
2 is
Geometrically
similar to and
Concentric with the
Loaded Area, A
1
Section A -A
Figure CC-1
.9
-5
-Bearing areas
45
Degrees
A
2
is Measured on
this Plane

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-31
CODE
1.9.6 Eflective compressive width per bar
1.9.6.1 For masonry not laid in
running bond
and having bond beams spaced not more than 48
in. ( 12 19
·mm) center-to-center, and for masonry laid in
running
bond, the width of
the compression area used to calculate
element capacity shall not
exceed the least of:
(a) Center-to-center bar spa
cing.
(b) Six multiplied by the nominal wall thickness.
(e) 72 in
. (18
29 mm).
1.9.6.2 For
masonry not laid in
running bond
and having bond beams spaced more than 48 in.
( 1219 mm) center-to-center, the width of
the compression
area used to calculate element capacity shall not exceed
the length ofthe
masonry
unit.
COMMENTARY
1.9.6 Effective compressive width per bar
The
effective width of
the compressive area for each
reinforcing bar must be established. Figure CC-1.9-6
depicts the limits for the conditions stated. Limited
researchl.
20
is
available on this subject.
The
limited ability of
head joints to transfer stress
when masonry is not
laid in
running bond is
recognized by
the requirements for bond beams. Open end masonry units
that are fully grouted are assumed to transfer stress as
indicated in Section 2.2.5.2(d), as for running bond.
The center-to-center bar spacing maximum is a limit
to
keep from overlapping areas of
compressive stress.
The 72-in. (1829-mm
) maximum is an empirical choice
ofthe
committee.
'Jii5
·:·.·:.:
S ii:J::
··.·:.
·:.·.·
..
. ..
. ....
.
- ..
...
. ·:·~·:·:..
..
....
·.
~
...
.
L ·.··.·
..
·.......
· ...........
.. .
~
Length of
Unit ----1
For masonry not laid in
running bond with bond beams spaced
less than or
equal to 48 in
. (1219 mm) and running bond
masonry, b equals the lesser of:
b=s
b = 6t
b = 72 in.
(1829 mm)
For masonry not laid in
running bond with bond beams spaced
greater than 48 in
. (1219 mm), b equals the lesser of:
b=s
b = length of unit
Figure CC-1.9-6-
Width of
compression area

C-32
CODE
1.9.7 Concentrated loads
1.9.7.1 Concentrated loads shall not be distributed
over a length greater than the mínimum ofthe following:
(a) The
length of
bearing area plus the length determined
by
considering the concentrated load to be dispersed
along a 2 vertical: 1 horizontal Iine. The
dispersion
shall termínate at half
the wall height, a movement
joint, the end of
the wall, or an opening, whichever
provides the smallest length.
(b) The center-to-center distan ce between concentrated loads.
1.9.7.2 For walls not laid in
running bond,
concentrated loads shall not be distributed across head joints.
Where concentrated loads acting on such walls are applied to
a bond beam, the concentrated load is
permitted to be
distributed through the bond beam, but shall not be
distributed across headjoints below the bond beams.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
1.9.7 Concentrated loads
Reference 1.21
reports the results of
tests of
a wide
variety of
specimens under concentrated loads, including
AAC masonry, concrete block masonry, and clay brick
masonry specimens. Reference 1.21 suggests that a
concentrated load can be distributed at a 2:1
slope,
terminating at half
the wall height, where the wall height
is from the point of
application of
the load to the
foundation. Tests on the load dispersion through a bond
beam on top of
hollow masonry reported in Reference
1.22 resulted in an angle from the horizontal of
59° for a
1-course CMU bond beam, 65° for a 2-course CMU bond
beam, and 58° for a 2-course clay bond beam, or
approximately a 2:
1 slope. For simplicity in
design, a 2:1
slope is used for all cases of
load dispersion of
a
concentrated load.
Code provisions are illustrated in Figure CC-1.9-7.
Figure CC-1.9-7a illustrates the dispersion of
a
concentrated load through a bond beam. A hollow wall
would be checked for bearing under the bond beam using
the effective length. Figure CC-1.9-7b illustrates the
dispersion of
a concentrated load in the wall. The effective
length would be used for checking the wall under the axial
force. A wall may have to be checked at severa! locations,
such as
under a bond beam and at
midheight.

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO
COMMENTARY
COMMENTARY
Check bearing on
hollowwall
Load
is
Bond Beam
4+---+-
dispersed-+--
-+•

t--r-L-w--,--.__...,.._.__...,.....--J.__""T""--1 at a 2:1 t---h--1----11--"r""ll-----!
1
1
1
1
1
1
1
1
1
Ru
nning bond
slope
Load
dispersion
terminales at head
joints for masonry not
laid in
running bond
Not laid
in running bond
(a) Distribution of
concentrated load through bond beam
Load Load
1
Load
J
, ..
J
l l
1
rlWfl
~2
f~
1
l ~1
r
11
_l l
'1 1
1
1 1 1 l
1 1 l
1 1
1
1 1 1
1 1 l
1 1 1 1 1
..E
ffecti
ve
Length
Effective
Eff
ective
Le
ngth Length
1' '
Load Load
~
·'....1..
1~
,2
1
,L,
1
r
1~
t-
2
l
~
~1
l
1
1
l
1
1
_l
1
1
1
1
Effective
Effect
ive
.,
Length Length
(b) Distribution of
concentrated load in wall
Figure CC-1
.9-7. Distribution ofconcentrated /oads
1
C-33
1
1

C-34
CODE
1.1 O-
Connection
to
structural
trames
Masonry walls shall not be connected to structural
frames unless the connections and walls are designed to
resist design interconnecting forces and to accommodate
calculated detlections.
TMS 402·11IACI 530-111ASCE 5-1
1
COMMENTARY
1.10 -Connection
to
structural
trames
Exterior
masonry walls connected to structural frames
are used primarily as nonbearing curtain walls. Regardless
of
the structural system used for support, there are
differential movements between the structure and the wa
ll.
These differential movements may occur separately
or
in
combination and may be due to the following:
1)
Temperature increase or
decrease of
either the
structural frame or
the masonry wall.
2) Moisture and freezing expansion of
brick or
shrinkage of
concrete block walls.
3) Elastic shortening of
columns from axial loads,
shrinkage, or
creep.
4) Detlection of
supporting beams.
5) Sidesway in multiple-story buildings.
6) Foundation movement.
Since the tensile strength of
masonry is low, these
differential movements must be accommodated by
sufficient clearance between the frame and masonry and
flexible or
slip-type connections.
Structural frames and bracing should not be infilled
with masonry to increase resistance to in
-plane lateral
forces without considering the differential movements
li
sted above.
Wood, steel, or
concrete columns may be surrounded
by masonry serving as a decorative element. Masonry walls
m ay be subject to forces as a result of
their interaction with
other structural components. Since the masonry element is
often much stiffer, the load will be carried primarily by
the
masonry. These forces, if
transmitted to the surrounding
masonry, should not exceed the allowable stresses of
the
masonry. Altemately, there should be sufficient clearance
between the frame and masonry. Flexible ti es should be
used to allow for the deformations.
Beams or
trusses supporting masonry walls are
essentially embedded, and their detlections should be
limited to
the allowable deflections for the masonry being
supported. See Section 1.13.1.4 for requirements.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURE
S ANO CO
MMENTARY C-35
CODE
1.11-
Masonry not
laid in
running
bond
For masonry not laid in
ru
nnin
g bond
, the mi
nimum
area of
horizontal reinforcement shall
be
0.00028
multipl
ied by
th
e gross ve
rti
cal cross-sectional area of
the
wall
usin
g specified dimensions.
Horizont
al rein
fo
rcement
shall
be placed at a ma
ximum spacing of
48
in
.
(1219 mm) on cen
ter in
horizontal mortar joints or in
bond
beams.
Typical
Running
Bond
Brick
Units
Overlap
COMMENTARY
1.11 -Masonry
not
laid in
running
bond
The requirements for
masonry laid in
running bond
are shown in Figure CC
-1
.11-1. The amount of
horizontal
reinforcement re
quired in
masonry not laid in
running
bond is
a prescriptive amount to provide continuity ac
ross
the head joints. Because lateral loads are reversibl
e,
reinforcement should either be
centered in
the element
thickness by
placement in
the center of
a bond beam, or
should be symmetrically located by
placing multiple bars
in
a bond beam
or by
using joint reinforcement in
the
mortar bed along each face shell. Th
is reinforcement can
be also used to resist load.
Although continuity across head joints in
masonry not
laid in
running bond is
a concern for AAC masonry as
we
ll
as masonry of
el ay or concrete, the use of
horizontal
reinforcement to enhance continuity in
AAC masonry is
generally practica(
only by the use ofbond
beams.
1
Typ
ical
Runn
ing
Bond
Concrete
Masonry
Units
1
- ·
Umt
Length
--
f-
Masonry
is
considered
to
be
laid
in
runn
ing
bond
when
units
ove
rlap
a mínimum
of
Y.
of
the
unit
length
1/4 Unit
Ove
rla
p
Figure CC-1.11-1 -Running bond masonry

C-36
CODE
1.12-
Corbels
1.12.1 Load-bearing corbels
Load-bearing corbels shall be designed in accordance
with Chapter 2, 3 or 4.
1.12.2 Non-load-bearing corbels
Non-load-bearing corbels shall be designed in
accordance with Chapter 2, 3 or
4 or detailed as follows:
(a) Solid masonry units or hollow units filled with mortar
or
grout shall be used.
(b) The maximum projection beyond the face of
the wall
shall not exceed:
(1) one-half the wall thickness for multiwythe walls
bonded by
mortar or grout and wall ties or
masonry headers, or
(2) one-half the wythe thickness for single wythe
walls, masonry bonded hollow walls, multiwythe
walls with open collar joints, and veneer walls.
(e) The maximum projection of
one unit shall not exceed:
(1) one-halfthe nominal unit height.
(2) one-third the nominal thickness of
the unit or
wythe.
(d) The
back surface of the corbelled section shall
remain within 1 in. (25.4 mm) ofplane.
TMS 402-11/ACISJ0-11/ASCE 5-11
COMMENTARY
1.12-
Corbels
The
provision for corbelling up to one-half ofthe
wall
or wythe thickness is theoretically valid only if
the
opposite side of
the wall remains in
its same plane. The
addition of
the 1-in. (25.4-mm) intrusion into the plane
recognizes the impracticality of
keeping the back surface
plane. See Figure CC-1. 12-1
and CC-1.12-2 for maximum
permissible unit projection.

BUILDING
CODE REQUIREMENTS FOR MA
SONR
Y ST RUCTURES ANO COMMENTA
RY
a + 1 in. (25 mm)
~~
r-
COMMENTARY
Limitations on Corbelling:
p$hl2
pS
d/3
Where
:
Pe
Allowable total hor
izontal projection of
co
rbelling
p Allowable projection of
one
unit
nominal wall thickness
d nominal unit
thickness (specified thickness plus the
thickness of
one mortar joint
)
h nominal unit
height
(specified height
plus
the thickness of
one mortar joint
Note: Neither ties nor headers shown.
Figure CC-1.12 -1
-Limits on corbelling in so/id walls
Limitations on Corbelling:
p s h / 2
ps
d 13
Where:
Pe = Allowable total horizontal projection
of corbelling
p = Allowable projection of one unit
d = Nominal unit thickness (specified thickness plus
the th
ickness of
one mortar joint)
h = Nominal unit height (specified height plus the
thickness of
one mortar joint)
a = Air space thickness
Ties shown for illustration only
Figure CC
-1
.12-2-Limits on corbelling in walls with air space
C-37

C-38
CODE
1.1
3-
Beams
Design of
beams shall meet the requirements of
Section 1.13 .1 or
Section 1.13 .2. Design of
beams shall
al
so
meet the requirements of
Section 2.3, Section 3.3 or Section
8.3. Design requirements for masonry beams shall
ap
ply to
masonry lintels.
1.13.1 General beam design
1.13.1.1 Span length -Span length shall be in
accordance with the following:
1.13.1.1.1 Span length of
beams not
built
integrally with supports shall be taken as the clear span
plus depth of
beam, but need not exceed the distance
between centers of
supports.
1.13.1.1.2 For
determination of
moments
in
beams that are continuous over supports, span length
shall be
taken as the distan ce between centers of
supports.
1.13.1.2 Lateral support -The compression
face of
beams shall be laterally supported at
a maximum
spacing based on the smaller of:
(a) 32b.
(b) 120b
2
/d
1.13.1.3 Bearing length -Length of
bearing
of
beams on their supports shall be a mínimum of
4 in.
(102 mm) in
the direction ofspan.
100
150
200
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
1.13-
Beams
1.13.1 General beam design
1.13.1.1 Span length
1.13.1.2 Lateral support-To minimize lateral
torsional buckling, the Code requires lateral bracing ofthe
compression face. Hansell and Winterl.
23
suggest that the
slenderness ratios should be given in terms of
Ldlb
2
.
Revathi and Menonl.
24
report on tests of
seven under­
reinforced slender concrete beams. In
Figure CC-1.13-1
, a
straight line is
fitted to the W,
.,/
W,
1 ratio vs. Ldlb
2
, where
w,.,,
is
the experimental capacity and W,
1 is the calculated
capacity based on the full cross-sectional moment
strength. W,es!Wu
equals 1 where Ldlb
2
equals 146. Based
on this, the Code limit of
120Ldlb
1
is reasonable and
slightly conservative.
1.13.1.3 Bearing length -The mínimum
bearing length of
4 in. ( 102 mm) in
the direction of
span is
considered a reasonable mínimum to reduce concentrated
compressive stresses at the edge ofthe
support.
250
300 350
Ld/t>2
Figure CC
-1.13-1 Beam capacity vs. beam slenderness

BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-39
CODE
1.13.1.4 Dejlections -Masonry beams shall be
designed to have adequate stiffness to limit detlections
that adversely affect strength or
serviceability.
1.13.1.4.1 The computed deflection of
beams providing vert
ical support to masonry designed in
accordance with Sec
tion 2.2, Section 3.2, Chapter 5, or
Section 8.2, shall
not exceed //600 under unfactored dead
plus live
loads.
1.13.1.4.2 Deflection of
masonry beams
sha
ll
be computed using the appropriate load-detlect
ion
re lationship conside
ring the actual end conditions. Unless
stiffness va
lues are obtained by
a more
comprehensive
analysis, immediate deflections shall be computed
with an
effective mome
nt of
inertia, leff• as
follows.
(Equation 1-1)
Fo
r cont
inuous beams, feff
sha
ll
be permitted to be
take
n as the average of
val u es
obtained from Equation 1-1
for the
critica
! pos
itive
and
negative
moment regions.
For
beams of
unif
orm
cross-section, leff shall
be
permitted to be taken as the
value obtained from Equation
1-1
at
midspan for sim
pl
e spans and
at
the support for
ca
ntilevers. For
masonry designed in accordance wit
h
Chapter
2, the cracking moment
, Me"
shall be computed
using the all
owab
le flexura! tensile stress taken from
Tab
le 2.2.3.2 multiplied by a factor
of
2.5. For masonry
designed in accordance with
Chapter 3,
the cracking
moment, Mcr.
sha
ll be computed using the value for the
modulus of
rupture, f,.
, taken from Table
3.1.8.2. For
masonry designed in accorda
nce with Chapter 8, the
cracking moment, Mcr.
shall be
computed using the value
for the modulus of
rupture, frAA
c. as given by Sec
tion
8.1.8.3.
1.13.1.4.3 Deflections of
reinforced
ma
sonry beams need not be checked when the span length
does not exceed 8 multiplied by the effective depth to the
reinforcement, d, in the masonry beam.
COMMENTARY
1.13.1.4 Dejlections-The
provisions of
Section
1.13 .1.4 address deflections that m ay occur at service load
levels.
1.13.1.4.1 The deflection limits apply to
beams and lintels of
all materials that support
unreinforced masonry. The
deflection requirements may
also be app
li
cable to supported reinforced masonry that
has vertical reinforcement on ly.
The
deflection limit of
//600
should preven! long-term
visible deflections and serviceability problems. In most
cases, deflections of
approximately twice this amount, or
l/300, are required before the detlection becomes
visiblel.25. This deflection limit is
for imrnediate
detlections. Creep will cause
additional long-term
detlections. A larger deflection limit of
l/480 has been
used when considering long-term detlectionst.
26
•
1.13.1.4.2 The
effective moment of
inertia
was developed to
provide a transition between the upper
and
lower bounds of
IJ~
and fe,
as a function of
the ratio
Mc/
M/
27
• This
procedure was se
lected as being
sufficiently accurate for use to control deflections1.2
8
•
Calculating a more accurate effective moment of
inertia
using a moment-curvature analysis may be desirable for
sorne circumstances.
Most
masonry beams have sorne end restraint due to
being built integrally with a wall. Tests have shown that
the
end
restraint from beams being built integrally with
walls reduces the
detlections from 20
to 45 percent of
those ofthe
simply supported specimenst.
29
•
1.13.1.4.3 Reinforced masonry beams and
lintels with span lengths of
8 times d have immediate
detlections of
approximately 1/600 of
the span lengtht.
30
.
Masonry beams and
lintels with shorter spans should have
sufficient stiffness to prevent serviceability problems and,
therefore, deflections do
not need to be checked.

C-40
CODE
1.13.2 Deep beams
Design of deep beams shall
meet th
e requirements of
Section 1.13.1.2 and 1.
13.1.3
in
additi
on to the
requirements of 1.13.2.1
through 1.13.2.5.
1.13.2.1
E.ffective span length -The effecti
ve
span length, leg;
shall be taken as the ce
nter-to-center
distance between supports or
1.15 multiplied by the clear
span, whichever is small
er.
1.13.2.2 Interna/ lever arm -Unless the
interna! lever
ar
m, z,
between the co
mpressive and tensile
forces is determined by a more comprehensive analysis, it
shall
be taken as:
(a) Fo
r simply supported spans.
/eff
(1
) When 1 ::;;
-< 2
dv
z = o.zv
.ff
+ 2d
. )
/eff
(2)When - < 1
dv
; = 0.6/eff
(b) For
cont
inuous spans
leff
( 1) Whe n 1:=;-<3
dv
leff
(2) When - < 1
dv
Z = 0.5/eff
(Equation l-2a)
(E
quation l-
2b)
(E
quati
on 1-3a)
(E
quation l-3b)
1.13.2.3 Flexura! reinforcement -Dist
ributed
horizontal tlexural reinforcement shall
be provided in th
e
tension zone of
the beam for a depth equ
al to half
of
th
e
total depth of
the beam, d •.
Th
e maximum spacing of
distributed ho
ri
zontal tlexural reinforcement shall
not
exceed one-fift
h of
the total
depth
of
the beam, d.,
nor
16
in. (406
mm). Joint reinforcement shall
be permitted to be
used as distributed hori
zontal flexura! rein
fo
rcement in deep
beams. Horizontal fl
ex
ura! reinf
orcement shall
be anchored
to develop the yield str
ength of the reinforcement at the
face of support
s
TMS 40
2-11
/AC
I 530·11/ASCE 5·11
COMMENTARY
1.13.2 Deep beams
Shear warping of
the deep beam cross section and a
combination of
diagonal tension stress and tlexural
tension stress in
the body of
the deep beam require that
these me
mbers be designed using deep beam theory when
the span-to-depth ratio is withi
n the limits given in
the
defmition of
deep beams. The provisions for deep beams
were developed based on requirements and
recommendations m other codes and m the
literature1.
26
• 1.31-LJ?.
1.13.2.1 E.ffective span /ength
1.13.2.2 Interna/ lever arm -The theory used
for design of beams has limited applicability to deep
beams. Specifi
cally, there will be
a nonlinear distribution
of
strain in
deep beams. The
intemal lever arm, z, between
the centroid of
the interna! compressive forces and the
interna! tensile forces will
be less than that calculated
assuming a li
near strain distribution. The Code equati
ons
fo
r intern
a! lever arm, z, can be used with either allowable
stress design or strength des
ign. Fo
r all
owable st
ress
design, z is commonly known as jd, and fo
r strength
design, z is commonly known as d-(a/2). The interna!
lever arm provisions in
the Codeare
based on Ref. 1.33.
1.13.2.3 Flexura/ reinjorcement The
distribution of
tensile stress in a deep beam is generally
such that the lower one
-half
of
the beam is required to
have distributed flexura! reinforcement. However, other
loa
ding conditions, such as uplift, and support conditions,
such as continuous and fixed ends, should be considered
in
determining the portien of
the deep beam that is
subjected to tension. Distributed horizontal reinforcement
resists tensile stress caused by shear as well as by
tlexure.

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY C-41
CODE
1.13.2.4 Mínimum shear reinforcement -The
foll
owing provisions shal
l apply when shear
reinf
orcement is required in accord
ance with Secti
on
2.3.6, Secti
on 3.3.4.1.2, or
Section 8.3.4.1.
2.
(a) The mínimum area of
vertical shear reinforcement
shall
be 0.0007 bdv.
(b) Horizontal shear reinforcement shall have cross­
sectiona
l area equal to or
grea
ter than one half
the
area
of
the vertical shear reinforcement. Such
rein
forcement shall be equally distributed on both
si de faces of
the beam when the nominal width of
the
beam is greater than 8 inches (203 mm).
(e) The maximum spacing of
shear reinforcement shall
not exceed one-fifth the total depth of
the beam, dv,
nor 16 in. (406 mm).
1.13.2.5 Total reinforcement -The sum of
the
cross-sectional areas of
total hori
zontal and vertical
reinf
orcement shall
be at least 0.001 multiplied by the
gross cross-sectional area, bdv,
of
the deep beam, usin
g
specified dimensions.
1.14-Columns
Design of
columns shall meet the requirements of
Section 1.14. 1 or Section 1.14.2. Design of
columns shall
also meet the requirements of
Secti
on 2.3, or
Section 3.3,
or
Section 8.3.
1.14.1 General column design
1.14.1.1 Dimensional limits -Dimensions
shall
be in
accord
ance with
the following:
(a
) The distance between lateral supports of
a co
lumn
shall
not exceed 99 multiplied by the least radius of
gyration, r.
(b) Mínimum side dimension shall
be 8 in. (203 mm)
nominal.
1.14.1.2 Construction-Columns shall
be fully
grouted.
1.14.1.3 Vertical reinforcement -Vertical
reinforcement in
columns shall not be less than 0.00
25A, nor
exceed 0.04A,. The mínimum numberofbars
shall
be fo
ur.
COMMENTARY
1.13.2.4 Mínimum shear reinforcement -
Distributed flexura! reinforcement may be included as part
of
the provided shear reinforcement to meet the mínimum
distributed shear reinforcement ratio. The
spacing of
shear
reinforcement is limited to restrain the width ofthe
cracks.
1.13.2.5 Total reinforcement
-Load applied
along
the top surface of
a deep beam is transferred to
supports mainly by arch action. Typically, deep beams do
not need transverse reinforcement and it is sufficient to
provide distributed flexura! reinforcement
1 31
•
1.14-
Columns
Colu
mns are defined in Section 1.6. They are isolated
members usually under axial compressive loads and
flexure. If
damaged, columns may cause the collapse of
other members; sometimes of
an entire structure. These
cr
itica! structural elements warrant the special
requirements ofth
is section.
1.14.1 General column design
1.14.1.1 Dimensionallimits-The limit of
99
for the slenderness ratio, hlr, is
judgment based. See
Figure CC-1.14-1 for effective height determination. The
mínimum nominal side dimension of
8 in. (203 mm)
results from practica! considerations.
1.14.1.2 Construction
1.14.1.3 Vertical reinforcement -Mínimum
vertical reinforcement is required in
masonry columns to
prevent brittle failure. The maximum percentage limit in
co
lumn vertical reinforcement was established based on
the committee's experience. Four bars are required so ties
can be
used to provide a confined core of
masonry.

C-4
2
CODE
1.14.1.4 Lateral ties -Lateral ties shall
conform to the fo
ll
owing:
(a) Vertical reinf
orcement shall be enclosed by latera
l
ties at least
1
/4 in. (6.4 mm) in diameter.
(b) Vertical spa
cin
g of
lateral ti
es
shall
not exceed 16
longitudinal bar
diameters, 48
lateral
tie bar or wire
diameters, or least cross-sectional
dirnensio
n of
the
member.
(e) Lateral ties shall
be arranged so that every come
r and
altemate longitudinal bar
shall
have lateral support
provided by
the comer of
a lateral tie with an included
angle of
not more than 135
degrees. No bar shall
be
farther than 6 in. ( 152 mm) clear on each side along the
lateral tie from such a laterally supported bar. Lateral ti es
shall be placed in
either a mortar joint or
in grout. Where
longitudinal bars are located around the perimeter of a
circle, a complete cir
cular lateral tie is permitted. Lap
length fo
r circular ti
es shall
be 48 ti e diameters.
( d) Lateral ties shall be
located vertically not more than
one-half later
al
tie spacin
g above the top of
footing or
slab in any story
, and shall be spaced not more than
one-half a lateral ti e spacing below
the lowest horizontal
reinforcement in
beam, gi
rder, slab, or
drop panel above.
(e) Where beams or
brackets frarne into a column from four
directi
ons, lat
eral ti
es shall be permitted to be terminated
not more than 3 in.
(76.2 mm) below
the lowest
reinforcement in the shallowest of
such beams or
brackets.
1.14.2 Lightly loaded columns
Masonry columns used only to support light frame
roofs of
carports, porches, sheds or
similar structures
assigned to Seismic Des
ign Category
A, B,
or
e,
which are
subject to unfactored gravity loads not exceeding 2,000 lbs
(8,900 N) acting within the cross-sectional dimensions of
the column are permitted to be
constructed as follows:
(a) Mínimum side dimension shall be 8 in. (203 mm)
nominal.
(b) Height shall not exceed 12ft
(3.66 m).
(e) eross
-sectional area of
longitudinal reinf
orcement
shall
not be
less than 0.2 in
.
2
( 129 mm
2
) centered in
the column.
(d) eo
lumns sha
ll be fu
ll
y grouted.
TMS
402-11
/ACI530-11
/ASCE 5-11
COMMENTARY
1.14.1.4 Lateral ties -Lateral reinforcement
in
columns performs two functions. It
provides the
required support to prevent bucklin
g of
longitudinal
column reinforcing bars acting in
compression and
provid
es res
istance
to diagonal tension for columns acting
in
shear
1 38
• Ties may be located in the mortar joint, when
the tie diameter does not exceed Y2
the specified mortar
joint thick
ness. For example, Y4
in. (6.4 mm) diameter ti
es
may be placed in Y2
in
. (12.7
mm) thick mortar joints.
The requirements of
thi
s eode
are modeled on those
for reinforced concrete columns. Except for permitting
\4
-in. (6.4-mm) ties in
Se
ismic Design eat
egory A,
B, and
e'
they reflect the applicable provisions ofthe
reinfo
rced
concrete code.
1.14.2 Ligh
t/y loaded columns
Masonry columns are often use
d to support roofs of
carports, porches, sheds or
similar light st
ructures. These
columns do not need to meet the detailing requirements of
Section 1.14.1. The axial load limit of
2,000 pounds
(8,900 N)
was developed based on the flexura] strength of
a nominal 8 in. (203 mm) by 8 in. (203 mm) by 12ft
high
(3.66 m) column with one No. 4 (M#13) rei
nf
orcing bar
in
the center and.f
m of
1350 psi (9.31 MPa). An axial load of
2,000 pounds (8,900 N)
at the edge of
the member will
result in a moment that is approximately equal to the
nominal flexura! strength ofth
is member.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-43
COMMENTARY
Co
lumn,
Wall or
Pi
lasler
h = Clear
Heighl
h ~
2 x Heighl
Braced
al Supports
Canlilevered Column,
__
W;.:.:::all
or Pilasler
f
Fixed or
Conlinuous al Base
If
data (see Section 1.3) show that there is reliable restraint against translation
and rotation at the supports, the "effective height" m ay be taken as low as the distance
between points of
inflection for the loading case under consideration.
Figure CC-1.14-1
-Effective height, h, of
column, wall, or pilaster
CODE
1.15-
Pilasters
Walls interfacing with pilasters shall not be
considered as flanges, unless the construction
requirements of
Sections 1.9.4.2.1 and 1.9.4.2.5 are met.
When these construction requirements are met, the
pilaster's flanges shall be designed in accordance with
Sections 1.9.4.2.2 through 1.9.4.2.4.
1.16
-Details
of
reinforcement
and
metal
accessories
1.16.1 Embedment
Reinforcing bars shall be embedded in grout.
1.16.2 Size ofreinforcement
1.16.2.1 The maximum size of
reinforcement
used in masonry shall be No. 11
(M #36).
1.16.2.2 The diameter of
reinforcement shall
not exceed one-half
the le
ast clear dimension of
the cell
,
bond beam, or
collar joint
in which it is placed.
1.16.2.3 Longitudinal and cross wires of
joint
reinforcement shall
have
a mínimum wire size of
Wl.l
(MW7) and a maximum wire size of
one-half the joint
thickness.
COMMENTARY
1.15-
Pilasters
Pilasters are masonry members that can serve severa!
purposes. They may project from one or both sides of
the
wall, as shown in
Figure CC-1.15-1. Pilasters contribute to
the lateral load resistance of
masonry walls and may
resist
verticalloads.
1.16
-Details
of
reinforcement
and
metal
accessories
When the provisions of
this section were originally
developed in
the late 1980s, the Committee used the then
current ACI 318 Code
139
as
a guide. Sorne of
the
requirements were simplified and others dropped,
depending on
their suitability for application to masonry.
1.16.1 Embedment
1.16.2 Size ofreinforcement
1.16.2.1 Limits on size of
reinforcement are
based on accepted practice and successful performance in
construction. The No. 11
(M#36) limit is arbitrary, but
Reference 1.40 shows that distributed small bars provide
better performance than fewer large bars. Properties of
reinforcement are given in
Table CC-1.16.2.
1.16.2.2 Adequate flow of
grout necessary for
good bond is achieved with this limitation. lt
also limits the
size of
reinforcement when combined with Section 1.20.1.
1.16.2.3 The function of
joint reinforcement is
to control the size and spacing of
cracks caused by volume
changes in masonry as well as to
resist tension.1.
41
Joint
reinforcement is
commonly used in
concrete masonry to
minimize shrinkage cracking. The restriction on wire
size
ensures adequate performance. The maximum wire size of
one-half
the joint thickness allows free flow of
mortar
around joint reinforcement. Thus, a
3
/w
in. (4.8-mm)
diameter wire can be placed in
a
3
/8-in. (9.5-mm) joint.

C-44 TMS
402-11/ACI 530-11
/ASCE 5-11
COMMENTARY
(a
) Single Face
Alternate COIJses
D08:D
Ir:']
r:"ll
lt::J
~·
11,
_ _ _ ¿¡
(a) Single Face
Ties Embedded
In
Mortar Joints
Brick Pilasters
Ties Embedded
In Marta" Joints
Block Pilasters
000
000
(b) Double Face
Alternale CC~Jses
•1
:. :11:
· .1
~:
1!,
_____
_ ::!1
(b) DOlble Faca
Figure CC-1.
1 5-J -Typical pilasters
T able ce
11s
2 P -- f hvsical propert1es o stee remforcinQ wire
an
db
ars
Designation Diameter, in.
Ar
ea, in.
2
Per
imeter, in.
(mm) (mm
2
) (mm)
Wire
W 1.1
( 11
gag e) (MW7) 0.121 (3.1)
0.011 (7.1) 0.380 (9.7)
Wl.7
(9 gage) (MW11) 0.148 (3.8) 0.017 (11.0) 0.465 (11.8)
W2.1 (8
gage) (MW13) 0.162 (4.1) 0.020 (12
.9) 0.509 (12.9)
W2.8 (3/16
in. wire) (MW18) 0.187 (4.8) 0.027 (17.4) 0.587 (14.9)
W4.9 (1
/4 in. wire) (MW32) 0.250 (6
.4) 0.049 (31.6) 0.785 (19.9)
Bars
No
. 3 (M#lO) 0.375 (9.5) 0.11 (71.0) 1.178 (29.9)
No. 4 (M#l3)
0.500 (12.7) 0.20 (129) 1.571 (39.9)
No. 5 (M#16) 0.625 (15.9) 0.31 (200) 1.963 (49.9)
No. 6 (M#19) 0.750 (19.1) 0.44 (284) 2.356 (59.8)
No
. 7 (M#22) 0.875 (22.2) 0.60 (387) 2.749 (69.8)
No
. 8 (M#25) 1.000 (25.4) 0.79 (5
10) 3.142 (79.8)
No. 9 (M#29) 1.128 (28.7) 1.00 (645) 3.544 (90.0)
No. 1 O (M#32) 1.270 (32.3) 1.
27 (819) 3.990 (101)
No. 11
(M#36) 1.410 (35.8) 1.56 (1006) 4.430 (113)

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-45
CODE
1.16.3 Placement ofreinforcement
1.16.3.1 The clear distance between parall
el
bars shall
not
be less th
an the nominal diameter of
the
bars, nor
less than 1 in. (25.4 mm).
1.16.3.2 In
columns and pilasters, the clear
d istance between vertical bars shall not be less than one
and one-half multiplied by the nominal bar di
ameter, nor
less than 1
1
/2 in
. (38.1 mm).
1.16.3.3 The clear distance limitations between
bars required in
Sections L.L6.
3.1 and
1.1
6.3.2 shall
also
apply to the clear distance between a contact lap splice
and adjacent spli
ces or
bars.
1.16.3.4 Groups of
parallel reinforcing bar
s
bundled in
co
ntact to act as a unit shall be limited to two
in any
one bundle. In
dividual bars in a bundle cut
off
within the span of
a member shall termínate at points at
least 40
bar diameters apart.
1.16.3.5 Reinforcement embedded in
grout shall
have a thickness of
grout between the reinf
orcement and
masonry units not
less than
1
/4 in. (6.4 mm) for fine grout
or
1
/2 in. (12.7 mm) for coarse grout.
1.16.4 Pr
otection
of
reinforcement
and metal
accessories
1.16.4.1 Reinforcing bars shall
have a masonry
cover not
less than the following:
(a) Masonry face exposed to ea
rth or
weather: 2 in.
(50.8 mm) for bars larger than No. 5 (M
# 16); 1
1
/
2 in.
(38.1 mm) for No. 5 (M
#16) bars or
small
er.
(b) Masonry not
exposed to earth or
weather: 1
1
/
2 in
.
(38.1 mm).
1.16.4.2 Longitudinal wires of
joint reinforcement
shall
be fully embedded in mortar or
grout with a mínimum
cover of%
in. (15
.9 mm) when exposed to earth or
weather
and
1
/2 in.
(12
.7 mm) when not ex
posed to earth or weather.
Joint reinforcement shall be stainless steel or
protected from
corrosion by hot-dipped galvanized coating or
epoxy coating
when used in
masonry exposed to earth or
weather and in
interior walls exposed to a mean relative humidity exceedin
g
75 percent. All
other joint reinf
orcement shall
be
mili
galvanized, hot-dip galvanized, or
stainless steel.
1.16.4.3 Wall ti
es, sheet-metal anchors, steel plates
and bars, and
in
serts exposed to earth or weather, or exposed to
a mean relati
ve humidity exceedin
g 75 percent shall
be
stainless steel or protected from corrosion by hot-dip
COMMENTARY
1.16.3 Placement ofreinforcement
P1acement lim
its for
reinforcement are based on
successful construction practice over many years. The Limits
are intended to facilitate the tlow of
grout between bars. A
mínimum spacin
g between bars in a layer prevents
longitudinal splitting of
the masonry in
the
plane of
the
bars.
Use ofbundled bars in
masonry construction is
rarely required.
Two bars per bundle is considered a practica! maximum. It
is
importan! that bars be placed accurately. Reinforcing bar
positioners are
available to control bar position.
1.16.4 Prot
ection
of
reinforcement
and metal
accessories
1.16.4.1 Reinforcing bars are traditionally not
coated for corrosion resistance. The masonry cover retards
corros ion of
the steel. Cover is meas u red from the exterior
masonry surface to the outerrnost surface of
the
reinforcement to
which the cover requirement applies. lt
is
measured to the outer edge of
stirrups or
ti es, if
transverse
reinforcement encloses main bars. Masonry cover includes
the thickness of
masonry units, mortar, and grout. At bed
joints, the protection for reinfo
rcement is the total
thickness of
mortar and grout from the exterior of
the
mortar joint
surface to outer-most surface of
the
reinforcement or
metal accessory.
The
condition "masonry face exposed to earth or
weather" refers to direct
exposure to moisture changes
(altemate wettin
g and drying) and not just
temperature
changes.
1.16.4.2 Since masonry cover protection for
joint
reinforcement is minimal, the protection of
joint
reinforcement in
masonry is required in accordance with
the Specification. Examples of
interior walls exposed to a
mean relative humidity exceeding 75 percent are natatoria
and food processing plants.
1.16.4.3 Corrosion resistance requirements are
included since masonry cover varíes considerably for
these items. The exception for anchor bolts is based on
current industry practice.

C-46
CODE
ga
lvanized coating or
epoxy coating. Wall ti
es, anchors, and
in
serts shall be mili galvanized, hot-dip galvanized, or stainless
steel for all
other cases. Anchor bolts, steel
plates, and bars no
t
exposed to earth, weather, nor exposed to a mean relative
humidity exceeding 75
percent, need not be coated.
1.16.5 Standard hooks
Standard ho
oks shall consis
t ofthe
following:
(a) 180-degree bend plus a minimum 4d
b extension, but
not less than 2-112 in. (64 mm) at free end ofbar;
(b) 90-degree bend plus a minimum l2
db
ex
tension at
free end of
bar; or
(e) for stirrup and
tie hooks for a No. 5 bar and smaller,
either a 90-degree or
135
-degree bend plus a
minimum 6 db extension, but not less than 2-112
in.
(64 mm) at free end ofb
ar.
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
1.16.5 Standard hooks
Standard hooks are shown in
Figure CC-1.16-1.
4 t41out
no11ess
Paintorr
·
~..,.~
t--""--t-t
llan :2
:.Sin
.(64mn)
(e) 180degreeBend
(b) 90degreeBend
~
.....
,
.
,~~====
========
:::=f
====::::=::::J
(e)
Stim.lp end
T ie ~agowt190degreeor
135degreeBend
Figure CC-1.16-1-
Standard hooks

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY C-47
CODE
1.16.6 Minimum bend diameter for
reinforcing bars
The diameter of
bend measured on the inside of
reinforcing bars, other than for stirrups and ties, sha
ll not
be less than va
lu
es specified in Table 1.16.6.
Table 1.16.6-
Minimum
diameters of
bend
Bar
size and
type
Mínimum
diameter
No. 3 through No. 7 (M #10
5 bar diameters
through #22) Grade 40
(Grade 280)
No. 3 through No. 8 (M #10 6 bar diameters
through #25) Grade 50 or
60
(Grade 350 or
420)
No. 9, No. 10,
and No. 11
8 bar diameters
(M
#29, #32, and #36)
Grade 50 or
60 (Grade 350
or 420)
1.17 -Anchor
bolts
Headed and bent-bar anchor bolts sha
ll
conform to
the provisions of
Sections 1.17 .1 through 1.17. 7.
1.17.1 Placement
Headed and
bent-bar anchor bolts shall
be embedded in
grout. Anchor bolts of
Y..
in.
(6.4 mm) diameter are permitted
to be placed in
mortar bed joints that are at least Y,
in.
(12. 7 mm) in
thickness and, for purposes of
appli
cation ofthe
provisions ofSections 1.17, 2.1.4 and 3.1.6, are permitted to
be considered as
ifthey are embedded in
grout.
Anchor bolts placed in the top of
grouted cells and
bond beams shall
be positioned to maintain a mínimum of
Y..
in.
(6.4 mm) of
fine grout between the bolts and the
masonry unit or Y,
in. (12.7 mm) of
coarse grout between
the bolts and the masonry unit. Anchor bolts placed in
drilled holes in the face shells ofho
ll
ow
masonry units shall
be permitted to contact the masonry unit where the bolt
passes through the face shell, but the portion of
the bolt that
is within the grouted cell shall be positioned to maintain a
mínimum of
Y..
in
. (6.4 mm) offine
grout between the head
or bent leg of
each bolt and the masonry unit or Y, in.
(12.7 mm) of
coarse grout between the head or bent leg of
each bolt and the masonry unit.
The clear distance between parallel anchor bolts shall
not be le
ss than the nominal diameter ofthe
anchor bolt, nor
less than 1 in.
(25.4 mm).
1.17.2 Projected areafor
axial tension
The projected area ofheaded
and bent-bar anchor bolts
loaded in
axial tension, Ap
1
, shall be determined by Equation
1-4.
COMMENTARY
1.16.6 Mínimum bend diameter for
reinforcing bars
Standard bends in reinforcing bars are ·described in
terms of
the inside diameter of
bend sin ce this is easier to
measure than the radius ofbend.
A broad survey of
bending practices, a study of
ASTM bend test requirements, and a pilot study of
and
experience with bending Grade 60
(Grade 420) bars were
considered in
establishing the mínimum diameter of
bend.
The primary consideration was feasibility of
bending
without breakage. Experience has since established that
these mínimum bend diameters are satisfactory for general
use without detrimental crushing of
grout.
1.17 -Anchor
bolts
These design values apply only to the specific types
of
bolts mentioned. These bolts are readily available and
are depicted in Figure CC
-1.17-l.
1.17.1 Placement
Most tests on anchor bolts in masonry have been
performed on anchor bolts embedded in grout. Placement
limits for anchor bolts are based on successful
construction practice over
many years. The limits are
intended to facilitate the flow of
grout between bolts and
between bolts and the masonry unit.
Research at Portland State Universityl.
42
and at
Washington State Universityl.
43
ha
s established that there
is
no difference in the performance of
an anchor bolt
installed through a tight-fitting hole in the face shell
of
a
grouted hollow masonry unit and in
an over-sized hole in
the face shell of
a grouted hollow masonry unit.
The
ref
ore, the clear distance requirement for grout to
surround an anchor bolt is not needed where the bolt
passes through the face shell. See Figure CC-1.17-2.
Quality/assurance/c
ontrol (QA) procedures should
ensure that there is sufficient clearance around the bolts
prior to grout placement. These procedures should also
require observation during grout placement to ensure that
grout completely surrounds the bolts, as required by the
QA Tables in
Section 1.19.
1.17.2 Projected areafor
axial tension
Results of
testsl.
44
• I.4S on
headed anchor bolts in
tension showed that anc
hor bolts often failed by
breakout
of
a conically shaped section of
masonry. The area, Ap~>
is

C-48
CODE
(E
quation 1-4)
The
portian
of
projected area
overlapping an open cell,
or
ope
n head joint,
or that
lies
out
side
the
masonry
sha
ll be deducted from the va
lue
of
Ap
1 ca1cu1
ated using
Equation 1-4. Where th
e projected
areas of
anchor
bolts
over
lap, the value of
Ap
1 ca
lculated
using Eq
uation 1-4
shall be adjusted so that
no portian of
masonr
y is
included
more
than once.
Hex He
ad
Square Head
(a) Headed Anchor Bolts
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
the projected area of
the assumed failure cone. The cone
originales at the compression bearing point of
the
embedment and radiates at 45° in
the direction of
the pull
(See Figure CC-1.17-3). Other modes of
!ensile failure are
possible. These modes include pullout (straightening of
J­
or
L-bolts) and yield 1 fracture ofthe
anchor steel.
When anchor bolts are closely spaced, stresses within
the masonry begin to become additive, as shown in
Figure
CC-1.1
7-4. The Code requires that when projected areas of
anchor bolts overlap, an adjustment be made so that the
masonry is not overloaded. When the projected areas oftwo
or
more anchors overlap, the anchors with overlapping
projected areas should
be treated as an anchor group. The
projected areas ofthe
anchors in
the group are summed, this
area is adjusted for overlapping areas, and the capacity of
the anchor group is
calculated using the adjusted area in
place of
Ap¡.
See Figure CC-1.17-5 for examples of
calculating adjusted val u es of
Apt·
"L" Bolts
"J " Bolts
(b) Bent-Bar Anchor Bolts
Figure CC-1
. 17 -1 -An
chor bolts
Minimum Y.
in.
(12.7mm) for
coarse grout orY.
in. (6,4mm)
forfinegrout
AnchorboH
AnchorboH
Bond beam
Figure CC-1. 17 -2 - Anchor bolt cl
earance requrirements for
head
ed anchor bo/ts- bent-bars are similar

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402/ACI 530/AS
CE 5) C-49
COMMENTARY
f P (fa
ilure
)
Assumed Conefor
Calculation ofA
P~
Equation 1-4
r p (failure)
__
...J
Figure CC
-1.17
-3-
Anchor bolt tensíle breakout cone
Figure CC
-1.17-4-
Overfapping anchor bo/t
breakout eones
CODE
1.17.3
Pr
ojected area
for shear
The projected are
a of
headed and bent-bar
anchor
bolts
loa
ded in
shea
r, Ap .. shall be determined from Equati
on 1-
5.
A = "!'te
pv
2
(Equation 1-5)
The portion of
projected area
ove
rl
apping an
open ce
ll
,
or
open head joi
nt
, or that
li
es
outside the masonry
shall be deducte
d from th
e va
lue of
A pv calculated
using Equati
on 1-5. W here the projected are as of
a ncho
r
bolts over
lap, the va
lue of Ap,
· ca
lculated using
Eq
uati
on 1-
5 shall be adjusted
so that no port
ion of
ma
sonry is included
more than
once.
COMMENTARY
1.17.3
Projected area
for shear
Results of
tests 1.
44
• I.4S on anchor bolts in
she
ar showed
that anchor bolts often fa
il
ed by breakout of
a conicall
y
shaped section of
masonry. The area Apv is the projected
area ofthe
assumed failure cone. The cone originates at the
compression bearing point oft
he embedment and radiates at
45° in
the direct
ion of
the pull towards the free edge of
the
masonry (See Figure CC
-1.17 -6). Pryout (See Figure
CC-1.17-7
), masomy crushing, and
yielding 1 fracture of
the anchor steel are other possible failure modes.
When the projected areas of
two or
more anchors
overl
ap, the shear design of
these
anchors should fo
ll
ow
the same procedure as for the tension design
of
overlapping anchors. See Commentary Section 1.17.2.

C-50
1
j
r
l y
X
'·
X =]_
~
4(l
b
)
2
-1
2
2
COMMENTARY
A
111
at Top of
Wall for Uplift
'
)
z
z
y=
lb
-X=
lb _]_
~
4(l
bY
-1
2
2
TMS 402-11/ACI530
-11
/ASCE 5-11
1
J
r
X
y l J
'·
:.
AP
1 = (2X
+Z)t-:t·t
f(
~~
-sin
B)
whereB
= 2arcsinc:: }n
degrees
1 1
j
1
J 1
r
1
r
ly
' y l
X Z/2 Zf2
X
]
'·
z
'·
:.
Apr
= (2X
+Z)t+tlc~~
-sinO} whereB
= 2arcsi{t~Z
}n
degrees
1 1 1
j
1
J 1
í
1
) í
'y
X Z/2 Z/2 X
yl
]
'•
z '•
:.AP, =(2X+Z)t+tl("
0
- sine
} whereB=2arcsi{t/2)indegrees
IW
4
Figure CC-1.17-5-Ca/culalion of
Adjusled Values of
AfJ/
(Plan Views)

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-51
COMMENTARY
Figure CC-1.17-6 -Anchor bolt shear breakout
Figure CC-1.17-7 -Anchor bolt shear pryout
CODE
1.17.4 Effective embedment length for headed
anchor bolts
The effective embedment length for a headed anchor
bolt, lb,
shall be the lengt
h of
the embedment measured
perpendicular from the masonry surf
ace to the
compression bearing surf
ace ofth
e anchor head.
1.17.5 Effective embedment length of
bent-bar
anchor bolts
The effective embedment
for a bent-bar anchor
bolt,
h,
shall
be
the length of
embedment measured
perpendicular from the ma
sonry surface to the
co
mpression bearing surface of
the bent end, minus one
anchor bolt di
ameter.
COMMENTARY
1.17.4 Effective embedment length for headed
anchor bolts
1.17.5 Effective embedment length for bent-bar
anchor bolts
Testsl.
44
have shown that the pullout strength of
bent­
bar anchor bolts correlated best with a reduced embedment
length. This may be
explained with reference to Figure CC-
1.17-8. Due to the radius of
the bend, stresses are
concentrated at a poin
t less than the full
embedment length.

C-52 TMS 402-11/ACI 530-11
/ASCE 5-11
COMMENTARY
Bolt
Diameter,db
Bolt Diameter,db
Figure CC
-1
.17 -8 -Stress distribution on bent anchor bars
CODE
1.17.6 Mínimum permissible effectiv
e embed
ment
length
The mínimum permissible effective
embedment length
for headed and bent-bar anchor bolts shall
be the greater of
4
bolt di
ameters or
2 in. (50.8 mm).
1.17.7 Anchor bolt edge distance
Anchor bolt edge distan
ce, h.,
shall be mea
sured in
the direction of loa
d from the edge of
masonry to center of
the
cross section of anchor
bol t.
COMMENTARY
1.17 .6
Mínimum permissible effective embedment
length
The
minimum embedment length requirement is
consid
ered a practica
! minimum base
d on typical
construction methods for embedding anchor bolts in
masonry. The va
li
dity of
Code equations for shear and
tension capacities of
anchor bolts have not be
en verifi
ed
by testing of
anchor bolts with embedment lengths less
than fou
r bolt diameters.
1.17.7 Anchor bolt edge distance

BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTARY C-53
CODE
1.18-
Seism
ic design
requirements
1.18.1 Scope
The seis
mi
c design requirements ofSect
ion 1.18 shall
apply to the design
and construction of masonry, except
glass unit masonry and masonry veneer.
COMMENTARY
1.18-
Seismic design requirements
1.18.1 Scope
The requirements in
this section have been devised to
improve performance of
masonry construction when
subjected to earthquake loads. Mínimum seismic loading
requirements are drawn from
the legally adopted building
code. In the event that the legaiJy adopted building code does
not contain appropriate criteria for the determination of
seismic forces, the Code requires the use of
ASCE 7, which
represented the state-of
-the-art in
seismic design at the time
these requirements were developed. Obviously, the seismic
design
provisions ofthis
section may not be compatible with
every edition of
every building code that could be used
in
conjunction with these requirements. As with other aspects of
structural design, the designer should understand the
implications and limits of
combining the mínimum
loading
requirements of
other documents with
the resistance
provisions of
th
is Code. The designer should
be aware that
the use of
"strength" leve!
loads should not be used in
conjunction with allowable stress design procedures as
overly
conservative design can result. Similarly, the use of
"allowable stress" leve!
loads in
conjunction with strength
design
procedures could result in
unconservative designs.
Seismic design is
not optional regardless of
the
assigned Seismic Design Category, the absolute value of
thc dcsign scismic Joads, or
the relative difference between
the design seismic loads and other design lateral forces such
as wind. Unlike other design loads, seismic design
of
reinforced masonry elements permits inelastic response of
the system, which in
tum reduces the seismic design load.
This reduction in
load presumes an inherent le
ve
! of
inelastic ductility that may not otherwise be present if
seismic design was neglected. When nonlinear response is
assumed by reducing the seismic loading by an R factor
greater than 1.5, the resulting seismic design load may be
less than other loading conditions that assume a linear
elastic model of
the system. This is often misinterpreted by
sorne to mean that the seismic loads do not 'control' the
design and can be neglected. For
the masonry system to be
capable of
achieving the ductility-related lower seismic
lo
ads, however, the mínimum seismic design and detailing
requirements ofthis section must be met.
The seismic design requirements are presented in
a
cumulative format. Thus, the provisions for Seismic Design
Categorie
s E and F include provisions for Seismic Design
Category D, which include provisions for Seismic Design
Category C, and so on.
This section does not apply to the design or detail
ing of
masonry veneers or
gla
ss unit masonry systems. Seismic
requirements for masonry veneers are provided in
Chapter
6, Veneers. Glass unit masonry systems, by definition and
design, are isolated, non-load-bearing elements and
therefore cannot be used to resist seismic loads other than
those induced by their own mass.

C-54
CODE
1.18.2 General analysis
1.18.2.1 Element interaction -The
interaction
of
structural and nonstructural elements that aff
ect the
linear
and nonlinear response of
the structure to
earthquake motions
shall be consid
ered in
the analysis.
1.18.2.2 Load path -Structural ma
so
nry
elements that transmit forces
resulting from seismic events
to the foundation shall comply with the
requirements of
Section 1.18.
1.18.2.3 Anchorage design -Load path
connections and mínimum anchorage fo
rces shall comply
with the requirements of
the lega
lly adopted building co
de.
When the legall
y adopted building wdt:
does not provid
e
mínimum load path connection requirements and anchorage
design fo
rces, the requirements of
ASCE
7 shall be used.
1.18.2.4 Drift limits Under loadin
g
combin
ations that include earthquake, masonry structures
shall
be
designed so the ca
lculated story drift, Ll,
does not
exceed the all
owable story drift, L1a,
obtained from the lega
ll
y
adopted building code. When the legall
y adopt
ed building
code does not
provide allowa
bl
e story drifts, structures shall
be designed so the ca
lcul
ated story drift, Ll,
does not exceed
the allowable story drift, L1a,
obtain
ed from ASCE 7.
It
shall
be perrnitted to assume that
the foll
ow
in
g shea
r
wall types comply with the story drift limits of
ASCE 7:
empirical, or
dinary plain (unreinforced), detail
ed plain
(unreinf
orced)
, ordinary reinf
orced, interrn
ediate reinf
orced,
ordinary plain (unreinforced) AA
C maso
nry shear wa
ll
s, and
detailed plain (unreinf
orced) AAC masonry shear wa
ll
s.
TMS 402-11/A
CI 530
-11
/ASCE 5-11
COMMENTARY
1.18.2 General analysis
The designer is
permitted to use any of
the structural
design methods presented in
this Code to design to resist
seismic loads. There are, however, limitations on sorne of
the design methods and systems based upon the structure's
assigned Seismic Design Category. For instance, empiri
cal
design procedures are not perrnitted to be used in
structures
assigned to Se
ismic Design Categories D, E,
or
F. Further,
empirically designed masonry elements can only be used as
part oft
he seismic-force-resisting system in
Seismic Design
Category A.
1.18.2.1 Element interaction -Even if
a
nonstructural element is not part ofthe
se
ismic-force-resistin
g
system, it is
possible for it to influence the structural response
of
the system during a seismic event. This may be particularly
apparent due to the in
teraction of
structural and nonstructural
elements at
displacements larger than those detennined by
linear elastic analysis.
1.18.2.2 Load path -This section clarifies load
path requirements and alerts the designer that the base ofthe
structure as defined in
analysis may not necessarily
correspond to the ground level.
1.18.2.3 Anchorage design -Previous editions
ofthe
Code contained mínimum anchorage and
connection
des
ign forces based upon antiquated service-level
earthquake loads and velocity-related acceleration
parameters. As
these are mínimum design loads, their
values should be deterrnined usin
g load standards.
Experience has demonstrated that one of
the chief causes
of
fai
lure of
masonry construction during earthquakes is
in
adequate anchorage of
masonry walls to floors and roofs.
For
this reason, an arbitrary mínimum anchorage based upon
previously establi
shed practice has been set as noted in
the
referenced documents.
When anchorage is between masonry
wall
s and
wood frarned floors or roofs, the designer should
avoid the use ofwood
ledgers in
cross-graín bending.
1.18.2.4
Drift limits -Excessive deforrnation,
particularly resulting from inelastic displacements, ca
n
potentially result in
in
stability of
the seismic-f
orce-resistin
g
system. This section provides procedures for the limitation of
story drift. The terrn "drift" has two connotations:
l . "Story drift'' is
the maximum calculated lateral
displacement within a story (the calculated
displacement of
one leve( relative to the leve( below
ca
used by the effects of
design seismic loads).
2. The calculated lateral displacement or
deflection
due to design seismic loads is the absolu
te
dísplacement of
any point in
the structure relative to
the base. This is
not "story drift" and is
not to be
used for drift control or
stability considerations
since it may give a false impression ofthe
effects in
critica( stories. However, it
is important when
considering seismic separation requirements.

BUILD
ING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-55
CODE COMMENTARY
Overall or
total drift is the lateral displacement ofthe
top
of
a building relative to the base. The overall drift ratio is
the
total drift divided by the building height. Story drift is
the
lateral displacement of
one story relative toan
adjacent story.
The story drift ratio is
the story drift divided by
the
corresponding story height. The overall drift ratio is
usually
an indication of
moments in
a structure and is also related to
seismic separation demands. The story drift ratio is
an
ind
ication of
local seismic deformation, which relates to
seismic separation demands within a story. The maximum
story drift ratio could exceed the overall drift ratio.
There are many reasons for controlling drift in
seisrnic
design:
(a) To control the inelastic strain within the affected
elements. Although the relationship between lateral
drift and maximum nonlinear strain is
imprecise, so is
the current state ofknowledge ofwhat
strain limitations
should be.
(b) Under smalllateral deformations, secondary stresses are
normall
y within tolerable lirnits. However, larger
deformations with heavy vertical loads can lead to
significan! secondary moments from P-delta effects in
the design. The drift limits indirectly provide upper
bounds for these effects.
(e) Buildings subjected to earthquakes need drift control to
restrict damage to partitions, shaft and stair enclosures,
glass, and other fragil
e nonstructural elements and,
more importantly, to minimize differential movement
demands on the seismic-force-resisting elements.
The designer must keep in
mind that the allowable drift
limits, 4,,
correspond to story drifts and, therefore, are
applicable to each story. They must not
be exceeded in
any
story even though the drift in other stories may be
well
below the li
mit.
Although the provisions of
this Code do not give
equations for computing building separations, the distance
should be sufficient to avoid damaging contact under total
calculated deflection for the design loading in order to
avoid
interference and possible destructive hammering between
buildings. The distance should be equal to the total of
the
lateral deflections ofthe
two units assumed deflecting toward
each other (this involves increasing the separation with
height). lf
the effects of
hammering can be shown not to be
detrimental, these distances may be reduced. For very rig
id
shear wall structures with rigid diaphragms whose lateral
deflections are difficult to estímate, older code requirements
for structural separations of
at least 1 in.
(25.4 mm) plus Y2
in.
(12.7 mm) for each 10 ft
(3.1 m) of
height above 20ft
(6.1 m) could be used as a guide.
Empirical, ordinary plain (unreinforced), detailed plain
(unreinforced), ordinary reinforced, intermediate re
inforced,
ordinary plain (unreinforced) AAC, and detailed plain
(unreinforced) AAC masonry shear walls are inherently

C-56
CODE
1.18.3 Element classijicatíon
Masoruy elements shall
be classified in accordance with
Section 1.18.3.
1 and 1.18.3.2 as either participating or
nonparticipating elements of
the seismi
c-force-resisting
system.
1.18.3.1 Nonparticipat
ing elements -Masonry
elements th
at are not part of
the seismic-force-resisting
system shall be class
ified as nonparticipating elements and
shall be isolated in their own
plane from th
e seismic­
force-resisting system except as required for gravity
support. Iso
lation joints and connectors shall be designed
to accommodate the design story drift.
1.18.3.2 Participating elements -Masonry wa
ll
s
that
are part of
the seismic-force-resisting system shall
be
classifi
ed as participating elements and shall comply with the
requirements of
Section 1.1
8.3.2.1, 1.18.3.2.2, 1.1
8.3.2.3,
1.18.3.2.4, 1.18.3.2.5, l.18.3.2.6, 1.18.3.2.7, 1.18.3.2.8,
1.1
8.3.2.9, 1.18.3
.2.10, 1.1
8.3.2.11
or 1.1
8.3.2.12.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
designed to have relatively low inelastic deformations under
seismic loads.
As such, the Committee felt that requiring
designers to check story drifts for these systems of
low and
moderate ductility was superfluous.
1.18.3 Element classification
Classifying masoruy elements as either participating or
nonparticipating in
the seismio-force-r
esisting system is
largely a function of
design intent. Participating elements are
those that are designed and detailed to actively resist seismic
forces, including such elements as shear walls, oolumns,
piers, pilasters,
beams, and coupling elements.
Nonparticipating elements can be any masonry assembly, but
are not designed to collect and resist earthquake loads from
other portions of
the structure.
1.18.3.1 Nonparticipating elements -In previous
editions of
the Code, isolation of
elements that were not part
of
the seismic-force-resisting system was not required in
Seismic Design Categories A and B, rationalized, in
part, due
to the low hazard associated with these Seismic Design
Categories. Non-isolated, nonparticipating elements,
however, can influence a structure's strength and stiffness,
and as a result the distribution of
lateral loads. In considering
the influence nonparticipating elements can inadvertently
have on the performance of
a structural system, the
Committee opted to require that all nonpartioipating elements
be isolated from the seismic-force-resisting system. The
Committee is continuing to discuss alternative design options
that would allow non-isolated, nonparticipating elements
with corresponding checks for strength, stiffness, and
oompatibility.
1.18.3.2 Participating elements - A seismic­
force-resisting system must be defined for every structure.
Most masoruy buildings use masoruy shear walls to serve as
the seisrnic-force-resisting system, although other systems
are sometimes used (such as concrete or
steel frames with
masonry infill). Such shear walls must be designed by
the
engineered methods in
Chapter 2, 3, or
4 or
8, unless the
structure is assigned to Seismic Design Category A, in
which
case empirical provisions of
Chapter 5 may be used.
Twelve shear wall types are defined by the Code.
Depending upon tbe masoruy material and detailing method
used to design the shear wa
ll,
each wall type is intended to
have a different capacity for inelastic response and energy
di
ssipation in
the event of
a seismic event. These twelve
shear wall types are assigned system de
sign parameters
such as response modification factors, R, based on their
expected performance and ductility. Certain shear wall
types are permitted in
each seismic design category, and
unreinforced shear wall types are not permitted in
regions
of
intermediate and high seismic risk. Table CC-1.18.3.2-1
summarizes the requirements of
each of
the twelve types of
masonry shear walls.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-57
COMMENTARY
TABLE
CC-1.18.3.2-1 Requirements for
Masonry
Shear Walls
Based on
Shear Wall Designation
1
Shear
wa
ll
Designat
ion
De
sign Met
hods
Reinfor
ceme
nt
Perm
it
ted
In
Requirements
Empírica( Design ofMasonry
Section 5.3 Non e SDeA
Shear Walls
Ordinary Plain (Unreinforced) Section 2.2 or
Non e SDe
A and B
Masonry Shear Wall
s Section 3.2
Detailed Plain
(Unrein
forced) Section 2.2 or
Section 1.18.3.2.3.1 SDe
A and B
Masonry Shear Walls Section 3.2
Ordinary Re
inforced Masonry Section 2.3 or
Section 1.18.3 .2.3 .1
S De
A, B, and e
Shear Walls Section 3.3
lntermediate Reinforced Section 2.3 or
Section 1.18.3.2.5 SDe
A, B,
and e
Masonry Shear Walls Section 3.3
Special Reinforced Masonry Section 2.3 or
Section 1.18.3.2.6 S De
A, B,
e,
D, E, and F
Shear Walls Section 3.3
Ordinary Plain (Unreinforced)
Section 8.2 Section 1.18.3.2.7.1 SDeA
andB
AAe
Masonry Shear
Wall
s
Detailed Plain (Unreinforced)
Section 8.2 Section 1.18.3.2.8.1
SDe
A andB
AAe
Masonry Shear Wall
s
Ordinary Reinforced AA e
Section 8.3 Section 1.18.3.2.9 SDe
A, B,
e,
D, E, and F
Masonry Shear Walls
Ordinary Plain (Unreinforced)
Pr
estresse
d Masonry Shear
ehapter
4 Non e SDe
A andB
Walls
Jntermediate Reinforced
Prestressed Masonry Shear ehap
ter 4 Section 1.18.3.2.11 SDe
A, B, and e
Walls
Special Reinforced Prestressed
ehapter
4 Section 1.18.3 .2.12 SDe
A, B, e,
D,
E, and F
Masonry Shear Walls
1
Se
ction and ehapter
references in this table refer to eo
de
Sections and e hapters.
CODE
1.18.3.2.1 Empirical design of
masonry
shear walls -Empirical design of
shear wa
lls shall
comply with the requirements ofSection
5.3.
1.18.3.2.2 Ordinary plain (unreinforced)
masonry shear walls -De
sign of
ordinary pl
ain
(unreinfo
rced) masonry shear
walls shall comply with the
requirements of
Section 2.2 or
Section 3.2.
1.18.3.2.3 Detailed plain (unreinforced)
masonry shear wal/s -Design of
detailed pl
ai
n
(unreinfo
rced) masonry shear wa
ll
s shall
comply with the
requirements of
Secti
on 2.2 or
Secti
on 3.2, and shall
comply with the requirements ofSecti
on
1.18.3.2.3.1.
COMMENTARY
1.18.3.2.1 Empirica/ design of
masonry
shear wa/ls -These shear walls are permitted to be
used
only in
Se
ismic De
sign
eategory A. Empírica( masonry
shear wa
lls are not designed or
required to contain
reinforcement.
1.18.3.2.2 Ordinary plain (unreinforced)
masonry shear walls-
These shear walls are permitted to
be used only in Seismic Design eategor
ies A and B. Plain
masonry walls are designed as unreinforced masonry,
although they may in
fact contain reinforcement.
1.18.3.2.3 Detai/ed p/ain (unreinforced)
masomy shear walls -These shear walls are designed as
plain (unreinforced) masonry in
accordance with
the
sections noted, but contain mínimum reinforcement in
the
horizontal and vertical directions. Walls that are designed as
unreinforced, but that contain mínimum prescriptive
reinforce
ment, have more favorable seismic design
parameters, including higher response modification
coefficients, R, than ordinary plain (unreinf
orced) masonry
shear walls.

C-58
CODE
1.18.3.
2.3.1 Minimum reinforcement
requirements-
Vertical reinforcement of
at least 0.2 in?
( 129 mm
2
) in cross-sectional area shall be provided at
corners, within 16 in
. ( 406 mm) of
ea
ch si de of
openings,
within 8 in. (203 mm) of
each side of
movement j oints,
within 8 in
. (203 mm) of
the ends of
wa
ll
s, and at a
maximum spacin
g of
120 in. (3048 mm) on center.
Vertical reinf
orcement adjace
nt to openi
ngs need not
be provided for openin
gs small
er than 16 in. (406 mm
),
unless the dist
ributed reinfo
rcement is interrupted by such
openings.
Hor
izont
al reinforcement
shall
consist of
at least two
longitudin
al
wires of
Wl.
7 (MW
II
) jo
int reinf
orcement
space
d not
more than 16 in
. (406 mm) on center, or at
least 0.2 in
.
2
( 129 mm
2
) in cross-sectional area of
bond
bea
m reinforcement spaced not
more than 12
0 in.
(3048 mm) on center. Horizo
ntal reinf
orcement shall
also
be pr
ov
ide
d at
the bo
ttom and top of
wa
ll
openings and
shall extend not less than 24 in. (61 O mm) nor
less than
40 bar diameters past the opening, continuously at
structura
ll
y connected roof
and fl
oor
levels, and within
16 in. (406 mm) oft
he top ofwa
lls.
Horizontal reinf
orcement adjacent to openings
need
not
be pr
ovide
d for openin
gs
smaller than 16 in.
(406 mm), unless the distri
buted reinforcement is
interrupted by such openings.
1.18.3.2.4 Ordinary reinforced masonry
shear walls -Design of
ordinary reinforced masonry
shear wa
ll
s shall co
mply with the requirements of
Section
2.3 or Secti
on 3.3, and shall
comply with the requirements
ofSe
ction 1.18.3.2.3.1.
1.18.3.2.5 In
termedia/e re
inforced
masonry shear walls -Des
ign of
in
termediate reinf
orced
masonry shear wa
ll
s shall comply with the requirements
of
Section 2.3 or
Section 3.3. Reinforcement detailing
shall
also comply with the requirements of
Secti
on
1.1
8.3.2.3.1, except th
at the spacing of
vertical
reinf
orcement shall
not exceed 4 8 in
. (1219 mm).
TMS 402-11/ACI530-11
/ASCE 5·11
COMMENTARY
1.18.3.2.3.1 Minimum reinforcement
requirements -The provisions of
this section require a
judgment-based mínimum amount of
reinforcement to be
included in
reinforced masonry wall construction. Tests
reported in
Reference 1.46 have confumed that masonry
construct
ion, reinforced as indicated, performs adequately
considering the highest Seismic Design Category
permitted for thi
s shear wall type. This mínimum required
reinforcement may also be used to resist
design loads.
1.18.3.2.4 Ordinary reinforced masonry shear
walls -These shear walls are required to
meet mínimum
requirements for reinforced masonry as noted in the
referenced sections. Because they contain reinforcement,
these wa
ll
s can generall
y accommodate larger deformations
and exhibit higher capacities than sirnilarly configured plain
(unreinforced) masonry walls. Hence, they are permitted in
both areas of
low and moderate seismic risk. Additionally,
these wa
ll
s have more favorable seismic design
parameters,
including higher response moditication factors, R,
than plain
(unreinforced) masonry shear walls. To provide the
mínimum leve! of
assumed inelastic ductility, however,
mí
nimum reinforcement is
required as noted in
Section
1.18.3.2.3.1.
1.18.3.2.5 Jntermediate reinforced masonry
shear walls-
These shear walls are designed as re
inforced
masonry as noted in the referenced sections, and are also
required to contain a mínimum amount of
prescriptive
reinforcement. Because they contain reinforcement, their
seismic performance is
better than that of
plain
(unreinforced) masonry shear wa
ll
s, and they are
accordingly permitted in both areas of
low and moderate
seismic risk. Additionally, these walls have more favorable
seismic design parameters including higher response
modification factors, R,
than plain (unreinforced) masonry
shear wa
ll
s and ordinary reinforced masonry shear walls.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-59
CODE
1.18.3.2.6 Special reinforced masonry
shear walls -Design of
special reinforced masonry shear
wall
s shall comply with th
e requirements of Secti
on 2.3 or
Section 3.3. Re
inforcement detaili
ng shall
also comply with
the requirements ofSec
tion 1.1
8.3.2.3.1 and th
e fo
ll
ow
ing:
(a) The maximum spacing of
vertical reinforcement shall
be the smallest of
one-third the length of
the shear wall
,
one-third the height of
the shear wa
ll
, and 48
in.
( 1219 mm) for ma
sonry laid in
running bond and 24 in
.
(610 mm) for ma
sonry not laid in
running bond.
(b) The maximum spacing of
horizontal reinforcement
required to resist in-plane shear sha
ll be uniformly
distributed, shall
be the small
er
of
one-third the length
of
the shear wa
ll
and one-third the height of
the shear
wa
ll
, and shall be embedded in
grout. The maximum
spacing of
hor
izontal reinforcement shall
not
exceed 48
in
. (1219 mm) for masonry laid in
running bond and 24
in
. (610 mm) for masonry not laid in
running bond.
(e) The mínimum cross-sectiona
l area of
vertical
reinforcement shall
be one-third of
the required
shear
reinforcement. The su m of
the cross-sectional area of
horizontal and vertical reinforcement shall
be at least
0.002 multiplied
by the gross cross-sectional area of
the wa
ll
, usin
g specified dimensions.
l . for
masonry laid in running bond, the mínimum
cross-sectional area of
reinforcement in each
direction shall
be not less than 0.0007 multiplied
by the gross cross-sectional area of
the wall, usin
g
specified dimensions.
2. For ma
sonry not laid in
running bond, the
mm1mum cross-sectional area of
vert
ica
l
reinforcement shall be not les
s than 0.0007
multiplied by the gross cross-sectional area ofth
e
wa
ll
, using specified dimensions. Th
e mínimum
cross-sectional area of
horizontal reinforcement
shall
be not less than 0.0015 multipli
ed by the
gross cross-secti
onal
area
of
the wall
, usin
g
specifi
ed
dimensions.
(d) Shear reinforcement shall be anchored around vertical
reinf
orcing bars with a standard hook.
(e) Masonry not laid in running bond shall be fu
ll
y
grouted and shall
be
constructed of
holl
ow
open-
end
units or two wythes of
solid units.
1.183.2.6.1 Shear capacity design
COMMENTARY
1.183.2.6 Special reinforced masonry shear
walls -These shear walls are designed as reinforced
masonry as noted in
the referenced sections and are also
requir
ed to meet restrictive reinforcement and material
requirements. Accordingly, they are permitted to be used as
part of
the seismic-force-resisting system in
any Seismic
Design Category. Additionally, these walls have the
most
favorable seismic design parameters, including the
highest
response modification factor, R,
of
any of
the masonry shear
wall
types. The intent of Sections 1.18.3.2.6(a) through
1.18.3.2.6(e) is
to provide a minimum le
vel of
in-plan e shear
reinforcement to improve ductility.
1.183.2.6.1 Shear capacity design -
While different concepts and appli
cations,
the requirements
of
Code Section 1.18.3.2.6.1.1 and 1.18.3.2.6.1.2 are
different methods of
attempting to li
mit shear failures prior to
nonlin
ear flexural behavior - or if
one prefers -increase
element ductility. The MSJC recognizes th
e slight
discrepancy between the 2.5 design cap in
Code Section
1.18.3.2.6.1.1 and the 1.5
load factor in
Code Section
1.18.3.2.6.1.
2. Given the hi
storica
l precedence of
each of

C-60
CODE
1.18.3.2.6.1.1 Wh
en design
ing
special reinf
orced masonry shear walls in acco
rdance with
Section 3.3, the design shear strength, t/J
V,
" sha
ll
exceed
the shear
corresponding to the dev
elopment of
1.25 times
the nominal flexura! strength, M
11
, of
the element, except
that the nominal shear strength, V,,,
need not
exceed 2.5
times required shear str
ength, V,,.
1.18.3.2.6.1.2 When designing
special reinf
orced ma
so
nry shear wa
ll
s in accordance with
Section
2.3, the shear
or diagonal tension stress
resulting
from in-plane seismic forces shall be increased by
a factor
of
1.5. The
1.
5 multiplier need not
be applied to the
overturning moment.
1.18.3.2.7
Ordinary plain (unreinforced)
AAC
masonry shear walls -Design of
or
dinary plain
(unreinforce
d) AAC
maso
nry shear wa
ll
s sha
ll comply with
the requirements of
Sec
tion 8.2 and Sec
tion 1.1
8.3.2.7 .l.
1.18.3.2.7.1 Anchorage of
jloor
and
roof
diaphragms in AAC
masonry structures-
F loo
r and
roof
di
aph
ragms in AAC
ma
sonry structures shall be
anchored to a continu
ous grouted bond beam reinf
orced
with at
least two
longitudinal reinforcing bars, having a
tota
l cross-sectional area of at least 0.4 in
? (260 mm
2
).
1.18.3.2.8 Detailed plain
(unreinforced)
AAC
masonry shear walls -Design
of
deta
iled plain
(unreinforced) AAC
masonry shear
walls shall co
mply
wit
h the requir
ement
s of
Section 8.2 and Sections
1.18.3.2.7.1 and 1.18.3.2.8.1.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
these values, the Committee opted to maintain the two
distinct values. When all factors and requirements for special
reinforced masonry shear walls are considered, the resulting
difference between the two requirements is small
.
1.18.3.2.6.1.1 ln previous editions
of
the Code, this design requirement was applied to
all
masonry elements designed by the strength design method
(e
lements participating in the seismi
c-force-resisting system
as we
ll
as those not
participating in the seismic-f
orce­
resisting system, reinforced masonry elements, and
unreinforced masonry elements) as well as all loading
conditions. Upon further
review, this design check was
considered by the Committee to be related to inelastic
ductility demand for seismic resistance and was therefore
specifically applied to the seism
ic design requirements.
Further, because unreinforced masonry systems by nature
exhibit li
mited du
ctility, this check is
required only for
special reinforced masonry shear walls.
1.18.3.2.6.1.2 The
1.5 load facto
r
for
reinforced masonry shear wa
ll
s that are part of
the
seismic-f
orce-resisting system designed by allowable
stress design procedures is applied only to in-plane shear
forces. It
is not
intended to be used for the
design of
in­
plane overturning moments or
out
-of
-plane overturning
mom
ents or
shear. Increasing the design seismic load is
ínlended to make the flexure mode of
faílure more
domínant, resulting in better ductile performance.
1.18.3.2.7 Ordinary plain (unreinforced) AAC
masonry shear walls-
These shear walls are philosophically
similar in concept to ordinary plain (unreinforced) masonry
shear
walls. As such, prescriptive mild reinforcement is
not
required, but ma
y actuall
y be present.
1.18.3.2.8 Detailed plain (u
nreinforced)
AAC
masonry shear walls -Prescriptive seismic requirements
for AAC masonry shear wa
ll
s are less severe than for
conventional masonry shear walls, and are counterbalanced
by more restrictive Code requirements for bond beams and
additional requirements for floor diaphragms, contained in
evaluation service reports and other documents dealing with
tloor
diaphragms ofvarious
materials. AAC
masonry shear
wa
ll
s and a full-scale, two-story assemblage specimen with
prescriptive reinforcement meeting the requirements of
this
section have performed satisfactorily under reversed cyclic
loads representing seismic excitation (References 8.3 and
8.1). The
maximum distance from the edge
of
an opening
or
end of
a wa
ll to the vertical reinforcement is
set at 24 in.
(61 O mm) sin ce
the typical length of
an AAC
unit is
24
in.
(610 mm).

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-61
CODE
1.18.3.2.8.1 Minimum reinforcement
requirements-Vertical reinforcement of
at least 0.2 in
.
2
(129 mm
2
) shall
be provided within 24 in
. (610
mm) of
each si de of
openings, within 8 in. (203 mm) of
movement
jo
ints, and within 24 in. (610 mm) of
the ends of
wa
ll
s.
Vertical reinf
orcement adjacent to openings need not be
provided for openings smaller than 16 in. (406 mm),
unless the distributed reinforcement is interrupted by
such
openings. Horizontal reinforcement shall be provided at
the bottom and top of
wa
ll
openings and shall extend not
less than 24 in. (610 mm) nor
less than 40 bar diameters
past the opening. Horizontal reinforcement adjacent to
ope
nings need not be provided for
openings smaller than
16
in. ( 406 mm), unless the distributed reinforcement is
interrupted by such ope
nings.
1.18.3.2.9 Ordinary reinforced AAC
masonry shear wal/s -Design of
ordinary reinforced
AAC
ma
sonry shear wa
lls shall comply with the
requirements ofSection
8.3 and Sections 1.18.3.2.7.1 and
1.18.3.2.8.1.
1.18.3.2.9.1 Shear capacity design -
The design shear strength, ~
Vn
, shall exceed the shear
corresponding to the development of
1.25
times the
nominal flexura) strength, M,,
, of
the element, except that
the nominal shear strength, Vn
, need not exceed 2.5 times
required shear strength, V.
,.
1.18.3.2.10 Ordinary plain (unreinforced)
prestressed masonry shear walls -Design of
ordin
ary
plain (unreinforced) prestressed masonry shear walls shall
comply with the requirements of
Chapter 4.
1.18.3.2.11 In
termedia/e reinforced
prestressed masonry shear wal/s -Interrnediate re
inforced
prestressed masonry shear walls shall
comply with the
requirements of
Chapter 4, the reinforcement detailing
requirements ofSec
tion 1.18.3.2.3.1, and the following:
(a) Reinforcement shall be provided in
accordance with
Sections 1.18.3.2.6(a) and 1.18.3.2.6(b).
(b) The mínimum area of
horizontal reinforcement shall
be 0.0007bdv.
(e) Shear walls subjected to load reversals shall be
symmet
ri
cally reinf
orced.
(d) The nominal moment strength at any section along
the shear wall
shall not
be Jess than one-f
ourth the
maximum moment strength.
(e) The
cross-secti
onal area of
bonded tendons shall be
consid
ered to contribute to the mtmmum
reinforcement in
Sections 1.18.3.2.3.1, 1.18.3.2.6(a),
and 1.
18.3.2.6(b).
(t) Tendons shall
be located in cells that are grouted
the
COMMENTARY
1.18.3.2.9 Ordinary
masonry shear walls
reinforced AAC
1.18.3.2.10 Ordinary
plain (unreinforced)
prestressed masonry shear walls -These shear walls are
philosophically similar in
concept to ordinary plain
(unreinforced) masonry shear wall
s. As such, prescriptive mild
re
in
forcement is not required, but may actually be
present.
1.18.3.2.11 Intermedia/e reinforced
prestressed masonry shear walls -These shear walls are
philosophically similar in
concept to interrnediate reinforced
masonry shear walls. To provide the intended leve! of
inelastic ductility, prescriptive mi
ld
reinforcement is required.
For
consistency with 2003 lBC, interrnediate reinforced
prestressed masonry shear walls should include the detailing
requirements from Section 1.18.3.2.6 (a) as well as Sections
3.2.3.5 and 3.2.4.3.2 (e) from the 2002 MSJC.
ASCE 7, Tables 12.2-1 and 12.14-1 conservatively
combine all prestressed masonry shear wa
lls into one
category for seismic coefficients and structural system
limitations on seismic design categories and height. The
design limitati
ons included in
those tables are
representative of
ordinary plain (unreinforced) prestressed
masonry shear wa
ll
s.
The
criteria specific to intermediate
reinforced prestressed shear walls have not yet been
included from JB
C 2003, Table 1617.6.2. To
utilize the
seismic criteria from lBC
2003, the structure would have
to be accepted under 1.
3 Approval of
special systems of
design and construction.
The seismic coefficients from IBC 2003, Table

C-62
CODE
full
height ofthe
wall.
1.18.3.2.12 Special reinforced prestressed
masonry shear walls -Special reinfo
rced prestressed
masonry shear wa
ll
s shall comp1
y with the requirements
of
Chapter 4, the reinforcement detailin
g requirements of
Sections 1.
18.3.2.3.1
and 1.1
8.3.2.11
and
thefo
ll
ow
in
g:
(a) The cross-sectional area of
bonded tendons shall
be
considered to contribute to
the mínimu
m reinforcement
in Sections 1.1
8.3.2.3.1
and 1.1
8.3.2.11.
(b) Prestressing tendons shall
consist of
bars conforming
to ASTM A 722/ A 722M.
(e) All
ce
ll
s ofthe
masonry wall shall be grouted.
(d) The req
uireme
nts
ofSection 3.3.3.5 or 3.3.6.5 shall
be
met.
Dead load axial forces shall include the effective prestress
force, Ap/s..
(e) The design shear
strengt
h, ~
Vn
, shall
exceed the
shear corresponding to the development of
l.25
ti
mes
the nominal flexura( strength, Mn
, of
the element,
except that the nominal shear strength, V,,
, need not
exceed 2.5 times required shear strength,
V,,
.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
1617.6.2 and the building height limitations based upon
seismic design category are shown in
Table CC-1.18
.3.2-2.
1.18.3.2.12 Special reinforced preslressed
masonry shear walls -These shear walls are
philosophically similar in
concept to special reinforced
masonry shear walls. To provide the intended leve!
of
inelastic ductility, prescriptive mild reinforcement is
required. For consistency with 2003 lBC, special reinforced
prestressed masonry shear walls should include the
detailing requirements from Sections 3.2.3.5 and
3.2.4.3.2 (e) from the 2002 MSJC.
ASCE 7, Table 12.2-1 and ASCE 7, Table 12.14-1
conservatively combine all prestressed masonry shear walls
into one category for seismic coefficients and structural
system limitations on seismic design categories and height.
The design limitations included in
those tables are
representative of
ordinary plain (unreinforced) prestressed
masonry shear walls. The
criteria specific to special
reinforced prestressed shear walls have not yet been
included from lBC 2003, Table 1617.6.2. To utilize the
seismic criteria from lBC 2003, the structure would have to
be accepted under 1.3
Approva1 of
special systems of
design and construction.
See Table CC-1.18.3.2-2. The data in
this table is
similar to ASCE 7, Table 12.2-1. Users that prefer to use
the Simplified Design Procedure in
ASCE 7 should
interpret the tab1e
for use in lieu of
ASCE 7, Tab1e
12.14-1.
T ABLE CC-1.18
.3.2-2 2003 IBC Seismic Coefficients for Prestressed Masonry Shear Walls
SYSTEM LIMITA TIONS AND
BUILDING HEIGHT LIMITA TIONS
(FEET) BY
SEISMIC DESIGN
CATEGORY
Response System Detlection A orB
e D E F
Modification Overstrength Amplification
Coefficient,R Factor,0
0 Factor,Cd
Ordinary 1!h
2!h y.
NL
NP
NP NP
NP
Plain
Prestressed
Intermediate 3 for Building 2!h 2!h NL
35 NP
NP NP
Reinforced Frame System
Prestressed and 2-1/2 for
Bearing Wall
System
Special 4!h
2!h 4 for Building NL
35 35 35 35
Reinforced Frame System and
Prestressed 3Yzfor
Bearing
Wall System
NL =no
Iimit NP
= not permitted
The data in this table is
similar to ASCE 7, Table 12.2-1. Users that prefer to use the Simplified Design Procedure in
ASCE 7 should interpret the table for use in
lieu of
ASCE 7, Table 12.14-1.

BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
C-63
CODE
1.18.4 Seismic Design eategory requiremenls
The des
ign of
masonry ele
ments sha
ll comp
ly with
the requirements of
Sections
l.l8.4
.1 through 1.18.4.5
based on the Seismic Design Ca
tegory as
defined in the
lega
ll
y adopted building code. When
the lega
ll
y adopted
building code does not
define Seismic Design Ca
tego
ri
es,
the pr
ov
isions of ASCE
7 shall be use
d.
1.18.4.1 Seismic Design eategory A requirements
Masonry elements in structures assigned to
Seismic
Design Category A sha
ll
comply with the requirements of
Sections 1.1
8.1, 1.18.2, 1.18.4.1.1, and 1.18.4.1.2.
1.18.4.1.1 Design of
nonparticipating
elements -Nonpart
icipating masonry ele
ments shall
comp
ly with the requirements of
Section 1.18.3.1 and
Cha
pter 2, 3,
4,
5 or
8.
1.18.4.1.2 Design of
parlicipaling elemenls
- Participatin
g masonry elements shall
be designed to
comply with the requirements of
Chapter 2, 3, 4, or
5 or 8.
Masonry shear walls shall be designed to comply with the
requirements of
Section 1.18.3.2.1, 1.18.3.2.2, 1.18.3.2.3,
1.18.3.2.4, l.l8
.3.2.5, 1.18.3.2.6, 1.18.3.2.7, 1.18.3.2.8,
1.18
.3.2.9, 1.18.3.2.10, 1.18.3.2.11, or
1.18.3.2.1
2.
1.18.4.2 Seismic Design eategory B
requirements-
Masonry elements in st
ructures assigned to
Se
ismic Design Category B shall co
mply with the
requirements of
Section 1.18.4.1 and
with th
e additional
requirements of
Section
1.18.4.2.1.
1.18.4.2.1 Design
of
participating elements
Participating masonry elements shall
be designed to
comply with the requirements of
Chapter 2,
3, or 4 or 8.
Masonry shear walls shall be designed to comply with the
requirements of
Section 1.18.3.2.2, 1.18.3.2.3, 1.18.3.2.4,
1.18.3.2.5, 1.1
8.3.2.6, 1.18.3.2.7, 1.18.3.2.8, 1.18.3.2.9,
1.18.3.2.10, 1.18.3.2.11
, or 1.18.3.2.12.
1.18.4.3 Seismic Design eategory e
requirements -Maso
nry elements in structures assigned
to Se
ismic De
sig n Category C shall comp
ly with the
requirements of
Sect
io n 1.18.4.2 and with the additional
requirements ofSection
1.18.4.3.1 an
d 1.18.4.3.2.
COMMENTARY
1.18.4 Seismic Design eategory requirements
Every structure is assigned to a Seismic Design
Category (SDC) in accordance with the legally adopted
building code or
per the requirements of
ASCE
7, whichever
govem for the specific project under consideration. Previous
editions of
the Code included requirements for Seismic
Performance Categories and Seismic Zones, each ofwhich
is
different than a Seismic Design Category.
1.18.4.1 Seismic Design eategory A
requirements-The general requirements of
this Code
provide for adequate performance of
masonry construction
assigned to Seismic Design Category A structures.
1.18.4.2
Seismic Design eategory B
requirements-
Although masonry may be designed by the
provisions of
Chapter 2, Allowable Stress Design of
Masonry; Chapter 3, Strength Design of
Masonry; Chapter
4, Prestressed Masonry; Chapter 5, Empirical Design of
Masonry; or
Chapter 8, Strength Design of
Autoclave
Aerated Concrete (AAC) Masonry, the seismic-force­
resisting system for structure
s assigned to Seismic Design
Category B must be designed based on a structural analysis
in accordance
with Chapter 2, 3, or 4 or 8. The provisions
of
Chapter 5 cannot be used to design the seismic-force­
resisting system of
buildings assigned to Seismic Design
Category B or
higher.
1.18.4.3 Seismic Design eategory e
requirements-In
addition to the requirements of
Seismic
Design Category B, mínimum levels of
reinforcement and
detailing are
required. The mínimum provisions for
improved performance of
masonry construction in Seismic
Design Category C must be met regardless
ofthe
method of
design. Shear
wa
ll
s designed as part of
the seismic-force­
resisting system in Seismic Design Category C and higher
must be designed using reinf
orced masonry methods
because of
the increased ri
sk and expected intensity of

C-64
CODE
1.18.4.3.1 Design of
nonparticipating
efements -Nonp
articipating ma
so
nry e lements shall
compl
y with the requirements of
Section 1.18.3.1 and
Cha
pter
2, 3, 4, 5, or
8. No
np
articipating ma
so
nry
elements, except those constructed of
AAC masonry, shall
be reinf
orced in
either the horizontal or vertical direction
in accordance with the following:
(a) Horizontal reinforcement-
Horizontal reinf
orcement
shall consist of
at least two longitudinal wir
es of
W l.
7
(MW11) bedjoint
reinforcement spaced not more than
16
in. (406 mm) on center for
wa
ll
s grea
ter than 4 in.
( 1 02 mm) in width and at least one
longitudin
al W 1.7
(MWll)
wire spaced ·not more
16 in. (406 mm) on
center for walls not exceeding 4 in. (102 mm) in width
or at least one No. 4 (M
#13) bar spaced not
more than
48 in. (1219 mm
) on ce
nte
r. Where two longitudinal
wires
of
joint reinforcement are used, the space
between these
wires shall
be the widest that
the mortar
jo
int will accommodate. Hori
zo
ntal reinforcement shall
be provided within 16 in. (406 mm) of the top and
bottom oft
hese
ma
sonry walls.
(b) Vertical reinforcement -Vertica
l reinforcement
shall
co
nsist of
at
least one No. 4 (M
# 13)
bar spaced
not more than 120 in. (3048 mm). Vertical
reinforcement shall be located within 16
in. (406 mm)
of
the
ends of ma
so
nry wa
lls.
1.18.43.2 Design of
participating
elements -Participa
ting ma
sonry elements shall
be
designed to comply with the requirements of
Section 2.3,
3.3, or 8.3. Masonry shear wa
ll
s shall
be designed to
co
mply with th
e requirements of
Sec
tion 1.1
8.3.2.4,
1.1
8.3.2.5, 1.18.3.2.6, 1.18.3.2.9, 1.1
8.3.2.11, or
1.1
8.3.2.12.
1.18.4.3.2.1 Connections lo masonry
co/umns -Co
nnections shall
be designed to
transfer
forces between ma
sonry columns and horizontal elements
in accordance with the requir
ements of Section 1.7.4.
Wher
e anc
hor
bolts are used to connect hori
zontal
elemen
ts to the tops of
column
s, anchor bolts sha
ll
be
pl
aced within lateral ties.
Late
ral ties shall enclose both
the vertical bars in the co
lumn and
the anchor
bolts. There
shall be a mínimum of
two
No
. 4 (M
#13) lateral ties
provided in the top
5 in. ( 127
mm) ofthe
column.
1.18.4.3.2.2 Anchorage of
jloor and
roof
diaphragms in
AAC masomy structures -Seismi
c
load between fl
oor
and roof
diaphragms and AA
C masonry
shear wa
ll
s shall
be transferred through connectors embedded
in grout and designed in accordance with Section 1.7.4.
TMS 402-11
/ACI 530-11/ASCE 5-11
COMMENTARY
seismi
c activity. Ordinary reinforced masonry shear walls,
ordinary reinforced AAC
masonry shear wa
ll
s, intermediate
reinforced masonry shear walls, or
special reinforced
masonry shear walls are required to be used.
1.18.4.3.1 Design of
nonparticipating
e/ements -Reinforcement requirements of
Section
1.18.4.3.1 are traditional for conventional concrete and clay
masonry. They are prescriptive in
nature. Tbe
intent of
this
requirement is
to provide structural integrity for
nonparticipating masonry walls. AAC masonry walls differ
from concrete masonry walls and clay masonry walls in that
the thin-bed mortar strength and associated bond strength is
typically greater than that of
the AAC units. Also, the unit
weight of
AAC
masonry is
typically less than one-third of
the unit weight of
clay or
concrete masonry, reducing
se
ismic inertial forces. This reduced load, co
mbined with a
tensile bond strength that is higher than the strength of
the
AAC
material itself,
provides a mínimum leve! of
structural
integrity and prescr
iptive reinforcement is not required. All
masonry walls, including non-participating AAC
masonry
walls, are required to be designed to resist out-of-plane
forces. If
reinforcement is required, it must be pr
ovided in
the direction ofthe
span.
1.18.4.3.2.1
Connections to
masonry
co/umns -Experience has demonstrated that connections of
structural members to masonry columns are
vulnerable to
damage during earthquakes unless properly anchored.
Requirements are
adapted from previously established practice
developed as
a result of
the 19
71
San Fernando earthquake.
1.18.4.3.2.2 Anchorage of
jloor and
roof
diaphragms in AAC
masonry structures -In
Seismic Design Categorie
s C and D additional connectors
are required, with the
intention of
ensuring ductile
behavior.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO CO
MM
ENTAR
Y C-65
CODE
1.18.4.3.2.3 Material requirements
-ASTM C34, structural clay load-bearing wa
ll
tiles,
shall
not be used as part of the seismic-force-r
esisting
system.
1.18.4.3.
2.4 Lat
eral stiffness -At
each story leve!, at least 80 percent of
the lateral stiffn
ess
shall
be provid
ed by seismic-f
orce-resistin
g wa
ll
s. Along
each line of
lateral resistance at a particul
ar story leve!, at
least 80 percent of
the lateral stiff
ness shall
be provided
by seismic-force-resisti
ng wa
lls.
Where seismic loads are
deterrnined based on a seismic response modification
factor, R, not greater
than 1.
5, piers and co
lumns shall be
perrnitted to be used to provid
e seismic load resistance.
1.18.4.3.2.5 Design of
columns,
pi
lasters, and beams supporting discontinuous elements
- Columns and
pil
asters th
at are part of
the seismic­
force-resisting system and that support reactions from
discontinuous stiff
elements shall
be provided with
transverse rein
forcement spaced at no more than one­
fourth of
the least nominal dimension of
the column or
pil
aster. The mínimum transverse
reinforcement ratio shall
be 0.
00 15. Beams supporting reac
tions from
discontinuous wa
ll
s shall
be provided with tr
ansverse
reinforcement spaced at no more than one-half of
the
nominal depth of
the bearn. The mínimum tr
ansverse
reinforcement ratio shall
be
0.0015.
COMMENTARY
1.18.4.3.2.3 Material requirements
-The limitation on the use of
ASTM C34 structural clay
ti
le units in the seismic-force-resisting system is based on
these uni
ts'
limited ability to provide inelastic strength.
1.18.4.3.2.4 Lateral stiffness -In
order
to accurately distribute loads in a structure subjected
to lateral loading, the lateral stiffness of
all structural
members should be considered. Although structures may
be designed to use shear walls for lateral-load resistance,
columns may also be incorporated for vertical capacity.
The stipu
lation that seismic-force-resisting elements
provide
at least 80 percent of
the lateral stiffness helps
ensure that additional elements do not significantly
contribute to the lateral stiffness. Based on typical design
assumptions, the lateral stiffness of
structural elements
should be based on cracked section properties fo
r
reinforced masonry and uncracked section properties for
unreinforced masonry.
The designer may opt to increase the percentage of
lateral stiffuess provided by piers and columns ifthe structure
is
designed to perforrn elastically under seismic loads.
1.18.4.3.2.5 Design of
columns,
pilasters, and beams supporting discontinuous elements
-Discontinuous stiff members such as shear walls have
global overturning forces at their edges that may be
supported by columns, pilasters and bearns. These vertical
support elements are required to have a mínimum leve! of
confinement and shear detailing at the discontinuity leve!.
The
mínimum detailing requirements in
this section may
be in
excess of
those requirements that are based on
ca
lculations using fu
ll-height relative
stiffnesses of
the
elements oft
he seismic-force-resisting system.
A common example is a building with interna! shear
walls, such as interior corridor walls, that are
discontinuous at the first story above grade or
in a
basement leve!.
If
this structure has a rigid diaphragm at
all
floor and roof
levels; the global (full
height) relative
stiffnesses of
the discontinuous elements is
minor in
comparison to the relative stiffnesses of
the continuous
elements at the perimeter of
the structure. All
shear walls
above the discontinuity, however,
have a forced common
interstory displacement. This forced interstory
displacement induces overturning forces in the
discontinuous shear walls at all
levels having this forced
story displacement.
The accumulated overturning forces at
the ends of
the wa
ll
s above the discontinuity in tum
are
likely to be
supported by columns and pil
asters in the
discontinuous levels and the beams at the leve! above the
discontinuity. This section specifies minimum detailing
requirements for these columns, pilasters, and beams.
The detennining of
the stiffness of
the discontinuous
element should be based on the relative stiffness of
the
discontinuous members above and below
the discontinuity.
Guidance as to the definition of
stiff
can be based on the

C-66
CODE
1.18.4.4 Seismic Design Category D
requirements -Masonry el
ement
s in structures assigned
to Seismic Design Ca
tegory D shall comply with the
requirements of
Sec
tion 1.18.4.3
and with the additional
requirements of Sections 1.18.4.4.1
and 1.18.4.4.2.
Exception: Design of participat
ing elements of AAC
ma
sonry
shall co
mply with the requirements of
1.1
8.4.3.
1.18.4.4.1 Design of
nonparticipating
elements -No
nparticipating masonry elements shall
comply with the requirements of
Chapter 2, 3, 4, or
8.
No
nparticipating masonry e lements, except those
constructed of
AAC masonry, shall be reinf
orced in either
the hor
izo
nta
l or
vertica
l direction in accordance with the
follow
ing:
(a) Horizontal reinforcement-Hori
zonta
l reinforcement
shall
comply with Section 1.1
8.4.3.1
(a).
(b) Vertical reinforcement -Vertica
l rein
forcement
shall
consist of
at
least one No. 4 (M
#13) bar spaced
not more than 48 in. ( 1219 mm)
. Vertica
l
reinforcement shall
be located within 16 in. (406 mm
)
of
th
e ends of
masonry wa
ll
s.
1.1
8.4.4.2 Design of
participating elements
-Masonry shear wa
ll
s shall
be
designed to comply with the
requirements ofSection 1.1
8.3.2.6, 1.1
8.3.2.9, or 1.1
8.3.2.1
2.
1.18.4.4.2.1
Mínimum reinforcement
for
masonry columns -Lateral ties in
masonry columns
shall be spaced not more than 8 in. (203 mm) on center
and shall be at least 3/8 in. (9.5 mm
) diameter. Lateral ties
shall
be embedded in grout.
TMS 402-11IACI 530-11
/ASCE 5-1
1
COMMENTARY
relative interstory stiffness of
the discontinuous member
above and below the discontinuity is
given in Code
Sections 1.18.4.3.2.5, 3.1.3, and 8.1.3. If
the interstory
stiffness of
the discontinuous wall below the discontinuity
is
less than 20%
of
the interstory stiffness above the
discontinuity; the discontinuous member should be
considered stiff.
1.18.4.4 Seismic Design Category D
requirements -Masonry shear walls for structures
assigned to Seismic Design Category D are required to
meet the requirements of
special reinforced masonry shear
walls or
ordinary reinforced AAC
masonry shear walls
because of
the increased risk and expected intensity of
seismic activity. The
mm1mum amount of
wall
reinforcement for special reinforced masonry shear walls
has
been a long-standing,
standard empírica! requirement
in areas of
high seismic loading. lt
is
expressed as a
percentage of
gross cross-sectional area of
the wall. lt
is
in
tended to improve the ductile behavior ofthe
wall under
earthquake loading and assist in crack control. Since the
mínimum required reinforcement may be used to satisfy
design requirements, at least
1
/3 ofthe
mínimum amount is
reserved for the lesser stressed direction in
order to ensure
an appropriate distribution of
loads in
both directions.
1.18.4.4.1 Design of
nonparticipating
elements
1.18.4.4.2 Design of
participating elements
1.18.4.4.2.1 Mínimum reinforcement for
masonry columns -Adequate lateral restraint is important
for column reinforcement subjected to overtuming forces
due to earthquakes. Many column failures during
earthquakes have been attributed to inadequate lateral tying.
For
this reason, closer spacing of
ti es than might otherwise
be required is prudent. An arbitrary mínimum spacing has
been established through experience. Columns not involved
in the seismic-force-resisting system should also be
more
heavily tied at
the tops and bottoms for more ductile
performance and better resistance to shear.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-67
CODE
1.18.4.4.2.2 Material requirements
-Participating elements shall be designed and specified
with Type S or Type M cement-lime mortar or mortar
cement mortar.
1.18.4.4.2.3 Lateral tie anchorage-
Standard hooks for lateral tie anchorage shall be either a
135-degree standard hook ora
180-degree standard hook.
1.18.4.5 Seismic Design Categories E and F
requirements -Masonry elements in
structures assigned
to Seismic Design Category E or F shall comply with the
requirements of
Section 1.18.4.4 and with the additional
requirements ofSection
1.18.4.5.1.
1.18.4.5.1 Mínimum reinforcement for
nonparticipating masonry elements not laid in running
bond -Masonry not laid in running bond in
nonparticipating elements shall have a cross-sectional area
of
horizontal reinforcement of
at
least 0.0015 multiplied
by the gross cross-sectional area of
masonry, using
specified dimensions. The maximum spacing ofhorizontal
reinforcement shall be 24 in. (610 mm). These elements
shall be fully grouted and shall be constructed of
hollow
open-end units or
two wythes of
so lid units.
1.19-
Quality Assurance
program
The quality assurance program shall comply with
the
requirements of
this section, depending on the Risk
Category, as defined in ASCE 7 or
the legally adopted
building code. The quality assurance program shall
itemize the requirements for verifying conformance of
material compostttOn, quality, storage, handling,
preparation, and placement with the requirements ofTMS
602/ACI 530.1/ASCE 6.
COMMENTARY
1.18.4.5 Seismic Design
Categories E and F
requirements -See Commentary Sections 1.18.3.2.3.1
and 1.18.4.4. The ratio of
mínimum horizontal
reinforcement is
increased to reflect the possibility of
higher seismic loads. Where fully grouted open end
hollow units are used, part of
the need for horizontal
reinforcement is satisfied by the mechanical continuity
provided by the grout core.
1.19 -Quality Assurance
program
Mac;onry
design
provisions in
this Code are valid
when
the quality of
masonry construction meets or exceeds that
described in the Specification. Therefore, in
order to design
masonry by this Code, verification of
good quality
construction is
required. The means by which the quality of
construction is monitored is the quality assurance program.
A quality assurance program must be defined in
the
contract documents, to answer questions such as "how to",
"w
hat method", "how often", and "w
ho determines
acceptance". This information is part ofthe
administrative
and procedural requirements. Typical requirements of
a
quality assurance program include review of
material
certifications, field inspection, and testing. The acts of
providing submittals, inspecting, and testing are part of
the quality assurance program.
Since the design and the complexity of
masonry
construction vary from project to project, so must the
extent of
the quality assurance program. The contract
documents must indicate the testing, inspection, and other
measures that are required to assure that the Work is in
conformance with the project requirements.
Section 1.19 establishes the mínimum criteria
required to assure that the quality of
masonry construction
conforms to the quality upon which the Code-permissible
values are based. The scope of
the quality assurance
program depends on whether the structure is
an
Risk
Ca
tegory IV structure or not, as defined by ASCE 7 or the
lega
lly adopted building code. Because of
their
importance, Risk Category IV structures are subjected to

C-68
CODE
1.19.1 Leve! A Quality Assurance
The minimum quality assurance program for masonry
in
Risk Category 1, II, or III structures and designed in
accordance with Chapter 5, 6, or 7 shall comply with
Table 1.19 .l.
1.19.2 Leve! B Quality Assurance
1.19.2.1 The mtmmum quality assurance
program for masonry in Risk Category IV structures and
designed in accordance with Chapter 6 or 7 shall comply
with Table 1.19.2.
1.19.2.2 The
mmtmum quality assurance
program for masonry in Risk Category 1,
II
, or
III
structures and designed in accordance with chapters other
than Chapter 5, 6, or 7 shall comply with Table 1.19.2.
1.19.3 Leve! e Quality Assurance
The mínimum quality assurance program for masonry
in Risk Category IV st
ructures and designed in accordance
with chapters other than Chapter
5, 6, or
7 shall
co
mply
with Table 1.1
9.3.
1.19.4 Procedures
The
quality assurance program shall set forth the
procedures for reporting and review. The
quality
assurance program shall
also include procedures for
resolution of noncompliances.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
more extensive quality assurance measures.
The leve! of
required quality assurance depends on
whether the masonry was designed in
accordance with
Chapters 2, 3, 4, 8, or
Appendix B (engineered) or
in
accordance with Chapters 5, 6, or
7 (empirical or
prescriptive).
1.19.1 Leve! A Quality Assurance
1.19.2 Leve/ B Quality Assurance
Implementation of
testing and in
spection
requirements contained in Table 1.19.2 requires detailed
knowledge of
the appropriate procedures. Comprehensive
testing and inspection procedures are available from
recognized industry sourcesl.
47
•
148
• 1.
49
• uo, which may be
referenced for assistance in developing and implementing
a Quality Assurance program.
Installation techniques for AAC masonry and thin-bed
mortar differ from concrete and clay masonry. Once it has
been demonstrated in
the field that compliance is attained
for the installation of
AAC masonry and thin-bed mortar,
the frequency of
inspection may be revised from continuous
to periodic. However, the frequency of
inspection should
revert to continuous for the prescribed period whenever
new AAC masonry installers work on the project.
1.19.3 Leve! e Quality Assurance
Premixed mortars and grouts are delivered to the
project site as "t
rowel ready" or "pourable" materials,
respectively. Preblended mortars and grouts are dry
combined materials that are mixed with water at the
project site. Verification of
proportions of
premixed or
preblended mortars and grouts can be accomplished by
review of
manufacture's batch tickets (if
applicable), a
combination of
preconstruction and construction testing,
or
other acceptable documentation.
1.19.4 Procedures
In addition
to specifying testing and inspection
requirements, the quality assurance program must define
the procedures for submitting the te
sting and inspection
reports (that is, how many copies and to whom) and define
the process by which those reports are to be reviewed.
Testing and evaluation should be addressed in
the
quality assurance program. The program should
allow for
the selection and approval of
a testing agency, which
agency should be provided with prequalification test
in
formation and the rights for sampling and testing of
specific masonry construction materials in
accordance
with referenced standards. The evaluation of
test results
by the testing agency should indicate compliance or
noncompliance with a ref
erenced standard.
Further quality assurance evaluation should allow an

BUILDING
CODE REQUIREMENTS FOR
MASONRY
STRUCTURES ANO COMM
ENTARY
C-69
CODE
1.19.5 Qua/ifications
The
quality assurance program shall
define the
qualifications for testing laboratories and for inspection
agencies.
Table 1.19.1-Leve! A Quality Assurance
COMMENTARY
appraisal of
the testing program and the handling of
nonconformance. Acceptable values fo
r all
test methods
should be given in the contract documents.
ldentification and resolution of
noncomplying
conditions should be addressed in
the contract documents.
A responsible person should be identified to allow
resolution of
nonconformances. In agreement with others
in
the design/construct team, the resolutions should
be
repaired, reworked, accepted as is, or
rejected. Repaired
and reworked conditions should initiate a reinspection.
Records control should be addressed in
the contract
documents. The
distribution of
documents during and after
construction should be delineated. The review of
documents
should persist throughout the construction period so that
each party is inf
ormed and that records for documenting
construction occurrences are available and correct after
construction has been completed.
1.19.5 Qua/ifications
The
entities verifying compliance must be competent
and knowledgeable of
masonry construction and the
requirements of
this Code. Therefore, mtmmum
qualifications for those individuals must also be
established by the quality assurance program in
the
contract documents.
The
responsible party performing the quality control
measures should document the organizational
representatives who
will be a part of
the quality control
segment, their qualifications, and their precise conduct
during the
performance ofthe
quality assurance phase.
Laboratories that, comply with the requirements of
ASTM
Cl093
151
are more likely to be familiar with
masonry materials and testing. Specifying that the testing
agencies comply with the requirements of
ASTM C 1093
should improve the quality of
the resulting masonry.
MINIMUM TESTS
Non e
MINIMUM INSPECTION
Verify compliance
with the approved submittals

C-70 TMS 402-11/ACI 530-11/ASCE 5-11
Table 1.19.2-
Level B Quality Assurance
MINIMUM
TESTS
Verification ofS
lump flow and Visual Stability Index (VSI) as delivered to
the
project site in accordance with Specification Article 1.5
B.l.b.3 for self-
consolidating grout
Verification off'm
andf'AAC in
accordance with Specification Article 1.4
B prior to construction, except where
specifically exempted by this Code
MINIMUM
INSPECTION
Inspection Task
Frequency
<•>
Reference for
Criteria
Continuous Periodic TMS 402/ TMS 602/
ACT
530/ ACI 530.1/
ASCE5
ASCE6
l.
Verify compliance with the approved submittals X Art. 1.5
2. As masonry construction begins, verify that the
following are in
compliance:
a. Proportions of
site-prepared mortar X Art. 2.1,
2.6A
b.
Construction of
mortar joints X Art. 3.3 B
c. Grade and size ofprestressing tendons and X
Art. 2.4 B,
anchorages
2.4 H
d.
Location of
reinforcement, connectors, and X Art. 3.4, 3.6 A
prestressing tendons and anchorages
e. Prestressing technique X Art. 3.6 B
f.
Properties ofthin-bed mortar for AAC masonry x<b>
x<cJ
Art. 2.1
e
3. Prior to grouting, verify that the following are in
compli
ance:
a. Grout space X
Art. 3.2 D,
3.2 F
b.
Grade, type, and size of
reinforcement and X Sec. 1.1
6 Art. 2.4, 3.4
anchor bolts, and prestressing tendons and
anchorages
c. Placement of
reinforcement, connectors, and X Sec. 1.16
Art. 3.2 E, 3.4,
prest
ressin
g tendons and anchorages
3.6 A
d. Proportions of
site-prepared grout and X
Art. 2.6
B,
prestressing grout for bonded tendons
2.4 G.l.b
e. Construction ofmortar
joints X Art. 3.3
B

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-71
Table 1.19.2-
Level B Quality
Assurance
(Continued)
MINIMUM
INSPECTION
Inspection
Task
Frequency
(a
¡ Reference for
Criteria
Continuous Periodic TMS 402/ TMS 602/
ACf 530/ ACI 530. 1/
ASCE5
ASCE6
4. Verify
during constru
ction:
a. Size and location of
structural elements X Art. 3.3 F
b.
Type, size, and location of
anchors, including X Sec. 1.16.4.3,
other details of
anchorage of
masonry to 1.1
7.1
structural
members, frames, or
other
construction
c. Welding of
reinforcement X
Sec. 2.1.7.7.2,
3.3.3.4 (e),
8.3.3.4(b)
d.
Pr
eparation, construction, and protection of
X
Art. 1.8
e,
masonry during cold weather (temperature below
1.8
D
40°F (4.4°C)) or hot weather (temperature above
90°F (32.2°C))
e.
Appli
cation and measur
ement of
prestressin
g X Art. 3.6 B
force
f.
Placement of
grout and prestressing grout for X Art.
3.5, 3.6 C
bonded tendons is in compliance
g. Pl
acement of
AAC masonry units and x<b>
x<c)
Art. 3.3 B.8
construction of
thin-bed mortar joints
5. Observe preparation of
grout specimens, mortar X Art. 1.4 B.2.a.3,
specimens, and/or prisms 1.4 B.2.b.3,
1.4 B.2.c.3,
1.4 B.3, 1.4
B.4
(a)
Frequency
refers to
the freq
uency
of
inspection, whic
h ma
y be
con
tinuous
during the
task
listed or
periodicall
y during the
li
sted
task
, as
defined in
the
ta
ble
.
(b) Required
for
the first
5000
square feet
(465
square meters)
of
AAC
masonry
.
(e) Req
uired
after the
fi
rst 5000 sq
uare
feet
(465 square meters)
of
AAC
masonry

C-72
TMS 402-11/ACI 530-11/ASCE 5-11
Table 1.19.3-
Level C Quality
Assurance
MINIMUM
TESTS
Verification off'm
andf
'AA
c in
accordance with Article 1.4 B prior to construction and for
every 5,000 sq. ft (465 sq. m) during construction
Verification of
proportions of
materials in pr
emixed or preblended mortar, prestressing
grout, and grout other than self-consolidating grout, as delivered to the project site
Verification of
Slump flow and Visual Stability lndex (VSI) as delivered to the project si te
in accordance with Article 1.5 B.l.b.3 for self-consolidating grout
MINIMUM
INSPECTION
Inspection Task
Frequency
<•>
Reference for
Criteria
eontinuous Periodic TMS 402/ TMS 602/
Aei
530/ Ael530.11
ASeE5 ASeE6
l.
Verify compliance with the approved submittals X Art. 1.5
2. Verify that the fo
ll
owing are in compliance:
a.
Proportions of
site-mixed mortar, grout and X
Art. 2.1, 2.6 A,
prestressing grout for bonded tendons
2.6 B, 2.6 e,
2.4 G.l.b
b.
Grade, type, and size ofreinforcement and anchor X Sec. 1.16 Art. 2.4, 3.4
bolts, and prestressing tendons and an
chorages
c. Placement of
masonry units and construction of
X Art. 3.3 B
mortar joints
d.
Placement of
reinforcement, connectors, and X Sec. 1.16 Art. 3.2 E,
3.4,
prestressing tendons and anchorages 3.6A
e.
Grout space prior
to grouting X
Art. 3.2 D,
3.2 F
f.
Placement of
grout and prestressing grout for X Art. 3.5
, 3.6 e
bonded tendons
g.
Size and location of
structural elements X Art. 3.3 F
h. Type, size,
and location of
anchors in
cluding X Sec. 1.1
6.4.3,
other details of
anchorage of
masonry to
1.1
7.1
structural members, frames, or other construction
l.
W elding of
reinf
orcement X
Sec. 2.1.7.7.2,
3.3.3.4 (e),
8.3.3.4(b)
J. Preparation, construction, and pr
otection of
X
Art. 1.s e,
ma
sonry during cold weather (temperature below
1.8D
40°F (4.4°C)) or
hot weather (temperature above
90°F (32.2°e))
k.
Application and measurement ofpre
stressing X Art. 3.6 B
force
l.
Placement of
AAe masonry units and X Art. 3.3 B.8
construction of
thin-bed mortar joints
m. Properties ofthin-bed mortar for AAe
masonry X Art. 2.1 e.
l
3. Observe pr
eparati
on of
grout specimens, mortar X Art. 1.4 B.
2.a.3,
specimens, and/or prisms 1.4 B.2.b.3,
1.4 B.2.c.3
,
1.4 B.3, 1.4
B.4
(a
) Frequency
refers to
the frequency ofin
spection
, which may
be
continuous during the task li
sted or periodi
call
y during the li
sted task, as
defíned in
the table.

BUIL
DING
CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTA
RY C-73
CODE
1.19.6 Acceptance relative to strength requirements
1.19.6.1 Compliance with f ',
-Compressive
strengt
h of
masonry shall be considered satisfactory if
the
compressive strength of
each masonry wythe and grouted
coll
ar
joint equals or
exceeds the va
lue off',
.
1.19.6.2 Determina/ion of
compressive strength
-Compressive strength of
masonry shall
be determin
ed
in accordance with the prov
isions of
TMS 602/ACJ
530.1/ASCE 6.
1.20 -Construction
1.20.1 Grouting, mínimum spaces
The mínimum dim
ensions of
spaces provided for the
placement of
grout shall be in accordance with Table
1.20.1. Grout pours with heights exceeding those shown in
Table 1.20.1, cavity widths, or
cell sizes small
er
than
those permitted in Table 1.
20.1 or
grout lift heights
exceeding those permitted by Article 3.5 D of
TMS
602/ACI 530.1/ASCE 6 are permitted if
the results of
a
grout demonstration panel show
that the grout spaces are
fi
ll
ed and adequately consolidated. In that case, the
procedures used in constructing the grout demonstration
pa
nel shall
be the mínimum acceptable standard for
grouti
ng, and the quality assurance
program shall
include
inspection during construction to verify grout placement.
COMMENTARY
1.19.6 Acceptance relative to strength requirements
Fundamental to the structural adequacy of
masonry
construction is the necessity that the compressive strength of
masonry equals or exceeds the specified strength. Rather than
mandating design based on different va
lues off',
for each
wythe of
a multiwythe wall construction made of
differing
material, this Code requires the strength of
each wythe and
of
grouted collar joints to equal or exceed f ~.
for the portian of
the structure considered. Tf
a multiwythe wall is
designed as a
composite wall, the compressive strength of
each wythe or
grouted collar joint should equal or exceedf
~
•.
1.20 -Cons
tru
ct
io n
The TMS 602/ACI
530.1/ASCE 6 Specification
covers material and construction requirements. lt
is an
integral part of
the Code in
terms of
mínimum
requirements relative to the composition, quality, storage,
handling, and placement of
materials for masonry
structures. The Specification also includes provisions
requiring verification that construction achieves the
quality specified. The construction must conform to these
requirements in
arder for the Code provisions to be val id.
1.20.1 Grouting, minimum spaces
Code Table 1.20.1 contains the least clear
dimension
for grouting between wythes and the mínimum cell
dimensions when grouting hollow units. Selection of
units and bonding pattern should be coordinated to
achieve these requirements. Vertical alignment of
cells
must also be considered. Projections or
obstructions into
the grout space and the diameter of
horizontal
reinforcement must be
considered when calculating the
mínimum dimensions. See Figure CC-1.20-l.
Coarse grout and fine grout are differentiated by
aggregate size in ASTM
C476.
The grout space requirements of
Code Table 1.20.1
are based on usual grout aggregate size and cleaning
practice to permit the complete filling of
grout spaces
and adequate consolidation using typical methods of
construction. Grout spaces smaller than specified in
Table 1.20.1 have been used successfully in sorne areas.
When the designer is requested to
accept a grouting
procedure that exceeds the limits in
Table 1.20.1,
construction of
a grout demonstration panel is required.
Destructive or
non-destructive evaluation can confirm
that filling and adequate consolidation have been
achieved. The designer should establish criteria for the
grout demonstration panel to
assure that critica) masonry
elements included in the construction will be represented
in the demonstration panel. Because a single grout
demonstration panel erected prior to masonry
construction cannot account for all conditions that may
be encountered during construction, the designer should
establish inspection procedures to verify grout placement

C-74
CODE
1.20.2 Embedd
ed
conduits,
pipes, and
sleeves
Conduits, pipes, and sleeves of
any material to be
embedded in masonry shall be compatible with masonry
and shall comply with the following requirements.
1.20.2.1 Conduits, pipes, and sleeves shall not
be considered to be structural replacements for the
displaced masonry. The masonry design shall consider the
structural effects ofthis
displaced masonry.
1.20.2.2 Co
nduits, pipes, and sleeves in
masonry shall be no closer than 3 diameters on center.
Mínimum spacing of
conduits, pipes or
sleeves of
different diameters shall be deterrnined usin
g the larger
diameter.
1.20.2.3 Vertical conduits, pipes, or sle
eves
placed in masonry columns or pilasters shall
not displace
more than 2 perce
nt ofth
e net cross section.
1.20.2.4 Pipes shall not be embedded in
masonry when:
(a) Containing Iiquid, gas, or vapors at temperature
higher than 150° F (66°C).
(b) Under pressure in excess of
55
psi (379 kPa).
(e) Containing wa
ter or other liquids subj
ect to freezing.
TMS 402-111ACI 530-111ASCE 5-11
COMMENTARY
during construction. These inspection procedures should
include destructive or non-dest
ructive evaluation to
confirm that filling and adequate consolidation ha
ve
been achieved.
1.20.2 Embedded conduits, pipes, and
sleeves
1.20.2.1 Conduits, pipes, and sleeves not
harmful to mortar and grout may be embedded within the
masonry, but the masonry member strength should not be
less than that required by design. Effects of
reduction in
section properties in
the
areas of
conduit, pipe, or sleeve
embedment should be considered.
For the integrity of
the structure, conduit and pipe
fittings within
the
masonry should be carefully positioned
and assembled. The coupling size should
be considered
when deterrnining sleeve size.
Aluminum should not be used in
masonry unless it is
effectively coated or
covered. Aluminum reacts with ions,
and may also react electrolytically with steel, causing
cracking ancl/or spalling of
the masonry. Aluminum
electrical conduits present a special problem si
nce stray
electric current accelerates the adverse reaction.
Pipes and conduits placed in masonry, whether
surrounded by mortar or grout or placed m unfilled
spaces, need to all
ow
unrestrained movement.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO CO
MMENTA
RY C-75
Table
1.20.1-
Grout
space
requirements
Gro
ut
type
1
Maximum
grout
Minimum
clear
width
Minimum
clear grout
space
dimensions for
grouting
cells of
hollow units,
3
•
4
•
5
pour
height,
of
gro
u t space/,3
ft(m)
in
. (mm)
Fine 1 (0.30)
3
/4
(19.1
)
Fine 5.33 (1.63) 2 (50.8)
Fine 12.67 (3.86) i/2
(63.5)
Fine 24 (7.32) 3 (76.2)
Coarse 1 (0.30) 1
1
/2(38.1)
Coarse 5.33 (1.63) 2 (50.8)
Coarse 12.67 (3.86) 2
1
/2
(63.5)
Coarse 24 (7.32) 3 (76.2)
1
Fine
and coarse grouts are defined in ASTM C476.
2
For
grouting between masonry wythes.
in. x in
. (mm
x mm)
1
1
/2
X 2 (38.1 X 50.8)
2 X 3 (50.8 X 76.2)
i/2
X 3 (63.5 X 76.2)
3 X 3 (76.2 X 76.2)
!
1
/2
X 3 (38.1 X 76.2)
i / 2 X 3 (63.5 X 76.2)
3 X 3 (76.2 X 76.2)
3 X 4 (76.2 X 102)
3
Mínimum clear wi
dth of
grout space and mínimum clear grout space dimension are the net
dimension of the space
determined by subtracting masonry protrusions and
the diameters ofhor
izontal bars from the as-designed cross-section of
the grout space. Grout type and maximum grout pour height shall be specified based on the mínimum clear space.
4
Area ofvertica
l reinforcement shall
not exceed 6 percent oft
he area ofthe
grout space.
5
Mínimum grout space dimension for AAC masonry units shall be 3 in
. (76.2 mm) x 3 in.
(76.2 mm) or a 3-in.
(76.2 mm) diameter cell.
COMMENTARY
a > Minimum Grout Space Dimension
b > Minimum Grout Space Dimension
Plus Horizontal Bar
Diameter
Plus Horizontal Protrusions
a > Minimum Grout Space Dimension
Plus Horizontal Bar
Diameter
Plus Horizontal Protrusions
Protrusion
Protrusion
Web
Section A-A
-Protrusion
rzn
.....
¡..¡:;¡¡::z:¡_ Protrusion
-Protrusion
Section B-B
Figure CC-1.20-1 -Grout space requirements

C-76 TMS 402-11/ACI 530-11/ASCE 5-11
This page is
intentionally left blank.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO
COMMENTARY C-77
CHAPTER 2
ALLOWABLE STRESS DESIGN OF MASONRY
CODE
2.1
-General
2.1.1 Scope
This chapter provides requirements for all
owable
stress design of
masonry. Masonry design in
accordance
with this chapter shall
comply with the requirements of
Chapt
er 1, Secti
ons 2.1.2 through 2.1.7, and either Section
2.2 or
2.3.
2.1.2 Load
combinations
When the legally adopted building code does not
provide allowable stress load combinations, structures and
members shall be designed to resist
the combinations of
load specified by the building of
fi
cial.
2.1.3 Design strength
2.1.3.1 Project drawings shall show the
specified compressive strength of
masonry,f'm,
for each
part oft
he structure.
2.1.3.2 Each portian of
the structure shall be
designed based on the specified compressive strength of
masonry,f'nr, fo
r that part ofthe
work.
2.1.3.3 Co
mputed str
esses shall
not exceed the
all
owable stress requirements of
this Chapter.
2.1.4 Anchor bo/ts embedded in grout
2.1.4.1 Design requirements -Anchor bolts
shall
be designed
using either the prov
isions of
Section
2.1.4.2 or, for headed and bent-bar anc hor bolt
s, by the
COMMENTARY
2.1-
General
2.1.1 Scope
Historically, a one-third increase in
allowable stress
has been permitted for load combinations that include wind
or
seismic loads. The origin and the reason for the one-third
stress increase are unclear
2
·
1
. From a structural reliability
standpoint, the one-third stress increase is a poor
way to
handle load combination effects. Therefore,
the one-third
stress increase is no longer permitted in this Code. The
allowable stresses of
this Chapter should not be increased
by one-third for wind and load combinations
.
2.1.2 Load
combinations
When there is no legally adopted buildin
g code or
the
legally adopted building code does not have allowable
stress load combinations, possible sources of
allowable
stress load combinations are ASCE 7
2
·
2
and IBC
2
.3
.
2.1.3 Design strength
The structural adequacy of
masonry construction
requires that the compressive strength of
masonry equal or
exceed the specified strength. The specified compressive
strength f 'm
on which design is based for each part of
the
structure must be shown on the project drawings.
The 1995, 1999, 2002, and 2005 editions of
the
Code
contained provisions to permit use of
strength-level load
combinations in allowable stress design, to compensate for
lack of
service-level load combinations in
previously
referenced load standards. This procedure, which enabled the
calcul
ation of
'pseudo-strengths' on the basis of
allowable
stresses, is
no longer included in
the Code because recent
editions of
ASCE 7 include both service-level and strength­
level load combinations. The 2005 edition of
the
Code
provides guidance for using strength-level load combinations
whenever the legally adopted building code does not provide
service-levelload combinations.
2.1.4 Anchor bolts embedded in grout
Allowable St
ress Design anchor bolt provisions were
obtained by
calibrating corresponding Strength Design
provisions to produce similar results. See Code

C-78
CODE
provisions ofSection
2.1.4.3.
2.1.4.2 Allowable loads determined by test
2.1.4.2.1 Anchor bolts shall be tested m
accordance with AS 1M
E488, except that a minimum of
five
tests shall be performed. Loading conditions of
the test shall
be representative ofintended use ofthe
anchor bolt.
2.1.4.2.2 Anchor bolt allowable loads used
for design shall not exceed 20 percent of
the average
failure load from the tests.
2.1.4.3 Allowable loads determined by
calculation for headed and bent-bar anchor bolts
Allowable loads for headed and bent-bar anchor bolts
embedded in grout shall be determined in accordance with
the provisions of
Sections 2.1.4.3.1 through 2.1.4.3.3.
2.1.4.3.1 Allowable axial !ensile load of
headed
and bent-bar anchor bolts -The allowable axial
tensile load of
headed anchor bolts shall be computed
using the provisions ofSections
2.1.4.3.1.1. The allowable
axial tensile load of
bent-bar anchor bolts shall be
computed using the provisions of
Section 2.1.4.3.1.2.
2.1.4.3.1.1 Allowable axial tensile
load of
headed anchor bolts-
The allowable axial tensile
load, Ba,
of
headed anchor bolts embedded in grout shall
be the smaller of
the values determined by Equation 2-1
and Equation 2-2.
(Equation 2-1)
(Equation 2-2)
2.1.4.3.1.2 Allowable axial tensile load
of
bent-bar anchor bolts -The allowable axial tensile
load, Ba,
for bent-bar anchor bolts embedded in grout shall
be the smallest of
the values determined by Equation 2-3,
Equation 2-4,
and Equation 2-5.
(Equation 2-3)
(Equation 2-4)
(Equation 2-5)
2.1.4.3.2 Allowable shear load of
headed
and
bent-bar anchor bolts -The allowable shear load,
B..,
ofheaded
and bent-bar anchor bolts embedded in
grout
shall be the smallest ofthe
values determined by Equation
2-6,
Equation 2-7,
Equation 2-8, and Equation 2-9.
(Equation 2-6)
(Equation 2-7)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
Commentary 3.1.6.
2.1.4.3.1 Allowable axial !ensile
load of
headed and bent-bar anchor bolts -Equation 2-1
defines the allowable axial tensile load govemed by
masonry breakout. Equation 2-2 defines the allowable
axial tensile load govemed by slt:d yidding. The lowt:r of
these loads is the allowable axial tensile load on the
anchor.
2.1.4.3.1.2 Allowable axial !ensile
load
of
bent-bar anchor bolts -Equation 2-3 defmes the
allowable axial tensile load govemed by masonry
breakout. Equation 2-4 defines the allowable axial tensile
load govemed by anchor pullout. Equation 2-5 defines the
allowable axial tensile load governed by steel yielding.
The
lower ofthese
loads is the allowable axial tensile load
on the anchor.
2.1.4.3.2 A llowable shear load of
headed
and bent-bar anchor bolts -Equation 2-6 defines the
allowable shear load govemed by masonry breakout.
Equation 2-7 defines the allowable shear load govemed by
masonry crushing. Equation 2-8 defines the allowable
shear load govemed by anchor pryout. Equation 2-9
defines the allowable shear load govemed by steel
yielding. The lower of
these loads is the allowable shear
load on the anchor.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-79
CODE
(Equation 2-8)
(Equation 2-9)
2.1.4.3.3 Combined axial tension and shear
-A
nchor bolt
s subjected to axial tension in
combination
with shear shall satisfY
Equation 2-1
O.
~
+
.5:._
$
1
Ba
Bv
(Equation 2-1
O)
2.1.5 Multiwythe walls
2.1.5.1 Design of
walls composed of
more than
one wythe shall comply with the provisi
ons of
this
section.
2.1.5.2 Composite action
2.1.5.2.1 Multiwythe walls designed for
composite action shall
ha
ve collar joints either:
(a) crossed by connecting headers, or
(b) filled with mortar or grout and connected by wall ti
es.
2.1.5.2.2 Shear stresses developed in
the
planes of
interfaces between wythes and collar joints or
within headers shall not
exceed the following:
(a) mortared collar joints, 7 psi ( 48.3
kPa).
(b) grouted collar joints, 13
psi (89.6 kPa).
(e) headers, ,
u.j'
sp_e_c_
ifi-
¡e_
d_ u_n-it_c_o_
m_p_r_
e_ss-iv- e-st-r-
en_
gt_h_o_f_h
e_a_d-
er
psi (MPa) (over net area of
header).
2.1.5.2.3
Headers used to bond adjacent
wythes shall
meet the requirements of
Section 2.1.5.2.2
and shall be provided as
follows:
(a) Headers shall be uniformly distributed and the sum of
their cross-sectional areas shall
be at le
ast 4 percent
of
the wa
ll
surface area.
(b) Headers connecting adjacent wythes
shall
be
embedded
a mínimum of3
in.
(76.2 mm
) in
each wythe.
2.1.5.2.4 Wythes not bonded by headers
shall
meet the requirements of Section 2.1.5.2.2 and shall
be bonded by wall ties provided as follows:
Wire size
Wl.7
(MW11)
W2.8 (MW18)
Minimum number o[
wall ties required
one per 2
2
/
3 ft
2
(0.25 m
2
) ofwall
one per 4
1
/
2 ft
2
(0.42 m
2
) of
wall
The maximum spacing between ties shall
be 36 in.
(914 mm) horizontall
y and 24 in. (610 mm) verticall
y.
The use of rectangular wall
ti es to ti e wall
s made with
any type of
masonry units is permitted. The use of Z wall
ties to tie wall
s made with other than holl
ow masonry
COMMENTARY
2.1.5 Multiwythe walls
2.1.5.2 Composite action -Multiwythe walls
act monolithically if
sufficient shear transfer can occur
across the interface between the wythes. See Figure
CC-2.1
-1.
Shear transfer is achieved with headers crossing
the collar joint or with mortar-or
grout-filled collar joints.
When mortar-or grout-filled collar joints are relied upon
to transfer shear, wall ties are required to ensure structural
integrity ofthe
collar joint. Composite action requires that
the stresses occurring at the interfaces are within the
allowable
limits prescribed.
Composite masonry walls generally consist of
brick­
to-brick, block-to-block, or brick-to-block wythes. The
collar joint can be filled with mortar or
grout, or the
wythes can be connected with metal ties. The collar joint
thickness ranges from
3
/8 to 4 in.
(9.5 to 102 mm). The
joint may contain either vertical or
horizontal
reinf
orcement, or reinforcement may be
placed in
either
the brick or
block wythe. Composite walls are particularly
advantageous for resisting high lo
ads, both in
-plane and
out
-of-plane.
Limited test data
2
.4,
25
•
2
·
6
are available to document
shear strength of
collar joints in masonry.
Test results
2
.4
,
2
·
5
show that shear bond strength of
coll
ar joints could vary from as low as
5 psi (34.5 kPa) to
as higb as 100 psi (690 kPa), depending on type and
condition of the interface, consolidation of
the joint, and
type of
loading. McCarthy et
al.
2
.4
reported an average
va
lue of
52 psi (359 kPa) with a coefficient of
variation of
21.6 percent. An allowable shear stress va
lue of
7 psi
(48.3 kPa), which is four standard deviations below the
average, is
considered to account for the expected high
variability of
the interface bond.With sorne units, Type S
mortar slushed collar joints may have better shear bond
characteristics than Type N mortar. Results show that
thickness of
joints, unit absorption, and reinforcement
have a negligible effect on shear bond strength. Grouted
collar joints have higher allowable shear bond stress than
the mortared collar joint
~·
5
•
Requirements for masonry
headers (Figure CC
-5.7
-1
) are empírica! and taken from
prior codes. The net area of
the header should be
used in

C-80
CODE
units is permitted. Cross wir
es of joint reinforcement are
permitted to be used inst
ead ofwa
ll
ties.
Collar Joint Filled
Ve
rtical Bending
Tension Perpendicular to
Bed Joints
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
calculating the stress even if
a so lid unit, which allows up
to 25
percent coring, is used. Headers do
not provide as
much ductility as
metal tied wythes with filled collar joints.
The influence of
differential movement is especially critica)
when headers are used. The committee does not encourage
the use of
headers.
A strength analysis has been demonstrated by
Porter
and Wolde-Tinsae
2
·
7
•
2
·
8
for composite walls subjected to
combined in-plane shear and gravity loads. In addition,
these authors have shown adequate behavioral
characteristics for both brick-to-brick and brick-to-block
composite wall
s with a grouted collar joint
2 9
•
2
·
10
•
2
·
11
•
2
•
12
•
Finite element models for analyzing the interlaminar
shearing stresses in
collar joints of
composite walls have
been investigated by Anand et at.
2
·
13
•
2
·
14
•
2
·
15
•
2
•
16
• They
found that the shear stresses were principally transferred
in
the upper portion of
the wall near the point of
load
application for the in-plane loads. Thus, below
a certain
distance, the overall strength of
the composite
is
controlled by the global strength of
the wall, providing
that the wythes are acting compositely.
The size, number, and spacing of
wall ties, shown in
Figure CC
-2.1-2, has been determined from past
experience. Th
e limitation of
Z-ties to walls of
other than
hollow units is also based on past experience.
Horizontal Bending
Tension Parallel to Be
d Jo
ints
Figure CC-2. 1-1 -Stress distribution in multiwythe walls of composite masonry

BUILDING CODE REQUIREMENTS FOR MASONRY
ST RUCTURES ANO
CO
MMENTA RY C-81
COMMENTARY
C)
e
- ·ü
E "'
E~
2 2/3 Sq. Ft. (0.25 m
2
) ~ .¿
Maximum Wall Surface ~~
4 1/2 Sq. Ft. (0.42 m2)
Area Pe~r
Tie .S
,¿
=Bi
Maximum Wall Surta ce
~
~
Area Per
Ti e
=:=:
•••~••·
·
••
:=:r
~
I ~
•.
• ;... :=:
==
-~--·--
·
-
-
'(:
Tie Location J--·--·-
-h-i-
"-
36 in. (914 mm) 36 in
. (914 mm) J
Max. Horiz. Spacing Max. Horiz. Spacing
Spacing of
Metal Ties (W 1.7 (MW 11)) Spacing of
Metal Ties (W
2.8 (MW
18))
Figure CC-2.1-2 -Wall tie spacingfor multiwythe walls
CODE
2.1.5.3 Non-composite action -Masonry
designed for non-
composite action shall
comply with the
fo
ll
owing provisions:
2.1.5.3.1 Each wythe shall
be designed to
resist individuall
y the effects of
loads imposed on it.
Unl
ess a more detailed analysis is performed, the
fo
ll
owing requi
rements shall
be sati
sfied:
(a) Coll
ar joints shall
not conta
in headers, grout
, or mortar.
(b) Gravity
loads from supported hori
zo
ntal members shall
be resisted by th
e wythe nearest to th
e center of
span of
the supported member.
Any resulting bending moment
about the weak axis of
the wall
shall
be
di
stri
buted to
each wythe in
proportion to its
re
lative stiffness.
(e) Loads acting parall
el to the plane of a wall
shall
be
carried onl
y by the wythe on whi
ch th
ey are appli
ed.
Transfer of
str
esses from such loads between wythes
shall
be neglected.
( d)
Loads acting transverse to the plan e of
a wall
shall
be
resisted by all
wythes in proportion to their relative
fl
exura! stiffnesses.
(e) Specified distan ces between wythes shall
not
exceed
4.5 in.
(1
14 mm) unless a detail
ed wall-tie analysis is
perfo
rmed.
2.1.5.3.2 Wythes of
wall
s designed for
non-
composite action shall
be connected by wall
ties
meeting the requirements of
Section 2.1.5.2.4 or by
adj
ustable ties. Where the cross wires of
joint
reinf
orcement are used as ties, the joint reinfo
rcement
shall
be ladder-type or
tab-type. Wall
ties shall
be
without
cavity drips.
COMMENTARY
2.1.5.3 Non-composite action -Multiwythe
walls may be constructed so that each wythe is separated
from the others by a space that may be crossed only by ties.
The ties force compatible lateral deflection, but no
composite action exists in
the design. Weak axis bending
moments caused by either gravity loads or
lateral loads are
assumed to be distributed to each wythe in
proportion to its
relative stiffuess. See Figure CC-2.1-3 for stress distribution
in
non-composite walls. Loads due to supported horizontal
members are to be resisted by
the wythe closest to center of
span as
a result ofthe
deflection ofthe
horizontal member.
The size, number, and spacing of
metal ties (Figure
CC-2.1-2) have been determined from past experience.
Ladder-type or tab-type joint reinforcement is
required
because truss-type joint reinforcement restricts in-plane
differential movement between wythes. However, the use
of
cavity wall ties
with drips (bends in ties to
prevent
moisture migration) has been eliminated because of
their
reduced strength. In cavity walls, this Code limits the
thickness of
the cavity to 4~
in. (114 mm) to
assure
adequate performance. If
cavity width exceeds 4
~
in.
( 11
4 mm), the ti
es must be
designed to resist the loads
imposed upon them based on a rational analysis that takes
into account buckling, tension, pullout, and
load
distribution.
The NCMA
2
·
17
and Canadian Standards Association
(CSA)
2
·
18
have recommendations for use in
the des
ign of
ties for walls with wide cavities. The term cavity is
used
when the net thickness is 2 in.
(51
mm) or greater. Two
inches (51
mm) is considered the mínimum space required
for resistance to water Eenetration. A continuous air ~ace
of
lesser thickness is referred to as
a void (unfilled) collar
joint. Requirements for adjustable ties are shown in
Figure
CC-2.1-4. They are based on
the
results in
Reference 2.19.

C-82
CODE
Adjustable ties shall meet the following requirements:
(a) One tie shall be provided for each 1.77 f¡2
(0.16 m
2
)
of
wall area.
(b) Horizontal and vertical spacing shall not exceed
16 in. (406 mm).
(e) Adjustable ties shall not be used when the
misalignment of
bed joints from one wythe to the
other exceeds 1
1
/4 in. (31.8 mm).
(d) Maximum clearance between connecting parts of
the
tie shall be
1
/
16 in.
(1.6 mm).
(e) Pintle ties shall have at least two pintle legs of
wire
size W2.8 (MW18).
2.1.6 Bearing stress
Bearing stresses on masonry shall not exceed 0.33 f'm and
shall be computed over the bearing area, Abr,
as defined in
Section 1.9.5.
Vertical Bending
Tension Perpendicular lo
Bed Joints
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
Horizontal Bending
Tension Parallel lo
Bed Joints
Figure CC-2.1-3 -Stress distribution
in multiwythe walls of
non-composite masonry

BUILD
ING
CODE REQUIREMENTS FOR MASONRY STRU
CTURES ANO COMMENTARY C-83
COMMENTARY
16 in. (406 mm) Max. Vert. Spacing
1.77 Sq. Ft.
(0.16 m2)
Maximum Wall Surface
Area PerTie
-¡ • '-'
j T;e Loc~tion
J
"'--16
in. (406 mm) Max.
Horiz. Spacing
Spacing of
Adjustable Ties
Vertical Section
Plan View
1t
~.~x.
Clear.
.
~
in.
(1
.6 mm)
Figure CC-2.1-4-Adjustable ti es
CODE
2.1
. 7 Development of
reinforcement embedded in
grout
2.1.7.1 General -The
calculated tension or
compression in the reinforcement at
each section shall be
developed on each side of
the section by development
length, hook, mechanical device, or
combination thereof.
Hooks shall
not be used to develop bars in
compression.
2.1.7.2 Development ofwires
in
tension-The
development length of
wire shall be determined by
Equation 2-11, but shall not be less than 6 in.
(152 mm).
(Equation 2-11)
Development length of
epoxy-coated wire shall
be taken as
150 percent ofthe
length determined by Equation 2-11
.
2.1.7.3 Development of
bars in tension or
compression -The required development le
ngt
h of
reinforcing bars shall
be determined by Equation 2-1
2, but
sha
ll
not be less than 12 in.
(305 mm).
COMMENTARY
2.1. 7 Development of
reinforcement embedded in
grout
2.1.7.1 General-
From a point of
peak stress
in reinforcement, sorne length of
reinforcement or
anchorage is necessary through which to develop the
stress. This development length or anchorage is necessary
on both sides of
such peak stress points, on one side to
transfer stress into and on the other to transfer stress out of
the reinforcement. Often the reinf
orcement continues for a
considerable distance on one side of
a critica( stress point
so that calculations need involve only the other side; for
example, the negative moment reinforcement continuing
through a support to the middle ofthe
next span.
Bars and longitudinal wires must be def
ormed.
2.1.7.2 Development of
wires in tension
Equation 2-11
can be derived from the basic development
length expression and an allowable bond stress u for
deformed bars in grout of
160 psi (1103 k.Pal
20
•
2
·
21
.
Research
2
·
22
has shown that epoxy-coated reinforcing bars
require longer development length than uncoated
reinforcing bars. The
50 percent increase in development
length is
consisten! with the increase required in
the ACI
318 provisions 1.3
2
for epoxy-coated bars and wires, and
does not apply to the 6 in. (1
52 mm) minimum ..
Id=
dbFsl4u = dbFs/
4(160) = 0.0015dbFs
(Id
= 0.22dbF
s in
SI units)
2.1.7.3 Development of
bars in tension or
compression-
See the discussion in Code Commentary
3.3.3.4. The 50
percent increase in development length
is consistent with the increase required in the AC1318

C-84
CODE
(Equation 2-12)
K shall not exceed the smallest of
the following: the
mínimum masonry cover, the clear spacing between
adjacent reinforcement splices, and 9db.
y 1.0 for No. 3 (M# lO)
through No. 5 (M#l6) bars;
y 1.3
for No. 6 (M#19) through No. 7 (M#22) bars;
and
y = 1.5
for No. 8 (M
#25) through No. 11
(M#36) bars.
Development length of
epoxy-coated bars shall be taken
as 150 percent of
the length determined by Equation 2-12.
2.1.7.4 Embedment ojjlexural reinforcement
2.1.7.4.1 General
2.1.7.4.1.1 Tension reinforcement is
permitted to
be developed by
bending across the neutral
axis of
the member to be anchored or
made continuous
with reinf
orcement on the opposite face ofthe
member.
2.1.7.4.1.2 Critica! sections for
development of
reinforcement in
flexura! members are at
points of
maximum steel stress
and at points within the
span where adjacent reinforcement terminates or
is bent.
2.1.7.4.1.3 Reinforcement shall extend
beyond the point at which it is no longer required to resist
fl
exure for a distance equal to th
e effective depth of
the
member or
12db,
whichever is greater, except at supports of
simple spans and at the free end of
cantilevers.
TMS 402-11/AC1530-11/ASCE 5·11
COMMENTARY
provision 1.3
2
for epoxy-coated bars, and does not apply to
the 12 in
. (305 mm) mínimum.
2.1. 7.4 Embedment of
flexura! reinforcement­
Figure CC
-2
.1
-5 illustrates the embedment requirements
of
flexura! reinforcement in a typical continuous beam.
Figure CC
-2.1-6 illustrates the embedment requírements
in a typical contínuous wall that is not part of
the lateral­
force-resísting system.
2.1.7.4.1 General
2.1.7.4.1.2 Critica! sections for a typícal
contínuous beam are indicated with a "e
" or
an "x"
in
Figure
CC-2.1-5. Critica) sections for a typical continuous wall are
indicated with a "e
" in Figure CC-2.1-6.
2.1.7.4.1.3 The moment diagrams
customarily used in design are approximate. Sorne shíftíng
of
the locatíon of
maximum moments may occur due to
changes in
loading, settlement of
supports, lateralloads, or
other causes. A diagonal tensíon crack in a flexura)
member without stirrups may shift the locatíon of
the
ca
lculated tensile stress approximately a distan ce d toward
a point of
zero moment. When
stirrups are provided, this
effect is less severe, although still present.
To
provide for shifts in the locatíon of
maximum
moments, this Code requires the extension of
reinforcement a distance d or
12db beyond the point at
whích it is theoretically no longer required to resist
flexure, except as noted.
Cutoff
points of
bars to meet this requirement are
illustrated in Figure CC-2.1-5.
When bars of
different sizes are used, the extension
should be in accordance with the diameter of
bar being
terminated. A bar bent to
the far face of
a beam and
continued there may logically be considered effective in
satisfying this section, to the point where the bar crosses
the middepth ofthe
member.

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY
COMMENTARY
e
Moment Capaeity
of
Bars a
1
Points of
lnfleetion (P.L) :
Moment Capacity
of
Bars b --""""-
e
/ P.I.
~
d,
12 b
Figure CC-2.1-5 -Development offlexural reinforcement in a typical continuous beam
d
Figure CC-2.1-6 - Development ofjlexural reinforcement in a typica
l wa/1
C-
85

C-86
CODE
2.1.7.4.1.4 Continuing reinforcement
shall extend a distance Id beyond the point where bent or
terminated tension reinforcement is no longer required to
resist flexure as required by Section 2.1.7.2 or 2.1.7.3.
2.1.7.4.1.5 Flexura! reinforcement shall
not be terminated in
a tension zone
unless one of
the
following conditions is satisfied:
(a) Shear at the cutoff point does not exceed two-thirds
of
the allowable shear at the section considered.
(b) Stirrup area in excess of
that required for shear is
provided along each terminated bar or wire over a
distance from the termination point equal to
three­
fourths the effective depth of
the member. Excess
stirrup area, Av, shall not be less than 60 bws/fy.
Spacing s shall not exceed d/(8 fJh)·
(e) Continuous reinforcement pro vides double the area
required for flexure at the cutoff point and shear does
not exceed three-fourths the allowable shear at the
section considered.
2.1.7.4.1.6 Anchorage complying
with Section 2.1. 7.2 or
2.1. 7.3 shall be provided for
tension reinforcement in corbels, deep fl
exura! members,
variable-depth arches, members where flexura[
reinforcement is not
parallel with the compression face, and
in other cases where the stress in
fl
exur
a! reinf
orcement does
not vary lin
ear!
y through the depth ofthe
section.
2.1.7.4.2 Development ofpositive moment
reinforcement-When a wall or
other flexura! member is
part of
the lateral-force-resist
ing system, at least 25
percent of
the positive moment reinforcement shall extend
into the support and be anchored to develop Fs
in tension.
2.1.7.4.3 Development of
negative moment
reinforcement
2.1.7.4.3.1 Negative mo ment
reinforcement in
a continuous, restrained, or cantilever
member shall be anchored in
or through the supporting
member in accordance with the provisions ofSection 2.1.7.1.
2.1.7.4.3.2 At
least one-third of
the
total reinforcement provided for moment at a support shall
extend beyond the point of
inflection the gre
ater distance
of
the effective depth of
the member
or one-sixteenth of
the span.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
2.1.7.4.1.4 Peak stresses exist in
the
remaining bars
wherever adjacent bars
are cut off or
bent in
tension regions. In
Figure CC-2
.1
-5
an
"x" mark is
used
to
indicate the peak stress points remaining in
continuing bars
after part of
the bars have been cut off. If
bars
are cut
off as
short as the
moment diagrams allow, these stresses become
the
full
Fs,
which requires a fui!
embedment length as
indicated.
This extension may exceed the length required for flexure.
2.1.7.4.1.5 Evidence of
reduced shear
strength and loss of
ductility when bars are cut off
in
a
tension zone has been reported in
Reference 2.23. As a
result, this Code does not permit flexura! reinforcement to
be terminated in
a tension zone, unless special conditions
are satisfied. Flexure cracks tend to open early wherever
any reinforcement is terminated in a tension zone. If
the
stress in the continuing reinforcement and the shear strength
are each near their limiting values, diagonal tension
cracking tends to
develop prematurely from these flexure
cracks. Diagonal cracks are less likely to form where shear
stress is low. A lower steel stress reduces the probability of
such diagonal cracking.
2.1.7.4.1.6 In corbels, deep flexura!
members, variable-depth arches, members where the
tension reinforcement is not parallel with the compression
face, or other instances where the steel stress, J.
, in
flexura! reinforcement does not vary linearly in proportion
to the moment, special means of
analysis should be
used
to determine the peak stress for proper development ofthe
flexura! reinforcement.
2.1. 7 .4.2 Development of
positive moment
reinforcement -When a flexura[ member is part of
the
lateral-force-resisting system, loads greater than those
anticipated in
design may cause reversa! of
moment at
supports. As a consequence, sorne positive reinforcement
is required to be anchored into the support. This
anchorage assures ductility of
response in the event of
serious overstress, such as from blast or earthquake. The
use of
more reinforcement at lower stresses is not
sufficient. The full anchorage requirement does not apply
to excess reinforcement provided at the support.
2.1.7.4.3 Development of
negative moment
reinforcement -Negative reinforcement must be
properly anchored beyond the support faces by extending
the reinforcement Id
into the support. Other methods of
anchoring include the use of
a standard hook or suitable
mechanical device.
Section 2.1.7.4.3.2 provides for possible shifting of
the moment diagram at a point of
inflection, as discussed
under Commentary Section 2.1:7.4.1.3. This requirement
may exceed that of
Section 2.1.7.4.1.3 and the more
restrictive governs.

BUILDING
CODE REQUIREMENTS FOR MASONRY
STRUCTURE S ANO COMMENTARY
C-87
CODE
2.1.7.5 Hooks
2.1.7.5.1 Standard hooks in
tension shall be
consid
ered to develop an equivalent embedment length, 1, ,
equal to 13 d6•
2.1.7.5.2 Th
e eff
ec
t of hooks for bars in
co
mpr
ession shall
be
neglected in design computations.
2.1.7.6 Development ofshear
reinforcement
2.1.7.6.1 Bar andwire
reinforcement
2.1.7.6
.1.1 Shear reinfo
rcement shall
extend to a distance d from the extreme compression face
and shall
be ca
rried as close to
the compression and
tension surfaces of the member
as cover requirement
s and
the pr
ox
imity of
other reinf
orcement permit. Shea
r
reinf
orcement shall
be anchored at both ends for its
ca
lculated stress.
2.1.7.6.1.2 The ends of single-leg or
U-stirrups shall
be anchored by one ofth
e foll
owing mea
ns:
(a) A standard hook plus an effective embedment of
0.5ld.
The eff
ecti
ve embedment of
a stirrup leg shall
be taken
as the distance between the middept
h of
the member,
d/2,
and the start of
the hook (point oftangency).
(b) F or No. 5 bar
(M
# 16) and D3 1 (MD
200
) wire and
small
er, bending ar
ound longitudinal reinf
orcement
thr
ough at
least 135 deg
rees
plus an embedment of
0.33 Id.
The 0.33 Id
embedment of a stirrup leg shall
be taken as the distan
ce between middepth of
member, d/2, and start ofho
ok (point oft
angency).
Point of Tangency
COMMENTARY
2.1.7.5 Hooks
2.1.7.5.1 In earlier versions ofthe
Code, the
allowable stress developed by a standard hook, 7,500 psi
(51.7 MPa), was the accepted permissible value in
masonry
design. Substituting this value into Equation 2- 11 resulted
in
an equivalent embedment length of
11.25 d6. This va
l u e
was less than half
that given in
Reference 1.39. However,
since the provisions for development length are now the
same for Chapters 2 and 3, the hook provisions were also
changed to be
the same because the hooks must achieve the
same leve! of
performance. Refer to Commentary Section
1.16.5 for more information on hooks.
2.1.7.5.2 In compression, hooks are
ineffective and cannot be
used as anchorage.
2.1. 7.6 Development of
shear reinforcement
2.1.7.6.1 Bar and
wire reinforcement
2.
1.7.
6.1.1 St
irrups must
be carried as
close to the
compression face of
the member as possible
because near ultimate load, flexura! tension cracks
penetrate deeply.
2.1.7.6.1.2 T he requirements for
anchorage of
U-stirrups fo
r deformed reinforcing bars and
deformed wire are illustraled in Figure CC-2.1-7.
2.1.7.6.1.2(a)
When a standard hook
is used, 0.5 Id
must be provided between d/2
and the point
oftangency
ofthe
hook.
This provision may require a reduction in size and spacing
of
we
b reinforcement, or
an in crease in
the effective depth
oft
he bea
m, for web reinforcement to be
fully effective.
0.33 1,
Minimum
Point of Tang
ency ,-n
Section Section
2.1.9.6.1.2(a) 2.1.9
.6 .1.2(b)
Figure CC-2.1-7-
Anchorage of
U-stirrups (deformed reinforcing bars and
deformed wire)

C-88
CODE
2.1.7.6.1.3 Between the anchored ends,
each bend in th
e continuous portien of
a transverse U-stirrup
shall enclose a longitudinal bar.
2.1.7.6.1.4 Longitudinal bars bent to
act as shear reinforcement, where extended into a region
of
tension, shall be continuous with longitudinal
reinforcement and, where extended into a region of
compression, shall be developed beyond middepth of
the
member, d/2.
2.1.7.6.1.5 Pairs of
U-stirrups or ties
placed to form a closed unit shall be considered properly
spliced when lepgth of
laps are l.
7 Id.
In grout at least
18
in. (457 mm) deep, such splices with Avh not more
than 9,000 lb (40 032 N) per leg shall be permitted to be
considered adequate if
legs extend the full available depth
ofgrout.
2.1.7.6.2 Welded wire reinforcement
2.1.7.6.2.1 For
each Ieg of
welded
wire reinforcement forming simple U-stirrups, there
shall be either:
(a) Two longitudinal wires at
a 2-in. (50.8-mm) spacing
along the member at the top ofthe
U,
or
(b) One longitudinal wire located not more than d/4 from
the compression face and a second wire closer to
the
compression face and spaced not less than 2 in.
(50.8 mm) from the first wire. The second wire shall be
located on
the stirrup leg beyond a bend, or
on a bend
with an inside diameter ofbend
not less than 8db
2.1.7.6.2.2 For each end of
a single-leg
stirrup of
plain or deformed welded wire reinforcement,
there shall be two longitudinal wires spaced a mínimum of
2 in.
(50.8 mm) with the inner wire placed at a distance at
least d/4 or
2 in.
(50.8 mm) from middepth ofmember
, d/2.
Outer longitudinal wire at tension face shall not be
farther
from the face than the portien of
primary flexura]
reinforcement closest to
the face.
2.1.7.7 Splices of
reinforcement-Lap splices,
welded splices, or
mechanical splices are permitted in
accordance with the provisions of
this section. Welding
shall conform to A WS D 1.4.
2.1.7.7.1 Lap splices
2.1.7.7.1.1 The mínimum length of
lap
for bars in
tension or
compression shall be determined by
Equation 2-12, but not less than 12
in. (305 mm).
2.1.7.7.1.2 Wh
ere reinforcement
consisting of
No. 3 (M#1 O)
or
larger bars is placed
transversely within the lap, with at
least one bar 8 inches
(203 mm) or le
ss from each end of
the lap, the mínimum
length of
lap for bars in
tension or compression
determined by
Equation 2-12 shall be permitted to be
reduced by multiplying by the confinement factor, (.
The
clear space between the transverse bars and the lapped
bars shall not exceed 1.5
in. (38 mm) and the transverse
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
2.1.7.6.1.3 and
2.1.7.6.1.5 U-stirrups
that enclose a longitudinal bar obviously have sufficient
resistance in the tension zone ofthe
masonry.
2.1.7.6.2 Welded wire reinforcement -
Although not often used in masonry construction, welded
wire reinforcement provides a convenient means of
placing reinforcement in a filled collar joint. See
Reference 2.24 for more information.
2.1.7.7 Splices of
reinforcement The
importan ce of
continuity in the reinforcement through proper
splices is
emphasized by the different requirements for the
stress le
vel to be transferred in
the various types of
splice
s
2
·
25
•
2.1.7.7.1 Lap splices
2.1.7.7.1.2 An extensive testing
program conducted by the National Concrete Masonry
Association
2
·
26
and additional testing done by Washington
State University
227
show that reinforcement provided
transverse to lapped bars controls longitudinal tensile
splitting of
the masonry assembly. These tranvers e bars
increase the lap performance significantly, as long as there
is at least one No. 3 {M
#lO)
transverse reinforcing bar
placed within 8 in.
(203 mm) of
each end of
the splice.

BUILDING
CODE REQUIREMENTS FOR
MASONRY
STRU
CTURES ANO COMMENTAR
Y C-89
CODE
bars shall be fully developed in
grouted ma
so
nry. The
redu
ced lap splice length shall
not be
less than 36db.
Where · ZJA
,c
< 1 O
. d2
.5 - .
b
(Equation 2-13)
Ase
is the area of
the transervse bars at each end of
the
lap
sp
li
ce and shall not be
taken greater than 0.35 in
2
(226 mm
2
) .
2.1.7.7.1.3 Bars spliced by
noncontact
lap sp
lices shall not be
spaced transversely farther apart
than one-fifth the required len
gth of
lap
nor more than
8 in
. (203
mm).
2.1.7.7.2 Welded splices -Welded splices
shall
have
the bars butted
and
welded to develop in
tension at
least
125
percent of
the specified
yield
st
rength of
the
bar.
2.1.7.7.3 Mechanical splices
Mechanical splices shall
have the bars connected to
develop in
tension or
compression, as
required, at
least
125
percent of
the specified yield
strength of
the bar.
2.1.7.7.4 End-bearing splices
2.1.7.7.4.1 In
bars required for
compression only, the transmission of
compressive stress
by bearing of
square cut ends held in
concentric contact
by
a suitable device is permitted.
2.1.7.7.4.2 Bar ends shall termínate in
flat surfaces within 1
1
/2 degree of
a right angle to the axis
of
the bars and
shall
be
fitted within 3 degrees of
full
bearing after assembly.
2.1.7.7.4.3 End-bearing splices shall
be
used only in
members containin
g closed ties, closed
stirrups, or spirals.
COMMENTARY
These bars must be
fully developed and
have a clear
spacing
between the transverse bars and the lapped
bars
not exceeding 1.5 in.
(38 mm). Testing also indi
cated that
the lap
length mu
st be
at
least 36db or
the effect of
the
transverse reinforcement is
minimal. As
a result, this limit
was applied to the lap
length. The testing also showed that
even when mo
re transverse reinfo
rcement area is
provided, it
becomes significantly le
ss
effective in
quantities above 0.35 in
2
(226 mm
2
) . Thus, the transervse
reinforcement area at each of
the lap
, Ase
. is
limited to
0.35 in? (226 mm
2
),
even ifmore is
provided.
2.1.7.7.1.3 If
individual bars in
noncontact lap
splices are too widely spaced, an
unreinforced section is created, which forces a potential
crack to follow a zigzag line. Lap splices may
occur with
the bars in
adjacent grouted cells if
the requirements
of
this section are met.
2.1.7.7.2 Welded sp/ices - A full
welded
splice is
primarily intended for
large bars (No. 6 [M#
19]
and larger) in main
members.
The tensile strength
requirement of
125
percent of
specified yield
strength is
intended to ensure sound welding, adequate also
for
compression. It
is
desirable that splices be
capable of
developing the ultimate tensile strength of
the bars spliced,
but practica! limitations make this ideal condition difficult
to attain. The maximum reinforcement stress ust:d
in
design
under this Code is
based upon
yield
strength. To
ensure
sufficient strength in
splices so
that brittle failure can
be
avoided, the 25
percent increase above the specified yield
strength was selected as both
an
adequate mínimum for
safety anda
practicable maximum for economy.
2.1.7.7.3 Mechanical splices Full
mechanical splices are
also
required to
devel
op
125
percent
of
the yield strength in tension or compression as
require
d,
for
the same reasons discusse
d for
full
welded splice
s.
2.1.7.7.4 End-bearing splices
Experience with end-bearing splices has been almost
exclusively with vertical bars in
columns. lf
bar
s are
significantly inclined from the vertical, special attention is
required to ensure that adequate end-bearing contact can
be
achieved and maintained. The lateral tie requirements
prevent end-bearing splice
s from
sliding.

C-90
CODE
2.2-
Unreinforced
masonry
2.2.1 Scope
This section provides requirements for unreinforced
masonry as
defmed in
Section 1.6
, except as otherwise
indicated in Section 2.2.4.
2.2.2 Stresses in reinforcement
The effect of
stresses in
reinforcement shall be
neglected.
2.2.3 Axial
compression andjlexure
2.2.3.1 Members subjected to
axial compression,
flexure, or to combined axial compression and flexure shall
be designed to satisfy Equation 2-14 and Equation 2-15.
fa+fb::;¡
Fa
Fb
(Rquation 2-14)
(Equation 2-15)
where:
(a) For members having an hlr ratio not greater than 99:
F-
1 , 1-
_h_
[ ( )
2]
a -Ú{)fm
I40
r
(Equation 2-16)
(b) For
members having an
h/r
ratio greater than 99:
Fa
= Ú{)J
~c
~r
r (Equation
2-17)
(e) Fb
= ().{)¡;~
(Equation 2-18)
(Equation 2-19)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
2.2-
Unreinforced
masonry
2.2.1 Scope
This section provides for the design of
masonry
members in
which tensile stresses, not exceeding allowable
limits, are resisted by the masonry. This has previously
been referred to as unreinforced or
plain masonry. Flexura!
tensile stresses may result from bending moments, from
eccentric verticalloads, or from lateralloads.
A fundamental premise is
that under the effects of
design loads, masonry remains uncracked. Stresses due to
restraint against differential movement, temperature change,
moisture expansion, and shrinkage combine with the design
load stresses. Stresses due to restraint should be controlled
by
joints or
other construction techniques to ensure that the
combined stresses do not exceed the allowable.
2.2.2 Stresses in
reinforcement
Reinforcement may be
placed in
masonry walls to
control the effects of
movements from temperature
changes or
shrinkage.
2.2.3 Axial compression andjlexure
2.2.3.1 For
a member solely subjected to axial
load, the resulting compressive stress fa
should not exceed
the allowable compressive stress Fa;
in other words,fa!Fa
should not exceed l.
Similarly, in
a member subjected
solely to bending, the resulting compressive stress .lb
in
the
extreme compression fiber should not exceed the
allowable compressive stress Fb
, or
again, fb
/ Fb
should
not exceed l.
This Code requires that under combined axial and
flexure loads, the sum of
the quotients of
the resulting
compression stresses to the allowable (faiFa+ fb/Fb)
does
not exceed l.
This unity interaction equation is a simple
portioning of
the available allowable stresses to the applied
loads, and is used to design masonry for compressive
stresses. The unity formula can be extended when biaxial
bending is present by
replacing the bending stress quotients
with the quotients of
the calculated bending stress over the
allowable bending stress for both axes.
In
this interaction equation, secondary bending effects
resulting from the axial load are ignored. A more accurate
equation would include the use of
a moment magnifier
applied to the tlexure term,fb/Fb.
Although avoidance of
a
moment magnifier term can produce unconservative results
in
sorne cases, the committee decided not to include this
term in
Equation 2-1
4 for the following reasons:
At
larger h/r values, where moment magnification is
more critica!, the allowable axial load on the member
is limited by Code Equation 2-15.
For the practica! range of
h/r
values, errors induced
by ignoring the moment magnifier is relatively small,
less than 15
percent.
The overall safety factor of
4 included in the
allowable stress equations is
sufficiently large to

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-91
CODE COMMENTARY
all
ow
this simplification in the design procedure.
The requirement of
Equation 2-15 that the ax
ial
compressive load P not exceed
1
/4 ofthe
buckling load P.
replaces the arbitrary upper lirnits on slenderness used in
ACI
531
228
.
The purpose ofEquation
2-15 is to safeguard against a
premature stability failure caused by eccentricall
y applied
axial load. The equation is not intended to be
used to check
adequacy for combined axial compression and flexure.
Therefore, in
Equation 2-19, the va
lu
e of
the eccentricity "e"
that is to be used to calculate Pe is
the actual eccentricity of
the applied compressive load. The value of
"e"
is
not to be
calculated as Mm
ax
divided by
P where Mmax
is
a moment
caused by other than eccentric load.
Equation 2-15 is an essential check because the
allowable compressive stress for members with an h/r
ratio in excess of
99
has been developed assuming only a
nominal eccentricity of
the compressive load. Thus, when
the eccentricity of
the compressive load exceeds the
mínimum eccentricity of
O.lt, Equation 2-17 will
overestimate the allowable compressive stress and
Equation 2-15 may control.
The allowable stress values for Fa presented in
Equations 2-16 and 2-17
are based on an ana
lysis ofthe
results of
axial load tests performed on el ay and concrete
masonry elements. A fit of
an empírica! curve to this test
data, Figure CC-2.2-1, indicates that members having an
hlr ratio not exceeding 99
fail
under loads below the Euler
buckling load ata
stress leve! equal to:
¡,;J-
(h1140r )
2
] (same with SI units)
Thus, for members having an h/r
ratio not exceeding 99
,
this Code allows axial load stresses not exceeding
1
/
4 of
the aforementioned failure stress.
Applying the Euler theory of
buckling to members
having resistance in compression but not in
tension,
References 2.29, 2.30, and 2.31 show that for a solid
section, the critica! compressive load for these members
can be expressed by the formula
P.=
(n
2
E,,l,
1 h
2
)(I-
2e
/t)
3
(same with SI units)
in which
1, uncracked moment of
inertia
e eccentricity of
axial compressive load with
respect to the member longitudinal
centroidal axis.
In
the deri
vation of
this buckling load equation,
tension crackin
g is assumed to occur prior to failure.
For
hlr va
lues in
excess of
99, the limited test data is
approximated by the buckling load.

C-92
CODE
1.2
o
~ 1.0
8
e
o
o Ul
-"'
.<:::2:
o,-
e o
0.8
~~
-O>
C/Je
= <1>
0.6
~~
-<1>
o >
o '(ñ
0.4
~~
O::
a.
E
o
(.)
0.2
o
o 5 10 15
o 25 50
TMS 402-11/ACI 530-11/ASCE 5-
11
COMMENTARY
For a solid rectangular section, r = ..Jt2/l2
. Making
this substitution into the buckling load equation gives
(Equation 2-1
9)
Transforming the buckling equation using a mínimum
eccentricity of
O.It (from Section 2.3.4.2) and an elastic
modulus equal to 1000 f ~.,
the axial compressive stress at
buckling failure amounts approximately to [7Q:r
/ h)j2
J:n
.
At the time of
the development of
this equation, the
committee had not developed a relationship between Em
and f'm so the traditional relationship of
Em
= lOOOf'm
was used
2
·
32
. The same equation can be developed using
Em
= 667 f'm and an eccentricity of
0.05t.Thus, for
members having an hlr
ratio in excess of
99, this Code
allows an axial load compressive stress not exceeding
1
/4
ofthis
failure stress (Equation 2-17).
Flexure tests of
masonry to failure have
shown
2
J
3
,
2
·
34
•
2
·
35
•
2
·
36
that the compressive stress at failure
computed by the straight-line theory exceeds that of
masonry failing under axial load. This phenomenon is
attributed to the restraining effect of
less highly strained
compressive fibers on the fibers of
maximum compressive
strain. This effect is less pronounced in hollow masonry
than so
lid masonry; however, the test data indicate that,
computed by the straight-line theory, the compressive
stress at failure in hollow masonry subjected to flexure
exceeds by
1
/
3 that ofthe
masonry under axial load. Thus,
to maintain a factor of
safety of
4 in design, the committee
considered it conservative to establish the allowable
compressive stress in flexure as:
f b = ~X
(X)¡;;,
= (X)¡~,
o Test Results
20 25 35 40
45
'Yt
75 99
125 150
y,
Figure CC
-2.2-1-Slenderness effects on axial compressive str
ength

BUILDING CODE REQUIREMENTS FOR MA
SO
NRY STRUCTURES AND
COMMENTARY C-93
CODE
2.2.3.2 Bending -All
owable tensile stresses
for masonry elements subjected to out-of-plane
or
in-plane
bending shall be in accordance with the values
in Table
2.2.3.2. For
grouted masonry not laid
in runni
ng bond,
tension parallel to the bed j oints shall
be assumed to be
resisted onl
y by the mínimum cross-sectional area
of
continuous grout that is parallel to the bedjoint
s.
COMMENTARY
2.23.2 Bending-
Prior to the 201
1 edition of
the
Code, allowable stresses were permitted to be in
creased by
one-third when considering load combinations including
wind
or
seisrnic loads. Unreinforced masonry waUs
designed
under codes that permitted the one-third stress increase have
had acceptable performance. However, rather than arbitrarily
increasin
g the allowable flexura! tensile stresses by one-third,
the Comrnittee assessed the allowable flexura! tensile stresses
using a reliability-based approach to see if an increase in
allowable stresses is justified. Kim and Bennett
2
.J
7
performed
a reliability analysis in
which the flexura! tensile stress was
assumed to follow a lognormal distribution. They used a
mean flexura! tensile strength ofthe
allowable flexura! tensile
stress in
the 2008 Code multiplied by 5.1
based on the
exarnination of
327 full-scale tests reported in the literature.
Coefficients ofvariations for different data sets (e.g specific
mortar type and direction of
loading) ranged rrom 0.10 to
0.51, with a weighted average of
0.42. The coefficient of
variation of
0.50 used by Kim and Bennetf·
37
is greater than
used in previous studies. For example, Ellingwood et
al
238
used a coefficient of
variation of
0.24 and Stewart and
Lawrence
2
·
39
used a coefficient ofvar
iation of0.30.
Kirn and
Bennett felt, though, that
a coefficient of
variation of
0.50 is
more representative of
field conditions. The lognormal
distrib
ution was determined by comparing the Anderson­
Darling statistic for normal, lognormal, and Weibull
probability distributions. For unreinforced mac;onry
walls
subjected to wind loading and designed using the one-third
stress increase, the reliability index was determined to be
2.66. This is slightly greater than the value of
2.5
that is
typical for the design of
other materials (Eilingwood et al
2
.J
8
) .
The
reliability analysis by Kim and Bennett assumed the
axial load was zero, which is the worst case. With increasing
axial load (which has a lower coefficient of
variation than
0.50), the reliability index would increase. Based on this
reliability analysis, the Code comrnittee fe
lt justified in
increasing the allowable flexura! tensile stresses by a factor
of
4/3 to compensate for the elirnination of
the previously
permitted one-third stress increase.
Mortar cement is a product that has bond strength
requirements that ha
ve
been established to provide
comparable flexura! bond strength to
that achieved using
portland cement-lime mortar_2.4
0,
2
.4!,
2
.4
2
For
masonry cement and air entrained portland­
cement
lime mortar, there are no conclusive research data
an
d, hence, flexura! tensile stresses are based on existing
requirements in other codes.

C-94 TMS
402-11/ACI53
0-11/ASCE 5-11
Tab
le 2.2.3.2-
Allo
wa
ble flexura
! ten
sil
e stresses
for
clay and concrete
masonry, psi
(kPa)
Direction of
flexural tensile
Mortar
types
stress
and
masonry
type Portland
cementllime or
Masonry cement or
air
entrained
mortar
cement portland
cementllime
Mor
S N Mor
S N
Normal to bedjoints
Solid units 53
(366) 40 (276) 32 (221) 20 (138)
Hollow units
1
Ungrouted 33 (228) 25 (172) 20 (138) 12
(83)
Fully grouted 86 (593) 84
(579) 81
(559) 77
(531)
Parall
el
to bedjoints in running
bond
Soli
d un
its 106 (731) 80
(552) 64 (441) 40 (276)
Ho
ll
ow
units
Ungrouted and partiall
y 66 (455) 50 (345) 40 (276) 25 (172)
grouted
Full
y grouted 106 (731) 80 (552) 64 (441) 40 (276)
Parall
el to bed joints in masonry
not laid in running bond
Continuous grout section 133(9
17)
133
(917)
133 (917) 133
(917)
parall
el to bed joints
Other
O (O)
O (O)
O (O)
O (O)
For partiall
y grouted masonry, all
owable stresses shall
be determmed on the bas1s ofhn
ear mterpolatwn between
fully grouted hollow units and ungrouted holl
ow
units based on
amount (percentage) of
grouting
.
CODE COMMENTARY
The tensile stresses listed are for tension due to
fl
exure under out-of-plane or in-plane loading. While it is
recognized that
in-plane and out-of-plane strain gradients
are different, at
these low stress leve
ls this
effect should
be small
. Flexura! tensile stresses can be offset by axial
compressive stress, but the resultant tensile stress due to
combined bending and axial compression cannot exceed
the allowable flexura! tensile stress. Variables affecting
tensil
e bond strength of
brick masonry normal to bed
joints include mortar properties, un
it initial rate of
absorption, surface condition, workmanship, and curing
condition. For tension parallel to bed joints, the strength
and geometry of
the units also affect tensile strength.
Historicall
y, masonry not laid in
running bond has
been assumed to have no flexura! bond strength across
mortared head joints; thus the grout area alone is
used to
resist bending. Examples of
continuous grout parall
el to
the bedjoints are shown in Figure CC-2.2-2.
Test data using a bond wrench
2
.4J,
2
.4
4
revealed
tensile
bond strength normal to bed joints ranging from 30 psi
(207 kPa) to 190 psi (1,310 kPa). This wide range is
attributed to the multitude of
parameters affecting tensile
bond strength.

BUILDING
CODE REQUIREMENTS FOR MA
SONRY
ST
RUCTURES ANO COMMENTARY C-95
CODE COMMENTARY
Test results
2
·
44
•
2
·
4 5
show that masonry cement mortars
and mortars with high air content generally have lower
bond strength than portland cement-lime mortars.
Tests conducted by Hamid
2
.4
6
show the significant
effect of
the aspect ratio (height to least dimension) of
the
bri
ck unit on the flexura! tensile strength. The increase in
the aspect ratio ofthe
unit results in
an increase in
strength
parall
el to bed joints and a decrease in strength normal to
bedjoints.
Research work
2
.4
7
on flexura! strength of
concrete
masonry has shown that grouting has a significant effect in
increasing tensile strength over ungrouted masonry. A
three-fold increase in tensile strength normal to bed joints
was achieved using fine grout as compared to ungrouted
masonry. The results also show that, within a practica!
range of
strength, the actual strength of
grout is not of
major
importance. For tension parallel to bed joints, a 133
percent
increase in flexura! strength was achieved by grouting the
cells. Grout cores change the failure mode from
stepped-wise cracking along the bed and head joints for
hollow walls to a straight line path along the head joints and
unit for grouted wa
ll
s.
Research
2
.4
8
has shown that flexura! st
rength of
unreinforced grouted concrete and clay masonry is largely
independent of
mortar type or cementitious materials.
For partial grouting, the footnote permits interpolation
between the fully grouted value and the hollow unit value
based on
the percentage of
grouting. A concrete masonry
wall with Type S portland cement-lime mortar grouted
50 percent and stressed normal to the bed
joints would have
an allowable stress midway between 86 psi (593 kPa) and
33 psi (228 kPa), hence an allowable stress of
59.5 psi
(410 kPa).
The presence of
flashing and other conditions at the base
of
the wall
can significantly reduce the flexura! bond. The
values in
this Table apply only to the flexura! tensil
e stresses
developed between masonry units, mortar, and grout.
Mínimum cross-sectional
area of
continuous grout
Figure CC-2.2-2-
Continuous grout sections para/le/ to the bedjoints

C-96
CODE
2.2.4 Axial tension
The tensile strength of unreinforced masonry
shall be neglected in
design when the masonry is
subjected to axial tension forces.
2.2.5 Shear
2.2.5.1
Shear stresses dueto forces acting in
the
direction considered shall
be computed in accordance with
Section 1.9.1
and determined by
Equation 2-20.
(Equation 2-20)
2.2.5.2 In-plane shear stresses shall not exceed
any of:
(a) 1.
5 .J
f 'm
(b) 120 psi (827 kPa)
(e) For running bond masonry not fully grouted;
37 psi + 0.45 Nv!An
(d) For masonry not laid in
running bond, constructed of
open end units, and fully grouted;
37 psi + 0.45 Nv!An
(e) For running bond masonry fully grouted;
60 psi + 0.45 NviAn
(f) For masonry not laid in
running bond, constructed of
other than open end units,
and fully gr
outed;
15
psi (103 kPa)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
2.2.4 Axial tension
Net axial tension in unreinforced masonry walls due
to ax
ially applied load are not permitted. If
axial tension
develops in
walls due to uplift of
connected roofs or
floors, the walls must be reinforced to resist the tension.
Compressive stress from dead load can be used to
offset
axial tension.
2.2.5 Shear
Three modes of
shear failure in
unreinforced masonry
are possible:
(a) Diagonal tension cracks form through the mortar and
masonry units.
(b) Slidin
g occurs along a straight crack at horizontal bed
joints.
(e) Stepped cracks form, altemating from head joint to
bedjoint.
In
the absence of
suitable research data, the
committee recommends that the allowable shear stress
values given in Code Section 2.2.5.2 be used for limiting
out-of-plane shear stresses.
2.2.5.1 The theoretical parabolic stress
distribution is used to calculate shear stress rather than the
average stress. Many other codes use average shear stress
so direct comparison of
allowable values is not valid.
Effective area requirements are given in Section 1.9.1
. For
rectangular sections, this equates to
3
/2 x V/A.
This
equation is also used to calculate shear stresses for
composite action.
2.2.5.2 Shear stress allowable values are
applicable to shear walls without reinforcement. The
values given are based on recent research
2
.4
9
•
2
·
50
•
2
·
51
•
2
·
52
•
The 0.45 coefficient of
friction, increased from 0.20, is
shown in
these tests. Nv
is
normally based on dead lo
ad.

BUILDING
CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTARY
C-97
CODE
2.3-
Reinforced masonry
2.3.1 Scope
This section pr
ovides requirements for the des ign
of
structures neg
lect
ing the contribution of tensil
e strength
of
masonry, except as provided in Section 2.3.6.
2.3.2 Design assumptions
The following assumptions shall be used in the design
of
reinf
orced masonry:
(a) Strain compatibility exists between the reinforcement,
grout, and masonry.
(b) Strains in
rei
nforcement and masonry are directly
proportional to the distances from the neutral axis.
(e) Stress is linearly proportional to the strain.
( d) Stresses remain in the elastic range.
(e) Masonry in tension does not
contribute to axial and
flexura) strength.
2.3.3 Stee/ reinforcement-
Allowab/e stresses
2.3.3.1 Tensile stress in bar reinforcement shall
not exceed the following:
(a) Grade 40 or Grade 50 reinforcement: 20,000 psi
(137.9 MPa)
(b) Grade 60 reinforcement: 32,000 psi (220.7 MPa)
2.3.3.2 Ten
sile stress in wire j oint
reinforcement shall not exce
ed
30,000 psi (206.9 MPa).
2.3.3.3 When lateral reinforcement is provided
in co
mpliance
with the requirements of
Section 1.14.1.4,
the compressive stress in bar reinforcement shall not
exceed the values given in Section 2.3.3.1. Otherwise, the
compressive resistance of
steel reinforcement shall be
neglected.
2.3.4 Axial compression andjl
exur
e
2.3.4.1 Members subjected to axial
co
mpression, flexure, or combined axial
compression and
fl
ex
ure shall
be designed in compli
ance with Sections
2.3.4.2 through 2.3.4.4.
2.3.4.2 A//owable forces and
stresses
COMMENTARY
2.3 -Reinforced masonry
2.3.1 Scope
The
requirements covered in this section pertain to the
design of
masonry in which flexura[ tension is assumed to
be resisted
by rein
forcement alone, and the flexura) tensile
strength of
masonry is
neglected. Tension still develops in
the masonry, but it is not considered to be effective in
resisting design Joads.
2.3.2 Design assumptions
The design assumptions listed have traditionally been
used for allowable stress design of
reinforced masonry
members.
Although tension may develop in the masonry of
a
reinforced element, it is not considered effective in
resisting axial and flexura] design loads.
2.3.3 Steel reinforcement -A//owable stresses -
The allowable steel stresses have a sufficiently large
factor of
safety that second-order
effects do not need to be
considered in allowable st
ress design.
2.3.4 Axial compression andjlexure
See Commentary for 2.2.3.1.
2.3.4.1 No
Commentary.
23
.4.2 A//owable forces and
stresses -This
Code limits the compressive stress in masonry members
based on the type of
load acting on the member. The
compressive force at the section resulting from axial loads
or
from the axial component of
combined loads is
calculated separately, and is limited to the valu
es
permitted in Section 2.3.4.2.1. Equation (2-21) or (2-22)
co
ntrols the capacity of
co
lumns with large axial Joads.
The coefficient of0.2
5 provides a factor of
safety of
about

C-98
CODE
2.3.4.2.1 The compressive force in
reinforced masonry due to axial load only shall not exceed
that given by
Equation 2-21
or
Equation (2-22:
(a) For members having an hlr
ratio not greater than 99:
P, = (0.25/
~
A.
+ 0.65A,F,{l-C~,
)']
(Equation 2-21)
(b) For members having an hlr ratio greater than 99:
Pa =(0
.25/,;,An
+
0.65A
5
1
F
5
{?~r
J (Equation 2-22)
2.3.4.2.2 The compressive stress in
masonry due to tlexure or due to fle
xure in combination
with axial
load shall not exceed 0.45 !'m
provided that the
ca!culated compressive stress due to the axial lo
ad
component, fa,
does not exceed the all
owable stress, Fa,
in Section 2.2.3.1.
TMS
402-11/ACI 530-11/ASCE 5-11
COMMENTARY
4.0 against crushing of
masonry. The coefficient of
0.65
was determined from tests of
reinforced masonry columns
and is
taken from previous masonry codes
2
·
28
•
2
·
53
. A
second compressive stress calculation must be performed
considering the combined effects of
the axial load
component and flexure at the section and should be
limited to the values permitted in
Section 2.3.4.2.2. (See
Commentary for Section 2.2.3.)
2.3.4.2.2 Figure CC-2.3-1
shows the
allowable moment (independent of
member size and
material strength) versus the ratio of
steel reinforcement
(Grade 60) multiplied by
the steel yield stress and divided
by
the specifi
ed compressive strength of
masonry
(modified steel reinforcement ratio) for both clay and
concrete masonry members subjected to pure tlexure.
When the masonry compressive stress controls the design,
there is little increase in moment capacity with increasing
steel reinforcement. This creates a li
mit on the amount of
reinforcement that is practica! to use in
allowable stress
design of
masonry. Even when the masonry allowable
compressive stress controls the design, the failure of
the
member will still be ductile. For clay masonry, the
masonry stress begins to control the design at 0.39pba
1 and
for concrete masonry, the masonry stress begins to control
the design at 0.38pba
1, where Pbal
is
the reinforcement ratio
at whi
ch the masonry would crush simultaneously with
yielding ofthe
reinforcement. The reinforcement ratio as a
fraction of
the balanced reinforcement ratio, Pbal,
is
also
shown in
Figure CC-2.3-1.
The in
teraction equation used in
Section 2.2.3 is
not
applicable for reinforced masonry and is
therefore not
included in
Section 2.3.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-99
CODE COMMENTARY
2.3.4.3 Columns 2.3.4.3 Columns
Design axial loa
ds shall be assumed to act at an
eccentricity at
least egua! to 0.1 multiplied by each side
dimension. Each axis shall be considered independently.
The mínimum eccentricity of
axial load (Figure CC-
2.3-2) results from construction imperfections not
otherwise anticipated by analysis.
0.1
0.09
0.08
0.07
• E
....
"'
0.06
-e
0.05 .Q
~
0.04
0.03
0.02
0.01
o
In
the event that actual eccentricity exceeds the
mínimum eccentricity required by this Code, the actual
eccentricity should be used. This Code requires that
stresses be checked independently about each principal
axis ofthe
member (Figure CC-2.3-2).
Additional column design and detailing requirements
are given in
Section 1.14.
.•...................•...•... .¡
.............•........•...... ¡ ...
....
...........
............
¡ .............................. ¡ ............................. .;
............................ .
···
·························································¡······················
····
······
·········
· ·
~
.
I~Y.
..
J..
¡
:.:.:
...
·.::.:
..
:.:
:·
:···
··.:
..
: ..
· ..
·:
...
·:
·:·:·
:·:·:·
:·:·:·:.:_
..
,:.,.::·:·
:·
:·:·:·
:···:·:·:·····:···:·:·:·:·:·:·:·:·:·:·:·:·:·:·'··,::::::::::::::··
········
·····;
.............
. .......................................
1 .....
9.
.M.Y.
..
.....
.
··
······
····
····························l··
..
· ..
· ..
· ..
·: ..
. ·:·:·:·
..
·:
...
· ..
· ..
· ..
·:.:
..
.......
...........
..
.....
....
~.i
.,,·
:
.
:
..........................
..............
: ... · .. ·:·:·:·:·:
·:·:·:·:·····:: .
;-:=]
_:
:r::=
:c:r
==
...
........................
.L
.........................
.J
...
§.~~~.~
..
~~
..
~
·
~
·
~
·
~
·
~
.
~~~':~
.
~
.
~
.
~
...
L ...............
..........
.
l ! ¡ i j
o 0.05 0.1
0.15 0.2 0.25
o 0.125 0.25 0.375 0.50 0.625 0.75
0.825 bal
)cM
U
Figure CC
-2. 3-1 Allowable moment vs.
modified steel reinforcement ratio
Load =P
Load Acting at
Centroid
Figure CC-2.3-2-Minimum design eccentricity
in columns

C-100
CODE
2.3.4.4 Wal/s -Special reinforced masonry
shear wall
s having a shear span ratio, MI(Vd), equal to or
greater than 1.0
and having an axial load, P,
greater than
0
.
0
5/~,A
,,
whjch are subjec
ted to in-plane fo
rces, shall
have a maximum
ratio of
fl
exur
a!
tensile rein
fo
rcement,
Pmax•
not
greater th
an that computed as fo
ll
ows:
Pmax
=
2
/y(n+
~~)
fm
(Equati
on 2-23)
The maximum reinforcement ratio does not apply in the
out-of
-plane direction.
2.3.5 Axial tension andflexura/ tension
Axial tension and fl
exura! tension shall
be resisted
entirely by steel reinfo
rcement.
2.3.6 Shear
2.3.6.1 Members shall
be designed m
accordance with Secti
ons 2.3.6.1.1 through 2.3.6.1.5.
2.3.6.1.1 Calculated shear str
ess m the
masonry
shall
be determined by th
e relationship:
f =_!__
v Anv
(Equation 2-24)
2.3.6.1.2 The calculated shear stress, ¡;
,
shall
not exceed the all
owable shear stress, Fv
, where Fv
shall
be computed using Equatio
n 2-25 an
d either
TMS 402-11/ACI 530-11
/ASCE 5-11
COMMENTARY
2.3.4.4 Walls -The balanced re
inforcement
ratio for a masonry element with a single layer of
reinforcement designed by allowable stress design can be
derived by applying principies of
engineering mechanics to
a cracked, transformed section. The resulting equation is:
nF
b
p b = -----;--=--
~
2F
s(
n+
;:
)
where Pb
is the balanced reinforcement ratio resulting in a
condition in
which the reinforcement and the masonry
simultaneously reach their specified all
owable stresses.
However, the ratio of
allowable steel tensile stress to the
specified yield strength of
the reinforcement, and the ratio
of
allowable masonry compressive stress to the specified
compressive strength ofthe
masonry are not consistent (Fs
can range from 40 percent to
53
percent offv
while Fb is
taken equal to 0.45f~,).
Therefore, allowable stresses in
the equation above are replaced with the corresponding
specified strengths, as shown in Code Equation 2-23.
The equation is directly applicable for reinforcement
concentrated at the end of
the shear wall. For distributed
reinforcement, the rei
nforcement ratio is obtained as the
total area oftens
ion reinforcement divided by bd
.
2.3.5 Axial tension andflexural tension
2.3.6 Shear
Pr
ior to the 2011 edition of
the Code, the shear
resistance provided by the masonry was not added to the
shear resistance provided by the shear reinforcement (in
allowable st
ress design). A recent studl
54
examined eight
different methods fo
r predicting the in
-plane shear capacity
of
masonry walls. The design provisions of
Chapter 3
(strength design) of
this Code were found to be the best
predictor of
shear strength. The 2008 Chapter 2 (allowable
stress design) provisions had a greater amount of
scatter.
Therefore, the provisions of
Chapter 3, which allow for the
shear resistance provided by the masonry to be added to
the
shear resistance provided by the shear reinforcement, were
appropriately modified and adopted for Chapter 2.
See the
flow chart for design of
masonry members resisting shear
shown in
Figure CC-2.3-3.
2.3.6.1.2 Allowable shear stress Equations
2-25 through 2-27 are based on strength design provisions,
but reduced by a factor of
safety of
2 to obtain allowable

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-101
CODE
Equation 2-26 or Equati
on 2-27, as appropri
ate.:
F.
shall
not exceed th
e followin
g:
(a) Where MI(
Vd) :S
0.25:
F.:::; 3..[1:
(b) Where MI( Vd)
2:
.1.0
(Equati
on
2-25)
(Equation 2-26)
(Equation 2-27)
(e) The maximum value ofF.
for MI(Vd) between 0.25
and 1.0 shall
be permitted to be linearly interpola
ted.
2.3.6.1.3 The allowable shear stre
ss
resisted by the masonry, Fvm, shall
be computed usin
g
Equation 2-28:
Fvm
=
~[
(
4
.
0
-
1.75
(
~
)]
..¡¡:
]+
0.25 ~
(Equation 2-28)
MI(Vd) shall always be taken as a po
sitive number and
need not be
taken greater than 1 .0.
2.3.6.1.4 For special reinforced masonry
shear walls, the all
owable shear stress resisted by the
masonry, F,.,,
shall be computed using Equati
on (2-29):
(Equation 2-29)
MI( Vd)
shall
al
ways be taken as a positive number and
need not be taken greater than 1.
0.
2.3.6.1.5 The
allowable shear stress
resisted by the steel reinforcement, F,
,s,
shall be computed
usin
g Equation 2-30:
Fvs
=O.
j AvFsd)
1 Ans
(Equation 2-30)
2.3.6.2 Shear reinforcement shall be provided
when /v
exceeds F,.m
. When shear reinforcement is
required, the provisions of
Section 2.3.6.2.1
and
2.3.6.2.2
shall
apply.
2.3.6.2.1 Shear reinforcement shall
be
provided parall
el to the direction of
applied shear force.
Spacin
g of
shear reinforcement shall not exceed the lesser
of d/2 or 48 in
. (1219
mm).
COMMENTARY
stress values. The provisions of
this Section
we
re
developed through the study of
and
calibrated to
cantilevered shear walls. The ratio MI( Vd)
, can be difficult
to
interpret or apply consistently for
other conditions such
as
fo
r a un
iformly loaded, simply supported beam.
Concurren! valu
es
of
M and Vd must be considered at
appropriate locations along shear members, such as
beams, to determin
e the cri
tica! MI(
Vd)
ratio. To simp
li
fy
the analytical process, designers are pe
rmitted to
use
MI(Vd)
= l.
Commentary Section 3.3.4.1.2 provides
additional information.
2.3.6.1.3 Equation 2-28 is
based on
strength design provisions with the masonry shear strength
reduced by a factor of
safety of
2 and service loads used
in
stead of
factored loads.
2.3.6.1.4 A reduced value is
used for
the
allowable masonry shear stress in special rein
fo
rced
masonry shear walls to account for degradation of
masonry shear strength in
plastic hinging regions.
Davis
254
proposed a factor with a value of
1.0 fo
r wall
ductility ratios of2.0
or
less, and a linear decrease to
zero
as the ductility ratio increases from 2.0 to 4.0. The
committee chose a constan! value of
0.5, re
sulting in
the
allowable stress being reduced by a factor of2,
for
design
convenience.
2.3.6.1.5 Commentary Section 3.3.4.1.2.2
provides additional information.
2.3.6.2.1 The assumed shear crack is at 45
degrees to the longitudinal reinforcement. Thus, a
maximum spacing of
d/2 is
specified to assure that each
crack is crossed by at
least one bar. The 48-in. (1219-mm)
maximum spacing is
an arbitrary choice tbat has been in
codes for many years.

C-102
CODE
2.3.6.2.2 Reinforcement sha
ll
be provided
perpendicular to the shear reinforcement and shall be at
least equal to one-third Av. The
reinforcement shall be
uniformly distributed and shall not
exceed a spacing of
8 ft
(2.44 m).
23.6.3 ln
composite masonry wa
ll
s, shear
stresses developed in the planes of
interfaces between
wythes and filled co
ll
ar
joints or
between wythes and
headers shall meet the requirements of
Section 2.1.5.2.2.
2.3.6.4 In cantilever beams, the maximum shear
shall be
used. In noncantilever beams, the maximum she
ar
sha
ll
be used except that sections located within a distance
d/2 from the face of
support shall be designed for the same
shear as that computed at a distance d/2 from the face of
support when
the following conditions are met:
(a) support reaction, in direction of
applied shear force,
introduces compression into the end regions of
the
beam, and
(b) no
concentrated load occurs between face of
support
and a distance d/2 from face.
ldentify
Critica!
Section,
Determine Design Forces,
Compute Maximum
Stresses
from
Combined Forces
Calculate fv
by
Eq. 2-24
See Fig
. 2.3-4(a)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
2.3.6.3 Shear across collar joints in
composite
masonry walls is transferred by the mortar or
grout in
the
collar joint. Shear stress in
the collar joint or at the
interface between the wythe and the collar joint is limited
to the allowable stresses in
Section 2.1.5.2.2. Shear
transfer by wall ties or
other reinforcement across the
collar joint
is not considered.
2.3.6.4 Th
e beam or
wall loading within d/
2 of
the support is assumed to be transferred in
direct
compression or
tension to the support without increasing
the shear load, provided no concentrated load occurs
within the d/2 distan ce.
Reproportion
and
Redesign.
Shear
Requirement
Satisf
ied.
Provide Shear
Reinforcement
to supplement
Fvmas
necessary per
2.3.4.4
,
2.3.6.1.5and
2.3.6.2.
Shear
Requirement
Satisfied.
Figur
e CC-2
.3-3-Flow chart
for shear design

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-103
COMMENTARY
1tlt
ttt
Flexure
Axial
Combined Flexure
and Axial
V
Shear f =-
v An
Figure CC-2.3-4(a) -1//ustration
of
design
section that is
subjected to tension
tttttlt
Flexure
Axial
Combined Flexure
and Axial
V
Shear f =-
v An
Figure CC-2.3-4(b) -1//ustration of
design
section that is not subjected to tension

C-104 TMS 402-11
/ACI 530-11
/ASCE 5-11
This page is intentionally left blank.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-105
CHAPTER 3
STRENGTH DESIGN OF MASONRY
CODE
3.1 -General
3.1.1 Scope
This Chapter prov
id
es mrmmum requirements for
strength design of
masonry. Masonry design by the
strength design
method shall comp
ly with the
requirements of
Cha
pter 1, Sections
3.1.2 through 3.1.
8,
and either Sect
ion 3.2 or
3.3.
3.1.2 Required strength
Required strength shal
l be deterrnined in
accordance
with the strength design load combinations of
the legally
adopt
ed building code. When the legally adopted building
code does not provide factore
d load combinations,
structures and members shall be designed to resist the
combin
ation of
loads specified in ASCE 7 for st
rength
des
ign. Members subject to compressive axial load shall be
designed for the factored moment accompanyin
g the
factored axial load. The factored moment, M
11
, shall
include
the moment induced by relative lateral displacement.
3.1.3 Design strength
Masonry member
s shall
be
proportioned so that the
design strength equals or
exceeds the required strength.
Des
ign
strength is the nominal strength multiplied by the
strength-reduction factor,~.
as specified in
Section 3.1.4.
3.1.4 Strength-reductionfactors
3.1.4.1 Anchor bolts -For
cases where the
nominal strength of
an anchor bolt is
controll
ed by
masonry breakout, by masonry crushing, or
by anchor bolt
pryout, ~
shall be taken as 0.50. For
cases where the
nominal strength of
an anchor
bolt is controlled by anchor
bolt steel, ~
shall be taken as 0.90. For
cases where the
nominal strength of
an anc
hor
bolt is controlled by anchor
pullout, ~
shall be taken as 0.65.
3.1.4.2 Bearing-For
cases involving bearing
on
maso
nry, ~
shall be
taken as 0.60.
3.1.4.3 Combinations of
jlexure and
axial load
in unreinforced
masomy
-The val u e of
~
shall
be taken
as
0.60 fo
r unr
einf
orced masonry subjected to flexure,
axial load, or
combinations thereof.
COMMENTARY
3.1-
General
3.1.1 Scope
3.1.2 Required strength
3.1.3 Design strength
3.1.4 Strength-reduction factors
The
strength-reduction factor incorporates the
difference between the nominal strength provided in
accordance with the
provisions of
Cha
pter 3 and the
expected strength of
the
as-built ma
sonry. The
strength­
reduction factor also accounts for the uncertainties in
construction, ma
terial properties, calculated versus actual
member
strengths, as
well as anticipated mode offailure.
3.1.4.1 Anchor bolts -Because of
the general
similarity between the behavior
of
anchor bolts embedded
in grout and in
concrete, and because available
research
data for anchor bolts in grout indicate similarity, the
strength-reduction values associated with varrous
controlling anchor bolt failures are derived from
expressions based on
research into the performance of
anchor bolts embedded in
concrete.
3.1.4.2 Bearing -The
value of
the strength­
reduction factor used in
bearing assumes that sorne
degradation has occurred within the masonry material.
3.1.4.3 Combinations of
jlexure and
axial load
in unreinforced masonry -The same st
rength-reduction
factor is used for the axial load and the flexura! tension or
com
pression induced by bending moment in
unreinforced
masonry elements. The
lower strength-reduction factor

C-106
CODE
3.1.4.4 Combinations of
jlexure and
axial load
in reinforced masonry -The va
lue of
~
shall be taken as
0.90 for reinfo
rced masomy subjected to flexure, axial
load, or
combin
ations thereof.
3.1.4.5 Shear -The va
lue of
~
shall be taken
as 0.80 for masonry subjected to shear.
3.1.5 Deformation requirements
3.1.5.1 Dejlection of
un
reinf
orced (plain)
masonry -Deflection calculations for unreinforced
(plain) masonry members shall be based on
uncracked
section properties.
3.1.5.2 Dejlection of
reinforced
masonry -
Deflection calculations for reinforced masonry members
shall consider the effects of
cracking and reinforcement on
member st
iffness. The fl
exura! and shear stiffness
properties assumed for deflection ca
lculations shall not
exceed one-half
of
the gross section properties, unless a
cracked-
section analysis is performed.
3.1.6 An
chor bolts embedded in grout
3.1.6.1 Design requirements -Anchor bolts
shall
be designed using either the provisions of
3.1.
6.2 or,
for hea
ded and
bent-bar anchor bolts, by the provisions of
Section 3.1.6.3.
3.1.6.2 Nominal strengths de
ter
mined
by
test
3.1.6.2.1 Anchor bo
lts
shall be tes
ted m
accordance with ASTM E488, except that a minimum of
five
tests shall
be performed.
Loading conditions of
the test shall
be
representative of
in
tended use of
the anchor bol t.
3.1.6.2.2 Anchor bolt nominal str
ength
s
used for design shall not exceed 65
percent of
the average
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
associated with unreinforced elements (in comparison to
reinforced elements) reflects an increase in the coefficient
of
variation of
the measured strengths of
unreinforced
elements wben compared to similarly configured
reinforced elements.
3.1.4.4 Combinations of
jlexure and
axial load
in reinforced masonry -Tbe same strength-reduction
factor is used for the axial load and the flexura) tension or
compression induced by bending moment in reinforced
masonry elements. The higher strength-reduction factor
associated with reinforced elements (in comparison to
unreinforced elements) reflects a decrease in
the
coefficient of
variation of
the measured strengths of
reinforced elements wben compared to simil
arly
configured unreinforced elements.
3.1.4.5 Shear -Strength-reduction factors for
calculating the design shear strength are commonly more
conservative than those associated with the design flexura)
strength. However, the strength design provisions of
Chapter 3 require that shear strength considerably exceed
flexura! strength. Hence, the strength-reduction factor for
shear is taken as 0.80, a va
lue 33 percent larger than tbe
historical value.
3.1.5 Deformation requirements
3.1.5.1 Dejlection of
unreinforced (p/ain)
masonry-The deflection calculations of
unre
in
forced
masonry are based on elastic performance of
the masonry
assemblage as
outlined in
the design criteriaofSection 3.2.1.3.
3.1.5.2 Dejlection of
reinforced masonry -
Values of
I.rrare
typicall
y about one-half
of
JI!:
for common
configurations of
elements that are fully grouted.
Ca
lculating a more accurate value using the cracked
transformed section may be desirable for sorne
circumstances.
3.1.6 Anchor bo/ts embedded in grout
Design of
anchor bolts embedded in grout may be
based on physical testing or, for headed and bent-bar
anchor bolts, by calculation. Due to the wide variation in
configurations of
post-installed anchors, designers are
referred to
product literature published by manufacturers
for these anchors.
3.1.6.1 Design requirements
3.1.6.2 Nominal strengths determined by
test -
Many types of
anchor bolts, such as expansion anchors,
toggle bolts, sleeve anchors, etc., are not covered by
Code
Section 3.1.6.3 and, therefore, such anchors must be
designed using test data. Testing may also be used to
establish hi
gher strengths than those calculated by
Code
Section 3.1.6.3. ASTM E448 requires
only three tests. The
variability of
anchor bolt strength in
masonry
and the

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY C-107
CODE
failure load from the tests.
3.1.6.3 Nominal strengths determined by
calcula/ion for headed and bent-bar anchor bolts
Nominal strengths of
headed and bent-bar anchor bolts
embedded in
grout shall
be determined in
accordance with
the provisions ofSec
tions 3.1.6.3.1 through 3.1.
6.3.3.
3.1.6.3.1 Nominal /ensile
strength of
headed
and bent-bar anchor bolts -Th
e nominal axial
tensil
e
strength
of
headed anchor
bolts shall
be computed using
the pr
ovisions of Secti
ons 3.1.6.3.1.1. The nomi
nal axial
tensil
e str
engt
h of
bent-bar anchor bolts shall
be computed
using the provisions of
Section 3.1.6.3.1.2.
3.1.63
.1.1
Axial tensi
le strength of
headed anchor bolts-
The nominal axial
tensil
e strength, 8
0
,,
of
hea
ded anchor bo
lts embedded in
grout shall
be determ
ined
by Equation 3-1
(nominal axial tensil
e strength govemed by
masonry breakout) or Equation 3-2 (nominal ax
ial tensi
le
strength govern
ed by steel yielding). The design axial tensil
e
strength, ~8
0
,,
shall
be th
e smaller of
the va
lues obtained fro
m
Equations 3-l and 3-2 multi
plied by the appli
cabl
e ~
va
lue.
(Equation 3-1)
B ans
= Ab / y (Equati
on 3-2)
3.1.6.3.1.2 Axial /ensile strength of
bent-bar anchor bolts -The nomin
al axial tensile
strength, Bam
for bent-ba
r anchor bolts embedded in
grout
shall
be determin
ed by Equation 3-3 (nominal ax
ial tensile
strength governed by masonry breakout), Equation 3-4
(nominal axial tensile strength gove
rn
ed by anchor
bolt
pullout), or Eq
uation 3-5 (nominal ax
ial tensile strength
governed by steel yielding). The
design axial tensil
e
strength, ~B
a"'
shall
be the smallest of
the va
l u es obtain
ed
from Eq
uations 3-3, 3-4 and
3-5 mul
ti
pl
ied
by the applicabl
e
~
value.
(Equation 3-3)
(Equati
on 3-4)
(Equation 3-5)
COMMENTARY
possibility that anchor bolt
s may be use
d in
a non­
redundan! manner warrants an increase to the mínimum of
five tests stipulated by the Code. Assuming a normal
distribution and a coefficient of
variation of
20 percent for
the test data, a fifth-percentile value for nominal strength
is approximately obtained as 65 percent of
the average
strength value. Failure modes obtained from testing
should be reported and appropriate ~
factors used when
establishing design
strengths.
3.1.6.3 No
minal strength determined by
calculation for headed and bent-bar anchor bolts
Design equations provided in
the Code stem from
research
3
·
1
•
3 7
conducted on headed anchor bolts and bent­
bar anchor bolts (J-or
L-bolts) embedded in
grout.
3.1.6.3.1 Nominal /ensile strength of
headed
and bent-bar anchor bolts
3.
1.6.3.1.1 Axial /ensile strength of
headed anchor bolts -Tensile strength of
a headed
anchor bolt
is governed by yield and fracture ofthe
anchor
steel, Equation 3-2,
or
by breakout of
an approximately
conical volu
me
of
masonry starting at the anchor head and
having a fracture surface oriented at approximately 45
degrees to the masonry surface, Equation 3-1. Steel
strength is calculated using the effective tensile stress area
of
the anchor (that is, including the reduction in
area of
the anchor shank dueto
threads).
3.
1.6.3.1.2 Axial /ensile strength of
bent-bar anchor bo/ts-
The tensile strength of
a bent-ba
r
anchor bolt (J-or
L-bolt) is govemed by yield and fracture
ofthe
anchor steel, Equation 3-5, by tensile cone breakout
of
the masonry, Equation 3-3, or
by straightening and
pull
out ofthe
anchor bolt from the masonry, Equation 3-4.
Capacities corresponding to the first two failure modes are
ca
lculated as for headed anchor bolts. Code Equation 3-4
corresponds to anchor bolt pullout. The
second term in
Equation 3-4 is the portion ofthe
anchor bolt capacity due
to
bond between bolt and grout. Accordingly,
Specification Article 3.28
requires that precautions be
taken to ensure that the shanks of
the bent-bar anchor
bolts are clean and free of
debris that would otherwise
interfere with the bond between anchor bolt and grout.

C-108
CODE
3.1.6.3.2 Shear strength oj
headed and
bent-bar anchor bolts -The nominal shear strength, Bw,
of
hea
ded and
bent-bar anchor
bolts shall be determined
by Equation
3-6 (nominal shear strengt
h govemed by
masonry breakout), Equation 3-7 (nominal shea
r strength
govemed
by masonry crushing), Equation 3-8 (nominal
shear strength governed by anchor bolt pryout) or
Equation 3-9 (nominal shea
r strength governed by steel
yielding). The design shear strength ~Bvn.
shall be the
smallest of
the va
lu
es obtained from Equations 3-6, 3-7,
3-8 and 3-9 multiplied by th
e applicable ~
value.
(Equation 3-6)
Bvnc
= 1050Vf'
111
Ab
(Equation 3-7)
(Equation 3-8)
(Equation 3-9)
3.1.6.3.3 Combined axial tension and shear
-Anchor
bolts subjected to axial tension in
combination
with shear shall
sat
isfy Equation 3-1 O.
baj bv¡
- - +--
:::;
1
ifJ
Ban
~
Bvn
(Equation 3-1 O)
3.1. 7 Nominal bearing strength
The
nominal bearing strength of
ma
sonry shall be
co
mputed as 0.8 f'm multiplied by the
bear
ing area, Abr. as
defined in
Section 1.9.5.
3.1.8 Material properties
3.1.8.1 Compressive strength
3.1.8.1.1 Masonry compressive strength
-The
specified compressive strength of
masonry, f ~,
shall
equal or
exceed 1,500 psi (10.34 MPa). The value of
f ~~
used to determine nominal strength values in this
chapter shall not exceed 4,000 psi (27.58 MPa) for
concrete masonry and shall not exceed 6,000 psi
( 41.37 MPa) for clay masonry.
3.1.8.1.2 Grout compressive strength-
For
concrete masonry, the specified compressive strength
of
grout, j'g,
shall
equal or
exceed the specified
compressive strength of
masonry, f'm,
but shall not
exceed 5,000 psi (34.47 MPa). For
clay ma
so
nry, the
specified compressive strength of
grout, j'g,
shall not
exceed 6,000 psi (41.37 MPa).
TM
S 402-11/ACI530-11/ASCE 5-11
COMMENTARY
3.1.6.3.2 Shear strength of
headed and
bent-bar anchor bolts --Shear strength of
a headed or
bent­
bar anchor bolt is
govemed by yield
and fracture of
the
anchor steel, Equation 3-9, by masonry crushing, Equation
3-7, or
by masonry shear breakout, Equation 3-6. Steel
strength is calculated using the effective tensile stress area
(that is, threads are conservatively assumed to lie in
the
cr
iti
ca
! shear plane). Pryout (see Figure CC-1.17-7) is
also a
possible failure mode. The pryout equation (Equation 3-8)
is adapted from ACI-318
3
·
8
•
Under static shear loading, bent-bar anchor bolts do
not exhibit straightening and pullout. Under reversed
cyclic shear, however, available research
3
·
9
suggests that
straightening and pullout may occur.
3.1.6.3.3 Combined axial tension and
shear --Anc
hor
bolts subjected to com
bined axial tension
and shear must satisfy the linear interaction equation
given by Equation 3-1 O.
3.1.7 Nominal bearing strength
Commentary Section 1.9.5 provides further information.
3.1.8 Material properties
Commentary Section 1.8 provides additi
onal information.
3.1.8.1 Compressive strength
3.1.8.1.1 Masonry compressive strength -
Design criteria are base
d on
research
3
·
11
conducted on
structural masonry components having compressive
strengths from 1,500 to 6,000 psi (10.34 to 41.37 MPa).
Design criteria are based on these research results. Design
values therefore are limited to compressive strengths in
the range of
1,500 to 4,000 psi (10.34 to
27.58 MPa) for
concrete masonry and 1,500 to 6,000 psi (1
0.34 to
41.37 MPa) for clay
ma
sonry.
3.1.8.1.2 Grout compressive strength -
Since most empirically derived design equations calculate
nominal strength as a function of
the specified compressive
strength ofthe
masonry, the specified compressive strength
of
the grout is required to be at
least equal to the specified
compressive strength for concrete masonry. This
requirement is an attempt to ensure that where the grout
compressive strength may significantly control the design
(such as anchors embedded in grout), the nominal strength
will not be affected. The limitation on
the maximum grout
compressive strength is due to the lack of
available research
using higher material strengths.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY C-109
CODE
3.1.8.2 Masonry modulus of
rupture -The
modulus of
rupture,J,,
fo
r masonry elements subj
ected to
out-of-plane or
in-plane bending shall be in
accordance
with the values in
Table 3.1.8.2. Fo
r grouted masonry not
laid in
running bond, tension parall
el to the bed j oints
shall be assumed to be resisted only by the minimum
cross-sectional area of
continuous grout that is parallel to
the bedjoint
s.
3.1.8.3 Reinforcement strength -Masonry
design shall be base
d on a reinforcement strength equal to
the specified y ield strength of
reinforcement, ¡;,,
which
shall
not exceed 60,000 psi (413.7 MPa). The actual yield
strength shall not exceed 1.
3 multiplied by the specified
yield
strength.
Table 3.1.8.2-
Modulus
of
rupture, fr,
psi
(kPa)
Direction of
flexura! tensile stress
and
masonry
type
COMMENTARY
3.1.8.2 Masonry modulus of
rupture -The
modulus ofrupture
values provided in Code Table 3.1.8.2
are directly proportional to the all
owable stress values for
flexural tension. While it is recognized that in-plane and
out-of-plane strain gradients are different, at
these
low
stress levels this effect should be small.
Historically, masonry not laid
in running bond has
been assumed to have no flexural bond strength across
mortared head joint
s; thus, the grout area alone is used to
resist bending. Examples of
a continuous grout section
parallel to the bed jo
ints are shown in
Figure CC-2.2
-2.
The presence oftlashing and other conditions at the base
of
the wall can significantly reduce the tlexural bond. The
value
s in
this Table apply only to the flexural tensile stresses
developed between masonry units, mortar, and grout.
3.1.8.3 Reinforcement strength -Research
3 11
conducted on reinforced masonry components used Grade
60 reinforcement. To be consistent with laboratory
documented investigations, design is based on a nominal
steel yield strength of
60,000 psi (413.7 MPa). The
limitation on the steel yield strength of
130 percent of
the
nominal yield strength is to minimize the over-strength
unintentionally incorporated into a design.
Mortar
types
Portland
cementllime or
mortar
Masonry
cement
or
air
cement
entrained
portland
cementllime
Mor
S N Mor
S N
Normal to bed joints
Solid units 100 (689) 75 (517) 60 (413) 38 (262)
Hollow units
1
Ungrouted 63
(431) 48 (33 1) 38 (262) 23
(158)
Fully grouted 163
(1124) 158 (1089) 15
3 (1055) 145(1000)
Parallel to bed joints in
running bond
Solid units 200 (1379) 150 (1033) 120
(827) 75
(517)
Hollow units
Ungrouted and partially grouted 125 (862) 95
(655) 75
(517) 48(331)
Full
y grouted 200 (1379) 15
0 (1033) 120 (827) 75
(517)
Parallel to bed jo
ints in masonry not laid in
running bond
Continuous grout section parallel to bed j oin
ts
250 (1734) 250 (1734) 250(1734)
250 (1734)
Other O (O)
O (O)
O (O)
O (O)
For
parttally grouted masonry, modulus of
rupture values shall be deterrnmed on the basts of
lmear mterpolat10n
between fully grouted hollow units and ungrouted hollow units based on
amount (percentage) of
grouting.

C-110
CODE
3.2-
Unreinforced
(plain) masonry
3.2.1 Scope
The requirements of
Secti
on 3 .2 are in
addition to the
requirements ofC
hapter 1 and Section 3.
1 and govem masoruy
design in
which masomy is used to resist tensil
e forces.
3.2.1.1 Strength
for
resisting loads
Unreinforced (plain) masonry members shall
be designed
usin
g the strength of
masonry units, mortar, and grout in
resisting design loads.
3.2.1.2 Str
ength co
ntribution from
reinforcement -Stresses in reinforcement shall
not be
considered effective in resist
ing design loa
ds.
3.2.1.3 Des
ign criteria -Unreinforced (plain)
masonry members shall be designed to remai
n uncracked.
3.2.2 Flexura! and
axial strength of
unreinforced
(plain) masonry memb
ers
3.2.2.1 Design assumptions -The fo
ll
ow
in
g
assumptions shall apply when determining the flexura! and
axial strength ofunrei
nforced (plain) masonry memb
ers:
(a) Strength design of
members for factored flexure and
axial load shall
be in accord
ance with principies of
engin
eering mec
hanics.
(b) Strain in
masonry shall be directly proportional to the
distance from
the neutral axis.
(e) Flexura! tension in masonry shall be assumed to be
directly proportional to strain.
(d) Flexura! compressive str
ess in combin
ation with axial
co
mpressive stress in
masonry
shall be assum
ed to be
directly proportional to strain.
3.2.2.2 Nominal strength -The nominal strength
of
unreinf
orced (plain
) masoruy cross-sections fo
r combined
fl
exure and axiall
oads shall
be determined so
th
at:
(a) the compressive stress does not exceed 0.80 f'm·
(b) the tensile stress does not exceed the modulus of
rupture determined from Section 3 .1.8.2.
3.2.2.3 Nominal axial strength -The nominal
axial strength, P,,
shall not be taken
greater than the
fo
ll
ow
in
g:
(a) For members having an hlr ratio not greater than 99:
TMS 402-11/ACI 530-11
/ASCE 5-11
COMMENTARY
3.2-
Unreinforced (plain) masonry
3.2.
1 Scope
3.2.1.1 Strengthfor
resisting loads
3.2.1.2 Strength contribution from
reinforcement -Although reinforcement may still be
present in
unreinforced masonry, it is not considered in
calculating design strength.
3.2.13
Design criteria -The design of
unreinforced masonry requires that the structure performs
elastically under design Joads.
The system response
factors used in the design ofunrei
nforced masonry assume
an elastic response.
3.2.2 Flexure and
axial strength of
unreinforced
(plain) masonry members
3.2.2.1 Design assumptions
3.2.2.2 Nominal strength-This secti
on gives
requirements for constructing an interaction diagram for
unreinforced masonry members subjected to combined
flexure and axjalloads. The
requirements are illustrated in
Figure CC-3.2-1. Al so shown in
Figure CC-3 .2-1
are the
requirements of
Section 3.2.2.3, which give a maximum
axial force.
3.2.2.3 Nominal axial strength -Commentary
Section 3.3.4.1.1. gives additional information.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTA
RY C-111
COMMENTARY
Axial strength limit, Section 3.2.2.3
Compression controlled:
Compression stress does not
exceed 0.80 f ;,
Tension controlled:
Tension stress does not exceed
modulus of
rupture, Table 3.1.8.2
Moment
Strength
Figure CC-3
.2-1 Jnt
era
ction diagramfor unreinforced masonry members
CODE
(b) For members having an hlr ratio greater than 99:
P.
=0+80
A.f~e
~r
n
(Equation 3-12)
3.2.2.4 P-Delta effects
3.2.2.4.1 Member
s sha
ll
be
de
signed for the
factored ax
ial load, P,, and the moment ma
gnifi
ed for the
effects of member
curvature, M,.
3.2.2.4.2 The magnified moment, Me,
shall
be determined either by a second-order analysis, or by a
first-order analysis and Equations 3-13 and 3-14.
(Equation 3-13)
o=
---------
1- P¡,
A f'
(70r)
2
n m h
(Equation 3-14)
3.2.2.4.3 It
shall be permitted to take b = 1
for members in
which h 1 r :s;
45.
COMMENTARY
3.2.2.4 P-delta e.ffects -P-delta effects are either
determined by a second-order analysis, which includes P­
delta effects, ora
first-order analysis, which excludes ?-de
lta
effects and the use of
moment magnifier. The moment
magnifier is determined as:
o=--
C....::::m
__
1-
--p-=-"-
1/JkP
eu/
er
where 1/Jk
is
a stiffness reduction factor
or
a resistance
factor
to account for variabili
ty
in
stiffuess, Cm
is
a factor relating
the actu
al moment diagram to an equivalent uniform
moment diagram, and Peute
r is Euler's buckling load. For
reinforced concrete design, a value of
1/Jk
= 0.75
is used
3
·
12
.
Euler's
buckling load is obtained as
P.,
1
.,
=7r
2
EmA
.r
2
/h
2
• Using E.,
=700f~,
which is
the lower va
lue of
clay and concrete masonry, Euler's
buckling load becomes:

C-112
CODE
3.2.2.4.4 It
shall
be
permitted to take 6 = 1
for members in
whi
ch 45 < h 1 r s;
60
, provided that the
nominal stre
ngth defined in Section 3.2.2.2 is reduced by
10 percent.
TMS 402-
11
/A CI 530-11/ASCE
5-11
COMMENTARY
1!2
EmAnr2
Peu/er = h2
7!
2
700/'
111
Anr
2
=A
/ ' (83.lr)
2
h2
n m h
Current design provisions calculate the axial strength
of
walls with hlr>99
as Anf'
m (70r 1 h)
2
• Section 2.2.3.1
ofthe
Commentary gives the background ofthis
equation.
lt
is based on using Em=1
000/'
111
, neglecting the tensile
strength of
the masonry, and considering an
accidental
eccentricity ofO
.lOt. In
spite ofthe
fact that this equation
was developed using a higher modulus than in
the current
code, the equation gives a strength of(70/83.1i
= 0.71 of
Euler's
buckling load for clay masonry. The value of0.71
is
approximately the value of
~k
that has been used as
a
stiffness reduction factor. For ease of
use and because of
designer's familiarity, a value of
(70 r 1 h) is used for
Euler's buckling load instead of
an explicit stiffness
reduction factor. For most walls, Cm
= l.
The moment
magnifier can thus be deterrnined as:
o=
---::----
1-
pu
A /'
(70r)
2
n m h
Figure CC-3.2-2 shows the ratio of
the second-order
P oM
stress - " + --
"-divided by the first-order stress,
' An
Sn
'
pu
+ M u , when the second-order st
ress is at
the strength
An
Sn
design limit ~(0.8/'
111
).
Typically slenderness effects are
ignored if
they contribute less than 5 percene
13
. From
Figure CC-3.2-2, slenderness effects contribute less
than 5 percent for values of
h 1 r s;
45 . An intermediate
wall is one with
a slenderness
h/r
greater than 45
but
not greater than 60. Slenderness effects contribute
about 1 O percent to th
e design at h/r = 60. Intermediate
walls can be designed using either the moment
magnifier approach or
a simplified method in which the
nominal stresses are reduced by 1 O percent. Tall walls
are those with hlr > 60
and must be designed using the
moment magnifier approach.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-113
COMMENTARY
1.4
1.35
VI
VI
~
u;
1.3
...
Q)
'tl
...
1.25
j!
VI
...
¡¡::
1.2
VI
VI
Q)
...
1.15
u;
...
Q)
'tl
1.1
9
'tl
e:
o 1.05
u
Q)
11)
o 20 40 60 80
100 120 140
hlr
Figure CC-3.2-2 Ratio of
second-order stress to jirst-ord
er stress
CODE COMMENTARY
3.2.3 Axial tension 3.2.3 Axial tension -The tensil
e strength of
unreinforced masonry shall be neglected in
design when
the masonry is subjected to axial tension forces.
Commentary Section 2.2.4
provides further
3.2.4 Nominal shear strength -Nomin
al shear
strengt
h, V,, shall
be the smallest
of
(a), (b) and the
applicable condition of(c)
thr
ough (f):
(a) 3.8A,¡¡::
(b) 300
A,
(e) For
running bond masonry not fully grouted;
56A, + 0.45N
u
(d) For
masonry not laid in running bond
, constructed of
open end units, and fully grouted;
56
A,
+ 0.45N u
(e) Fo
r running bond masonry fu
ll
y grouted;
90A,
+ 0.45N u
(f) For
masonry not laid in running bond, constructed of
other than open end units, and fully grouted;
information.

C-114
CODE
3.3-
Reinforced masonry
3.3.1 Scope
The requirements ofthi
s Section are in
addition to the
requirements of
Chapter 1 and Section 3.1
and govem
masonry design in which reinforcement is
used to resist
tensile forces.
3.3.2 Design assumptions
The following assumptions apply to the design of
reinforced masonry:
(a) There is strain compatibility between the
reinforcement, grout, and masonry.
(b) The nominal strength ofreinforced masonry cross­
sections for combined flexure and axial load shall be
based on applicable conditions of
equilibrium.
(e) The
maximum usable strain, E:nw
, at the extreme
ma
sonry compression fiber shall be assumed to be
0.0035 for clay masonry and 0.0025 for concrete
masonry.
(d) Strain in reinforcement and masonry shall be assumed
to be directly proportional to the dist
ance from the
neutral axis.
(e) Compression and tension stress in
reinforcement shall
be taken as Es
multiplied by the steel strain, but not
greater
than /y
. Except as permitted in Section
3.3.3.5.1 (e) for determination of
maximum area of
flex
ura! reinforcement, the compressive stress of
steel
reinforcement shall be neglected unless lateral
restraining reinforcement is provided in compliance
with the requirements of
Section 1.14.1.4.
(f)
The
tensile strength of
masonry shall be neglected in
calculating axial and fl
exura! strength.
(g) The
relationship between ma
sonry compressive str
ess
and masonry strain shall be assumed to be defined by
the following:
Masonry stress of
0.8
0 f ~'
shall be assumed
uniformly distributed over an equivalent compression
st
ress block bounded by edges of
the cross section and a
st
raight line located parallel to the neutral axis and loca
ted
at a distance
a = 0.80 e from the fiber of maximum
compressive strain. The distance e from the fiber
of
maximum strain to the neutral axis shall be measured
perpendicular to the neutral axis.
3.3.3 Reinforeement
requirements and
details
3.33
.1 Reiriforcing bar size limitations
Reinforcing bars used in masonry shall not be larger than No.
9 (M#29). The nominal bar diameter shall
not exceed one­
eighth ofthe
nominal member thickness and shall
not exceed
one-quarter ofth
e least clear dimension
ofthe
cell, course, or
collar joint in
which the
bar is
placed. The area of
reinforcing
bars pl
aced in
a cell orina
course of
hollow
unit constructi
on
shall
not exceed 4 percent ofthe
cell area.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
3.3-
Reinforced masonry
3.3.1 Seope
Reioforcement complements the high compressive
strength of
masonry with high tensile strength. Increased
strength and greater ductility result from the use of
reinforcement in
masonry structures.
3.3.2 Design assumptions
The design principies listed are those that
traditionally have been used for reinforced masonry
members.
The values for the maximum usable strain are based
on research
3
·
12
.3·
15
on masonry materials. Concem has been
raised as to the implied precision of
the val u es. However,
the Committee agrees that the reported values for the
maximum usable strain reasonably represent those
observed during testing.
While tension may develop in the
masonry of
a
reinforced element, the tensile strength of
the masonry
is not considered effective in calculating axial and
flexura! strength.
3.3.3 Reinforeement requirements and
details
3.3.3.1 Reinforeing bar size limitations -The
limit ofusing
a No. 9 (M #29) bar is motivated by
the goal
of
having a larger number of
smaller diameter bars to
transfer stresses rather than a fewer number of
larger
di
ameter bars. Sorne research investigations
3
·
10
have
concluded that in certain applications masonry reinforced
with more uniformly distributed small
er
diameter bars
performs better than similarly configured masonry
elements using fewer larger diameter bars. While not

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-115
CODE
3.3.3.2 Standard
hooks -Standard hooks
in
tension shall
be considered to develop an equi
va
lent
emedment leng
th, t., as determined by Equation 3-15:
(Equation 3-1
5)
3.3.3.3 Development-Th
e required tension or
compr
ession reinforcement sha
ll
be developed in
accordance wit
h the following pr
ov
isions:
The
required development
length of
reinforcement
shall
be determined by Equ
ation 3-16
, but shall
not
be less
than 12 in. (305 mm)
.
(Equation
3-16)
K shall
not exceed the smallest of
th
e following: th
e
mínimum masonry cover, the clear spacing between adj
acent
reinforcement splices, and 9db
.
y 1.0 for No. 3 (M# 1 O)
through No. 5 (M# 16
) bars;
y 1.3
for No. 6 (M
# 19) through No. 7 (M#22) bars;
and
y = 1.5
for No. 8 (M#25) through No. 9 (M
#29) bars.
Development length of
epoxy-coated reinforcing bar
s
shall
be taken as 150 percent of the
length determined by
Equation 3-16.
3.3.3.3.1 Bar
s sp
liced by noncontact lap
splices shall not be
spaced farther apart than one-fifth the
required length oflap
nor
more than 8 in. (203 mm).
3.3.3.3.2
Shear reinforcement shall
extend
the depth oft
he member
less cover di
stances.
3.3.3.3.2.1 Except
at wa
ll
intersections,
the end of
a horizontal reinforcing bar
needed to satisfy
shear strength requirements of Section 3.3.4.1.2 sha
ll
be
bent
around the edge
vertica
l reinf
o rcing bar with a 180-
degree hook. T he ends of
single-leg
or
U-stirrups shall
be
anchored by one
ofthe
following
me
ans:
(a) A standard hook plus an effective em
bedment of
1)2.
The ef
fective embedment of
a stirrup leg shall be taken
as the distance between the mid-depth of
the member,
d/2, and the sta
rt ofthe
hook (point oftangency).
COMMENTARY
every investigation is conc
lusive, the Committee does
agree that incorporating larger diameter reinforcement
may
dictate unreasonable cover distances or
development
1engths. The
limitations on
clear spacing
and percentage
of
cell
area are indirect
methods of
preventing problems
associated with ove
r-reinforcing and grout consolidation.
At
se
ctions containing lap splices, the maximum area of
reinforcement should not exceed 8 percent ofthe
cell area.
3.3.3.2 Standard hooks Refer to
Commentary Section 1.16.5 for further information.
3.3.3.3 Development -The
clear spacing
between adjacent reinforcement does not apply to the
reinforcing bars being spliced together. Refer to
Comme
ntary 3.3.3.4 for further information.
Schult:?
·
22
studied the performance ofthe
2005 MSJC
formula for splice lengths in masonry relative to a
database of
splice tests conducted in the US
3
·
15
•
3
·
16
•
3
·
17
..
3
·
24
•
3
·
25
•
3
·
26
•
3
·
27
, and Canada
3
·
28
• Schultz
3
·
23
•
3
·
22
found that for
clear cover in excess of
Sd
b, the 2005 MSJC
lap splice
formula gains accuracy, relat
ive to the experimental
database, when a Sd
b limit is not
imposed on
the
coefficient. Additional testing and subsequent analysis by
the National Concrete Masonry Association
3
·
29
also found
the Sdb
overly conservative and
recommended that the
limit on K be increase
d to
8.8 which is rounded to the
current 9db
Iimit.The 50
percent increase in development
length is consistent with the increase required in the AC
I
318 provision 1.n for epoxy-coated bars, and
does not
app
ly to the
12
in. (305 mm
) mínimum.
3.3.3.3.1 If
individual bars in noncontact
lap splices are too
widely spaced, an unreinf
orced section is
created, which forces a potential crack to
follow a zigzag
line. Lap
splices may occur with the bars in adjacent
grouted cells ifthe
requirements ofthis
section are met.
3.3.3.3.2.1 The
edge
vertical bar is the
last reinforcing bar
in walls without intersecting walls and
is the
bar
at
the intersection of
walls that intersect.
Hooking
the
horizontal reinf
orcement around a vertical
bar
located within the
wa
ll
running parallel to the
horizontal reinforcement would cause the reinforcement to
protrude from the wa
ll.

C-116
CODE
(b) For
No. 5 (M #16) bars and sma
ller, bending around
longitudinal reinforcement through at least 135
degrees plus an embedment of
/J3.
The /J3
embedment of
a stirrup le
g shall
be taken as the
di
stance between mid-depth of
the member, d/2, and
the start ofthe
hook (point oftangency).
(e) Between the anchored ends, each bend in
the
continuous portion of
a transverse U-stirrup shall
enclose a longitudinal bar.
3.3.3.3.2.2 At
wall intersections,
horizontal reinforcing bars needed to satisfy shear
strength requirements of
Section 3.3.4.1.2 shall be bent
around the edge vertical reinforcing bar
with a 90-degree
standard hook and shall extend horizontally into the
intersect
ing wall a mínimum distance at least equal to
the development length.
3.3.3.4 Splices -Reinforcement splices shall
comply with one ofthe
following:
(a) The mínimum length of
lap for bars shall be 12 in.
(305 mm) or
the development length determined by
Equation 3-16, whichever is greater.
(b) Where reinforcement consisting of
No. 3 (M# lO)
or
larger bars is placed within the lap, with
at least one
bar 8 in
. (203 mm) or less from each end of
the lap,
the mínimum length of
lap for bars in tension or
compression be determined by Equation 2-12 shall be
pennitted to be reduced by multiplying the
confinement reinforcement factor, ~.
The
clear space
between the transverse bars and the lapped bars shall
not exceed 1.5 in.
(38 mm) and the transverse bars
shall
be full
y developed in grouted masonry. The
reduced lap spli
ce length shall not
be less than 36db.
( = 1.0-
2.3Asc
d;·s
Wh
. 2.3Asc < 1 O
ere . --;¡u-
_ .
b
(Equation 3-17)
Ase
is the area of
the transverse bars at each end of
the
lap splice and shall
not be taken greater than 0.35 in
2
(226 mm
2
).
(e) A welded splice shall have the bars butted and welded
to develop at least 125 percent of
the yield
strengt
h,
¡;,,
ofthe
bar in tension or compression, as required.
(d) Mec
hanical sp
li
ces shall have the bars connected to
develop at least 125 percent of
the yield strength, ¡;,,
oft
he bar in tension or
compression, as required.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
3.33.4 Splices-The required length of
the lap
splice is
based on developing a mínimum reinforcing steel
stress of
1.25 fv.
This requirement provides adequate
strength while maintaining consistent requirements between
lap, mechanical, and welded splices. Historically, the length
of
lap has been based on the bond stress that is
capable of
being developed between the reinforcing steel and the
surrounding grout. Testing
3
·
16
• 3.
17
• 3.
18
•
3
·
19
•
3
·
20
has shown that
bond stress failure (or pull-out of
the reinforcing steel) is
only one possible mode of
failure for lap splices. Other
fail
ure modes include rupture of
the reinforcing steel and
longitudinal splitting ofmasonry along the length ofthe
lap.
Experimental results of
severa! independent research
programs
3
·
16
•
3
.1
7
•
3
·
18
•
3 19
•
3
.3°
were combined and analyzed to
provide insight into predicting the necessary lap lengths for
reinforcement spli
ces in masonry construction.
To
develop a reasonable design equation, multiple
regression analysis was used to tind the fonn of
a good
predictive model. The following equation resulted in
the
best prediction of
measured capacities of the tested
splices3.
16
:
T,
= -17624.0 + 305.31
5 + 25204.3db
2
+ 321.7..¡¡:;
+ 3331.7cc/
Where:
T,
predicted tensile strength ofthe spli
ce, lb
(N);
1, tested length of
lap splice, in.
(mm);
f ~
~~
= tested compressive strength of
masonry,
psi (MPa); and
cc1
= cover of
structural reinforcement,
in. (mm).
The square of
the Pearson product moment
correlation coefficient of
this equation is 0.932, showing
excellent correlation between the measured and predicted
strength ofthe
splices. Figure CC-3.3-1 graphically shows
the equation predictions compared to results of
the
individual test programs.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-111
100,000
90,000
80,000
~
70,000
i!'
60.000
ü ..
1:1.
..
u 50,000
,
~
"
40,000
"'
..
..
:E
30
,000
20,000
10,000
o
COMMENTARY
Multip
l e Linea
r Regression
of
Spllce
Capacities
Predicted Capacity = -17624.0 + 305.3 ls
+ 25204.3 dl
+ 321
.7 (fmJ1
12
+ 3331.7 ce
/
1
V.
_
A
·~.
.~/.
X 6 X • 1
1
..
~
~
\W
« .•
~
"'x
X
)(
~~·
~
:.;
o 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000
Pr
edicted Capaclty
(lb)
• WSU 1 CPAR 6 NCMA
1 X NCMA 11
X NCMA
111
• NCMA IV -un
ear(Best Fit )
Figure CC-3.3-1-Relationship between measured and
predicted splice capacities
CODE COMMENTARY
Next, after replacing the predicted strength of
the
spli
ce with l.
25Abfv (imposing the same requirement on
lap spli
ces as required for mechanical and welded splices)
and solving for the resulting splice length, the fo
ll
owing
equation is generated:
2 r;;-
1.25Abf
y + l7624.0-25204.3db -32
1.
7..¡
/,,
-3331.7cc/
1 =----=-
--------
-....:...,_
___
_
S 305.3
Since the form of
this equation is impractical for design
applications, Code Equation 3-1
6 was fitted to the
equation shown above.
An extensive testing program conducted by
the
National Concrete Masonry Association
3
·
20
and additional
testing done by Washington State University
3
·
2 1
show that
reinforcement provided transverse to lapped bars controls
longitudin
al tensile splitting of
the masonry assembly.
These bars increase the lap performance significantly, as
long as there is at least one No. 3 (M# 1 O)
transverse
reinforcing bar placed within 8 in. (203 mm) of
each end
of
the spli
ce. These bars must be , fully developed and
have a clear spacing between the transverse bars and the
lapped bars not exceeding 1.5
in.
(38 mm). Testing also
indicated that the lap length must be at least 36db or the
effect of
the transverse reinforcement is minimal. As a
result, this limit wa
s applied to the lap length.

C-118
CODE
3.3.3.5 Maximum area of
flexura! tensile
reinforcement
3.3.3.5.1 For masonry members where
M,,!(
Vudv)
~
1, the cross-sectional area of
flexura! tensile
reinforcement shall not
exceed the
area required to
maintain
axial equilibrium under the following conditions:
(a) A strain gra
di
ent shall be assumed, cor
responding toa
strain in
the extreme tensile reinforcement equal to
1.5 multiplied by the yield
strain and a maximum
strain in the masonry as given by Section 3.3.2(c).
(b) The design assumptions ofSection
3.3.2 shall apply.
(e) The stress in
the tension reinforce
ment shall be taken
as the
product of
the modulus of
elasticity of
the steel
and the strain in the
reinforcement, and need not be
tak
en as greater
than,[y.
( d) Ax
ial forces shall be taken from the loading
combination give
n by D + 0.75L + 0.525QE.
(e) The effect of
compression reinf
orcement, with
or
without
lateral restr
aining rein
forcement, shall be
permitted to be included
for purposes of
calculating
maximum flexura! tensile reinf
orcement.
3.3.3.5.2 Fo
r intermediate reinforced
masonry shear wa
ll
s subject to in-plane loads where
M,,!(V,,d
v) ~
1,
a strain
gradient corresponding toa
strain in
the ext
reme tensile reinforcement equal to 3 multiplied by
the yield strain and a maximum strain in the masonry as
given
by Section 3.3.2(c) shall be used. Por
intermediate
reinforced masonry shear
wa
ll
s subject to out-of-plane
loads, the provisions of
Section 3.3.3.5.1
shall apply.
3.3.3
.5.3 For
special reinforced masonry
shea
r wa
ll
s subject
to in-plane loads where M,,!(V,d.) ~
1,
a strain
gradient corresponding to a str
ain in the extreme
tensile reinforcement equal to 4 multiplied by the yield
strain and a maximum strain in the masonry as
give
n by
Section 3.3.2(c) shall be used. For
special reinforced
masonry shear wa
ll
s subj
ect to out
-of-plane loads, the
provisions of
Section
3.3.3.5.1
shall
apply.
3.3.3.5.4 For masonry members where
M,,!(V,,d.)
:S
1 and when designed using R :S
1.
5, there is
no
upper limit to the
maximum flex
ura! tensile reinforcement.
For
masonry members where M,/(V.,dv) :S
1 and when
designed using R ~
1.5, the provisions of
Section 3.3.3.5.1
shall
apply.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
The
testing also showed that even when more
transverse reinforcement is provided, it becomes
significantly less effective in
quantities above 0.35 in
2
(226 mm
2
).
Thus, the transverse reinforcement area at
each end ofthe
lap, Ase,
is limited to 0.35 in
2
(226 mm
even if
more is provided.
3.3.3.5 Maximum area of
flex
ura/ tensi/e
reinforcement -Longitudinal reinforcement in
flexura!
members is limited to a maximum amount to ensure that
masonry compressive strains will not exceed ultimate
values. In
other
words, the compressive zone of
the
member will not crush before the tensile reinforcement
develops the inelastic strain consistent with the curvature
ductility implied by the
R value used in
design.
For
masonry components that are part of
the lateral­
force-resisting system, maximum reinforcement is
limited
in accordance with a prescribed strain distribution based
on
a tensile strain equal to a factor times the yield strain
for the reinforcing bar closest to
the edge of
the member,
and a maximum masonry compressive strain equal to
0.0025 for concrete masonry or
0 .0035 for clay-unit
masonry. By
limiting longitudinal reinforcement in this
manner, inelastic curvature capacity is directly related to
the
strain gradient.
The
tensile strain factor varíes in accordance with the
amount of
curvature ductility expected, and ranges from
1.5 to 4 for specially reinforced masonry shear walls.
Expected curvature ductility, controlled by the factor on
tensile yield strain, is assumed to be associated directly
with the displacement ductility, or
the value of
Cd as given
for the type of
component. For
example, a strain factor of
3 for intermediate reinforced masonry shear walls
corresponds to the slightly smaller Cd
factor of
2.5, and a
strain factor of
4 for specially reinforced walls
corresponds to the slightly smaller Cd factor of3.5
.
The maximum reinforcement is determined by
considering the prescribed strain distribution, determining
the corresponding stress and force distribution, and using
statics to sum axial forces. For
example, consider a fully
grouted shear wall subjected to in-plane loads with
uniformly distributed reinforcement. The strain
distribution is sho
wn in Figure CC-3.3-2, where By
is
the
yield strain and a is a tension reinforcement strain factor
(3 for intermediate reinforced shear walls, 4 for special
reinforced shear walls, and 1.5 for other masonry
elements). The masonry force, Cm, the steel tension force,
T,,
and the steel compression force, C,,
are determined as:
T =fA
+-
-
(
a&
Y I a&
Y - e Y ( 1 ) e Y l
s y S é mu +a&
y a & y 2 a&
y

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY C-119
CODE COMMENTARY
e =
1
A '"'' 11111
y + _ _ Y_
(
E )[E
-E
( J)
E ]
S y S E nlll
+ aE
y E mil
2 E mil
By statics, P = Cs + Cm
-Ts, where:
P = D + 0.75L + 0.525QE.
The maximum area of
reinforcement per unit length
ofwa
ll
is determined as:
For
a fully grouted member with only concentrated
tension reinforcement, the maximum reinforcement is:
0.64/~,(
Enw
J-_!_
As
Em
11
+aE
Y bd
p=
- =
bd
/ y
··,
~
Strain ~
cm
u
Stress
rr...,r-r
.,0.8
f'm
fy
Steel in
compression
Figure CC-3.3-2 -Prescribed strain distribution and
corresponding stress distribution.
If
there is concentrated compression reinforcement
with an area equal to the conce
ntrated tension
reinforcement, As , the maximum reinforcement is:
0.64
/,;,(
Emll )-_!_
As
E m
11
+a
E y bd
p=
bd = { . }
/y
-m
in Em
11
- : (Em11
+ae
y) , ey Es
where d ' is the distance from the extreme

C-120
CODE
3.3.3.6 Bundling of
reinforcing bars
Reinforcing bars shall
not be
bundled.
TMS 402-11
/ACI 530-11/ASCE 5-11
COMMENTARY
compression fiber to the centroid of
the compression
reinforcement.
For
partially grouted cross-sections subjected to out­
of-plane loads, the maximum reinforcement is determined
based on a fully grouted member with tension
reinforcement only, provided that the neutral axis is
in
the
flange. If
the neutral axis is
in the web, the maximum
reinforcement is determined as:
A,
p=
-bd
0.64/~(
E:mu )(~)+0.80/~
1 fs(
b-b
.,
)-_!_
E:
mu + a&
y b bd bd
p = ------''----
----''----
--
-------
!y
where b..,
is the width of
the compression section minus
the sum of
the length of
ungrouted cells, and trs
is the
specified face-shell thickness for hollow masonry units.
Because axial force is implicitly consid
ered in
the
determination of
maximum longitudinal reinforcement,
inelastic curvature capacity can be
relied on no matter
what the level of
axial compressive force. Thus, the
strength-reduction factors, ~.
for axial load and flexure
can be
the same as for flexure alone. Also, confinement
reinforcement is
not required because the maximum masomy
compressive strain will be less than ultimate values.
The axial force is
the expected load at the time of
the
design earthquake. It
is
derived from ASCE 7 Allowable
Stress Load Combination 6 and consideration of
the
horizontal component of
the seismic loading.The vertical
component of
the earthquake load, E.,
should not be included
in calculating the axial force for purposes of
determining
maximum area offlexural tensile reinforcement.
For structures expected to respond inelastically, the
masonry compressive force is estimated using a
rectangular stress block defined with parameters based on
research carried out through the Technical Coordinating
Committee for Masonry Research (TCCMaR). For
structures intended to undergo significant inelastic
response, Sections 3.3.3.5.1, 3.3.3.5.2 and 3.3.3.5.3 are
technically sound ways of
achieving the design objective
of
in
elastic deformation capacity. They are, however,
unnecessarily restrictive for those structures not required
to undergo significant inelastic deformation under the
design earthquake and Section 3.3.3.5.4 addresses a
relaxation ofthe
maximum reinforcement limits.
For
further discussion, see Reference 3.1 O, Report
Nos. 3.1(a)-2, 3.1(c)-1
, 3.l(c)
-2, 4.1.
-1,
4.1
-2, and 9.2-4.
3.3.3.6 Bundling of
reinforcing bars -This
requirement stems from the lack of
research on masonry
with bundled bars.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTAR
Y C-121
CODE
3.3.4 De
sign of
beams, piers, and columns
Member design for
ces shall
be
based on an
analysis that considers the re
lative stiffn
ess of
structural
members. The ca
lcul
ation of
lateral stiffuess shall
include
the contribution of
all
beams, piers, and columns. The
effects of
crackin
g on member stiffuess shall
be consi
dered.
3.3.4.1 Nominal strength
3.3.4.1.1 Nominal axial and flexura!
strength-The nomin
al axial strength, P,, and the nominal
flexural strength, M,,
of
a cross section
shall
be determined
in accordance wíth the de
sign assumptions of
Section 3.3.2
and the provisions of
this Section. The nomin
al fl
exural
strengt
h at any section along a member shall not be
less than
one-fourth of
the maximum nominal fl
ex
ural str
ength at the
critica! section.
The
nominal axial compressive
strength sha
ll
not
exceed Equation (3
-1
8) or
Equation (3-19), as appropriate.
(a) For
members havin
g an h/r ratio not greater than 99:
P.
~
0.8~0.80
f..
(A
. _ A,.)+
!yA,,
l ¡~-e.:.
r l
(Equation 3-18)
(b) For
members having an h/r ratio greater than 99:
fln
= 0.80 [o.8o¡,;,(An-
AS/)+
! yA S I l
C~r
r
(Equation 3-19)
3.3.4.1.2 Nominal shear strength
Nominal shear strength, Vn,
shall
be co
mputed usin
g
Equation 3-20 and either
Equation 3-21 or
Equation 3-22,
as appropriate.
(Equation 3-20)
where Vn
shall not exceed the foll
owing:
(a) Where M,
/ ( V,,
dv) ~
0.25:
(Equation 3-21)
(b) Where Mj(V,, dv)
~
1.0
(Equation 3-22)
(e) The maximum valu
e of
Vn
for M,/(V,, dv)
between
0.25
and 1.0 shall
be permitted to be linear
ly
interpolated.
(d) M,
/(V,,dv) shall be taken as a positive number and
need not be taken greater than 1.0.
3.3.4.1.2.1 Nominal masonry shear
strength -Shear str
ength provided by the masonry, Vnm
,
shall
be computed usin
g Equation 3-23:
COMMENTARY
3.3.4 Design ofbeams, piers, and columns
3.3.4.1 Nominal strength
3.3.4.1.1 Nominal axial and flexura!
strength -The nominal flexura! strength of
a member
may be calculated using the assumption of
an equivalent
rectangular stress block as outlined in Section 3.3.2.
Commentary Section 2.2.3 gives further inforrnation
regarding slenderness effects on axial load strength as
taken into account with the use of
Equation 3-18 and
Equation 3-19. Equation 3-18
and Equation 3-19
apply to
simply supported end conditions and transverse loading
which results in·a symmetric deflection (curvature) about
the midheight of
the element, if
present. Where other
support conditions or
loading scenarios are known to
exist, Equation 3-1
8 and Equation 3-19 should be
modified accordingly to account for the effective height of
the element or
shape of
the bending moment diagram over
the clear span of
the element. The weak-axis radius of
gyration should be used in
calculating slenderness­
dependent reduction factors. The first coefficient, 0.80, in
Equation 3-18 and Equation 3-19
accounts for
unavoidable mínimum eccentricity in the axial load.
3.3.4.1.2 Nominal shear strength -The
shear st
rength equations in Section 3.3.4.1.2 are derived
from research
3
·
10
. The
equations have been compared with
results from fifty-six tests of
masonry walls failing in
in­
plane shear. The test data encompassed both concrete
masonry walls and el
ay masonry wa
ll
s, all
of
which were
fully gro
uted. The
average ratio of
the test capacity to the
ca
lculated capacity was 1.17 with a coefficient of
variation of
0.15.
The limitations on maximum nominal shear strength are
included to preclude criti
cal (brittle) shear-related fai
lures.
The
provisions of
this Section were developed
through the study of
and calibrated to cantilevered shear
wa
lls. The ratio M,/
( V,
dv) can be
difficult to interpret or
apply consistently for other conditions such as for a
uniformly loaded, sim
ply supported beam. Concurrent
va
l u es
of
M,,
and V, d,
, must be considered at appropriate
locations along shear members, such as beams, to
determine the critica! M,
/ (V,dv) ratio. To
simplify the
analytical process, designers are perrnitted to use
M,/ ( V,,
dv)
= l.
3.3.4.1.2.1 Nominal masomy shear
strength -Equation 3-23 is empirically derived fr
om
research.
3
·
10

C-122
CODE
(Equation 3-23)
3.3.4.1.2.2 Nominal shear strength
provided
by
reinforcement -No
minal shear strength
provided by shear reinforcement, V,,s,
shall be computed
as follows:
(Equation 3-24)
3.3.4.2 Beams -Design of
beams shall
meet
the requirements of
Section 1.13 and the additional
requirements of
Sections 3.3.4.2.1 through 3.3.4.2.5.
3.3.4.2.1 The
factored axial compressive
force on a beam shall not exceed 0.05 Anf'm.
3.3.4.2.2 Longitudinal reinforcement
3.3.4.2.2.1 The
variation in
longitudinal reinforcing bars in a beam shall not be greater
than one bar
size. Not more than two bar sizes shall be
used in a beam.
3.3.4.2.2.2 The
nominal
flexura!
strength of
a beam shall not be less than 1.3 multiplied by
the nominal cracking moment of
the beam, Me,.
The
modulus of
rupture, f,., for this calculation shall be
determined in accordance with Section 3.1.8.2.
3.3.4.2.2.3 The
requirements of
Section
3.3.4.2.2.2 need not be applied if
at
every section the area
of
tensile reinforcement provided
is at least one-third
greater than that required by analysis.
3.3.4.2.3 Transverse reinforcement
Transverse reinforcement shall be provided where V,,
exceeds ¡)
Vnm.
The factored shear, V,, shall include the
effects of
lateral load. When transverse reinforcement is
required, the following provisions shall apply:
(a) Transverse reinforcement shall be a single bar with a
180-degree hook at each end.
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
3.3.4.1.2.2 Nominal shear strength
provided by reinforcement -Equation 3-24 is
empirically
derived from research.
3
·
10
The nominal shear strength
provided by shear reinforcement, Equation 3-24, represents
half the theoretical contribution. In other words, the
nominal shear strength is determined as the full masonry
contribution plus one-half the contribution from the shear
reinforcement. Other coefficients were evaluated (0.6, 0.8,
and 1.0), but the best fit to the experimental data was
obtained using the 0.5 factor.
3.3.4.2 Beams -This section appli
es to the
design of
lintels and beams.
3.3.4.2.2 Longitudinal reinforcement
3.3.4.2.2.1 Restricting the variation of
bar sizes in a beam is
included to in crease the depth of
the
member compression zone and to increase member
ductility. When incorporating two bars of
significantly
different sizes in a single beam, the larger bar requires a
much higher load to reach yield strain, in
effect
"stiffening" the beam.
3.3.4.2.2.2 The requirement that the
nominal flexura) strength of
a beam not be less than 1.3
multiplied by the nominal cracking moment is imposed to
prevent brittle failures. This situation may occur where a
beam is so lightly reinforced that the bending moment
required to cause yielding of
the reinforcement is
less than
the bending moment required to cause cracking.
3.3.4.2.2.3 This exception provides
sufficient additional reinforcement in members in which the
amount of
reinforcement required by Section 3.3.4.2.2.2
would be excessive.
33.4.23
Transverse reinforcement -Beams
recognized in this section of
the Code are often designed to
resist on
ly
shear forces due to gravity loads. Beams that are
controlled by high seismic forces and lateral drift should be
designed as ductile elements.
(a) Although sorne concems have been raised regarding
the difficulty in
constructing beams containing a
single bar stirrup, the Committee feels such spacing
limitations within beams inhibits the construction of
necessary lap lengths required for two-bar stirrups.
Furthermore, the added volume of
reinforcing steel as
a result of
lap
splicing stirrups may prevent adequate
consolidation ofthe
grout.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTAR Y C-123
CODE
(b) Transverse reinforeement shall be hooked around the
longitudinal reinforeement.
(e) The mínimum area of transverse rein
fo
reement shall
be 0.0007 bdv.
(e) The first transverse
bar shall not be loeated more
than one-f
ourth of
th
e beam depth, dv
, from the end
oft
he beam.
(e) The maximum spaeing sha
ll
not
exeeed one-half the
depth ofthe
be
am nor 48 in. (1219 mm).
3.3.4.2.4 Construction
-Bea
ms shall be
fu
ll
y grouted.
3.3.4.2.5 D imensional limits -The
nominal depth of a beam shall not be less than 8 in
.
(203 mm).
3.3.4.3 Piers
3.3.4.3.1 The factored axial compression
force on piers shall
not exceed 0.3 Anf'm.
3.3.43.2 Longitudinal reinforcement -A
pier subjected to in-plane stress reversals shall
be rein
forced
symmetrieall
y about the neutral axis ofth
e pi
er. Longitudinal
reinf
oreement of
piers shall comply with the foll
owin
g:
(a) At
least, one bar shall be provided in each end cell.
(b
) Th
e mínimum ar
ea of
longitudinal reinf
oreement
shall
be 0.0007 bd
.
3.3.4.3.3 Dimensional limits -Dimensions
shall
be in
aecord
ance
with the following:
(a) The nominal thickness of
a pier shall not exceed 16 in.
(406 mm).
(b) The di
stance between lateral supports of
a pi
er
shall
not
exceed 25 multiplied by the nominal thickn
ess of
a pier
except as provided for in
Section 3.3.4.3.3(c).
(e) When the distanee between lateral supports of
a pier
exceeds 25 multiplied by the nominal thickness of
the
pi
er, design shall
be based on the provisions of
Sect
ion 3.3.5.
(d) Th
e nominal length
of
a pier shall
not be less than
th
ree multiplied by its nominal thick
ness nor
greater
than six multiplied by its nominal thickn
ess. Th
e clea
r
height of
a pi
er shall not exceed fi
ve
multiplied by its
COMMENTARY
(b) The requirement that shear reinforeement be hooked
around the longitudinal reinforeement not only
facilitates eonstruction but also confines tbe
long
itudinal rein
forcement and helps ensure the
development of
the shear reinforeement.
(e) A mínimum area of
transverse reinforcement is
es
tabli
shed to prevent brittle shear failures.
( d) Although different codes contain different spacing
requirements for the placement of
transverse
reinforcement, the Committee has conservatively
es
tablis
hed this requirement.
(e) The requirements of
this section establish limitations
on tbe spacing and placement of
reinforcement in
order to increase member ductility.
3.3.4.2.4 Construction -Although beams
can physically be
constructed of
partially grouted
masonry, the laek of
research supporting the performance
of
partiall
y grouted beams combined with the increased
probability of bri
ttle failure dictates this requirement.
3.3.4.2.5 Dimensionallimits-
Insufficient
research has been conducted on beams ofnom
ina
l depth
less than 8 in. (203 mm).
3.3.4.3 Piers
3.3.4.3.1 Due to the less severe
requirements imposed for the design of
piers with respeet
to similar
requirements for columns, the maximum axial
force is arbitrarily limited to a relatively lower value.
3.3.4.3.2 Longitudinal reinforcement -
These provisions are predominantly seismic-related and
are intended to provide the greatest ductility fo
r the least
eost. Pi
ers not subject to in-plane stress reversals are not
require
d to comply with this section.
3.3.4.3.3 Dimensional limits -Judgment­
based dimensional limits are established fo
r piers to
distinguish th
eir design from wa
ll
s and to prevent local
in
stability or buekli
ng modes.

C-124
CODE
nominal length.
Exception: When the factored axial force at the location of
maximum moment is less than 0.05/
'mAg,
the length of
a
pier shall
be permitted to be equal to the thick
ness ofthe pier.
3.3.5 Wal/ designfor
out-of-plane loads
3.3.5.1 Scope -The requirements of
Section
3.3.5 are for the design ofwa
ll
s for out-of
-plane loads.
3.3.5.2 Mamen/ and
dejleclion calculations -
Moment and
deflection calculations in
Sections 3.3.5.3
and 3.3.5.5 are based on simple sup
port conditions top and
bottom. For
other support and fixity conditions, moments
and deflections shall be calculated using established
principies ofmechanics.
3.3.5.3 Walls with factored axial str
ess of
0.20 f'm
or
less-The proce
dures set forth in
this Section
shall
be used when the factored axial loa
d stress at the
loca
ti
on of
maximum moment sa
tisfies the requirement
computed by Equation 3-25.
[ ~:
)~
0.20/~
(Equation 3-25)
When the ratio of
effective height to nominal
thick
ness, hit, exceeds 30, the factored axial stress shall
not exceed 0.05/'nr.
Factored moment and axial force shall
be determined
at the midheight of
the wa
ll
and shall
be used for design.
The factored moment, M,,,
at the midheight of
the wa
ll
shall be computed usin
g Equation 3-26.
(Equation 3-26)
Where:
(Equation 3-27)
The deflection due to factored loa
ds (c5,)
shall be
obtained using Equation. 3-29 and 3-30
and replacing Mser
with M,,
and Oswith ó,,.
The nominal shear strength shall
be determined by
Section 3.3.4.1.2.
3.3.5.4 Nominal axial and
fl
exura! strength -
The
nom
in
al axial
str
ength, P,
, and the nominal
flexura( st
rength, Mn,
of
a cross-section shall be
determined in accordance with the
design assumptions
TMS 402-11/ACISJ0-11/ASCE 5-11
COMMENTARY
3.3.5 Wa
l/ designfor out-of-plane /oads
3.3.5.1 Scope
33.5.2
Mamen! and
dejlection ca
lculations -
The provisions of
this section are derived from results of
tests on simply supported specimens. Because the
maximum bending moment and deflection occur near the
mid-height of
those
specimens, this section includes only
design equations for that condition. When actual
conditions are not simple supports, the curvature of
a wall
under out
-of-plane lateral loading will
be different than
that assumed by these equations. Using the principies of
mechanics, the points of
inflection can be determined and
actual moments and deflections can be calculated under
different support conditions. The
designer should examine
all moment and deflection conditions to locate the critica(
section using the assumptions outlined in
Section 3.3.5.
3.3.53
Wa
l/s withfactored axial stress of0.20 f ',
or less -The criterion to limit vertical load on a cross
section was included because the slender wall design method
was based on data from testing wi
th typical roof loads.
For
hit ratios greater than 30, there is an additional limi
tation on
the axial stress. There are currently no strength design
provisions for axial stress greater than 0.20 f ~
..
The required moment due to lateral loads, eccentricity
of
axial load, and lateral deformations are assumed
maximum at mid-height of
the wall. ln
certain design
conditions, such as large eccentricities acting
simultaneously with small lateral Ioads, the design
maximum moment may occur elsewhere. When this
occurs, the designer should use the maximum moment at
the critica( section rather than the moment determined
from Equation 3-26.
3.3.5.4 No
minal axial
and
fl
ex
ura/ strength -
When the depth of
the equivalent stress block is in
the
face shell of
a wall that is fully or partially grouted, the
nominal
moment may be approximated as:

BUILDING
CODE
REQUIREMENTS
FOR
MASONRY
STRUC
TURES ANO
COMMEN
TAR
Y C-125
CODE
of
Section 3.3.2. The nominal axial compressive
str
eng
th
shall not exceed that determined by Equation
3-
18 or Equation 3-19, as appropriate.
3.3.5.5 Dejlections-
The horizontal midheight
deflection, Os,
under allowable str
ess design load
combin
ations shall be limited by the relation:
(Equation 3-28)
P-delta effects shall be included in deflecti
on
ca
lculation. The midheight deflection shall
be computed
using either Equation 3-29 or Equation 3-30, as
appli
cable.
(a) Where Ms
er
< Mcr
O -5Ms
er
h2
S -
48Emf g
(b) Where Mcr
< Mser
< M,
(Equation 3-29)
os=
5M
c,
h 2 + 5(M
ser
-Mcr
)h
2 (Equation 3-30)
48E,,f
g 48E,,J cr
The cracking moment of
the wall shall
be computed using
the modulus ofrupture,.fr, taken from Table 3.1.8.2.
Th
e neutral axis fo
r determining the cracked moment
of
in
ertia, len shall
be determined in accordance with the
design assumptions of
Section 3.3.2. The effects of
axial
load shall be permitted to be included when calculating lcr
.
Unl
ess stiffness values are obtained by a more
comprehensive analysis, the cracked moment of
inertia for
a wall that is partiall
y or
fully grouted and whose neutral
axis is in
the face shell
shall be obtained from Equation 3-
31 and Equation 3-32.
1 = n A +--
-e
+--
(
P,
lsp
)(d
)2 bc
3
cr s Jy 2d
3
(Equation 3-31)
(Equation 3-32)
COMMENTARY
Asfy
+P,
/rp
a=
---'----
0.80
f~b
The above formulas are valid for both
centered and
noncentered flexural reinforcement. For center
ed tlexural
reinforcement, d = ls,J
2.
This results in the nominal
moment, M,
, being obtained as:
M,=
(Pu
1 ,+
Asf
y
{d-~)
These formulas take into account the effect of
compressive vertical loads increasing the flexura! st
rength
of
the section. In the case of
axial tension, the flexural
st
rength is decreased.
3.3.5.5 Dejlections Historically, the
recommendation has been to limit the detlection under
allowable stress load combinations to O.Olh.
The
committee has chosen a more stringent va
lue of0.007h.
The Code limits the lateral detlection under allowable
stress load combinations. A wall loaded in this range
returns to its original vertica
l position when the lateral
load is removed, because the stress in
the reinforcement is
within its elastic limit.
Equation 3-29 is for mid-height deflection for an
uncracked section, and Equation 3-30 is for mid-height
deflection for a eracked section. A wall is assumed to
deflect as
an uncracked section until the modulus of
rupture
is reached, after which it is assumed to deflect as a cracked
section. The cracked moment of
inertia is conservatively
assumed to apply over the entire height of
the wal
l.
The
cracked moment of
inertia, Icr,
for a fully grouted or
partially grouted cross section is usually the same as
that for
a hollow section because the compression stress block is
generall
y within the thickness ofthe
face shell.
These formulas represent good approximations to test
results, assuming that the wa
ll
is simply supported top and
bottom, and is subjected to a uniformly distributed lateral
load. lf
the wall is fixed at
top, bottom, or both, other
formulas should be developed considering the support
conditions at
the top or
bottom and considering the
possible deflection or
rotation of
the foundation, roof
, or
floor diaphragm.
The cracking mom
ent, Me"
is the calculated moment
corresponding to first cracking. The cracking moment was
previously given in
the Code as the section modulus
multiplied by the modulus of
rupture. The Code ha
s been
changed so it is now permissible to include the applied axial
force in
the calculation ofthe
cracking moment.
The Code requires that the neutral axis used to
calculate the cr
acked moment of
inertia be determined

C-126
CODE
3.3.6 Wall designfor in-plane loads
3.3.6.1 Scope -The requirements of
Section
3.3.6 are for the design ofwalls
to resist in-plane loads.
3.3.6.2 Reinforcement -Reinforcement shall
be pr
ovided perpendicular to the shear reinforcement and
shall be at least egua! to one-third Av. The reinforcement
shall be uniformly distributed and shall not exceed a
spacing of
8 ft (2.44 m).
3.3.6.3 Flexura/ and
axial strength -The
nominal flexura! and axial strength shall be determined in
accordance with Section 3.3 .4.1.1.
3.3.6.4 Shear strength -The nominal shear
strength shall be computed in accordance with Section
3.3.4.1.2.
3.3.6.5 The
maximum reinforcement
requirements of
Section 3.3.3.5 shall not apply if
a shear
wa
ll is dcsigncd to sa
tisfy the requirements of
3.3.6.5.1
through 3.3.6.5.5.
3.3.6.5.1 Special
boundary elements need
not be provided
in shear wa
ll
s meeting the following
conditions:
l.
Pu
~
0.10 Ag/;,
for geometrically symmetrical
wall sections
P"
~
0.05 Ag.[;, for geometrica
lly unsymmetrical
wall sections; and either
or
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
using the strain distribution at ultimate capacity. Arnrhein
and Lee (1984)
331
used this condition to develop the
original slender wall design provisions.
Equation 3-31
and 3-32 are valid for both centered and
non-centered vertical reinforcement. The modification term
of
(t.¡)2d) in Equation 3-31 accounts for a reduction in the
contribution of
the axial load to the cracked moment of
inertia when the reinforcement is near the face ofthe
wall.
3.3.6 Wall designfor in
-plane loads
3.3.6.5 The maximum reinforcement
requirements of
Section 3.3.3.5 are intended to ensure that
an intermediate or a special reinforced masonry shear wall
has sufficient inelastic deformation capacity under the
design-basis earthquake of
ASCE 7 or the model building
codes. Inelastic deformabili
ty is the ability of
a structure
or structural element to continue to sustain gravity loads
as it deforms laterall
y under earthquake ( or sorne other
type ot) excitation beyond the stage where the response of
the str
ucture or the structural element to that excitation
is
elastic (that is, associated with no
residual displacement or
damage). In the altemat
ive shear wall design approach
given in Sections 3.3.6.5.1 through 3.3.6.5.5, such
inelastic deformabili
ty is sought to be ensured by
means
of
specially confined boundary elements, making it
unnecessary to comply with the maximum reinforcement
requirements. These requirements are therefore wa
ived.
3.3.6.5.1 This subsection sets up
sorne
"screens" with the expectation that many, if
not most,
shear walls will go through the screens, in which case no
special boundary elements would be required. This will be
the case when a shear wall is li
ghtly axially loaded and it
is either short or
is moderate in height and is subject to
only moderate shear stresses.
The threshold values are adapted from the design
procedure for special reinforced concrete shear walls in the
1997 Uniform Building Code (UBC). In the early 1990s,
when this procedure of
the 1997 UBC was first being
developed, an ad hoc subcommittee within the Seismology
Committee of
the Structural Engineers Association of
Cali
fornia had limited, unpublished parametric studies
done, showing that a reinforced concrete shear wall
passing

BUILDING CODE REQUIREMENT S FOR MASONRY STRUCTURES (TMS 402/ACI 530/ASCE 5) C-127
CODE
3.
3.3.6.5.2 The
need for special boundary
elements at the edges of
shear wa
ll
s shall
be evaluated in
accordance with Section 3.3.6.5.3 or 3.3.6.5.4. The
requirements of
Section 3.3.6.5.5 shall
al
so be sa
ti
sfied.
3.3.6.5.3 This Section applíes to walls
bending in
sin
gle curvature in which the flexura! limit
state response is governed by yielding at the base of
the
wa
ll.
Walls not satisfyin
g those requirements shall be
designed in accordance with Section 3.3.6.5.4
(a) Special boundary elements shall
be provided over
portions of
co
mpression zones where:
and e is calculated for the P
11
given by ASCE 7
Strength Design Load
Combination 5
(1.2D+ l.OE+ L + 0.2.5) or the corresponding
strength design loa
d combination of
the legall
y
adopted building code, and the corresponding
nominal moment strength, Mn, at the base
critica
!
section.
The load factor on L in Co
mbination 5 is
reducible to 0.5, as per exceptions to Secti
on 2.3.2 of
ASCE 7.
COMMENTARY
through the "screens" could not develop sufficiently high
compressive strain
s in
the concrete to warrant special
confinement. In
the case of
masonry, strains requiring
special confinement would be values exceeding the
maximum usable strains ofSection 3.3.2 (e).
3.3.6.5.2
Two
approaches for evaluating
detailíng requirements at wall boundaries are included in
Section 3.3.6.5.2. Section 3.3.6.5.3 all
ows the use of
displacement-based design of
walls, in which the
str
uctural details are determined directly
on the basis of
the expected lateral
displacements of
the wall under the
design-basis earthquake. This approach was first
introduced in ACI 318-99 for the design of
special
reinforced concrete shear walls. The
provisions of
Section
3.3.6.5.4 are similar
to those of
1995 and earlíer editions
of
ACI 318 (retained in ACI 318-99 and 318-02), and
have been included because they are conservative for
assessing required transverse reinforcement at wall
boundaries for many walls. The
requirements
of
Section
3.3.6.5.5 apply to shear walls designed by either Section
3.3.6.5.3 or
3.3.6.5.4.
3.3.6.5.3 Section 3.3.6.5.3 is based on the
assumption that inelastic response
of
the wall is dominated
by flexura! action at a critica!, yielding section -typically at
the base. The wall should
be proportioned so that the critica!
section occurs where intended (at the base).
(a) The
following explanation, including Figure CC-3.3-3,
is adapted from a paper by Wallace
3
·
32
, which provides
background to the design provisions for special
reinforced shear wall
s of
ACI 318-99 (retained
unchanged in
ACI 318-05). The relationship between
the wall top displacement and wall curvature for
a wall
of
uniform cross-section with a single critica! section
at
the base is presented in Figure CC
-3.3-3.
The ACI
318
provisions as well as the provisions of
this Code are
based on a sirnplified version ofthe
model presented
in
Figure CC-3.3-3(a). The
simplified model, shown in
Figure CC-3.3-3(b), neglects the contribution
of
elastic
deformations to the top displacement, and moves the
center ofthe
plastic hinge to the base ofthe
wall.
Based
on the model of
Figure CC-3.3-3, the relationship
between the top displacement and the curvature at the
base of
the wall is:
Cdo
ne
=e
phw = C9lul
p)
hw
= (9lu
l;,
, }"'
(Equation 1)
assuming that l P = l w 1 2,
as is permitted to be
assumed by the 1997 UBC,
where 9lu
= ultimate curvature, and
eP
= plastic rotation at the base ofthe
wall.
lf
at the stage where the top deflection of
the wall
is

C-128
CODE
TMS 402-11/ACI 530-1
1/ASCE 5-1
1
COMMENTARY
Óne, the
extreme fiber compressive strain at
the critica!
section at
the base does not exceed t:
11111
, no special
confinement would be required anywhere in
the wall.
Figure CC-3.3-4 illustrates such a strain distribution at
the critica! section. The
neutral axis depth
corresponding to this strain distribution is Ccr, and the
corresponding ultimate curvature is ~~~
= t:,
11
1 ccr.
From Equation 1,
e <:
=(Cmu
~)
h
dune
2
w
ccr
(Equation 2a)
c,ll
e ..
or, ccr
= 2 (Cdone 1 hw)
(Equation 2b)
It
follows from the above (see Figure CC
-3.3-4)
that
special detailing would be required if:
because if
the neutral axis depth exceeded the critica!
value, the extreme fiber compressive strain would
exceed the maximum usable strain t:
11111
• For purposes
of
this deriva
tion, and to avoid having separate sets of
drift-related requirements for clay and concrete
masonry, a single useful strain of
0.003 is used,
representing an average ofthe
design values of0.0025
for concrete masonry and 0.0035 for clay masonry. In
ACI 318-99, the
term (Cdonel
h .. ) must equal or
exceed 0.007. According to Wallace
332
, "This lower
limit on the mean drift ratio is included to ensure that
walls controlled by flexure have modest deformation
capacities, as well as to guard against modeling errors
that might underestimate the design displacement."
This lower limit on (Cdone 1 h .. ) has not been adopted
for reinforced masonry walls because:
• 0.007 is arbitrary and appears to be too high for a
system with a maximum drift ofO.Ol;
• 1997 UBC concrete provisions do not include this
requirement; and
• many designs are already stiff, since masonry has
never had boundary elements. Furthermore,
stiffening the structure is a reasonable design
altemative that should not be precluded (or
Iimited). Further background related to concrete
masonry shear walls is provided in
References
3.33, 3.34, and 3.35.

BUILDING
CODE REQUIREMENTS FOR
MASONRY
STRUCTURES ANO COMMENTARY
C-129
COMMENTARY
LOAD WALL ELASTIC CURVA TU RE
& DISPLACEMENT
INELASTIC CURVATURE
dv & DISPLACEMENT
W d;n
elesti
c W
H
fu
H
(a) Theoretical Model (b) Simplified
Model
Figure CC
-303
-3-Wal/ curvature and
displacement
e"
e---
~o~
Figure CC-303-4 -S
tr
ain distribut
ion at
cr
it
ica! section
CODE
(b) Where special boundary elements are required by
Section 3030605.3
(a), the special boundary element
reinforcement shall extend vertically from the critica!
section a di
stance not Jess than the larger of
lw or
M,
/4V.,o
3.3.6.5.4 Shear walls not designed by
Section 3.3060503
shall have special boundary elements at
boundaries and edges around openings in
shear walls
where the maximum extreme fiber compressive stress,
correspondin
g to
factored forces including earthquake
effect, exceeds 002 f'm
o The special boundary element
shall be permitted to be discontinued where the calculated
compressive stress is Je
ss than 0015
f ~,
o
Stresses shall be
calculated for the factored forces using a linearly elastic
model and gross section propertieso
For walls with
flanges, an effective flange width as defined in Section
109.402.3
shall be usedo
COMMENTARY
(b) Where special detailing is required at the wall
boundary, it must be extended vertically a distance not
less than the larger of
1,
. and M,
14V.,
from the critica!
sectiono
These Jengths, also specified in AC
I 318
-99,
where intended to be an upper-bound estímate of
the
plastic hinge length for special
rei
nforced concrete
shear wallso The same lengths have been adopted for
intermediate and special masonry shear wall
so
33
.6.5.4 A st
ress-based approach was
included in ACI 318-99 to address wall
confi
gurations to
which the application of
displacement-based approach is
not appropriate (for example, wall
s with openings,
wall
s
with setbacks, walls not controlled by flexure)o
Maintaining the stress-based approach also provided
continuity between ACI 318-99 and earlier editions of
ACI 318
; however, modifications were introduced to
address major shortcomings ofthe
design approach in pre-
1999 editions of
ACI 3180
The stress limi
t at
which special detail
ing is required
at the boundaries of
reinforced concrete shear walls was
Jeft unchanged in ACI 318-99 at 002
f ~
,
a value carried
over from prior editions of
the Codeo
The special
detailing, where required, must
be extended over the
height of
the wall from the cr
itica! section until the
calculated stress drops below 001
5 f ~
,
once again the
same value as in prior
editions of
ACI 3180

C-1
30
CODE
3.3.6.5.5 Where special boundary elements
are requi
red by Section 3.3.6.5.3 or 3.3.6.5.4, requirements
(a) through (d)
in thi
s section shall
be satisfied and tests
shall
be performed to verifY
the strain capacity of
the
element:
(a) The special boundary element shall
extend
horizontall
y from the extreme compression fiber a
distance not less than the larger of(c-
0.1/,.
) and c/2.
T MS 402-11
/ACI 530-1
1/ASCE 5-11
COMMENTARY
A major difference between ACI 318-99 and prior
editions of
ACI 318 is
in
the way a shear wall requiring
specially detailed boundary elements is
to be designed for
flexure and axial loads. ACI 318-95 required that the
boundary elements be designed to resist (as short
columns) the tributary gravity load plus the compressive
resultant associated with the overturning moment at
the
base of
the wall (both taken at factored values). The
application of
this requirement typically resulted in safe
boundary elements containing high percentages of
reinforcement, resulting in a substantial increase in
wall
flexura! strength. Constructability suffered as a result, but
more importantly, brittle shear failure preceding ductile
flexura! failure became more likely, because walls having
excessive flexura! strength would draw larger shear forces
in an earthquake event, and the Code did not require shear
strength to be increased proportionally with the increase in
flexura! strength. ACI 318-99 does not require the
boundary elements to resist the entire P, and M,,
even
when the stress-based approach is
used. In fact, a shear
wall is
designed in
exactly the same way for flexure and
axial load, irrespective of
whether the displacement-based
approach or
the stress-based approach is
used to trigger
special boundary elements.
The Code has adopted the stress-based triggers of
ACI 318-99 for cases where the displacement-based
nppronch is
not applicablc, simp1y
changing the. threshold
values of0.2f~
and 0.15/
~
for reinforced concrete walls
to 0.2/~,
and 0.15/~,
respectively, for reinforced
masonry walls. Other aspects of
the ACI 318-99 approach
are retained. Design for flexure and axial loads does not
change depending on whether the neutral axis-based
trigger or
the stress-based trigger is
used.
3.3.6.5.5 Unlike in
the case of
concrete,
where prescriptive detailing requirements for the specially
confined boundary element are given in ACI 318-99, this
Code requires that testing be done to verifY
that the
detailing provided shall be capable of
developing a strain
capacity in the boundary element that would be in excess of
the maximum imposed strain. Jt
is
hoped that reasonably
extensive tests will be conducted in the near future, leading
to the development of
prescriptive detailing requirements
for specially confined boundary elements of
intermediate as
well as special reinforced masonry shear walls.
(a) Figure CC-3.3-4 shows that when the neutral axis
depth e exceeds the critica! neutral axis depth Ccr,
the
extreme compression fiber strain in the masonry
reaches a value Emm
in excess of
the maximum usable
strain Em
11
• The corresponding ultimate curvature t/J
is
Em
11
1 c.
Based on the model ofFigure CC-3.3
-3(b),
(Equation 3)

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO
COMMENTARY C-131
CODE
(b) In fl
anged
sections, the spec
ial bo
undary element
shall include the effective fl
ange
widt
h in
compression
and shall extend at
least 12 in. (305 mm)
into the web.
(e) Special boundary e leme
nt
transverse reinforce
ment
at
the wa
ll base shall
ex
tend into the support
a mínimum
of
the developm
ent length of
the largest longitudinal
reinforcement in the bou
ndary
e lement unless the
special boundary element terminates on a footing or
mat
, where
special bo
undary element transverse
reinf
orce
ment
shall
extend at
least 12 in. (305 mm)
into the footing or mat.
COMMENTARY
From Equation 3:
{;
= 2(Cdóne )(~)
mm
hW e IV
(Eq
uation 4)
T he wa
ll
length over which the strains exceed the
limiting value of
e"""
denoted as e", can be
determined
using similar triangles from Figure CC
-3.3-4:
e"
= e(l
-& "'"
)
E mm
(Equation 5)
An expression for the required length of
confinement can be developed by combining
Equations 2 and 3:
e e (em
u 12)
T::
= -¡:
-(Cdt5
,. 1 hw)
(Equation 6)
The
term
e 1 f w in Equation
4 accounts for the
influence of
material properties (/
~.,
fv),
axial load,
geometry, and
quantities and
distribution of
reinforcement, whereas the
term
(c,,
12)
1(C
dt5nelhw
)accounts for
the influence of
system response (roof
displacement) and the
max
imum usable strain ofmasonry.
The
wall length over
which special transverse
reinforcement must
be provided is based on Equation
6, with a va
lue of
Cdt5ne
1 hw = 0.015:
~=
~
-
(0.00
3
/
2
) =~-0.1~~
(Equation 7)
fw fw
0.015 fw
2
The
value of
Cdt5ne
1 hw was selected to
provide an
upper-bound estímate of
the mean drift ratio of
typical
shear wa
ll buildings constructed in the United States of
Americam. Thus, the length of
the wall that must be
confined is conservative for many buildings. The va
lue
of
e/2 represents a mínimum length of
confinement, is
adopted from ACI 3 18-99, and is arbitrary.
(b) This requirement originated in the 1997 UBC
and has
been carried ove
r into ACI
318-99 and
-02. Where
flanges are heavily stressed in compression, the web
­
to-flange interface is likely to be
heavily stressed and
may
sustain local crushing
failure unless special
boundary element
reinforcement extends into the web.
(e) The
same
extension is required for special
boundary
element transverse reinforcement in special reinforced
concrete
shear
walls and for special transverse
reinforcement in reinforced concrete columns
supporting react
ions from discontinued stiff members
in buildings assigned to hi
gh
seism
ic design categories.

C-132
CODE
(d) Horizontal shear reinforcement in th
e wall
web shall
be
anchored to develop the specified yield strength,
¡;,,
within the confined core ofth
e boundary element.
TMS 402-11
/ACISJ0-11/ASCE 5-11
COMMENTARY
(d) Because horizontal reinforcement is likely to act as
web reinforcement in wall
s requiring boundary
elements, it needs to be fully anchored in
boundary
elements that act as flanges. According to
the
Commentary to ACI 318, achievement of
this
anchorage is difficult when large transverse cracks
occur in
the boundary elements. That Commentary
recommends the use of
standard 90-degree hooks or
mechanical anchorage schemes, instead of
st
raight
bar development.

BUILDING CODE
RE
QUIREMENTS FO
R MA
SONRY STRUCTURES ANO
COMMENTARY C-1
33
CHAPTER4
PRESTRESSED MASONRY
4.1-
General
4.1.1 Scope
CODE
This chapter provides requirements for design of
masonry wall
s that are prestressed with bonded or
unbonded prestressing tendons.
4.1.2 Wa
ll
s shall
be designed for strengt
h
requirements and checked for service load requirements.
4.1.3 The wall
provisions of
Chapter 1 and Section
2.1
shall
apply to prestressed masonry wall
s.
4.1.4 The provisions ofSectio
n 4.4.3
shall
apply for
the comput
ation of
nominal moment st
rength.
4.1.5 Masonry shall
be laid in running bond unless
a bond beam or
other
technique is used to dist
ri
bute
anchorage forces.
COMMENTARY
4.1
-Gener
al
4.1.1 Scope
Prestressing forces are used in masonry walls to
reduce or
eliminate tensile stresses due to extemally
applied loads by using controlled precompression. The
precompression is generated by prestressing tendons,
either bars, wires, or strands, that are contained in
openings in the masonry, which may be grouted. The
prestressing tendons can be pre-tensioned (stressed against
externa! abutments prior to placing the masonry), or post­
tensioned (stressed against the masonry after it has been
p1aced). Since most research and applications to date have
focused on walls, the chapter applies only to walls, not
columns, beams, nor lintels. (Provisions for columns,
beams, and Iintels will be developed in future editions of
the Code.)
Most construction applications to date have involved
post-tensioned, ungrouted masonry for its ease of
construction and overall economy. Co
nsequently, these
code provisions primarily focus on post-tensioned
ma
sonry. Although not very common, pn:-lt:nsiuning has
been used to construct prefabricated masonry panels. A
more detai1ed review of
prestressed masonry systems and
applications is given elsewhere
41
.
Throughout this Code and Specification, references to
"re
inforcement" app1y
to non-prestressed reinforcement.
These references do not apply to prestressing tendons,
except as explicitly noted in Chapter 4. Requirements for
prestressing tendons use the terrns "prestressing tendon"
or "tendon." The provisions of
Chapter 4 do not require a
mandatory quantity of
reinforcement or bonded
prestressing tendons for prestressed masonry walls.
Anchorage forces are distributed within a wall similar
to the way in which concentrated loads are distributed (as
described in Section 1.9.7; see Figure CC-1.9-7).
However, research
4
·
2
has indicated that prestress lo
sses
can di
stribute to adjacent tendons as far laterally from the
anchorage as the height ofthe
wall.

C-134
CODE
4.1.6 For prestressed masonry members, the
prestressing force shall be added
to lo
ad combinations,
except as modified by Section 4.4.2.
4.2 -Design methods
4.2.1 General
Prestressed masonry members shall be designed by
elastic analysis using loading and load combinations in
accordance with the provisions of
Sections 1.7
and 2.1.2,
except as noted
in Section 4.4.3.
4.2.2 After transfer
lmmediatel
y after the transfer of
prestressing force to the
masonry, limitations on masonry stresses given in
this
chapter shall
be
based upon/
'
111
;.
4.3-
Permissible stresses in prestressing tendons
4.3.1 Jackingforce
The stress in
prestressin
g te
ndons due to the ja
cking
force shall
not exceed 0.94/py, nor 0.80_(¡,, nor the
maximum val u e recommended by the manufacturer of
the
prestressing tendons or anchorages.
4.3.2 Jmm
ediate/y after transfer
The stress in
the prestressin
g tendons immediately
after transfer ofth
e prestressing force to the masonry shall
not exceed 0.82/py nor 0.74 /p
11
•
4.3.3 Post-tensioned masonry member
s
At
the time of
application of
prestress, the stress in
prestressin
g tendons at anchorages and coupl
ers shall
not
exceed 0.78j,y nor 0.70j,
11
•
TMS 402-11/ACISJ0-11/ASCE 5-11
COMMENTARY
4.2 -Design methods
Originally, prestressed masonry was designed using
allowable stress design with a moment strength check for
wa
lls with laterally restrained tendons. The British code
for prestressed masonry
4
·
3
•
4
.4
and extensive research on
the
behavior of
prestressed masonry were considered.
Summaries of
prestressed masonry research and proposed
design criteria are available in the literature
45
-
4
·
9
• Design
methods are now based upon strength provisions with
serviceability checks.
Often, a masonry wall is
prestressed prior to 28
days
after construction. The specified compressive strength of
the masonry at the time of
prestressing (/'
111
; ) is used to
determine allowable prestressing levels. This strength will
likely be a fraction of
the 28-day specified compressive
strength. Assessment of
masonry compressive strength
immediately befare the transfer of
prestress should be by
testing of
masonry prisms or by
a record of
strength gain
over time of
masonry prisms constructed of
similar
masonry units, mortar, and grout, when subjected to
similar
curing conditions.
4.3-
Permissible stresses in
prestressing tendons
Allowable, prestressing-tendon stresses are based on
criteria established for prestressed concrete
4
·
10
• Allowable,
prestressing-tendon stresses are for jacking forces and for
the state of
stress in
the prestressing tendon immediately
after the prestressing has been applied, or transferred, to
the masonry. When computing the prestressing-tendon
stress immediately after transfer of
prestress, consider all
sources of
short term prestress losses. These sources
include such items as anchorage seating loss,
elastic
shortening ofmasonry, and friction lo
sses.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-135
CODE
4.3.4 E.ffective
prestress
The computed effective stress in the prestressing
tendons under service loads, !se,
shall
include the effects
ofthe
following:
(a) anchorage seating losses,
(b) elastic shortening ofmasonry,
(e) creep ofmasonry,
( d)
shrinkage of concrete ma
sonry,
(e) relaxation ofpre
st
ressing tendon st
ress,
(f) friction losses,
(g) irreversibl
e moisture expansion of
clay masonry, and
(h) thermal effects.
COMMENTARY
4.3.4 E.ffective prestress
The state of
stress in
a prestressed masonry wall must
be checked for each stage of
loading. For each loading
condition, the effective level ofprestress should be used in
the computation of
stresses and wall strength. Effecti
ve
prestress is nota
fixed quantity over time. Research on the
loss and gain of
prestress in prestressed masonry is
extensive and includes testing of
time-dependent
phenomena such as creep, shrinkage, moisture expansion,
and prestressing-tendon stress relaxation
4
·
11
-
4
·
14
.
Instantaneous deformation of
masonry due
to
the
application of
prestress may be
computed by the modulus of
elasticity of
masonry given in
Section 1.8.2. Creep, shrinkage,
and
moisture expansion of
masonry may be computed by the
coefficients given in
Section 1.8.
Change in effective prestress
due to
elastic deformation, creep, shrinkage, and moisture
expansion should be based on relative modulus of
elasticity of
masonry and prestressing steel.
The stressing operation and relative placement of
prestressing tendons should be considered in calculating
losses. Elastic shortening during post-tensioning can
reduce the stress in
adjacent tendons that have already
been stressed. Consequently, elastic shortening ofthe
wall
should be calculated considering the incremental
application of
post-tensioning. That elastic shortening
should then be used to estimate the total loss of
prestress.
Altematively, post-tensioning tendons can be prestressed
to compensate for the elastic shortening caused by the
incremental stressing operation.
Prestressing steel that is stre
ssed to a large fraction of
its
yield stress and held at a constant strain will relax, requiring
less stress to maintain a constant strain. The phenomenon of
stress re
laxation is associated with plastic deformation and
its magnitude increases with steel stress as a fraction of
steel
st
rength. ASTM A416, A421, and A722
4
·
15
•
4
·
16
•
4
·
17
prestressing steels are stabilized for low relaxation lo
sses
during production. Other steel types th
at do not ha
ve this
stabilization treatrnent may exhibit considerably hi
gher
relaxation losses. Their relaxation lo
sses must be carefull
y
assessed by
testing. The lo
ss
of
effective prestress due to
stress relaxation of
the prestressing tendon is dependent
upon the le
vel of
prestress, which changes with
time­
dependent phenomenon such as creep, shrinkage,
and
moisture expansion ofthe
masonry. An appropriate formula
for predicting prestress loss due to relaxation has
been
developed
412
-
4
·
14
• Altemately, direct addition of
the steel
stress-relaxation value provided by the manufacturer can be
used to compute prestress losses and gains.
Friction losses are minimal or nonexistent for most
post-tensioned masonry applications, because prestressing
tendons are usually straight and contained in cavities. For
anchorage losses, manufacturers' information sbouJd
be
used to compute prestress losses. Changes in prestress due
to thermal fluctuations may be neglected if
masonry is

C-136
CODE
4.4-
Axial
compression
and
flexure
4.4.1 General
4.4.1.1 Wall
s subjected to axial compression,
flexur
e,
or to combined axial compression and fl
exure
shall
be designed according to the provisions of
Section
2.2.3, except as noted in Section 4.4.1.
2, 4.4.1.3, 4.4.2,
and 4.4.3.
4.4.1.2 The all
owable compressive st
resses due
to ax
iall
oads, Fa, and fl
exure, Fh
, and the all
owable axial
force in Equati
on 2-1
5 shall
be per
mitted to be increased
by 20 percent for the str
ess condition imrnediately after
transfer of
pres
tr
ess.
4.4.1.3 Masonry shall
not
be subjec
ted to
fl
exura) tensile stress from the combination of
prestressing
force and dead load.
TMS
402-11/ACI
530-11/ASCE 5-11
COMMENTARY
prestressed with high-strength prestressing steels. Loss of
prestressing should be calculated for each design to
determine effective prestress. Calculations should be
based
on the particular construction materials and methods as
well
as
the climate and environmental conditions. Committee
experience, research, and field experience with post­
tensioned wall designs from Switzerland, Great Britain,
Australia, and New Zealand has indicated that prestress
losses are expected to be in the following ranges
42
•
4
·
184
·
20
:
(a) Initialloss after jacking -5%
to 10%
(b) Total losses after long-term service for concrete
masonry-
30% to
35%
(e) Total losses after long-term service for clay
masonry -20% to 25%
The values in (b) and (e) include both the short-term
and long-term losses expected for post-tensioning. The
Committee believes these ranges provide reasonable
estimates for typical wall applications, unless calculations,
experience, or construction techniques indicate different
losses are expected.
4.
4-
Ax
ial compression
and
flexure
4.4.1 General
The requirements for prestressed masonry walls
subjected to axial compression and flexure are separated
into those with laterally unrestrained prestressing tendons
and those with laterally restrained prestressing tendons.
This separation was necessary because the flexura) behavior
of
a prestressed masonry wall significantly depends upon
the lateral restraint of
the prestressing tendon. Lateral
restraint of
a prestressing tendon is
typically provided by
grouting the cell or void containing the tendon before or
after transfer of
prestressing force to the masonry.
Alternatively, lateral restraint may be provided by
building
the masonry into contact with the tendon or the protective
sheathing of
the tendon at
periodic intervals along the
length ofthe
prestressing tendon.
Allowable compressive stresses for prestressed
masonry address two distinct loading stages; stresses
imrnediately after transfer of
prestressing force to
the
masonry wall and stresses after all prestress losses and
gains have taken place. The magnitude of
allowable axial
compressive stress and bending compressive stress after all
prestress losses and gains are consistent with those for
unreinforced masonry in Section 2.2. Immediately after
transfer of
prestressing, allowable compressive stresses and
applied axial load should be based upon f ~,;
and may
be
increased by
20 percent. This means that the factors of
safety at the time of
the transfer of
prestress may be
lower
than those after prestress losses and gains occur. The first
reason for this is that the effective precompression stress at
the time of
transfer of
prestressing almost certainly
decreases over time and masonry compressive strength
most likely increases over time. Second, loads at
the time of

BUILD
ING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-1
37
CODE
4.4.2 Service load requirements
4.4.2.1
For wall
s with laterall
y unrestrained
prestressing tendons, the pres
tressing force, P ps, shall
be
included in the computati
on of
the axial
load, P,
in
Equat
ion 2-1
5 and in the computation of
the eccentricity
oft
he axial load, e,
in Equati
on 2-1
9.
4.4.2.2 For wa
ll
s with laterall
y restrained
prestressing tendons, the prest
ressing fo
rce, P ps,
shall not
be considered for the co
mputation of
th
e axial load, P,
in
Eq
uat
ion 2-15.
The prestressing force, Pp
s, shall
be
considered for the computation of
the eccentricity of
the
axial resultant load, e,
in
Eq
uation 2-1
9.
COMMENTARY
transfer of
prestressing, namely prestress force and dead
loads, are known more precisely than loads throughout the
remainder of
service life.
Cracking of
prestressed masonry under permanent loads
is
to be avoided. The prestressing force and the dead weight
of
the wall are permanent loads. Cracking under permanent
loading conditions is not desirable due to the potential for
significant water penetration, which may precipitate
corrosion of
the prestressing tendons and accessories and
damage to interior finishes. Masonry provides a significant
flexura! tensile resistance to cracking, as reflected by
the
allowable flexural tensile stress values stated in
Section 2.2.
Consequently, elimination of
tensile stress under prestressing
force and dead loads alone is
a conservative measure, but one
the comrnittee deemed reasonable and reflective
of
current
practice for prestressed masonry members.
4.4.2 Service load requirements
Since masonry walls with laterally unrestrained
prestressing tendons are equivalent to masonry walls
subjected to applied axial loads, the design approach for
unreinforced masonry in Section 2.2 has been adopted for
convenience and consistency. Buckling of
masonry walls
under prestressing
force must be avoided for walls with
laterall
y unrestrained prestressing tendons. The prestressing
force, P ps,
is to
be added to the design axial load, P,
for
stress and load computations and in
the computation of
the
eccentricity ofthe
axial resultant, e.
Lateral restraint of
a prestressing tendon is
typically
provided by grouting the cell or
void containing the tendon
before or after transfer of
prestressing force to the masonry.
Altematively, lateral restraint may be
provided by
building
the masonry into contact with the tendon or
the tendon's
protective
sheath at
periodic intervals along the length of
the
prestressing tendon
4
·
21
. In general, three intermediate contacts
within a laterall
y unsupported wall length or height can be
considered to provide fulllateral support of
the ten don.
Prestressed masonry walls with laterall
y restrained
prestressing tendons require a modified design approach
from the criteria in Section 2.2.
Ifthe
prestressing tendon is
laterally restrained, the wall cannot buckle under its own
prestressing force. Any tendency to buckle under
prestressing force induces a lateral deformation that is
resisted by an equal and opposite restraining force provided
by the prestressing tendon. Such walls are susceptible to
buckling under axialloads other than prestressing, however,
and this loading condition mu
st be checked.
4
·
22
For this
condition, with both concentrically and eccentrically
prestressed masonry walls, the prestressing force mu
st be
considered in
the computation of
the eccentricity of
this
axial resultant, e, in Equation 2-19 of
the Code. The
flexura! stress induced by eccentric prestressing causes an
increase or decrease in the axial buckling load, depending
upon the location and magnitude of
the applied axial load
relative to the prestressing force.

C-138
CODE
4.4.3 Strength requirements
4.4.3.1 Required strength shall
be determined in
accordance with the factored load combinations ofthe
Je
gally
adopted build
ing code. When the legall
y adopted buil
ding
code does not
provide factored load combinations, structures
and members shall be designed to resist the combination of
loads specified in
ASCE 7 for strength design. Wall
s subj
ect
to compressive axial load shall be designed for the factored
design moment and the accompanying factored axial load.
The factored moment, M,"
shall in
clude the moment induced
by relative lateral displacement.
4.4.3.2
Values of
the response modification
coefficient (R) and the detlection amplification factor
(Cd),
indicated in
ASCE 7 Table 12.2-1 for ordinary plain
(unreinforced) masonry shear walls shall
be used in
determining base
shear and design story drift.
4.4.3.3 The design moment strength shall be
taken as the nominal moment strength, M,,
multiplied by
a st
rength-reduction factor (tfj)
of0.8.
4.4.3.4 For cross sections with uniform width,
b,
over the depth oft
he com
pr
ession zone, the depth ofthe
equivalent compression stress block, a,
sha
ll be
determined by the following equation:
/psAps + /yAs
+ P,
a = ___,__..:..._ _ __.:_
__
_
0.80 1;, b
(Equati
on 4-1)
Fo
r ot
her
cross sections, Equation (4-l)
shall
be modified
to co
nsider
the variable width of
compression zone.
4.4.3.5 For wa
ll
s with (a) uniform width, b,
(b)
concentric reinforcement and prestressing tendons, and (e)
concentric axial load, the nominal moment strength, M,,
shall
be computed by the following equation:
(Equati
on 4-2)
4.4.3.5.1 The
quanti
ty a shall
be
computed
according to Section 4.4.3.4 and J;,s
shall
be computed
according to Section 4.4.3.7.
4.4.3.5.2 The
nominal moment strength for
other conditi
ons shall be based on static moment
equilibrium principies.
4.4.3.5.3 The
distance d shall be computed
as the actual distance from the centerline ofthe
tendon to
the compression face of
the member. For walls with
laterally unrestrained prestressing tendons and loaded out
of
plane, d shall
not exceed the face-shell
thickness plus
one-halfthe
tendon diameter plus 0.375 in.
(9.5 mm).
4.4.3.5.4 When tendons are not placed in
the center of
the wall, d shall be computed in each
direction for out-of-plane bending.
4.4.3.6 The
ratio a/d shall
not exceed 0.38.
TMS 402-11/ACI 530-11
/ASCE 5-1
1
COMMENTARY
4.4.3 Strength requirements
Computation of
the moment strength of
prestressed
masonry walls is similar to the method for prestressed
concrete.
4
·
1
° For bonded tendons,
the simplification of
taking the tendon stress at
nominal moment strength equal
to the yield stress can be more conservative for bars than for
strands because the yield stress of
a prestressi
ng bar is a
smaller percentage ofthe
ultimate strength ofthe
tendon.
The response modification coefficient (R)
and
detlection amplification factor (Cd)
used for unreinforced
masonry are also used in the design of
prestressed
masonry. This requirement ensures that the structural
response of
prestressed masonry structures, designed in
accordance with these provisions, will essentially remain
in
the elastic range. When more experimental and field
data are available on the ductility of
both unbonded and
bonded systems, R and Cd
factors can be reviewed.
The
equation for the unbonded prestressing tendon
stress, fps,
at
the moment strength condition (Equation 4-
3) is based on
tests of
prestressed masonry walls, which
were loaded out-of
-plane. Equation 4-3 is used for
calculating unbonded tendon stress at nominal moment
capacity for members loaded out-of
-plane containing
either laterally restrained or
laterally unrestrained tendons.
This equation provides improved estimates of
the tendon
stresses at ultimate capacity over previous equations in the
Code
4
·
23
-4·
26
• Equation 4-3 can be solved iteratively for fus·
For
the first iteration, fus
in the parenthetical term can be
taken equal to fs
•.
The
equation for the nominal moment strength, Mn,
is
for the general case of
a masonry wall with concentrically
applied axial load and concentric tendons and
reinforcement. This is representative of
most prestressed
masonry applications to date. For
other conditions, the
designer should refer to first principies of
structural
mechanics to determine the nominal moment strength of
the wall.
The
depth of
the equivalent compression stress block
must be determined with consideration ofthe
cross section
of
the wall, the tensile resistance of
tendons and
reinforcement, and the factored design axial load, P,. P
11
is an additive quantity in Code Equations 4-1 and 4-2.
Prestressing adds to the resistance for ultimate strength
evaluations and is used with a load factor of
1.0. Equation
4-1
defining the depth of
the equivalent compression
stress block, a,
is modified to match the value for the
equivalent uniform stress parameter specified in Chapter 3
(Strength Design of
Masonry) of
the Code (0.80 f ~,).
A
review of
ex
isting tests of
post-tensioned masonry walls
indicates that the flexura! strength of
the walls is
more
accurately calculated using uniform stresses smaller than
the value specified in Chapter 4 in previous editions ofthe
Code (0.85 f ~.t
23
'
4
'
24
.
The ratio, a/d, is limited to assure ductile performance
in
flexure when using tendons fabricated from steel with

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY C-139
CODE
4.43.7 Computation of
J;,s
for
out-of-plane
bending
4.4.3.7.1 For walls with bo
nded prestressing
tendons, /ps
shall be computed based on strain
compatibility or shall be taken equal to/¡,y-
4.4.3.7.2 For wall
s w ith
laterally restrained
or laterall
y unrestrained unbonded prestressing tendons,
the fo
ll
owing equation shall
be permitted to be used
instead of
a more accurate determination ofJ;,s:
f =J +0.
03[Epsd](
l-1.56A
psfps+PJ
ps
se
[ r'
bd
p Jm
(Equation 4-3)
4.43.7.3 In Equation 4-3, the value of
J,s
shall
be not less thanfse. and not larger than/¡,y.
4.4.3.8 Computa/ion off
ps
for
shear walls-For
wall
s with
bonded prestressing te
ndons,f
ps
shall be computed
based on strain compatibility or shall
be taken equal to /¡,
y .
Instead of
a more accurate determination, /,., for members
with unbonded prestressing tendons shall
be !se.
4.5 -Axial
tension
Axial tension shall
be resisted by
reinforcement,
prestressing tendons, or
both.
4.6 -Shear
4.6.1 For wall
s without bonded mild
reinforcement, nominal shear strength, Vn,
shall be
computed in
accordance with Sections 3.2.4a, 3.2.4b,
3.2.4c, and 3.2.4e. N, shall include the effective prestress
force, A,slse.
4.6.2 For wall
s with bonded mild re
inforcement,
nominal shear strength, Vn,
shall be computed in
accordance with Section 3.3.4.1.2.
4.6.2.1 Nominal masonry shear st
rength, Vn,,
shall be computed in accordance with Section 3.3.4.1.2. 1.
P, shall include th
e effective prestress force, A,slse
.
COMMENTARY
yield strengths between 60 ksi (420 MPa) and 270 ksi
(1865 MPa). As with reinforced masonry designed in
accordance with Chapters 2 and 3, the calculated depth in
compression should be compared to the depth available to
resist compressive st
resses. For sections with uniform
width, the value ofthe
compression block depth, a,
should
be compared to the solid bearing depth available to
resist
compressive stresses. For hollow sections that are
ungrouted or partially-grouted, the available depth may be
limited to the face shell
thickness of
the masonry units,
particularly if
the webs are not mortared. The a/d
limitation is intended to ensure significant yielding of
the
prestressing tendons prior to masonry compression failure.
In such a situation, the nominal moment strength is
determined by the strength of
the prestressing tendon,
which is the basis for a strength-reduction factor equal to
0.8. This ductility lirnit was determined for sections with
bonded tendons, and when more experimental and field
data are available on the ductility of
both unbonded and
bonded systems, this limit will again be reviewed.
The calculation ofthis
limit assumes that the effective
prestressing stress is equivalent to 0.65 fv.
If
the
magnitude ofthe
initial effective prest
re
ss (i.e.,fs.
) is less
than 0.65 fv,
then the strain in the steel at
ultimate stre
ngth
6s should be compared to the yield strain (i.e., 6v
= fv
1 E.).
The steel strain at ultimate strength 6
5 can be
approximated by assuming the strain in the steel is equal
to an initial strain dueto
the effective prestressing (es,;
=!s
e
l Es ) plus additional strain due to flexure (s
s.flex
=
0.003x((d-
1.25a)/1.25a).
4.5 -Ax
ial tens
ion
The axial tensile strength of
masonry in a prestressed
masonry wall is to
be neglected, which is a conservative
measure. This requirement is consistent with that of
Section 2.3. If
axial tension develops, for example dueto
wind uplift on the roof
structure, the axial tension must be
resisted by reinforcement, tendons, or both.
4.6-Shear
This section applies to both in-plane and out-of
-plane
shear.
The shear capacity of
prestressed walls is calculated
using the provisions of
the Chapter 3. Calculation of
shear
capacity is dictated by the presence or absence of
bonded
mild reinforcement. While the MSJC acknowledges that
prestressed masonry walls are reinf
orced, for walls
without bonded mild reinforcement, the unreinforced
(plain) masonry shear provisions of
Chapter 3 are used to
calculate shear capacity. When bonded mild reinforcement
is provided, then the reinforced masonry shear pro
visions
of
Chapter 3 are used to calcul
ate shear capacity.

C-140
CODE
4.6.2.2 Nominal shear strength provided by
reinforcement, Vns,
shall be computed in
accordance with
Section 3.3.4.1.2 ..
4.7-
Deflection
Co
mputation
of
member deflection shall
include
camber, the effects of
time-dependent phenomena, and
P-delta effects.
4.8-
Prestressing tendon
anchorages,
couplers
, and end
blocks
4.8.1 Prest
ressing tendons in masonry
co
nstruction
shall
be anchored by either:
(a) mechanical anchorage devices bearing directl
y on
masonry or
placed in
side an end block of
concrete or
fully grouted masonry, or
(b) bond in
reinforce
d concrete end blocks or members.
4.8.2 Anchorages and couplers for prestressing
ten
dons shall
develop at least 95 percent of
the specified
tensile st
rength of
the prestressin
g tendons when tested in
an unbonded condition,
without exceeding anticipated set.
4.8.3 Reinforcement shall be provided in
masonry
members near anchorages if
tensile stresses created by
bursting, splitting, and spall
ing forces induced by the
prestressing tendon exceed the capacity oft
he masonry.
4.8.4 Bearing st
resses
4.8.4.1 In prestressing tendon anchorage
zones, loca
l bearing stress on the masonry shall be
computed based on
the contact surf
ace between masonry
and the mechani
cal anchorage device
or between masonry
and the
end block.
4.8.4.2 Bearing str
esses due to maximum
jacking force of
the prestressing tendon shall
not exceed
0.50f
~,¡
o
4.9 -Protection
of
prestressing
tendons
and
accessories
4.9.1 Prestressin
g tendons, anchorages, co
uplers,
and end fittings in exterior wa
ll
s exposed to earth or
weather, or walls exposed to a mean relative humidity
exceeding 75 percent, shall
be corrosion-protected.
4.9.2 Corrosion protecti
on of
prestressing tendons
TMS 402-11/ACI
530-11/ASCE 5-11
COMMENTARY
No shear st
rength enhancement duet
o arching action
of
the masonry is recognized in
this Code for prestressed
masonry walls. The
formation of
compression struts and
tension ties in prestressed masonry is possible, but this
phenomenon has not been considered.
4. 7 -Deflection
In accordance with Chapter 1, prestressed masonry
wall deflection should be computed based on uncracked
section properties. Computation of
wall deflection must
in elude the effect of
time-dependent phenomenon such as
creep and shrinkage of
masonry and relaxation of
prestressing tendons. There are no limits for the out-of­
plane deflection of
prestressed masonry walls. This is
because appropriate out-of
-plane deflection limits are
project-specific. The designer should consider the
potential for damage to interior finishes, and should limit
detlections accordingly.
4.8-
Prestressing
tendon
anchorages, couplers,
and end
blocks
The provisions of
this section of
the Code are used to
design the tendon anchorages, couplers, and end blocks to
withstand the prestressing operation and effectively
transfer prestress force to the masonry wall without
distress to the masonry or the prestressing accessories.
Anchorages are designed for adequate pull-out strength
from their foundations.
Because the actual stresses are quite complicated
around post-tensioning anchorages, experimental data, or
a refined analysis should be used whenever possible.
Appropriate formulas from the references
4
·
27
should be
used as a guide to size prestressing tendon anchorages
when experimental data or
more refined analysis are not
avail
able. Additional guidance on design and details for
post-tensioning anchorage zones is given in the
references
4
·
28
•
4.9 -Protection
of
prestressing
tendons
and
accessories
Corros
ion protection of
the prestressing tendon and
accessories is required in masonry walls subject to a moist
and corrosive environment. Methods of
corrosion
protection are addressed in the Specification. Masonry and
grout cover is not considered adequate protection due to
variable permeability and the sensitivity of
prestressing

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-14
1
CODE
shall not rely so
lely on maso
nry cover.
4.93
Parts of prestr
essing tend
ons not embedded in
masonry
shall
be prov
id
ed with mechanical and tire protecti
on
equivalent to that ofth
e embedded parts of
the tendon.
4.1 O-
Development of
bonded tendons
Development of
bonded prestressing tendons in
grouted corrugated ducts, anchored in
accordance
with
Sec
ti
on 4.8.1, does not need to be ca
lcul
at
ed.
COMMENTARY
tendons to corr
osion. The
methods of
corros ion protection
given in
the Specification provide a minimum leve! of
corrosion protection. The designer may wish to impose
more substantial co
rrosion protection requirements,
especiall
y in hi
ghly corrosive environments.
4.1 O -Development of
bonded tendons
Co
nsist
ent with design practice in prestressed
co
ncrete, development of
post-te
nsioned tendons away
from the anchorage does not need to be calcul
ated.

C-142 TMS 402-11/ACI 530-11/ASCE 5-11
This page is intentionally left blank.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTAR Y C-14
3
CHAPTER 5
EMPIRICAL DESIGN OF MASONRY
5.1
-General
5.1.1 Scope
CODE
This chapt
er provides requirements fo
r empírica
(
design of masonry.
5.1.1.1 The provisions of
Chapter 1, excluding
Sections 1.2.2(c), 1.7, 1.
8, and 1.
9, shall
apply to
empírica! design, except as specificall
y stated here.
5.1.1.2 Arti
cle 1.
4 of
TMS 602/ACI 530.1/ASCE
6 shall
not apply to empirically designed masonry.
5.1.2 Limitations
5.1.2.1 Gravity Loads -The resultant of
gravity loads shall
be placed within the center third of
the
wa
ll
thi
ck
ness and within the central area boun
ded by
lines at one-third of
each cross-secti
onal di
mension of
foundati
on piers.
5.1.2.2 Seismic -Empírica! requirements
shall
not apply to th
e design or construction of masonry
for
buildings, parts of buildings or other structures in
Se
ism
ic
D
e~
i
gn
Ca
tegori
es O, E, or F as defined in ASCE 7,
and
shall
not apply to the design of
the seismi
c-force-resistin
g
system fo
r structures in
Seismic Design Ca
tegories B or C.
5.1.2.3 Win
d -Empírica! requirements shall
be permitted to be applied to the design and co
nstructi
on
of
masonry elements defined by Table 5.1.1,
based on
building height and basic wind speed that are applica
bl
e to
the building.
5.1.2.4 Bui/dings and other struc
tures in
Risk
Category I V -Empírica) requirements shall
not appl
y to
the design or constructi
on of
masonry for buildings, parts
of
buildings or other structur
es in Risk Category IV as
defined in ASCE 7.
5.1.2.5 Other horizontal loads -Empírica!
requirements shall
not apply to structures resisting
horizontal loa
ds other than permitted wind or seismic
loads or foundation wa
lls as provided in Section 5.6.3.
5.1.2.6 G/ass unit masonry-The provisions of
Chapt
er
5 shall
not apply to glass unit masonry.
5.1.2.7 AAC masonry -The provisions of
Chapter 5 shall
not apply to AAC masonry.
COMMENTARY
5.1 -General
Empírica( rules and formulas for the design of
masonry
structures we
re developed by experience. These are part of
the legacy of
masonry's long use, predating engineering
analysis.
Design is based on
the condition that gravity loads
are reasonably centered on
the bearing walts and foundation
piers. Figure CC-5.1-1 illustrates the location of
the
resultant of
gravity loads on foundation piers. The etfect of
any steel reinforcement, if
used, is neglected. The masonry
should be laid in running bond. Specific limitations on
building hei
ght,
seismic, wind,
and horizontal loads exist.
Buil
dings are of
limited height. Members not participating
in the lateral-force-r
esisting system of
a building may be
empiricall
y designed even though the lateral-force-resist
ing
system is designed under Chapter 2.
These proce
dures have been compiled through the
years
5
·
1
"
5
·
5
• The most
recent of
these documents
5
·
5
is the
basis for this
chapter.
Empírica) design is a procedure of
sizing and
proportioning masonry elements. Tt
is not design analysis.
This procedure is conservative for most masonry
construction. Empírica! design of
masonry was developed
for buildings of
smaller scale, with more masonry interior
walls and st
iffer floor systems than built today. Thus, the
limits imposed are valid.
Since empiricall
y designed masonry is based on the
gross compressive strength ofthe
units, there is no need to
specifY
the compressive strength ofmasonry.
5.1.2.3 Wind -There is a change in
the wind
speed values li
sted
in the table from prev
ious versions of
the Code. The values li
sted were adjusted to st
rength
levels for use
with ASCE 7-10
wind speed maps and are
designed to maintain the strengt
h leve! ve
locity pressures
below
approximately 40 psf
(1.92 k.Pa)
for a wide range of
buil
ding configurat
ions.

C-144 TMS 402-11/ACI 530-11/ASCE 5-11
Table
5.1
.1 Limitations
based on
building
height
and
basic
wind
speed
El
ement
Description
Masonry elements that are part of
the lateral-f
orce-r
esisting system
Interior masonry elements that are
not part ofth
e lateral-
force-resisting
system in buildings
other than
enclose
d as defined by ASCE 7
Ex
ter
ior masonry elements that are
not part
ofth
e 1ateral-force-resisting
system
Exterior masonry elements
Baste wmd speed
as gtven m AS
CE 7
W/3
Basic Wind
Speed
, mph
(mps)
1
Building
Less than or
Over 11
5 O ver 120
Height
, ft
(m)
(51)and less (54) and less Over 125
equal to 115
than or equal than or equal (56)
(51)
to-1
20 (54) to 125 (56)
35 (11) and less Permitted
Not
Permitted
Ove
r 180 (55) N ot
Permitted
Over 60 ( 18) and
less than or equa1 Permitted No
t Permitted
to 180 (55)
Over 35 (11
) and
1ess than or equal Permitted No
t Per
mitted
to 60 (18)
35 (11) and less Permitted Not Permitted
Over 180 (55) No
t Permitted
Ove
r 60 (1
8) and
less than or equal Permitted No
t Permitted
to 180 (55)
Over 35 (11
) and
less than or equal Permitted No
t Permitted
to 60 (18)
35 (11) and Ie
ss Permitted Not Permitted
COMMENTARY
W/3 W/3
-.
1
Width
, W
T/3
D
Thi
ckness, T
Permitted area for
axial load resulta
n!
Figure CC
-5. 1-1 -A
re a f or gravity
load
s applied to
foundation pi
ers

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-145
CODE
5.2-
Height
Buildings relying on masonry walls as part of their
lateral-f
orce-re
sisting system shall not exceed 35 ft
( 10.67 m) in height.
5.3 -Lateral stability
5.3.1 Shear walls
Where the structure depends up
on masonry wall
s for
lateral stability, shear wa
ll
s shall
be provided parallel to the
direction ofthe
lateral forces resisted.
5.3.1.1 In each direction in
which shear walls
are required for lateral stability, shear walls shall
be
positioned in
at least two separate planes parallel with the
direction of
the lateral force. The
mínimum cumulative
length of
shear walls provided along
each plane shall
be
0.2 multiplied by the long dimension of
the building.
Cumulative
length of
shear wa
ll
s shall
not include
openings or
any element whose
length is less than one
­
half
its height.
5.3.1.2 Shea
r wa
ll
s shall be spaced so that th
e
length-to-width ratio of
each diaphragm transferring
lateral forces to the shear walls does not exceed values
given in
Table 5.3.1.
5.3.2 Roofs
The
roof
construction shall
be
designed so as not to
impart out-of-plane lateral thrust to
the walls under roof
gravity loa
d.
COMMENTARY
5.2-
Height
5.3 -Lateral stability
Lateral stability requirements are a key provision of
empírica! design. Obviously, shear wa
ll
s must
be in
two
directions to provide stabili
ty. Bearing walls can serve as
shear walls. The
height
of
a wall
refers to the shortest
unsupported height in the plane of
the wall such as the
shorter of
a window jamb
on one
si de and a door jamb on
the other. See Figure CC-5.3-1 for cumulative length of
shear wall
s.
See Figure CC
-5.3-2 for diaphragm panel
length to width ratio determination.
Table 5.3.1-
Diaphragm length
-to
-width
ratios
Floor
or
roof
diaphragm
construction
Maximum
length-to-
widtb
ratio
of
diaphragm
panel
Cast-in-place concrete
5:1
Pr
ecast concrete
4:1
Metal deck with concrete fill
3:1
Metal deck with no fill
2:1
Wood
2:1

C-146 TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
1 6'-8"
r-
8'-0"
1 6'-8
" r-
8'-0
" 1 6'-8
" 1
8' - O" 1 6'-8"
1
[U
~----~
r-----_,
IJ
----y---y-J
~
o
1
;,.
o
1
;,.
Three Bay Automotive Garage Plan
12 "{205 mm) Composite Masonry Walls
Wall Height = 12' {3. 7 m)
X
~]
b b
1 1
;,.
(o
~J
~
o
1
;,.
~l
L 10
·-·· _J
,.
_ •.
• r
1
8'-
O"
_j
6'
-8"
L 8'-0"
_j
5' -4"
....,_
______________
50'-8"
cb
Mínimum Cumulative Shear Wall Length Along Each Plane = 0.2 x Long Dimension
M in. 1 = 0.2{50.67') = 1 0 .13' {3
.09
m)
Wallline
1:
1 = {24.67 + 7.33) = 32.0'
> 10.13 · OK
1 = {7.52 m+
2.23 m)=
9.75 m>
3.09 m OK
Wallline 2:1 = {6.0' + 6.0' + 6.0'
+ 6.0') = 24.0' > 10.13' OK
1 = {1.83 m + 1.83 m + 1.83 m+
1.83 m) = 7.32 m > 3.09 m OK
Wallline
A: Note, 5'-4"{1.62 m) wall segments not included as they are less than Y.
of
12' (3.66 m)
wall height
1 = (6.67' + 6.67') = 13.33' > 10.13'
OK
1 = (2.03 m + 2.03 m)= 4.06 m > 3.09 m OK
Wallline
8:
1 = (6.67' + 6.67'
+ 6.67'
+ 6.67') = 26
.67'
> 10.13 · OK
1 = (2.03 m+
2.03 m+
2.03 m+
2.03 m)=
8.13 m>
3.09 m OK
Figure CC-5.3-1 -Cumulative length of
shear wal/s
-B
--0

BUILDING
CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO
COMMENTAR
Y C-147
COMMENTARY
ShearWall
D
T
c::::::::J c::::::::J
u
ShearWall
E
CD
(.)
Diaphragm Panel 1
ro
~
~
~
~
Diaphragm Panel 2 >-
ro
Q)
.r:.
.r:.
(/)
(/)
L
ShearWall
F
c:=::::::::J c:=::::::::J
JL
ShearWall
G
~
c:=::::::::J c::::::::J
1·
X,
~1·
Xz
·1
Diaphragm Panel Length
= Dimension
perpendicular
to
the resisting
shear
wall
Diaphragm Panel Width
= Dimension parallel to the
resisting shear
wall
For
example:
For
Shear
Walls A and 8 , the diaphragm panellength
to width ratio is
X,fY
For
Shear Walls
D and
F,
the
diaphragm
panellength
to width ratio is Y/X,
Note: Shear
walls should be
placed on
all four
sides of
the
diaphragm panel or
the
resulting torsion should be
accounte
d for.
Figure CC-5.3-2-Diaphragm panellength to width ratio determinationfor shear wall spacing
CODE
5.4-
Compressive
stress
requirements
5.4.1 Calculations
Dead and live loads shall be in
accordance with the
lega
lly adopted building code of
which this Code forms a
part, with such live load reductions as are permitted in
the
legally adopted building code. Compressive stresses in
masonry due to vertical dead plus live Ioads (excluding
wind or seismic loads) shall be determined in
accordance
with the following:
(a)
Stresses shall
be
calculated based on
specified
dimensions.
(b) Calculated compressive
stresses for single wythe
wall
s and for multiwythe composite masonry wall
s
shall be determined by dividing the design load by the
gross cross-secti
onal area of
the member. The area of
openings, chases, or recesses in wall
s shall
not be
included in the gross cross-sectional area oft
he wall.
5.4.2 Allowable compressive stresses
The compressive stresses in
masonry shall not exceed
the values given in
Table 5.4.2. In
multiwythe wall
s, the
all
owable stresses shall
be based on th
e weakest
combination ofthe
units and mortar used in each wythe.
COMMENTARY
5.4-
Compressiv
e stress
requirements
These are average compressive stresses based on
gross area using specified dimensions. The following
conditions should
be used as guidelines when
concentrated loads are placed on masonry:
• For concentrated loads acting on the full wall
thickness, the allowable stresses under the load
may be increased by 25 percent.
• For concentrated loads acting on concentricall
y
placed bearing plates greater than one-half but
less than full area, the allowable stress under the
bearing plate may be increased by 50 percent.
The course imrnediately under the point of
bearing should
be a sol id unit or
fully filled with mortar or
grout.

C-148 TMS 402-11/ACI 530-11/ASCE 5-11
Table 5.4.2-
Allow
able compressive
stresses for
em
pirical design
of
masonry
Construction; compressive strength of masonry unit, Allowable compressive stresses
1
based
gross area, psi (MPa) on gross cross-sectional area,
psi (MPa)
Type M orS
TypeN
mortar
mortar
So lid masonry of
brick and other sol id units of
clay or shale; sand-
lime or concrete brick:
8,000 (55.16) or greater 350 (2.41) 300 (2.07)
4,500 (31.03) 225 (1.55) 200 ( 1.38)
2,500 (17.23) 160(1.10) 140 (0.97)
1,500 (10.34) 115 (0.79) 100 (0.69)
Grouted masonry of
clay or shale; sand-1ime or concrete:
4,500 (31.03) or greater 225 (1.55) 200 (1.38)
2,500 (17.23) 160 (1.10) 140
(0.97)
1,500 (10.34) 115 (0.79) 100 (0.69)
So1id
masonry of
sol id concrete masonry units:
3,000 (20.69) or
greater 225 (1.55) 200 (1.38)
2,000 (13.79) 160 (1.10) 140 (0.97)
1 ,200 (8.27) 115 (0.79) 100 (0.69)
Masonry ofhollow
load-bearing units of
clay or
shale
2
:
2,000 (13.79) or
greater 140 (0.97) 120 (0.83)
1,500 (10.34) 115
(0.79) 100 (0.69)
1,000 (6.90) 75
(0.52) 70
(0.48)
700 (4.83) 60(0.41)
55
(0.38)
Masonry ofho
llow load-bearing concrete masonry units, up to and
including 8 in. (203 mm) nominal thickness:
2,000 (13.79) or
greater 140 (0.97) 120 (0.81)
1,500 (10.34) 115 (0.79) lOO
(0.69)
1,000 (6.90) 75
(0.52) 70
(0.48)
700 (4.83) 60 (0.41) 55 (0.38)
Masonry ofhollow
1oad-bearing concrete masonry units, greater
than 8 and up to 12 in. (203
to 305 mm) nominal thickness:
2,000 (13.79) or
greater 125 (0.86) J 10
(0.76)
1,5
00 (10.34) 105 (0.72) 90 (0.62)
1,000 (6.90) 65 (0.49) 60 (0.41)
700 (4.83) 55 (0.3
8 50 (0.35)

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
Table
5.4.2 (cont
inued)-
All
owable
compressive
st
resses
for
empirical
design
ofmasonry
Cons
truction;
compressive
strength
of
masonry
unit
, Allowable compressive st
ress es
1
ba
sed
gross area,
psi
(MPa)
on
gross cross-sectional area,
psi (MPa)
Type
Mor
S TypeN
mortar mortar
Masonry of
holl
ow
load-bearing concrete masonry units, 12
in.
(305 mm) nominal thickness and greater:
2,000 (13.79) or
greater 11
5 (0.79) 100 (0,69)
1,500 (10.34) 95 (0.66) 85 (0.59)
1,000 (6.90) 60 (0.41) 55 (0.38)
700 (4.83) 50 (0.35) 45 (0.31)2_
Multiwythe non-composite walls
2
:
Solid units:
2500 (17.23) or
greater 160 (1.1 O)
140 (0.97)
1500 (1
0.34) 115 (0.79) 100 (0.69)
Hollow units of
clay or
shale 75 (0.52) 70
(0.48)
Hollow units of
co
ncrete masonry of
nominal thickness,
up to
and including 8 in. (203 mm): 75 (0.52) 70 (0.48)
greater than 8 and up to 12
in
. (203-305 mm): 70 (0.48) 65 (0.45)
12 in. (305 mm) and greater: 60(0.41)
55(0.38)
Stone ashlar ma
sonry:
Granite 720 (4.96) 640 (4.41)
Limestone or
marble 450 (3.1
O)
400 (2.76)
Sa
nd
stone or
cast stone 360 (2.48) 320 (2.21)
Rubble stone masonry:
Coursed, rough, or
random 120 (0.83) 100 (0.69)
1 Linear interpolation shall be permitted for determining allowable stresses for masonry units having
compressive strengths which are intermediate between those given in
the table.
2 In
non-composite walls, where floor and roof
loads are carried u pon one wythe, the gross cross-sectional area
is that of
the wythe under load; if
both wythes are loaded, the gross cross-sectional area is that of
the wall
minus the area ofthe
cavity between the wythes.
C-149

C-150
CODE
5.5-
Lateral support
5.5.1 Maximum lit and
hit
Masoruy walls without openings shall be
laterally
supported in either the horizontal or the vertical direction so
that lit or hit does not exceed the values given in Table 5.5.1.
Masonry wa
ll
s with single or multiple openings shall
be laterally supported in
either the horizontal or vertical
direction so that lit or
hit does not exceed the valu
es given
in Table 5.5.1 di
vided by Jwr
IWs
.
Ws is the dimension of
the structural wall strip
measured perpendicular to the span of the wall
strip and
perpendicular to the thickness as shown in Figure 5.5 .1-1
.
Ws is measured from the edge of
the opening. Ws shall be
no less than 3t on each side of
each opening. Therefore, at
walls with multiple openings, jambs shall be no less than
6t
between openings. For design purposes, the effective
Ws shall not be assumed to
be greater than 6t. At non­
masonry lintels, the edge of
the opening shall be
considered the edge of
the non-masonry lintel. Ws shall
occur uninterrupted over the full span ofthe
wall.
Wr is the dimension, parallel to Ws, from the center of
the opening to the opposite end of
Ws as shown in Figure
5.5.1-1. Where
there are multiple openin
gs
perpendicular
to Ws, Wr shall be measured from the center of
a virtual
opening that encompasses such openings. Masonry
elements within the virtual opening must be designed in
accordance with Chapter 2 or 3.
For wall
s with openings that span no more than 4
feet, parall
el to Ws,
if
Ws is no less than 4 feet, then it shall
be permitted to ignore the effect oft
hose openings.
The span of
openings, parall
el to Ws, shall be limited
so that the span divided by t does not
exceed the values
given in Table 5.5.1.
In
addition to these limitations, lintels shall
be designed
for gravity loads in accordance with Section 5.9.2.
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
5.5 -Lateral support
Lateral support requirements are included to limit the
flexura! tensile stress due to out-of-plane loads. Masonry
headers resist shear stress and permit the entire cross­
section to perform as a single element. This is not the case
for non-composite walls connected with wall ties. For
such non-composite walls, the use of
the sum of
the
thicknesses of
the wythes has been used successfully for a
long time and is a traditional approach that is
acceptable
within the limits imposed by Code Table 5.5.1.
Requirements were added in
the 2008 edition to provide
relative out-of
-plane resistance that limit the maximum
width of
opening and provide sufficient masoruy sections
between the openings.
Table 5.5.1 -Walllateral support reauirements
Construction
Maximum
lit or
hit
Bearing wa
ll
s
Solid units or fu
ll
y grouted 20
Other than solid units or fully grouted 18
No
nbearing wall
s
Exterior 18
Interior 36
In computmg the ratlo for mult!wythe wall
s, use the fo
ll
owmg thtckness:
l.
The nominal wa
ll
thicknesses for solid wall
s and for holl
ow wall
s bonded with masonry
headers (Section 5.7.2).
2. The sum of
the nominal thi
cknesses of
the wy
thes for non-composite wall
s connected with
wall
ties (Section 5.7.3).

BUILDING
CODE
REQUIREMENTS
FOR
MASONRY
STRUCTURES
ANO
COMMENTARY
C-151
Support Une
Ws and Wr for
Wall
s Spanning Vertically
Length of
Span, 1
:r
-~--
----
C1>
e
:::;
t::
o
a.
a.
:J
(J)
Ws and Wr for Walls Spanning Hor
izontally
Figure 5. 5.
1-1
-Graphical representa/ion of
Ws and W r
CODE
5.5.2 Ca
ntilever
walls
Except for parapets, the ratio of
height-to-nominal­
thickness for cantilever wa
ll
s shall
not exceed 6 for solid
ma
sonry or
4 for hollow masonry. Fo
r parapets see
Section 5.6.4.
5.5.3 Support
elements
Lateral support shall be
provided by cro
ss wa
ll
s,
pilasters, or
structural frame members when the limiting
distance is taken horizontally; or
by floors, roofs actin
g as
diaphrag
ms, or structural frame members when the
limiting di
stance is taken vertically.
5.6 -Thickness
of
masonry
5.6.1 General
Minimum thickness requirements shall
be based on
nominal dimensions of
ma
sonry.
5.6.2 Mínimum thickness
5.6.2.1 Bearing Walls The mm1mum
thickness of
bearing wa
ll
s of
one story buildings shall be
6 in.
(152 mm). The
minimum thickness of
bearing
walls of
buildings more than
one story high shall be 8 in
. (203 mm).
5.6.2.2 Rubb/e stone walls -Th
e minimum
thickness of
rough, random, or
coursed rubble stone wa
ll
s
shall
be 16 in. ( 406 mm
).
5.6.2.3 Shear walls -The minimum thickness
of
masonry shear wall
s shall be 8 in. (203 mm).
COMMENTARY
5.6 -Thickness
of
masonry
5.6.1 General
Experience of
the committee has shown that the
present ANSI A 41.1
5
·
5
thickness ratios are not always
conservative. These requirements represent the consensus
oft
he committee for more conservative design.

C-152
CODE
5.6.2.4 Foundation wal/s -The minimum
thi
ckness offoundation wall
s shall be 8 in. (203 mm).
5.6.2.5 Foundation piers -The minimum
thickness offoundation piers shall
be 8 in. (203 mm).
5.6.2.6 Parapet walls -The mmtmum
thickness of
parapet walls shall be 8 in. (203 mm).
5.6.2.7 Change in
thickness -Where walls of
masomy of
hollow units or masomy bonded hollow walls are
decreased in
thickness, a course or courses of
solid
masomy
units or fully grouted hollow masomy units shall
be
interposed
between the wall below and
the thinner wall above, or special
units or
construction shall be used to transrnit the loads
from
face shells or wythes above to those below.
5.6.3 Foundation walls
5.6.3.1 Foundation walls shall comply with the
requirements ofTable
5.6.3.1, which are applicable when:
(a) the foundation wall does not exceed 8 ft
(2.44 m) in
height between lateral supports,
(b) the terrain surrounding foundation wall
s is graded to
drain surf
ace water away from foundation walls,
(e) backfill is drained to remove ground water away from
foundation walls,
( d) lateral support is provided at
the top of
foundation
walls prior to backfilling,
(e) the lengt
h of
foundation wall
s between perpendicular
masonry walls or pilasters is a maximum of
3
multiplied by the basement wall height,
(f) the backfill is granular and so
il conditions in
the area
are non-expansive, and
(g) masomy is laid in
runnin
g bond using
Type Mor
S mortar.
5.6.3.2 Where the requirements of
Section
5.6.3.1 are
not met, foundation wall
s shall be designed in
accordance with Chapter 1 and Chapter 2, 3, or 4.
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
5.6.2.5 Foundation piers -Use of
empirically
desi
gned foundation piers has been comrnon practice in
many
areas of
the country for many years. ANSI A 41.1
55
provisions
for empirically designed piers (Section 5.3)
includes
a
requirement for a maximum hit ratio of
4.
The rninimum
hei
ght-to-thickness ratio of
greater than 4 for colurnns is
required to
clearly differentiate a colurnn from a pier.
5.6.3 Foundation walls
Empírica! criteria for masonry foundation wall
thickness related to the depth of
unbalanced fill ha ve been
contained in
building codes and federal govemment
standards for many years. The use of
Code Table 5.6.3.1,
which li
sts the traditional allowable backfill depths, is
Ii
mited by a number of
requirements that were not
specified in
previous codes and standards. These
restrictions are enumerated in Section 5.6.3.1. Further
pr
ecautions are recomrnended to guard against allowing
heavy earth-moving or other equipment near enough to
the foundation wall to develop high earth pressures.
Experience with local conditions should be used to modify
the values in Table 5.6.3.1 when appropriate.
Table 5.6.3.1-
Foundation wall
construction
Wall
construction
Nominal wall Maximum
depth
of
thickness, in. (mm) unbalanced
backfill ft
(m)
Holl
ow unit masonry 8 (203) 5 (1.52)
10
(254) 6 (1.83)
12 (305) 7 (2.1
3)
So
lid unit masonry 8 (203) 5 (1.52)
1 o (254) 7(2.13)
12
(305) 7 (2.13)
Fully grouted masonry 8 (203) 7 (2.13)
1 o (254) 8 (2.44)
12 (305) 8 (2.44)

BUILDING CO
DE
REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTA
RY C-153
CODE
5.6.4 Parapet walls
The height of
parapet wa
ll
s shall not exceed 3'
multiplied by their thickness.
5.7-
Bond
5.7.1 General
Wythes of
multiple wythe ma
sonry wall
s shall
be
bonded in
accordance with the requirements of
Section
5.7.2, Section 5.7.3, or Secti
on 5.7.4.
5.7.2 Bonding with masonry headers
5.7.2.1 So/id units-
Where adjacent wythes of
solid masonry walls are bonded by means of
maso
nry
headers, no less than 4 percent of the wa
ll
surface area of
each face shall be composed of
headers extending not less
than 3 in
. (76.2 mm) into each wythe.
The distance
between adjacent fu
ll
-length headers shall
not exceed
24 in.
(610 mm) either vertically or
horizontally. In wall
s
in whi
ch a sin
gle header does not extend through the wall
,
headers from the opposite sides shall
overlap at least 3 in.
(76.2 mm), or
headers from opposite sides shall be
covered with another header course overl
apping the
header below at least 3 in. (76.2 mm).
5.7.2.2 Hollow units -Where two or more
wythes are constructed using holl
ow units, the stretcher
courses shall be bonded at vertical intervals not exceeding
34 in. (864 mm) by
h1pping at least 3 in. (76.2 nun) over
the unit below, or by lapping at vertical intervals not
exceeding 17
in.
( 432 mm) with units which are at least
50
percent greater in thickness than the units below.
5.7.3 Bonding with wall ties or
joint
reinforcement
5.7.3.1 Where adjacent wythes of
masonry
wall
s are bonded with wire size
W2.8 (MW18
) wall
ti
es
or metal wire of
equi
valent stiffness embedded in
the
horizontal mortar joints, there shall be at least one metal
tie for each 4
1
/2 fe
(0.42 m
2
) ofwa
ll
area. The maximum
vertical distance between ties shall not
exceed 24 in.
(610 mm), and the maximum horizont
al distance shall not
exceed 36 in. (914 mm). Rods or ties bent to rectangular
shape shall be used with hollow masonry units laid with
the ce li
s vertical. In ot
her walls, the ends of
ti es shall be
bent to 90-degree angles to provide hooks no less than
2 in. (50.8 mm) long. Wall ties shall
be without drips.
Additional bonding ties shall be provided at openings,
spaced not more than 3 ft
(0.91 m) apart around the
perimeter and within 12 in. (305 mm) ofthe
opening.
5.73.2 Where adjacent wythes of
masonry are
bonded with prefabricated joint reinforcement, there shall
be
at least one cross wire servin
g as
a tie for each 2
2
/
3 ff
(0.25 m
2
) of
wall area. The ve
rtical spacin
g of
the joint
reinforcement shall
not
exceed 24 in
. (610 mm). Cross wires
on prefabricated joint rei
nforcement shall be not small
er
than
wire size Wl.7
(MW11) and shall be wi
th
out drips.
The
longitudinal wires shall
be
embedded in
the mortar.
COMMENTARY
5.7-
Bond
Figure CC-5.7-1 depicts the requirements listed. Wall
ti
es with drips are not permitted because of
their reduced
load capacity.

C-1
54
TMS 402-11/ACI 530-11
/ASCE 5-
11
COMMENTARY
Header (4% of
wall area)
Ñ
·e:
·o
.s r
e;¡
o(!
¡:.¿
ro
Q)
.S>
Q)~
.._
E
o E
~o
o
~
z!e.
Header
..
Lapping with Units at
Least 3 in
.
(76.2 mm) over Units Below
a. Solid Units
..
e:
E
jg
E
-N
Q)M
....
..,.
o~
:E
e
o;::
z~
..
Lapping with Unit at
Least 50% Greater
than Units Below
c. Hollow Units
n
-.
77
77
,_
....
1./
.......
//
1
e:
E
jg E.~
-o
o
~;o
:e
o~o(S
:E
e .
- ·-t::
~e;¡~
Header (4% of
wall area)
..
Lapping with Units at
Least 3 in.
(76.2 mm) over Units Below
b. Solid Units
Header Course
e
E
N
M
::!.
.E
,.._
e:
ro
.S
[!?
o
:E
o
z
Header Course
..
Lapping with Units
d . Hollow Units
Figure CC-5.
7-1
-Cross section of
wa/1
elevations

BUILDING
CODE REQUIREMENTS FO
R MA
SO
NRY STRUCTURES ANO COMMENTARY
C-155
CODE
5.7.4 Natural or cast stone
5.7.4.1 Ashlar masonry -In
ashlar masonry,
uniformly distributed bonder units shal
l be provided to the
extent of
not less than 1 O percent of
the wall area. Such
bonder uni
ts shall
extend not
less than
4 in. (102 mm) into
the backing wall.
5.7.4.2 Rubble stone masonry-Rubble stone
masonry 24 in
. (610 mm) or less in thickness shall
have
bonder units with a maximum spacing of
3 ft
(0.91 m)
vertica
ll
y and 3 ft
(0.91 m)
horizontall
y, and if
the
masonry is of
greater thickness than 24 in
. (610 mm),
shall
ha ve one bond
er unit for each 6 ff
(0.56 m
2
) of
wall
surface on both sides.
5.8 -Anchorage
5.8.1 General
Masonry elements shall
be anchored in
accord
ance
with thi
s section.
5.8.2 Jntersecting walls
Masonry walls dependi
ng up
on one anoth
er fo
r lateral
support shall
be anchored or bonded at
locations where
they meet or
intersect by one oft
he following methods:
5.8.2.1 F ifty percent of
the units at
the
intersection
shall
be laid in an overlappin
g masonry
bonding pattem, with alternate units having a bearing of
nol k::;:;
Lhan
3 in. (76.2 nun) on the unit below.
5.8.2.2 Walls shall be
anchored by steel
conn
ectors having a minimum section of
1
/4 in. (6.4 mm)
by 1
1
/
2 in. (38.1 mm) with ends bent up at least 2 in.
(50.8 mm), or with cross pins to form
anchorage. Such
anchors shall
be at
least 24 in. (610
mm) long and the
maximum spacing shall be 4ft
(1
.22 m).
5.8.2.3 Wall
s shall be anchored by joint
reinforcement spaced at a maximum di
stance of
8 in.
(203 mm). Longitudinal wires of
such reinforcement shall
be at least wire size Wl.7
(MWll
) and shall extend at
least 30 in. (762 mm) in
each direct
ion at the intersection.
5.8.2.4 Interior non-load-bearing walls shall be
anchored at their intersection at vertical intervals of
not
more than 16 in
. (406 mm) with join
t reinforcement or
1
/
4 in. (6.4 mm) mesh ga
lvanized hardware cloth.
5.8.2.5 Other metal ties, jo
int rein
forcement or
anchors, if used, shall
be spaced to provide equivalent area
of
anchorage to that required by Sections 5.8.2.2 through
5.8.2.4.
5.8.3 Floor and
roof
anchorage
Floor and roof diaphragms providing lateral support
to masonry shall
be connected to the masonry by one of
the foll
owing methods:
5.8.3.1 Roof loading shall
be determined by the
provisions of
Section 1.7.2 and, where net uplift occurs,
uplift shall
be resisted entirely by an anchorage system
designed
in
accordance with the prov
isions ofSect
ions 2.
1
COMMENTARY
5.8 -Anchorage
The requirements of
Sections 5.8.2.2 through 5.8.2.5
are less stringent than those of
Section 1.9.4.2.5.
Anchorage requirements in Section 5.8.3.3 are intended to
comply with the Steel Joist Institute's Standard
Specification
5
·
6
for end anchorage of
steel jo
ists.

C-156
CODE
and 2.3, Sections 3.1
and 3 .3, or Chapter 4.
5.8.3.2 Wood tloor joi
sts bearing on masonry
walls shall be anchored to the wa
ll
at
intervals not to
exceed 6 ft ( 1.83 m) by metal strap anchors. Joists parallel
to the wa
ll shall
be anchored with metal st
raps spaced not
more than 6ft
(1
.83 m)
on centers extending over or
under
and se
cured to at least 3 joists. Blocking shall be provided
between joists at each strap anchor.
5.8.3.3 Steel joists that
are supported by
masonry walls shall bear on and be co
nnected to steel
bearing plates.
Maximum joist
spacing shall
be 6 ft
(1.83 m) on
center. Each bearing plate shall
be anchored
to the
wall with a mínimum of
two ~
in. (12.7 mm)
diameter bolts, or their equivalent. Where steel joists are
parallel to the wall, anchors sha
ll
be located where joi
st
bridging terminates at the wall and additional anchorage
shall be provided to comply with Section 5.8.3.4.
5.8.3.4 Roof and tloor diaphragms shall be
anchored to masonry walls with a mínimum of
~
in.
(12.7 mm) diameter bolts
at a ma
ximum spacing
of
6ft
(1.83 m) on cent
er or their equivalent.
5.8.3.5 Bolts and anchors required by Sections
5.8.3.3 and 5.8.3.4 shall comply with the following:
(a) Bolts and anchors at steel floor joists and floor
diaphragms shall
be embedded in
the masonry at least
6 in
. (15
2 mm) or shall
comply with Section 5.8.3.5 (e).
(b) Bolts at steel roof
joists and roof
diaphragms shall be
embedded in
the masonry at least 15 in.
(381 mm) or
shall comply with Section 5.8.3.5(c).
(e) In
lieu of
the embedment lengths li
sted in
Sections
5.8.3.5(a) and 5.8.3.5(b), bolts shall be permitted to be
hooked orwe
lded to not le
ss than 0.20 in.
2
(129 mm
2
) of
bond beam reinforcement placed not less than 6 in.
( 15
2 mm) belo
w joist bearing or bottom of di
aphragm.
5.8.4 Walls acijoining structuralfra
ming
Where wall
s are dependent upon the structural frame for
lateral support, they shall be anchored to the structural
mem
bers
with metal anchors or otherwise keyed to the
structural members. Metal anchors shall consist of
1
/2-in.
(12.7-mm) bolts spaced at 4ft
(1.22 m) on center embedded
4 in.
(102 mm) into the masonry, or their equivalent area.
5.9-
Miscellaneous requirements
5.9.1 Chases and
recesses
Masonry directl
y above chases or recesses wider than
12 in. (305 mm) shall
be supported on lintels.
5.9.2 Lintels
The
design of
masonry lintels shall be in
accordance
with the provisions ofSec
tion 1.1
3 or Section 3.3.4.2.
5.9.3 Support on wood
No masonry shall
be supported on wood girders or
other forms of
wood construction.
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-157
CHAPTER 6
VENEER
6.1
-General
6.1.1 Scope
CODE
This chapter provides requirements for design and
detai
ling of
anchored maso
nry veneer and adhered
ma
sonry veneer.
1-in. (25-mm)
Minimum Air
S pace
Weepholes
COMMENTARY
6.1-
General
6.1.1 Scope
Adhered and anchored veneer definitions given in
Section 1.6 are straightforward adaptations of
existing
definitions. See Figures CC-6.1
-1 and CC-6.1
-2 for
typical examples of
anchored and adhered veneer,
respectively.
The traditional definition of
veneer as an
element
without resistance to imposed load is adopted. The
definition given is a variation ofthat
used in model buildin
g
codes. Modifications have been made to the defmitions to
clearly state how the veneer is handled in design.
The design of
the backing should be in compliance
with the appropriate standard for that material.
Exterior-grade Sheathing
Building Paper 6-in.
(150-mm) Minimum Lap
Foundation
Figure CC-6.1-1 -Anchored veneer

C-158 TMS 402-11
IACI 530-11IASCE 5-11
COMMENTARY
Veneer Unit with
Neat Portland
Cement Paste
Type S Mortar
Applied to
Unit
Co
ncrete Masonry Wall
Type S Mortar
Neat Portland Cement Paste
318
to 1-1
12
in. (9.5 to 38.1 mm)
Figure CC
-6.1
-2 -Adhered veneer
CODE
6.1.1.1 The provisions of
Chapter 1, excluding
Sections 1.
2.2(c), 1.
7,
and 1.9
, shall
apply to design of
anchored and adhered veneer except as specifi
call
y stated here.
6.1.1.2 Section 1.11 shall not apply to adhered
veneer.
6.1.1.3 Articles 1.4 A and B and 3.4 C of
TMS
602
/ACI 530
.1
/ASCE 6 shall not apply to any ve
neer.
Articles 3.4 B and F shall not apply to
an
chored ve
neer.
Articles 3.3 B and 3.4 A, B, E an
d F shall
not apply to
ad
hered ve
neer.
6.1.2 Desígn of
anchored veneer
Anchored ve
neer shall
meet the requirements of
Section 6.1.6 and shall be designed rationally by Section
6.2.1 or
detailed by the prescri
pt
ive
requirements of
Section 6.2.2.
COMMENTARY
6.1.1.1 Since
ther
e is no consideration of
stress
in the veneer, there is no need to specify the compressive
strength ofmaso
nry.
6.1.1.3 The Specification was written for
construction of
masonry subjected to design stresses in
accordance with the other chapters of
this Code. Masonry
ve
neer, as defined by
this Code, is
not subject to those design
provisions. The Specification articles that are excluded cover
materials and requirements that are not applicable to veneer
construction or are items covered by
specific requi
rements in
this Chapter and are put here to be inclusive.
6.1.2 Desígn of
anchored veneer
Implicit within these requirements is
the knowledge
that the veneer transfers out-of-plane loads through the
veneer anchors to the backin
g. The backing accepts and
resists th
e anchor loads and is designed to resist
the out-of
­
plane loads.
When utilizing anchored masonry veneer, the
designer should consider the following conditions and
assumptions:
a) The veneer may crack in
flexure under service
load.
b) Deflection of
the backing should be limited to
control crack width in the veneer and to
provide veneer
stability.

BUILDING CODE
RE
QUI
REMENTS FOR MASONRY STRUCTU
RES ANO
COMMENTARY C-159
CODE COMMENTARY
e) Connections ofthe
anchor to the veneer and to the
backing should be sufficient to transfer applied loads.
d) Differential movement should be considered in
the design, detailing, and construction.
e) Water will penetrate the veneer, and the wall
system should be designed, detailed, and constructed to
prevent water penetration into the building.
t) Requirements for corrosion protection and fire
resistance must be included.
If
the backing is masonry and the exterior masonry
wythe is not considered to add to the strength ofthe
wall in
resisting out-of
-plane load, the exterior wythe is masonry
veneer. However, if
the exterior wythe is considered to add
to the strength of
the wall in resisting out-of
-plane load, the
wall is
properly termed a multiwythe, non-composite wall
rather than a veneer wall.
Manufacturers of
steel studs and sheathing materials
have published literature on the design of
steel stud backing
for anchored masonry veneer. Sorne recomrnendations have
included composite action between the stud and the sheathing
and load carrying participation by
the veneer. The Metal
Lath/Steel Framing Association has prometed a deflection
limit of
stud span length divided by 360
6 1
• The Brick
Industry Association has held that an
appropriate detlection
lirnit should be in
the range of stud span length divided by
600 to 720. The detlection is computed assuming that all
of
the load is resisted by the studs
65
• Neither set of
assumptions
will necessarily ensure that the veneer remains uncracked at
service load. In fact, the probability of
cracking may be
high
63
. However, post-cracking
performance is satisfactory if
the wall is properly designed, constructed and maintained
with appropriate materials
64
. Plane frame computer prograrns
are available for the rational structural design of
anchored
masonry veneer
63
•
A detlection limit of
stud span length divided by 200
multiplied by the specified veneer thickness provides a
max
imum uniform crack width for various heights and
various veneer thicknesses. Deflection limits do not reflect
the actual
distribution of
load. They are simply a means of
obtaining a mínimum backing stiffness. The
National
Concrete Masonry Association provides a design
methodology by which the stiffness properties of
the
masonry veneer and its backing ar
e proportioned to
achieve compatibility
6
·
5
.
Masonry veneer with wood frame backing has been
use
d successfully on one-and two-family residential
const
ruction for many years. Most of
these applications
are installed without a deflection analysis.

C-160
CODE
6.1.3 Design of
adhered veneer
Adhered veneer sha
ll
meet the requirements of
Section 6.1.6, and shall be designed rationally by Section
6.3.1 or
detailed by the prescriptive requirements of
Section 6.3.2 .
6.1.4 Dimension stone
The
provisions of
Sections 6.1.1, 6.1.3 and 6.3 shall
apply to
design of
adhered dimension stone veneer.
Anchored dimension stone ve
neer is not
covered under
this Co
de. Such a veneer system shall
be considered a
Special System, and consideration for approval of
its use
shall
be
submitted to the Building Official.
6.1.5 Autoc/aved aerated concrete masonry veneer
Autoclaved aerated concrete masonry as a veneer
wythe is not covered by this Chapter. Such a veneer
system shall be
considered a Special System, and
consideration for approval of
its use shall
be submitted to
the Bu
il
ding Official.
6.1.6 General design requirements
6.1.6.1 Design and detail the backing system of
exterior veneer to resist water penetration. Exterior
sheathing shall be covered with a water-resistant
membrane, un
less the sheathing is water resistant and the
joints are sealed.
6.1.6.2 Design and detail flashing and weep
holes in exterior veneer wa
ll
systems to resist water
penetration into the building interi
or.
Weepholes sha
ll be
at
least
3
/16 in
. (4.8 mm) in diameter and spaced less than
33
in. (838 mm) on center.
6.1.6.3 Design and detail the ve
neer to
accommodate differential movement.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
6.1.3 Design of
adhered veneer
Adhered veneer differs from anchored veneer in its
means of
attachment. The
designer should consider
conditions and assumptions given in Code Section 6.3.1
when designing adhered veneer.
6.1.4 Dimension stone
Anchored dimension stone veneer should be covered as
a Special System of
Construction, under Code Section 1.3.
6.1.5 Autoclaved aerated concrete masonry veneer
Veneer anchors described in Chapter 6 are not suitable
for use in
AAC masonry because of
the narrow joints. No
testing of
such anchors has been performed for AAC
masonry. Therefore AAC
masonry anchored veneer must
be considered a Special System. The method of
adhering
veneer, as described in Specification Article 3.3 C, has not
been evaluated with AAC masonry and shear strength
requirements for adhesion of
AAC masonry veneer have
not been established. Therefore, AAC masonry adhered
veneer must be considered a Special System.
6.1.6 General design requirements
Water penetration through the exterior veneer is
expected. The
wall systcm must be dcsigned and
constructed to prevent water from entering the building.
The requirements given here and the minimum air
space dimensions of
Sections 6.2.2.6.3, 6.2.2.7.4, and
6.2.2.8.2 are those required for a drainage wall system.
Proper drainage requires weep hales and a clear air space. It
may be difficult to keep a 1-in. (25-mm) air space free from
mortar bridging. Other options are to
provide a wider air
space, a vented a ir space, or
to use the rain screen principie.
Masonry veneer can be designed with horizontal and
vertical bands of
different materials. The dissimilar physical
properties of
the materials should be
considered when
deciding how
to
accommodate differential movement.
Industry recommendations are available regarding
horizontal bands of
clay and concrete masonry, and
address such items as joint
reinforcement, slip joints, and
sealant joints
6
·
6
•
6
·
7
•
6
·
8
• Vertical movement joints can be
used to
accommodate differential movement between
vertical bands of
dissimilar materials.

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTARY C-
161
CODE
6.2 -Anchored
veneer
6.2.1 Alternative design of
anchored masonry veneer
Th
e altemative design of anchored veneer, which is
perrnitted under
Section 1.3
, shall sa
ti
sfy the following
co
nditions:
(a) Loads shall
be di
stributed through the veneer to the
anchors and the backing using principi
es of
mechanics.
(b) Out-of
-plane deflection of
the backing shall be
limited to maintain veneer stability.
(e) Ma
sonry, other than ve
neer, shall
meet the provisions
of
Section 1.1.3, excluding subparagraphs (e) and (f).
(d) The
veneer
is not subject
to th
e flexura) tensile stress
provisions of
Section 2.2 or
the nominal flexura!
tensile strengt
h provisions of
Section 3.2.2.
(e) The
provisions of
Chapter 1, excludin
g Section
1.2.2(c), Section 6.1,
excluding Section 6.1.1.1,
Section 6.2.2.9, and Section 6.2.2.10 shall apply.
6.2.2 Prescriptive requirements for
anchor
ed
ma
sonry veneer
6.2.2.1 Except as prov
ided in Section 6.2.2.11
,
prescriptive requirements for anchored ma
sonry veneer
shall not be
use
d in areas where th
e velocity pressure, qz,
exceeds 40 psf(J.92
kPa) as given in ASCE 7.
6.2.2.2 Co
nnec
t anchored ve
neer to the backing
with anchors th
at comply with Section 6.2.2.5 and Article
2.4 ofTMS
602/ACI 530.1/ASCE 6.
6.2.2.3 Vertical
support of
anchored masonry
veneer
6.2.2.3.1 The weight of
anchored veneer shall
be supported vertically on concrete or
masonry foun
dations or
other noncombustible structural supports, except as permitted
in
Sections 6.2.2.3.1.1, 6.2.2.3.1.4, and 6.2.2.3.1.5.
6.2.2.3.1.1
Anchored veneer is perrnitted
to be supported verti
call
y by
preserv
ative-treated wood
foundations. Th
e heigh
t of
veneer sup
ported by wood
foundations shall
not exceed 18ft
(5
.49 m) above the support.
6.2.2.3.1.2 Anchored
venee
r with a
backing of wood fTaming
shall
not exceed the height above
the noncombustible foundation give
n in
Table 6.2.2.3.1.
COMMENTARY
6.2 -Anchored
veneer
6.2.1 Alternative design of
anchored masonry veneer
There are no rational design provisions for anchored
veneer in
any code or standard. The intent of
Section 6.2.1
is to permit the designer to
use altemative means of
supporting and anchoring masonry veneer. See
Commentary Section 6.1.1
for conditions and assumptions
to consid
er. The designer may choose to not consider
stresses in the veneer or may limit them to
a selected
value, such as the allowable stresses
of
Section 2.2, the
anticipated cracking stress, or
sorne other
limiting
condition. The rational analysis used to
distribute the
loads must be
consistent with the assumptions made. See
Commentary Section 6.2.2.5 for information on anchors.
The
designer should provide support of
the veneer;
control deflection of the backin
g; consider anchor loads,
stiffness, strength and corrosion; water penetration; and
air and va
por transmission.
6.2.2 Pr
escriptive requirements for
anchored
masonry veneer
The
provisions are based on the successful
performance of
anchored masonry veneer. These have
been collected fTom
a variety of
sources and reflect
current industry practices. Changes result from logical
conclusions baseu un engineering consideration of
the
backing, anchor, and veneer performance.
6.2.2.1 The wind speed triggers used in the
2008 MSJC were replaced with strength leve! velocity
pressures in
the 2011 edition. These velocity pressure
triggers were based on the 25 psf (1.20 kPa) velocity
pressure that had been used in
previous editions of
this
Code. The working st
ress leve! pressure was multiplied by
1.6 to convert to
st
rength leve
ls.
6.2.2.3 Vertical support of
anchored masonry
veneer -These requirements are based on current
industry practice
and current model buil
ding codes.
Support does not
need to occur at the floor leve!; it can
occur at a win
dow head or
other convenient location.
The
full provisions fo
r preservative
-treated wood
foundations are given in the Na
tional Forest Products
Association Techni
cal Report 7
6
·
9
•
There are no restrictions on the height limit of veneer
backed by masonry or
concrete, nor are there any
requirements that the veneer weight be carried by
intermediate supports. The
designer should consider the
effects of
differential movement on the anchors and
connection ofthe
veneer to
ot
her building components.

C-162
CODE
Table 6.2.2.3.1 -Height
limit
from
foundation
Height
at
plate, ft
(m) Height
at
gable, ft
(m)
30
(9.14) 38
( 11.58)
6.2.2.3.1.3 If
anchored veneer with a
backing of
cold-forrned steel framing exceeds the height
above the noncombustible foundation given in Table
6.2.2.3.1, the weight of
the veneer shall
be supported by
nonco
mbustible construction for each story above the height
limit g iven
in Table 6.2.2.3.1.
6.2.2.3.1.4 When anchored veneer is
used as an interior fmi
sh on
wood framing, it shall have a
we
ight
of
40
psf
(195 kglm
2
) or
less and be in
stalled in
conforrnance with the provisions ofthis
Chapter.
6.2.2.3.1.5 Exterior masonry venee
r
having an installed we
ight of
40 psf
(195 kglm
2
) or less and
height of
no more than 12 ft
(3.7 m)
shall be
permitted to be
supported on wood construction. A vertical movement joint in
the masomy veneer shall
be
used to isolate th
e veneer supported
by wood construction from that supported by
the foundation.
Masomy shall
be
designed and constructed so that masonry is
not in direct contact with wood. The hori
zontall
y spanning
element supporting the masomy veneer shall
be
designed so
that
deflcction duc to dcad plus
li
ve loads does not exceed //600 or
0.3 in. (7.6 mm).
6.2.2.3.2 When
anc
hored
veneer is
supported by fl
oor
cons
truction
, the
floor shall be
desig
ned
to limit
deflection as required in
Section
1.1
3.
1.4.1.
6.2.2.3.3 Provide noncombustible linte
ls or
supports attached to
noncombustible framing ove
r openings
where the anchored veneer is not
se
lf-supporting. Lintels
shall have a length of
bearing not less than 4 in. (1
02 mm).
The
deflection of
such
lintels or supports shall conform to the
requirements ofSect
ion 1.13.1.4.1.
6.2.2.4 Masonry units-Masonry
units shall
be
at
least
2
5
/
8 in. (66.7
mm) in actual thi
ckness.
6.2.2.5 An
chor requirements
6.2.2.5.1 Corrugated
shee
t-metal anchors
6.2.2.5.1.1 Corrugated sheet-metal anchors
shall
be at
least
7
/
8 in. (22.2 mm) wide, have a base metal
thickness of
at least 0.03 in. (0.8 mm), and shall
have
corrugations
with a wavelength of
0.3 to 0.5 in. (7.6 to
12.7 mm) and
an amplitude of
0.06 to 0.10 in. (1.
5 to
2.5 mm)
.
TMS 402·11/ACI 530-11/ASCE 5-11
COMMENTARY
Suppo
rt of
anchored veneer
on wood is permitted in
pr
evious model building codes. The
vertical movement
joint
between the
venee
r on
different supports reduces the
possibility of
cracking due
to differential settlement, The
height limit of
12
ft (3.7
m) was
considered to be the
maximum single story height and
is considered to be
a
reasonable fire safety risk.
6.2.2.5 Anchor requirements -It
could be
argued that the device
between the
veneer and
its backing
is not
an anchor as detined
in the Code. T hat
device is
often referred to
as a tie. However,
the
te
rm anchor is used
bec
ause
of
the
widespread use
of
anchored veneer in
mod
el building codes and
industry publications, and the
desire to differentiate from tie as used in other chapters.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-163
CODE
6.2.2.5.1.2 Cormgated sheet-metal
anchors
shall be placed as follows:
(a) With solid units, embed anchors in the mortar joint
and extend into the veneer a mínimum of
1
1
/
2 in.
(38.1 mm), with at least
%-in. (15.9-mm) mortar
cover to the outside face.
(b) With hollow units, embed anchors in mortar or grout
and extend into the veneer a mínimum of
1
1
/
2 in.
(38.1 mm), with at least
5
/8-in. (15.9-mm) mortar or
grout cover to the outside face.
6.2.2.5.2 Sheet-metal anchors
6.2.2.5.2.1 Sheet-metal anchors shall
be at
least
7
/
8 in.
(22.2 mm) wide, shall have a base metal
thickness of
at
least 0.06 in.
( 1.5
mm), and shall:
(a) have corrugations as
given in Section 6.2.2.5.1.1, or
(b) be bent, notched, or punched to provide equivalent
performance in pull-out or push-through.
6.2.2.5.2.2 Sheet-metal anchors shall
be placed as follows:
(a) With solid units, embed anchors in the mortar joint
and extend into the veneer a mínimum of
1
1
/2 in.
(38.1 mm), with at least
%-in. (15.9-mm) mortar
cover to the outside face.
(b) With hollow units, embed anchors in mortar or grout
and extend into the veneer a mínimum of
1
1
/2 in.
(38.1 mm), with at least
5
/8-in. (15.9-mm) mortar or
grout cover to the outside face.
6.2.2.5.3 Wire anchors
6.2.2.5.3.1 Wire anchors shall be at
least wire size Wl.7
(MW11) and have ends bent to form
an extension from the bend at least 2 in
. (50.8 mm) long.
Wire anchors shall be without drips.
6.2.2.5.3.2 Wire anchors shall be
placed as follows:
(a) With solid units, embed anchors in the mortar joint
and extend into the veneer a mínimum of
1
1
/2 in.
(38.1 mm), with at least
5
/8-in. (15.9-mm) mortar
cover to the outside face.
(b) With hollow units, embed anchors in
mortar or grout
and extend into the veneer a mínimum of
1
1
/
2 in.
(38.1 mm), with at le
ast %-in. (15.9-mm) mortar or
grout cover to the outside face.
6.2.2.5.4 Joint reinforcement
6.2.2.5.4.1 Ladder-type or
tab-type joint
reinforcement is permitted. Cross wires used to anchor
masoruy veneer shall be at le
ast wire size Wl.7
(MWll)
and shall
be spaced ata
maximum of
16
in. (406 mm) on
center. Cross wires shall be welded to longitudinal wires,
which shall
be at least wire size Wl.7
(MWI1). Cross wires
COMMENTARY
When first introduced in
1995
, U.S. industry practice
was combined with the requirements of
the Canadian
Standards Association
6
·
10
to produce the requirements given
at that time. Each anchor type has physical requirements
that must be
met. Mínimum embedment requirements have
been set for each of
the anchor types to ensure load
resistance against push-through or pull-out of
the mortar
joint. Maximum air space dimensions are set in Sections
6.2.2.6 through 6.2.2.8.
There are no performance requirements for veneer
anchors in previous codes. Indeed, there are none in the
industry. Tests on anchors have been reported
6
.4·
6
·
11
•
Many anchor manufacturers have strength and stiffness
data for their proprietary anchors.
Veneer anchors typically allow for
movement in
the plane
of
the wall but resist movement perpendicular to the veneer.
The mechanical play in
adjustable anchors and the stiffuess of
the anchor influence load
transfer between the veneer and
the
backing. Stiff anchors with minimal mechanical play
provide
more uniform transfer of
load, increase the stress in
the veneer,
and reduce veneer deflection.
Veneer anchors of
wire with drips are not permitted
beca use of
their reduced load capacity. The anchors listed
in
Section 6.2.2.5.6.1 are thought to have lower strength
or
stiffness than the more ri
gid plate-type anchors. Thus
fewer plate-type anchors are required. These provisions
may result in an increase in the number of
anchors
required when compared to the editions ofthe
BOCA and
SBCCI model building codes published in 1993 and 1991,
respectivell
12
'
613
. The number of
anchors required by
this Code is based on the requirements of
the 1991
UBC
614
• The number of
required anchors is increased in
the higher Seismic Design Categories. Anchor spacing is
independent ofbacking type.
Anchor frequency should be calculated independently
for the wall surface in each plane. That is, horizontal
spacing of
veneer anchors should not be continued from
one plane ofthe
veneer to another.
The term "offset" in Code Section 6.2.2.5.5.4 refers
to the vertical distance between a wire eye and
the
horizontal le
g of
a bent wire ti e inserted into that eye, or
the vertical distance between functionally similar
components of
a pintle anchor.

C-164
CODE
and tabs shall be without drips.
6 .2.2.5.4.2 Embed longitudinal wires
of
joint
reinfo
rcement
in the mortar joint
with at least
5
/8-in. (15.9-mm) mortar
cover on
each side.
6.2.2.5.5 Adjusta
ble anchors
6.2.2.5.5.1 Shee
t-metal and wire
components of
adjustable anchors shall co
nform to the
requirements of
Section 6.2.2.5.1
, 6.2.2.5.2, or 6.2.2.5.3.
Adjustable anchors with joint reinforcement sha
ll
also
meet the requirements of
Section 6.2.2.5.4.
6.2.2.5.5.2 Maximum clearance between
connecting parts ofthe
tie shall be
1
/
16
in.
(1
.6 mm).
6.2.2.5.5.3 Adjustable anchors shall be
detailed to prevent disengagement.
6.2.2.5.5.4 Pintle anchors shall have
one or more pintle legs of
wire size W2.8 (MW18) and
shall have an offset not exceeding 1
1
/
4 in. (31.8 mm
).
6.2.2.5.5.5 Adjustable anchors of
equivalent strength and st
iffness to those specified m
Sections 6.2.2.5.5.1 through 6.2.2.5.5.4 are permitted.
6.2.2.5.6 Anchor spacing
6.2.2.5.6.1 For adju
stable two-piece
anchors, anchors ofwi
re size Wl.7
(MWll
), and 22 gage
(0.8
mm
) corrugated sheet-metal anchors, provide at le
ast
one anchor for each 2.67 W (0.25 m
2
) ofwa
ll
area.
6.2.2.5.6.2 For ot
her anchors,
provide
at
least one
anchor for each 3.5
ff
(0.33 m
2
) ofwall
area.
6.2.2.5.6.3 Space anchors at a
maximum of
32
in. (813 mm) horizontally and 25 in.
(635 mm
) vertically, but not to exceed the appli
cable
req
uirements of
Section 6.2.2.5.6.1
or 6.2.2.5.6.2.
6.2.2.5.6.4 Provide additional anehors
around openings larger
than 16 in. ( 406 mm) in either
dimension.
S pace anchors around perimeter of
opening at
a maximum of
3 ft (0.91 m) on center. Place anchors
within 12 in.
(305 mm) of
openings.
6.2.2.5.7 Joint thickness for
anchors
Mortar bed joint
thickness shall
be at least tw
ice the
thick
ness of
the embedded
anchor.
6.2.2.6 Masonry veneer anchored to wood backing
6.2.2.6.1 Veneer shall be attached with any
anchor permitted in
Section 6.2.2.5.
6.2.2.6.2 Attach each anchor to wood studs
or
wood framing with a corrosion-resistant 8d
co
mmon
nail
, or with a fastener having equivalent or
greater
pullout strength.
For corrugated sheet-metal anchors,
locate the nail or
fastener within
1
/
2 in. ( 12.7 mm) of
the
90-degree bend in the anchor.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
6.2.2.6 Masonry veneer anchored to wood backing
These requirements are similar to those used by
industry and given in model building codes for years. The
limitation on fastening corrugated anchors at a maximum
distance from the bend is new. It
is added to achie
ve better
performance. The maximum distances between the veneer
and the sheathing or
wood stud is provided in
order to
obtain minimum compression capacity of
anchors.

BUILDING CODE REQUIREMENTS FOR MA
SONRY STRUCTURES ANO COMMENTAR
Y C-165
CODE
6.2.2.6.3 When corrugated sheet metal
anchors are used, a maximum distance between the in
side
face of
the veneer and outside face of
the sol id
sheathing
of
1 in. (25.4 mm) shall be specified. When other anchors
are used, a maximum distance between the in
side face of
the veneer and the wood stud or wood framing of
4
~
in.
(114 mm) shall
be specified. A 1-in. (25.4-mm) minimum
air space shall
be specified.
6.2.2. 7 Masonry veneer anchored to
steel backing
6.2.2.7.1 Attach veneer with
adjustable
anchors.
6.2.2.7.2 Attach each anchor to steel
framing with at least a No. 10 corrosion-resistant screw
(nominal shank diameter of
0.190 in. ( 4.8 mm)), or with a
fastener having equivalent or greater pullout strength.
6.2.2.7.3 Cold-formed steel framing shall be
corrosion resistant and ha
ve a mínimum base metal
thickness of
0.043 in. ( 1.1 mm).
6.2.2.7.4 A 4
~
in. (1
14-mm) maximum
distance between the inside face of
the veneer and the
steel framing shall be specified. A 1-in. (25.4-mm)
mínimum air space shall be specified.
6.2.2.8 Masonry veneer
anchored to masomy or
concrete backing
6.2.2.8.1 Attach veneer to masonry backing
with wire anchors, adjustable anchors, or joint
reinforcement. Attach veneer to concrete backing with
adjustable anchors.
6.2.2.8.2 A 4
~ in. (114
-mm) maximum
distance between the in
side face ofthe
veneer and the outside
face of
the masonry or concrete backing shall
be
specified. A
1-in. (25.4-mm) mínimum air space shall be
specified.
6.2.2.9 Veneer not laid
in running bond -
Anchored veneer not laid in running bond shall have
joint
reinf
orcement of
at
least
one wire, of
size Wl.
7
(MWII
), spaced ata
maximum of
18
in.
(457 mm) on
center verticall
y.
6.2.2.10 Requirements in seismic areas
6.2.2.10.1 Seismic Design Category C
6.2.2.1 0.1.1 The requirements of
this
section apply to anchored veneer for buildings in Seismic
Design Category C.
6.2.2.10.1.2 Isolate the sid
es
and top of
anchored veneer from th
e structure so that vertical and
lateral seismic forces resisted by the structure are not
imparted to the veneer.
6.2.2.10.2 Seismic Design Category D
6.2.2.10.2.1 The
requirements for
Seismic Design Category C and the requirements of this
section apply to anchored veneer for buildings in
Seismic
Design Category D.
COMMENTARY
6.2.2. 7 Masonry veneer anchored lo
steel
backing-
Most of
these requirements are new, but they
generall
y follow recommendations in
current use
6
·
2
•
6
·
18
.
The mínimum base metal thickness is given to provide
sufficient pull-out resistance of
screws.
6.2.2.8 Masonry veneer anchored to masonry or
concrete backing-
These requirements are similar to those
used by industry and havc bccn givcn in
model building
codes for many years.
6.2.2.9 Veneer not laid in running bond­
Masonry not
laid in running bond has similar
requirements in
Section 1.11. The area of
jo
int
reinforcement required in Section 6.2.2.9 is equivalent to
th
at in Section 1.11
for a nominal 4-in. (1
02-mm) wythe.
6.2.2.10 Requirements in seismic areas -These
requirements provide severa! cumul
ative effects to
improve veneer performance under seismic load. Many of
them are based on similar requirements given in Chapter
30 of
the Uniform Building Codé-
14
• The isolation from
the stru
cture reduces accidental loading and permits larger
building deflections to occur without veneer damage.
Support at each floor articulates the veneer and reduces
the size of
potentially damaged areas. An in
creased
number of
anchors in
creases veneer stability and reduces
the possibility of
fallin
g debris. Joint reinforcement
provides ductili
ty and post-cracking strength. Added
expansion joints further articulate the veneer, permit
greater building deflection without veneer damage and
limit st
ress development in the veneer.

C-166
CODE
6.2.2.10.2.2 Reduce the maximum wall
area supported by each anchor to 75
percent ofthat
required
in Sections 6.2.2.5.6.1
and 6.2.2.5.6.2. Maximum horizontal
and vertical spacings are unchanged.
6.2.2.10.2.3 For masonry veneer
anchored to
wood backing, attach each veneer anchor to
wood studs or wood framing with a corrosion-resistant 8d
ring-shank nai
l, a No. 1 O corrosion-resistant screw with a
minimum nominal shank diameter of
0.190 in. (4.8 mm)
or with a fastener having equivalent or greater pullout
strength.
6.2.2.10.3 Seismic Design Categories E and F
6.2.2.10.3.1 The requirements for
Seismic Design Category D and the requirements of
this
sec
tion apply to anchored veneer for buildings in Seismic
De
sign Categories E and F.
6.2.2.10.3.2 Support the weight of
anchored veneer for each story independent of
other stories.
6.2.2.10.3.3 Prov
ide continuous single
wire joint reinforcement of
wire size Wl.7
(MWil)
ata
maximum spacing of
18
in
. (457 mm) on center verticall
y.
Mechanically attach anchors to the joint
reinforcement
with clips or
hooks.
6.2.2.11 Requirements in areas of
hi
gh winds
-The
following requirements apply in areas where the
velocity pressure, q" exceeds 40 psf
(1.92 kPa) but does
not exceed 55 psf
(2.63 kPa) and the building's
mean roof
height is less than or equal to 60ft
(18.3 m):
(a) Reduce the maximum wall area
supported by each
anchor
to 70 percent of
that required in
Sections
6.2.2.5.6.1 and 6.2.2.5.6.2.
(b) S pace anchors at a maximum 18 in.
( 457 mm)
horizontally and verticall
y.
(e) Provide additional anchors around openings larger
than
16
in. (406 mm) in either
direction. Space
anchors around perimeter of
opening at a maximum
of24
in. (610 mm) on center. Place anchors within 12
in. (305 mm) of
openings.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
Shake table tests of
pane1
6
.1
6
and full
-scale wood
frame/brick veneer buildings
6
.1
7
have demonstrated that 8d
nails are not sufficient to re
sist seismic loading under
certain conditions. Ring-shank nails or #1 O screws were
recommended by the researchers for use in
areas of
significant seismic loading.
6.2.2.11
Requirernents in ureus of
high winds
-These reductions were historically based on
the ratio of
(110/130
i,
the square of
the ratio of
wind speed in
the two
locations. The provisions in
this section in
the 201
1 edition are
based on a reduction in
tributary area by 30%.
The velocity
pressure trigger was therefore raised by
1/0.7, and rounded to
55
psf(2.63 kPa).

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-167
CODE
6.3-
Adhered
veneer
6.3.1 Alternative design of
adhered masonry veneer
The
altemative design of
adhered veneer, whi
ch is
permitted under Section 1.
3, shall sa
ti
sfy the following
conditions:
(a) Loads shall be di
stributed through the veneer to the
backing using principies ofmechanics.
(b) Out-of
-plane curvature shall be limited to prevent
ve
neer unit separation from the backing.
(e) Masonry, other than veneer, shall meet the provisions
of
Section 1.1.3, excluding subparagraphs (e) and (f).
(d) The
ve
neer is not subject to the flexura) tensile str
ess
provisions of
Section 2.2 or the nominal flexura)
tensil
e strength provisions ofSection
3.2.2.
(e) The
prov
isions of
ehapter
1, excluding Section
1.
2.2(c), and Section 6.1, excluding Section 6.1.1
,
shall
apply.
6.3.2 Prescriptive requirements
for
adhered
masonry veneer
6.3.2.1 Unit sizes-Adhered veneer units shall
not exceed 2
5
/8 in
. (66. 7 mm) in specified thickne
ss, 36
in.
(914 mm) in any face dimension, nor more than 5 ft
2
(0.46 m
2
) in
total face area, and shall not weigh more than
15
psf(73
kg/m
2
).
6.3.2.2 Wal/ area limitations -The
height,
length, and area of
adhered veneer shall not be limited
except as required to control restrained differential
mo
ve
ment str
esses between veneer and ba
cking.
6.3.2.3 Backing -Backing shall provide a
continuous, moi
sture-resistant surface to receive the
adhered veneer. Backing is permitted to be masonry,
concrete, or
metal lath and portland cement plaster applied
to masonry, concrete, steel framing, or
wood
framing.
6.3.2.4 Adhesion deve
loped between adhered
veneer units and ba
ck
ing shall have a shear strength of
at
least 50 psi (345 kPa) base
d on gross unit surface area
when tested in accordance with ASTM
e482,
or
shall
be
adhered in compliance with Article 3.3 e of TMS
602
/ Aei
530.l/
ASeE
6.
COMMENTARY
6.3 -Adhered
veneer
6.3.1 Alternative de
si
gn of
ad
hered masonry veneer
There are no rational design provisions for adhered
veneer in any code or
standard. The
intent ofSection
6.3.1
is
to permit the designer to use
altemative unit thicknesses
and areas for adhered veneer. The de
signer should
provide
for adhesion ofthe
units, control curvature of
the backing,
and consider freeze-thaw cycling, water penetration, and
air and vapor transmission. The
Tile eounc
il
of
America
limits the detlection of
the backing supporting ceramic
tiles to span length divided by 360
6
·
18
•
6.3.2 Pr
escriptive requirements for
adhered
ma
sonry veneer
Similar requirements for adhered veneer have been in
the Uniform Building eodé-
14
since 1967. The
construction requirements for adhered veneer in
the
Specification have
performed successfully
6
·
19
•
6.3.2.1 Unit sizes -The
dimension, area, and
weight lirnits are imposed to reduce the difficulties of
handling and installing large units and to assure good bond.
63.2.2
Wall area limitations -Selecting proper
location for movement joints involves many variables. These
include: changes in moisture content, inherent movement of
materials, temperature exposure, temperature differentials,
strength ofunits, and stiffuess ofthe
backing.
6.3.2.3 Backing -These surfaces have
demonstrated the ability to provide the necessary adhesion
when using the construction method described in the
Specification. Model building codes contain provisions for
metal lath and portland cement plaster. For masonry or
concrete backing, it may be desirable to apply metal lath
and plaster. Also, refer to Ael
524R, "Guide to
Portland
eeme
nt Plastering"
6
·
20
for metal lath, accessories, and
their installation. These publications also contain
recommendations for control of
cracking.
6.3.2.4 The
required shear strength of
50 psi
(345 kPa) is an
empírica) value based on judgment derived
from hi
storical use of
adhered veneer systerns si
milar to those
permitted by Article 3.3 e of
TMS 602/Aei
530.1/ASCE 6.
This value is easily obtained with workmanship complying
with the Specification. It
is anticipated that the 50 psi
(345 kPa) wi
ll
account for diff
erential
shear stress between
the veneer and its backing in
adhered ve
neer systems

C-168
CODE
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
permitted by this Code and Specification.
The
test method is
used to verify shear strength of
adhered veneer systems that do not comply with the
construction requirements of
the Specification or as
a
quality assurance test for systems that do comply.

BUILDI
NG
CODE REQUIREMENTS FOR MA
SONRY STRUCT URES ANO
COMMENTA
RY C-169
CHAPTER 7
GLASS UNIT MASONRY
7.1-
General
7.1.1 Scope
CODE
Thi
s chapter provides requirements
for empírica!
design of
glass unit masonry as
non-load-bearing elements
in exterior or interior
wa
lls.
7.1.1.1 The
provisions of
Chapter 1, excluding
Sections 1.
2.2(c), 1.
7, 1.
8, and 1.
9, shall apply to design
of
glass unit masonry, except as stated in this Chapter.
7.1.1.2 Article 1.4 of
TMS 602/ ACl
530.
11 ASCE 6 shall
not
apply to glass unit masonry.
7.1.2 General design requirements
Design and detail glass unit masonry
to accommodate
differentia
l movement.
7.1.3 Units
7.1.3.1 Holl
ow
or so
li
d glass block units shall
be standard or thin units.
7.1.3.2 The
specified thickness of
sta
ndard units
shall
be at least 3
7
/8 in. (98.4 mm).
7.1.3.3 The
specified thickness of
thin
un
its
sha
ll
be 3
1
/8 in. (79.4 mm) for holl
ow
units or 3 in.
(76.2 mm) for sol id units.
7.2-
Panel size
7.2.1 Exterior standard-uní! panels
The
maximum area of each individual standard-unit
panel shall
be based on the design wind pressure, in
accordance with Figure 7.2-1.
The
maximum dimension
between structural supports shall
be 25
ft
(7.62 m)
horizontally or
20 ft (6.1 O m) verticall
y.
COMMENTARY
7.1-
General
7.1.1 Scope
Glass unit masonry is used as
a non-l
oad-bearing
element in interior and exterior wa
lls, partitions, window
openings, and as an architectural feature. Design
provisions in the Code are empírica!. These provisions are
cited in previous codes, are based on
successful
performance, and are recommended by manufacturers.
7.1.1.1 Since there is no consideration of
stress
in
glass unit masonry, there is no need to specify the
compressive strength ofmasonry.
7.2-
Panel size
The Code limitations on panel size are based on
structural and performance considerations. Height limits are
more restrictive than length limits based on historical
requirements rather than actual field experience or
engineering principies. Fire resistance rating tes
ts
of
assemblies may also establish limitations on panel size.
Contact glass block manufacturers for technical data on the
tire resistance ratings of
panels, or refer to the latest issue of
UL Fire Resistance Directory -Volume 3
7
·'
and the local
building code.
7.2.1 Exterior standard-unit panels
The
wind load resistance curve
7
·
2
•
7
·
3
•
7
·
5
(Figure
CC-7.2-1)
is
representative of the ultimate load limits for a
variety of
panel conditions. Historicall
y, a 144
-
~
(l3.37-m
2
) area limit has been referenced in
building codes
as the maximum area permitted in exterior applications,
without reference to any safety factor or design wind
pressure. The 144-ff
(13.37-m
2
) area also reflects the size
of
panels tested by the National Concrete Masonry

C-170
-ro
ll..
~
.....
(/)
o.
<lÍ
....
:::J
(/)
(/)
Q)
e:
u
e
~
e
O>
(/)
Q)
Cl
'O
~
.8
(.)
ro
u..
CODE
112
(5.8)
96
(4.6)
80
(3.8)
64
(3.0)
48
(2.2)
32
(1
.5)
16
(0.8)
o
o
lt


\
~
TMS 402-11
/ACI 530-11/ASCE 5-11
COMMENTARY
Association
7
·
5
• The
144-ff (13.37-m
2
) area limitation
provides a safety factor of
2.7 when the design wind
pressure is 20 psf
7
.4 (958 Pa).
ASCE 7-1 O wind speed maps were changed from
those in
ASCE 7-05. ASCE 7-10 wind speed maps
incorporate a strength design approach where the 1.6 load
factor is included in the maps. The
2011 MSJC applied a
1.6 factor to the wind provisions in
the 2008 MSJC
edition to convert service level design wind pressure to
factored leve) design wind pressure. In the 2011
Code
edition, the referenced wind speeds from ASCE 7-10 are
strength levels, thus to use Figure CC.7.2-1,
the factored
design wind pressures would have to be divided by
1.6
to
determine an effective factor ofsafety.
'
50
4.6
100
9.3
~
¡....,
150
13.9
AreaofPanel
200
18.6
250
23.2
300
27.9
Figure 7.2-1
-Factored design wind pressurefor glass unit masonry

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
160
(7
.7)
140
(6.7)
ca-
120
Q.
(5
.7)
~
·¡¡;
c.
100
1![
:J
(4.8)
"'
"'
~
Q. 80
"O
(3.8)
~
.,
\ií
60
,!;;
(2
.9)
5
40
(1.9)
20
(.96)
o
o
COMMENTARY
~
·
X 10'
---
---
---
20
1.9
40
3.7
1

1
10' X 10
14' X 7'-4"
~
""'
.......
~
X 12'
---
---
---
---
l
-..._
1 ---.
r--
1 10 X 20' r--
1 -
:
16 X 16'
1
60
5.6
60
7.4
100 120 140 160 180 200 220 240 260 (ft
2
)
9.3 11.1 13.0 14.9 16.7 18.6 20.4 22.3 24.2 (m
2
)
Example
of
how
to
use
wind-load
resistance
curve:
lf
using a fa
ctored strength level design wind pressure of
32 psf
(1
,532 Pa), divide this by 1.6 to give 20 psf
(958 Pa), then multiply by a safety factor of 2.7. Locate 54 psf (2,586 Pa)
wind pressure (on vertical axis), read across to curve and read corresponding 144 -te
(13.37-m
2
) maximum area per
panel (on horizontal axis).
Figure CC-7.2-1 -G/ass masomy
ultimate wind
load resistance
CODE COMMENTARY
7.2.2 Exterior thin-unit pa
nels 7.2.2 Exterior thin-unit panels
C-171
The maximum area of
each individual thin-unit panel
shall be 100 ff
(9.29 m
2
) . The maximum dimension
between structural supports shall
be 15 ft
( 4.57 m) wide or
10 ft (3.05 m) high. Thin units shall not
be used in
app
lications wher
e the
factored design wind pressure
per
ASCE
7 ex
cee
ds 32
psf
( 1,532 Pa).
There is limited historical data for de
veloping a curve
for thin units. The
Committee recommends limiting the
exterior use
of
thin units to areas whe
re the factored
design wind pressure does not exceed 32
psf
(1
,532 Pa).
7.2.3 Interior
panels
7.2.3.1 When the factored wind pressure does
not exceed 16 psf
(768 Pa), the maximum area
of
each
individual standard-unit panel shall be 250 ff
(23
.22 m
2
)
and the maximum area of
each thin-unit panel shall be
150 ft
2
(1
3.94
m
2
).
The maximum dimension between
structural supports shall
be 25ft (7.62 m) wide or 20 ft
(6.1
O m) high.
7.2.3.2 When the factored wind pressure
exceeds 16 psf
(768 Pa), standard-unit panels shall
be
designed in accordance
with Se
ction
7.2.1 and thin-unit
panels shall
be designed in accordance with Secti
on 7.2.2.

C-172
CODE
7.2.4 Curved panels
The width of
curved panels shall
conform to
the
req
uirements of
Sections 7.2.1, 7.2.2, and 7.2.3, except
additiona
l structural supports shall
be provided at
Jocations where a curved secti
on joins a straight section
and at
inflection points in
multi-curved wall
s.
7.3 -Support
7.3.1 General requirements
Glass unit ma
sonry panels shall
be isolated so
that in­
plane loads are not
imparted to the panel.
7.3.2 Vertical
7.3.2.1 Maximum total defl
ection of
structural
members supporting glass unit masonry shall not exceed
l/600.
7.3.2.2 Glass unit masonry having an insta
lled
weight of
40 psf
(195 kg/
m
2
) or
less and a maximum
height of
12 ft
(3.7 m) shall be permitted to be
supported
on wood
construction.
7.3.2.3 A ve
rtical expan
sion joint in the glass
unit ma
sonry shall
be used to isolate the glass unit
masonry supported by wood construction from that
supported by ot
her
types of
construction.
7.3.3 Lateral
7.3.3.1 Glass unit masomy panels, more than one
unit wide or one unit high, shall
be laterally supported along
the top and sides of
the panel. Lateral support shall be
provided by panel anchors along the top and sides spaced not
more than 16 in. (406 mm) on center or by channel-
type
re
straints. Glass unit masonry panels shall
be recessed at least
1 in
. (25.4 mm) within channels and chases. Channel-
type
restraints must be oversized to
accommodate expansion
material in th
e opening, and packing and sealant between the
framing restraints and the glass unit masonry perimeter units.
Lateral supports for glass unit masonry panels shall
be
designed to resist appli
ed loads, or
a mínimum of
200 lb per
lineal ft (2919 N/m) of
panel, whichever is greater.
7.3.3.2 Glass unit masonry
panels that are no
more than one unit wide shall conform to
the requirements
of
Section 7.3.3.1
, except that lateral support at the top of
the panel is not required.
7.3.3.3 Glass unit masonry panels that are no
more th
an one unit high shall co
nform to the req
uirements
of
Section 7 .3.3 .1
, except that lateral support at th
e si des
of
the panels is not required.
7.3.3.4 Glass unit ma
sonry panels that are a
single glass masonry unit shall conform to the
requirements ofSect
ion 7.3.3.1, except that lateral support
shall not be provided by panel anchors.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
7.3-
Support
7.3.1 General requirements
7.3.2 Vertical
Support of
glass unit masonry on wood has
historically been permüted in model building codes. The
Code requirements for expansion joints and for asphalt
emulsion at
the sill isolate the
glass unit masonry within
the wood frarning. These requirements also reduce the
possibility of
contact ofthe
glass units and mortar with the
wood framing. The
height
lirnit of
12 ft. (3.7 m)
was
considered to be the maximum single story height.
7.3.3 Lateral
The
Codt: requires glass unil masonry panels Lo
be
laterally supported by panel anchors or channel-type
restraints. See Figures CC
-7.3- 1 and CC-7.3-2 for panel
anchor construction and channel-type restraint
construction, respectively. Glass unit masonry panels may
be laterally supported by either construction type or
by a
combinatíon of
construction types. The
channel-type
restraint construction can be
made of
any channel-shaped
concrete, masonry, metal, or
wood elements so long as
they provide the required lateral support.

BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTARY
COMMENTARY
Panel Anchorwith
12-in.
(305-mm) Minimum
Embedment
into Mortar
Joint
16 in. (406 mm) o. c. max.
spacing at
head and
jamb
Sea
lant (both sides)
Panel Reinforcement at
16 in. o. c. (406
mm)
Maximum Spacing
Asphalt Emulsion
Figure CC-7.3-1
-Panel anchor construction
Packing and
Sealant
(8oth
Sides) ----_1
Expansion strip
Channel fastener
Joint
Reinforcement
at
16
in
. (406 mm)
Maximum Spacing
Asphalt emulsion
Figure CC-7.3-2 -Channel-type restraint construction
C-173

C-174
CODE
7.4-
Expansion joints
Gla
ss unit masonry panels shall
be provided with
expansion j oints along the top and sides at structural
supports. Expansion j oin
ts shall have sufficient thickness
to accommoda
te displacements of the supporting
structure, but shall not be less than
3
/8 in. (9.5 mm) in
thickness. Expansion jo
ints shall
be entirely free of
mortar
or other debris and shall
be filled with resili
ent materi
al.
7.5 -Base surta ce treatment
The surf
ace on
which glass unit masonry
panels are
placed shall
be coa
ted with a wa
ter-based asphaltic
emulsion or other
elasti
c wa
terproofing material prior to
laying the first cour
se.
7.6-
Mortar
Glass unit masonry
shall be laid with Type S or
N
mortar.
7.7-
Reinforcement
Glass unit masonry panels shall
have hor
izonta
l j oin
t
reinforcement spaced not more th
an 16 in. (406 mm) on
center, located
in the mortar bed j oin
t, and extending the
entire length of
the pa
nel but not across ex
pansion jo
ints.
Longitudinal wires shall be lapped a minimum of
6 in.
(1
52 mm) at sp
lices. Jo
int rein
forcement shall be placed in
the bed joint immediately bel
ow
and above openings in
the panel.
The reinforcement shall
have not
less than two
par
all
ell
ongitudinal wir
es of
size Wl.
7 (MWll)
and ha ve
welded cross wires ofs
ize Wl.7
(MWII)
.
TMS 40
2-11
/ACI 530·11/ASCE 5·11
COMMENTARY
7.4-
Expansion jo
in
ts
7.5-
Base surface treatment
Current industry practice and recommendations by
glass
block manufacturers state that surfaces on
which glass unit
masonry is
placed be
coated with an asphalt emulsion
7
·
2
•
73
•
The asphalt emulsion provides a slip plane at the panel base.
This is
in
addition to the expansion provisions at head and
jamb locations. The asphalt emulsion also waterproofs
porous panel bases.
Glass unit masonry panels subjected to structural
in
vestigation
tests by
the National Concrete Masonry
Association
75
to confirm the validity and use ofthe
Glass Unit
Masonry Design Wind Load Resistance chart (Figure
CC-7.2
-1)
ofthe
Code, were constructed on
bases coated with
asphalt emulsion. Asphalt emulsion on glas
s unit masonry
panel bases is needed to be
consistent with these tests.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-175
CHAPTER 8
STRENGTH DESIGN OF AUTOCLAVED AERATED CONCRETE (AAC)
MASONRY
8.1 -General
8.1.1 Scope
CODE
This Chapter provides mínimum requirements for
design of
AAC masonry.
8.1.1.1 Except as stated elsewhere in this
Chapter, design of AAC ma
sonry shall
comply with the
require
ments of Chapt
er 1, excluding Secti
ons 1.1
2.1
, l.
12.2( d) and 1.14.2.
8.1.1.2 Desig
n of
AA
C masonry shall
comply
with Sections 8.1.2 through 8.1.9, and either Section 8.2
or
8.3.
8.1.2 Required
strength
Required strength shall be determined in
accordance
with the strength design load combinations of
the legall
y
adopt
ed building code. When the legally adopted building
code does not provide load combinations, structures and
members shall
be designed to resist the combination of loads
specified in ASCE 7. Members subject to compressiv
e axial
load shall
be designed for the maximum design moment
accompanyin
g the axial load.
The factored moment,
M,,
. shall
include the moment induced by relative lateral displacement
8.1.3 Design strength
AAC masonry members shall
be
pr
oportioned so that
the des
ign strengt
h equals or
exceeds the required
strengt
h. Design str
ength is th
e nominal strength
multipli
ed by the strength-reduction fa
ctor, rp,
as specified
in
Sec
ti
on 8.1.5.
8.1.4 Strengt
h ofjoi
nts
AAC masonry members shall be made of AAC
masonry units. The tensile bond strength of
AA
C masonry
joints shall
not be taken greater than the limits of
Section
8.1.8.3. When AA
C masonry units with a maximum height
of
8 in. (203 mm) (n
ominal) are used, head joints shall
be
permitted to be left unfilled between AAC masonry
units
laid in
running bond, provided that shear capacity is
calcul
ated usin
g the formulas ofthi
s Code corresponding to
that co
ndition. Ope
n head joints shall
not be perm
itted in
AA
C masonry not laid in running bond
.
COMMENTARY
8.1 -General
8.1.1 Scope
Refer to Section 8.1.1 O fo
r requirements fo
r corbels
constructed of
AAC masonry.
8.1.4 Strength ofjoints
Design provisions of Chapter 8 and prescriptive
seismic reinforcement
requirements of
Secti
on 1.1
8 are
based on monolithic behavior of
AAC ma
sonry. The
reduction in
shea
r st
rength of
AAC masonry shear wa
lls
laid
in running bond with unfill
ed head j oints is accounted
for in
Equation 8-l3
b. AAC masonry wall
s const
ru
cted
with AAC
masonry units greater in height than 8 in.
(203 mm) (nominal) with unfill
ed
head joints and AAC
masonry wa
lls not laid in running bond with unfilled head
j oin
ts do
not have
sufficient test data to develop design
provisions and thus are not permitted at
this time.

C-176
CODE
8.1.5 Strength-redu
ction factors
8.1.5.1 Anchor bo
lts -For cases where the
nominal str
engt
h of an anchor bolt is controlled by AAC
masonry breakout, rjJ
shall be taken as 0.50. For cases
where the nominal strength of an anchor bolt is controlled
by anchor bolt
steel, rjJ
shall
be taken as 0.90. For cases
where the nominal strength of an anchor bolt is controlled
by anchor pullout, rjJ
shall
be taken as 0.65.
8.1.5.2 Bearing-
For cases in
volving bearing
on AAC masonry, rjJ
shall be taken as 0.60.
8.1.5.3 Co
mbinations of
jlexure and ax
ial load
in unreinforced AAC masonry-
Th
e value of
rjJ
shall
be
taken as 0.60 for unreinf
orced AAC masonry designed to
resist fl
exure, axial load, or combinations thereof.
8.1.5.4 Combinations of
jlexure and
axial load
in
reinforced AAC masonry-The va
lue of
rjJ
shall
be
taken as 0.90 fo
r reinf
orce
d AAC masonry designed to
resist fl
exure,
axial load, or combinat
ions thereof.
8.1.5.5 Shear -The value of
rjJ
shall
be taken
as 0.80 for AAC masonry designed to res
ist shear.
8.1.6 Deformation
requirements
8.1.6.1 Dejlection of
unreinforced (plain) AAC
masonry -Defl
ecti
on calculations for unreinf
orced
(plain) AA
C masonry members shall
be based on
uncracked secti
on
properties.
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
8.1.5 Strength-reduction factors
The strength-reduction factor incorporates the difference
between the nominal strength provided in
accordance with
the provisions of
Chapter 8 and the expected strength of
the
as-built AAC masonry. The strength-reduction factor also
accounts for the uncertainties in
construction, material
properties, calculated versus actual member strengths, and
anticipated mode offailure.
8.1.5.1
Anchor bolts-
Anchor bolts embedded
in grout in AAC masonry behave like those addressed in
Chapter 3 and are designed identically. Anchors for use in
AAC masonry units are available from a variety of
manufacturers, and nominal resistance should be based on
tested capacities.
8.1.5.2 Bearing -The value of
the strength­
reduction factor used in bearing assumes that sorne
degradation has occurred within the masonry material.
8.1.5.3 Combinations of
jlexure and axial load
in unreinforced AAC masonry -The same strength­
reduction factor is used for the axial load and the flexura(
tension or
compression induced by bending moment in
unreinforced masonry elements. The lower strength­
reduction factor associated with unreinforced elements (in
comparison to reinforced elements) reflects an increase in
the coefficient of
variation of
the measured strengths of
unreinforced elements when compared to similarly
configured reinforced elements.
8.1.5.4 Combinations of
jlexure and axial load
in
reinforced AAC
masonry -The same strength­
reduction factor is used fo
r the axial load and the flexura!
tension or
compression induced by bending moment in
reinforced AAC masonry elements. The higher strength­
reduction factor associated with reinforced elements (in
comparison to unreinforced elements) reflects a decrease
in the coefficient of
variation of
the measured strengths of
reinforced elements when compared to similarly
configured unreinforced elements.
8.
1.5.5 Shear -Strength-reduction factors for
ca
lculating the design shear strength are commonly more
conservative than those associated with the design flexura(
strength. However, the capacity design provisions of
Chapter 8 require that shear capacity significantl
y exceed
flexura( capacity. Hence, the strength-reduction factor for
shear is taken as 0.80, a value 33 percent larger than the
historical value.
8.1.6 Deformation requirements
8.1.6.1 Dejlection of
unreinforced (plain)
AAC
masonry -The deflection calculations of
unreinforced
masonry are based on elastic performance of
the masonry
assemblage as outlined in
the design cr
iteria of
Section
3.2.1.3.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-177
CODE
8.1.6.2 Dejlection ol
reinforced AAC masonry
-Deflection calculations for reinforced AAC ma
sonry
members shall
be based on cracked section properties
including the reinforce
ment and grout. The flexura! and
shear stiffness properties assumed for deflection
calculations shall not exceed one-half of
the gross section
properties un
less a cracked-section analysis is performed.
8.1.7 Anchor bolts
Headed and bent-bar anchor bolts shall be embedded
in
grout, and shall be
designed in accordance with Section
3.1.6 using 1 ~
instead of
1 ~.
and neglecting th
e
contribution of
AAC to the edge distance and embedment
depth. Anchors embedded in AAC without grout shall be
designed using nominal capacities provided by
th
e anchor
manufacturer and verified by an independent testing
agency.
8.1.8 Material properties
8.1.8.1 Compressive strength
8.1.8.1.1 Masonry compressive
strength­
The specified compressive strength of
AAC maso
nry,
1 ÁA
c , shall equal or
exceed 290 psi (3.45 MPa).
8.1.8.1.2 Grout compressive strength -
Th
e specified compressive strength of
grout, 1 ~
,
shall
equal or exceed 2,000 psi (13.8 MPa) and shall
not exceed
5,000 psi (34.5 MPa).
8.1.8.2 Masonry splitting !ensile
strength-
The
spli
tting tensil
e strength ¡;
AA
C shall be determined by
Equation 8-1.
h AAC = 2
.4~
J AAC (Equation 8-1
)
8.1.8.3 Masonry modulus ol
mpture -The
modulus of
rupture, frAA
C , for AAC masonry elements
shall
be taken as twic
e the maso
nry splitting tensil
e
strength, ftAA
c . If
a section of
AAC masonry contains a
COMMENTARY .
8.1.6.2 Dejl
ection ol
reinlorce
d AAC
masonry-Values of
fetr
are typically about one-halfof
/K
for common configurations of
elements that are fully
grouted. Calculating a more accurate effective moment of
inertia using a moment curvature analysis may be
desirable for sorne circum
stances. llistorically, an
effective moment of
inertia has been calculated using net
cross-sectional area propertie
s and the ratio of
the
cracking moment strength based on appropriate modulus
of
rupture values to the applied moment resulting from
unfactored loads as shown in
the following equation. This
equation has successfully been used for estimating the
post-cracking flexura! stiffness of
both concrete and
masonry.
¡<IT
= /"(
~'J
+/
"H ~:
)}
/"$OSI
,
8.1.7 Anchor bolts
Headed and bent-bar anchor bolts embedded in
grout
in
AAC masonry behave like those addressed in Chapter 3
and are designed identically.
Anchors for use in
AAC
masonry units are available from a variety of
manufacturers.
8.1.8 Material properties
8.1.8.1 Compressive strength
8.1.8.1.1 Masonry compressive strength­
Research
8
.1
.
8
·
2
•
83
•
8
.4 has been conducted on
structural
components of
AAC masonry with a compressive strength
of290
to 1,500 psi
(2.00 to 10
.34 MPa). Design criteria are
based on these research results.
8.1.8.1.2 Grout compressive strength -
Since
most empirically derived design equations rel
ate the
calculated nominal strength as a function of
the specified
compressive strength of
the masonry, the specified
compressive strength of
the grout is required to be at least
equal to the specified compressive strength.
Additionally,
due to the hydrophilic nature of
AAC masonry
, care
should be taken to control grout
shrinkage by pre-wetting
cells to be grouted or by using other means, such as
non­
shrink admixtures. Bond between grout and AAC units is
equivalent to bond between grout and other masonry
un
i tss
.z.
8.3, 8.4.
8.1.8.2 Masonry splitting /ensile strength
-The
equation for splittin
g tensile strength is based on ASTM
e 1 006 tests
8
·
2
•
8
.4.
8.1.8.3 Masonry modulus ol ntpture -The
modulus of
rupture is
based on tests conducted in
accordance with ASTM C78
8
·
5
on AAC masonry
with
different compressive strengths
8
·
2
•
8
.4·
8
·
6
• Modulus of

C-178
CODE
Type
M or
Type S horizontal leveling bed of
mortar, the
value of
frAA
c shall not exceed 50 psi (345 kPa) at that
sec
tion. If
a section of
AAC masonry contains a horizontal
bed joint
of
thin-bed mortar and AAC, the value of
frAA
C
shall not exceed 80 psi (552 kPa) at that section.
8.1.8.4 Masonry direct shear strength -The
direct shear strength, fv,
across an interface of
AAC
material shall be determined by Equation 8-2, and shall be
taken as 37
psi (255 kPa) across an interface between
grout and AAC material.
fv = 0.15/
~c
(Equation 8-2)
8.1.8.5 Coefficient of
friction -The
coefficient
of
friction between AAC and AAC shall be 0.75
. The
coefficient of
friction between AAC and thin-bed mortar
or
between AAC and leveling-bed mortar shall be 1.0.
8.1.8.6 Reinforcement strength -Masonry
design shall be based on a reinforcement strengt
h equal to
the specified yield strength of
rei
nf
orcement, ¡;,,
which
shall not exceed 60,000 psi (41
3.7 MPa). The
actual yield
strength shall not exceed 1.3 multiplied by the specified
yield strength.
8.1.9 Nominal bearing strength
8.1.9.1 The
nominal bearing strength of
AAC
maso
nry shall be computed as f'AA
c multiplied by the
bearing area, Abr.
as defined in Section 1.9.5
8.1.9.2 Bearing for simply supported precast
jloor and roof
members on
AAC masonry shear wal/s -
The
following mínimum requirements shall apply so that
after the consideration ofto
lerances, the distance
from the
edge of
the supporting wall to the end of
the precast
member in the direction ofthe
span is not less
than:
For
AAC floor panels 2 in.
(51 mm)
For
solid or hollow-core slabs 2 in.
(51 mm)
For
beams or stemmed members 3 in.
(76 mm)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
rupture tests show that a thin-bed mortar joint
can fail
before the AAC material indicating that the tensile-bond
strength ofthe
thin-bed mortar is less than the modulus of
rupture ofthe
AAC. This critica! value is 80 psi (552 kPa).
The data are consistent with the formation of
cracks in
thin-bed mortar joints observed in
AAC shear wall
tests
8
·
2
•
8
.4
. Shear wall tests
8
·
2
show that when a leveling
bed is present, flexura! cracking capacity may be
controlled by the tensile bond strength across the interface
between the AAC and the leveling mortar, which is
usually less than the modulus of
rupture of
the AAC
material itself.
8.1.8.4 Masonry direct shear strength -The
equation for direct shear strength is based on shear
tests
8 2
•
8
.4. Based on tests by Kingsley et
al8.7,
interface
shear strength between grout and conventional masonry
units varíes from 100 to 250 psi (689 to 1,723 kPA).
Based on tests by Tanner
82
, interface shear strength
between grout and AAC material had a 5%
fractile (lower
characteristic) value of
37
psi (255 kPa). Based on
Kingsley's work, the value of37
psi (255 kPa) is probably
a conservative bound to the actual value; it can safely and
appropriately be used for AAC masonry.
8.1.8.5 Coefficient of
friction -The
coefficient
of
friction between AAC and AAC is based on direct
shear tests performed at The University ofTexas
at Austin
and. the coefficient of
friction between AAC and leveling
mortar is based on tests on shear walls at the same
institution.
8.1.8.6 Reinforcement strength -Research
111
conducted on reinforced masonry components used
Grade 60
steel. To be
consistent with laboratory documented
investigations, design is
based on a nominal steel yield strength
of
60,000 psi
(413.7 MPa). The limitation on the steel yield
strength of
130
percent ofthe
nominal yield strength limi
ts
the
over-strength that may be present in
the construction.
8.1.9 Nominal bearing strength
8.1.9.1 Commentary Section 1.9.5 gives further
information.
8.1.9.2 Bearing for simply supported precast
jloor and roof
members on AAC shear wal/s-Bearing
should be checked wherever floor or
roof
elements rest on
AAC walls. The
critica! edge distance for bearing and the
critica! section for shear to be used in this calculation are
shown in Figure CC-8.1-1.

BUILDING
CODE REQUIREMENTS FO
R MASONRY STRUCTURES ANO COMMENTARY
C-179
COMMENTARY
AAC
floor or
roof panel
Criticar
section
7/¡
45
° angle
f '<~
critica! edge distance for
bearing
Figure CC
-8.1
-1 Critica/ section at bearing of
AACfloor or
roofpanel on AAC wall
CODE
8.1.10 Corbels-
Load bearing corbels of
AAC
masonry shall
not be permitted. No
n-loadbearing corbels
of
AA
C masonry shall conform to the requirements of
Section 1.1
2.2(a) through 1.12.2(c). The back section of
the corbell
ed secti
on shall remain within V.
inch
of
plan e.
8.2 -Unreinforced
{plain) AAC
masonry
8.2.1 Scope
The requirements of
Section 8.2 ar
e in addition to the
requirements of
Chapter
1 and Section 8. 1, and govem
masonry design in which
AAC masonry is use
d to resist
tensil
e forces.
8.2.1.1 Strength for
resisting loads
Unreinforced (plai
n)
AAC masonry members shall be
designed usin
g the str
ength of
ma
sonry units, mortar, and
grout in
resisting design loads.
8.2.1.2 Strength contribution from
reinforcement -Stresses in reinforcement shall
not be
consid
ered effective in
resisting design loads.
8.2.1.3 Design criteria -Unreinforced (plai
n)
AAC masonry members shall be designed to remain
uncracked.
8.2.2 Flexura/ strength of
unreinforced (plain)
AAC masonry members
The foll
ow
ing assumptions shall
apply when
determining the fl
exural strength of
unreinforced (plain)
AAC masonry members:
(a) Strengt
h design of
mem
bers
for factored tlexure and
axial load shall be in accordance with prin
cipies of
engineerin
g mechanics.
COMMENTARY
8.1.10 Corbels-
Load bearing corbels of
AAC
masonry are not permitted due to the possibility of
a
brittle shear failure. No
n-load bearing corbels of
AAC
masonry are permitted, provided that the back section of
the corbelled wall remains plane within the code limits.
The relative ease in
which AAC masonry can be cut and
shaped makes this requirement practical.
8.2 -Unreinfo
rced {plain) AAC
masonry

C-180
CODE
(b) Strain in masonry shall be directly proportional to the
di
stance from the neutral axis.
(e) Flexura! tension in masonry shall be assumed to be
directly proportional to strain.
(d) Flexura! compressive stress in combination with axial
compressive stress in
masonry shall be assumed to be
directly proportional to strain. Nominal compressive
strength shall not exceed a stress corresponding to
0.85fA.4c .
(e) The nominal flexura! tensile strength of
AAC
masonry shall be deterrnined from Section 8.1.8.3.
8.2.3 Nominal axial strength of
unreinforced
(plain) AAC
masonry members
Nominal axial strength, Pn
, shall be computed using
Equation 8-3 or
Equation (8-4.
(a) For members having an hlr ratio not greater than 99:
P"
= 0+85A.f~
c
[~-c.:,)']}
(Equation 8-3)
(b) For members having an hlr ratio greater than 99:
8.2.4 Axial tension
The tensile strength of
unreinforced AAC maso
nry
shall be neglected in design when the masonry is
subjected to axial tension forces.
8.2.5 Nominal shear strength of
unreinforced
(plain) AAC masonry members
The nominal shear strength of
AAC masonry, V nAA
C ,
shall be the least of
the values computed by Sections
8.3.4.1.2.1 through 8.3.4. 1.2.3. In evaluating nominal
shear strength by Section 8.
3.4.1.2.3, effects of
reinforcement shall be neglected. The provisions of
8.
3.4.1.
2 shall apply to AAC shear walls not laid in
running bond.
8.2.6 Flexura/ crackin
g
The flexura( cracking strength shall be computed in
accordance with Section 8.3.6.5.
TMS 402·11/ACI 530·11/ASCE 5-11
COMMENTARY
8.2.4 Axial tension
Commentary Section 2.2.4 provides further information.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-181
CODE
8.3 -Reinforced
AAC
masonry
8.3.1 Scope
The
requirements ofthis
section are in addition to the
requirements of
Chapter 1 and Section 8.1
and govern
AAC ma
sonry design in which reinforcement is used to
resist tensile forces.
8.3.2 Desi
gn assumptions
The
following assumptions apply to the design of
reinforced AAC masonry:
(a) There is strain compatibility between the
reinforcement, grout, and AAC masonry.
(b) Th
e nominal strength of
reinforced AAC masonry
cross sections for combined flexure and axial load
shall
be based on
applicable conditions of
equilibrium.
(e) The maximum usable strain, &m
11
, at the extreme AAC
masonry compression fiber shall be assumed to be
0.003.
(d) Strain in
reinforce
ment
and AAC masonry shall
be
assumed to be directly proportional to the distance
from the neutral axis.
(e) Tension and compression st
resses in reinforce
ment
shall
be calculated as the product of
steel modulus of
elast
icity,
Es,
and steel strain, &
5
, but shall not be
greater thanfr.
Except as permitted in Section 8.
3.3.5
for determination of maximum area of
flexura!
reinforcement, the compr
essive str
ess of
ste
el
reinforcement shall
be neg
lected unless lateral
restraining reinforce
ment is provided in co
mpliance
with the requirements of
Section 1.14.1.4.
(f) The tensile strength of AAC masonry shall be
neg
lected in calculating axial and fl
exura] strength.
(g) The relationship between AAC masonry compressive
stress and masonry strain shall be assumed to be defmed
by the following: AAC masonry stress of
0.85 f ÁA
c
shall be assumed unif
ormly distributed over an
equivalent compression str
ess block bounded by edges
of the cross section and a straight line parall
el to the
neutral axis and Jocated
at a distance a = 0.67 e from the
fiber of
maximum compressive strain.
The distance e
from the fiber of
maximum strain to the neutral axis
shall
be measured perpendicular to the neutral
axis.
8.3.3 Reinforee
ment
requirements and
details
8.3.3.1 Reinforcing bar size limitations
Reinforcing bars used in AAC masonry shall
not be larger
than No. 9 (M#29). The nominal bar diameter shall
not
exceed on
e-eighth of
the nominal member thickness and
shall
not exceed one-quarter of
th
e least clear dimension of
COMMENTARY
8.3-
Reinforced
AAC
masonry
Provisions are identical to those of
concrete or clay
masonry, with a few exceptions. Only those exceptions
are addressed in
this Commentary.
8.3.2 Design assumptions
For
AAC, test results indicate that &mu
for Class 4
AAC masonry and higher is 0.003 and the value of
the
st
ress in the equivalent rectangular stress block is
0.85
f ÁA
c with a = 0.67c.
8
'
2
'
8
·
3
•
8
.4 Additional testing
88
has
indicated a E:m
11
of0
.0012 for Class 2 AAC masonry.
8.3.3 Reinforcement requirements and
details
8.3.3.1 Reinforeing bar
size limitations
Grout spaces may include, but are not limited to, cores,
bond beams, and coll
ar
jo
ints. At
sections containing lap
spli
ces, the maximum area of
reinforcement specified in

C-182
CODE
the grout space in which it is
placed. In
plastic hinge zones,
the area of
reinforcing bars placed in a grout space shall not
exceed 3 percent ofthe
grout space area. In other than plastic
hinge zones,
the area of
reinforcing bars placed in a grout
space shall not exceed 4.5 percent ofthe
grout space area.
8.3.3.2 Standard hooks -The equivalent
embedment length to develop standard hooks in tension,
le,
shall be
determined by Equation 8-5:
(Equation 8-5)
8.3.3.3 Development
8.3.3.3.1 Development of
tension and
compression reinforcement -The
required tension or
compression reinforcement shall be developed in
accordance with the following provisions:
The required development length of
reinforcement
shall be determined by Equation 8-6, but shall not be less
than 12 in. (305 mm).
(Equation 8-6)
KAA
c shall not
exceed the smallest of
the following:
the mínimum grout cover, the clear spacing between
adjacent reinforcement splices, and 9d
b.
and
y = 1.0 forNo.
3 (M
#10) through No. 5 (M#16) bars;
y = 1.3
forNo.
6 (M
#19) through No. 7 (M#22) bars;
y = 1.5 for No. 8 (M
#25) through No. 9 (M
#29) bars.
8.3.3.3.2 Developm
ent of
shear
reinforcement -Shear reinforcement shall extend the
depth ofthe
member Jess cover distances.
8.3.3.3.2.1 Except at wall intersections,
the end of
a horizontal reinforcing bar needed to satisf)r shear
strength requirements of
Section 8.3.4.1.2, shall be bent
around the edge vertical reinforcing bar with a 180-degree
hook. The ends of
single-leg or
U-stirrups shall be anchored
by one ofthe
following means:
(a) A standard hook plus an effective embedment of
ld/2.
The effective embedment of
a stirrup leg shall be
taken as the distance between the mid-depth of
the
mem
ber, d/2, and the start of
the hook (point of
tangency).
(b) For
No. 5 (M
#16) bars and smaller, bending around
longitudinal reinforcement thr
ough at Jea
st 135
degrees plus an embedment of
ld/3
. The
ld/3
embedment of
a stirrup Je
g shall be taken as the
distance between mid-depth of
the member, d/2, and
the start ofthe
hook (point oftangency).
TMS 402-11/ACI 530-11/ASCE 5·11
COMMENTARY
the Code may be doubled.
8.3.3.3.1 Development of
tension and
compression reinforcement-Development and lap splice
detailing provisions for conventional masonry are
calibrated to the masonry assembly strength, f'm, which
includes the contribution of
each constituent material
(unit, grout, and mortar). Due to the low compressive
strength of
AAC, however, the AAC
masonry component
is ignored and the calibration is based onf'g·

BUILDING
CODE REQ
UIREMENTS FOR
MASONRY
STRUCTURES ANO COMMENTARY
CODE
(e) Between the anchored ends, each bend in the
co
ntinuous
portion of a transverse U-stirrup shall
enclose a long
itudinal bar.
8.3.3.3.2.2 At wall
intersections,
horizontal reinforcing bars needed to sa
ti
sfy shear strength
requirements of
Section 8.3.4.1.2 shall
be bent around the
edge vertical reinforcing bar with a 90-degree standard
hook and shall extend horizontally into the intersecting wall
a mínimum di
stance at least equal to the development
length.
8.3.3.4 Splices -Reinforcement spli
ces shall
comply with one ofthe
following:
(a) The
mínimum length of
lap for bars shall
be
12
in.
(305 mm) or
the development length determined by
Equation 8-6, whi
chever is greater.
(b) A welded splice shall have the bar
s butted and welded
to develop at least
125
percent of
the yield
st
rength,
¡;,,
of
the bar in tension or
compression, as required.
(e) Mechanical splices sha
ll
ha
ve
the bars connected to
deve
lop at least 125 percent of
the yield strength, ¡;,,
ofthe
bar in tension or
compression, as required.
8.3.3.5
Maximum reir¡forcement
percentages -
The ratio of
reinforcement, p, shall
be calculated in
accordance
with Section 3.3.3.5 with the following exceptions:
The
maximum usable strain, &mu
, at the extreme
masonry compression fiber shall be
assumed to be
0.0012 for Class 2 AAC masonry and 0.003 for Class
4 AAC ma
sonry and higher.
The
strength of
the compression zone shall be
ca
lculated as 85
percent off
ÁA
c multiplied by 67
percent ofthe
area ofthe
compression zone.
8.3.3.6 Bundling of
reinforcing bars
Reinforcing bars shall not be
bundled.
8.3.4 Design ofbeams, piers, and columns
Member
design forces shall be based on an
analysis that considers the re
lative stiffness of
stru
ctural
members. The calcu
lation of
lateral stiffness shall include
the contribution of
beams, piers, and columns. The effects
of
cracking on
member stiffness shall be
considered.
8.3.4.1 Nominal strength
8.3.4.1.1 Nominal axial and flexura!
strength-
The nominal axial strength, Pn,
and the nominal
flexural strength, Mn,
of
a cross secti
on shall be determined
in
accordance with the design assumptions of
Section 8.3.2
and the provisions of
Section 8.3.4.1. For any value of
nominal flexura!
st
rength, the corresponding ca
lculated
nominal ax
ial strength shall be
modified for the effects of
slendemess
in
accordance with Equation 8-7 or
8-8. Th
e
nominal flexural strength at any section along a member
shall not be less than one-fourth of
the maximum nominal
COMMENTARY
C-1
83

C-184
CODE
fl
exura! strength at the critica! section.
The nominal axial compressive strength shall
not
exceed Equation 8-7 or Equation 8-8, as appropria
te.
(a) For members having an hlr ratio not greater than 99:
(Equation 8-7)
(b) For members having an hlr ratio greater th
an 99:
(Equation 8-8)
8.3.4.1.2 Nominal shear st
rength
-
No
minal shear st
rength, Vn,
shall be computed using
Equation 8-9 thr
ough Equation 8-12, as appropriate.
VIl
= VIIAA
C + V li
S (Equation 8-9)
where V,,
shall
not exceed the foll
owin
g:
(Equation 8-1
O)
At an interface of
AAC and thin-bed mortar or
leveling-bed mortar, the nominal sliding shear strengt
h
shall
be calculated using Equation 8-1 O and using the
coefficient offr
iction from Section 8.1.8.5.
(b) Where M,/ ( V,,
d.) :S:
0.25:
Vn
:S:
6An ~
~~
e
(Equation 8-1
1)
(e) Where M,
/ ( V,
, d.,)
~
1.0
(Equation 8-12)
(d) The maximum va
lu
e of
Vn
for M,/(V,, d.,)
between
0.25 and 1.0 shall
be permitted to be lin
earl
y
interpolated.
The nominal masonry shear strength shall
be taken as
the least of
the va
lues computed using Section 8.3.4.1.2.1
and 8.3.4.1.2.2.
8.3.4.1.2.1 Nominal masonry shear
st
rength as governed by web
-shear cracking -No
minal
masonry shear strength as govemed by web-shear cracking,
V,IAA
c , shall
be
comput
ed usin
g Equation (8-13a
) fo
r AAC
masonry with mortared head joints, and Equation (8-13b)
for masonry with unmortared headjo
in
ts:
VnAA
C =0.95
/w t~f
:.Uc
1+ &
2.4 f:.U
c lwt
(Equation 8-13a)
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
8.3.4.1.2 Nominal shear strength -The
nominal shear strength of
AAC walls is based on testing at
UT
Austin
8
·
2
•
8
.4.
Test results show that factory-installed,
welded-wire reinforcement is developed primarily by
bearing of
the cross-wires on the AAC material, which
normall
y crushes before the longitudinal wires develop
significant stress. Therefore, the additional shear strength
provided by the horizontal reinforcement should
be
neglected. Joint-type reinforcement will
probably behave
similarly and is not recommended. In contrast, deforrned
rein
forcement placed in grouted bond beams is effective
and should be included in computing Vns.
The upper limit on V"'
defined by Equation 8-10, is
based on sli
ding shear. Flexura! cracking can result in an
unbonded interface, wh
ich typically occurs at a horizontal
jo
int in a shear wall. For this reason, the shear capacity of
an AAC bed joint is conservatively limited to the
frictional resistance, without considering initial adhesion.
The sliding shear capacity should be based on the
frictional capacity consistent with the perpendicular force
on the compressive stress block, including the
compressive force required to equilibrate the tensile force
in
the flexura! reinforcement. Dowel action should not
be
included.
8.3.4.1.2.1 Nominal masonry
shear strength as governed by web-shear cracking -
Equations 8-13a and 8-13b were developed based on
observed web shear cracking in shear walls tested at
the
University of
Texas at Austin
8
·
2
•
8
·
4
and Hebel
AG
8
·
9
in
Gerrnany. During testing at the University of
Texas at
Austin, flexur-shear cracking of
AAC shea
r walls was
observed, as predicted, in 6 shear wall
tests
8
·
1
•
8
·
2
•
8
·
3
• The
presence of
flexur-shear cracks did not reduce the strength
or stiffness of
tested AAC shear walls. Another AAC
shear wall tested by Cancino
8
·
8
performed in a similar
manner. The results in
both testing efforts indicate the

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTA
RY C-185
CODE
VnAAC =0.661"'
~
~
~~
C
]+
~
2. ~~
AC
1,.
t
(Equation 8-13b)
For AAC masonry not laid
in
running bond, nominal
mas
onry shear strength as govemed by web-
shear cracking,
VnAAC, shall be computed using Equation 8-13c:
Vn
AAC = 0.9 ~
f~
c
A
11
+ 0.05Pu (Equation 8-13c)
8.3.4.1.2.2 Nominal shear strength as
governed by crushing of
diagonal compressive strut -
For walls with M,/(V
11
dv)
< 1.
5, nominal shea
r str
ength,
VnAA
C,
as governed by crushing of
a di
agonal strut, sha
ll
be computed as foll
ows:
' h·l
2
VnAAC = 0.17
j AA
C t 2 3w
2
h +(-
;¡
lw)
(Equation 8-14)
For wa
ll
s with M,/(Vudv) equal to or exceeding 1.5,
capacity as governed by crushing of
the diagonal
co
mpressive st
rut need not be calculated.
8.3.4.1.2.3 Nominal shear strength
provid
ed
by
shear reinforcement -Nominal shear
Strength prOV
id
ed by reinf
OrCe
ment, V
11
s , Shall be
computed as foll
ows:
Vns = O.s(
~v
)f
yd v (Equation 8-15)
Nominal shear st
rength provided by
reinforcement,
Vns,
shall in elude only deformed reinforcement embedded
in
grout for AAC shear wa
lls.
COMMENTARY
hysteretic behavior was not changed after the formation of
flexure-shear cracks. Thus, flexure-shear cracking does
not constitute a limit state in AAC masonry and design
equations are not provided.
Masonry units not laid in running bond may exhibit
discontinuities at head jo
ints. The nominal masonry shear
strength calculation for AAC masonry not laid in
running
bond considers the likelihood ofvert
ical disconti
nui
ties at
head joints and is based on test results for AAC walls
made of
vertical panels with open vertical joints between
sorne panels.
8.3.4.1.2.2 Nominal shear strength as
governed by
crushing of
diagonal compressive strut -
Thi
s mechanism limits the shear strength at large levels of
axial load. It was based on test results
8
·
2
, using a diagonal
strut width of
0.251,.
based on
test observations.
8.3.4.1.2.3 Nominal shear strength
provided by sh
ear reinforcement -Equation 8-15
is
based on Equation 3-24. Equation 3-2
4 was developed
based on results of
reversed cyclic load tests on
masonry
wall
segments with ho
ri
zontal reinforcement distributed
over their heights. The reason for the 0.5 efficiency
factor
is the non-uniform distribution of
tensile strain in the
horizontal reinforcement over the height of
the element.
The formation of
an inclined diagonal compressive st
ru
t
from one comer of
the wall segment to the diagonally
opposite comer creates a strain field in
which the
horizontal shear rein
forcement at the top and bottom of
the segment may not yield. For
that reason, not all of
the
horizontal shear
reinforcement in the wall may be full
y
effective or efficient in resisting shear forces.
AAC masonry walls diff
er
from concrete masonry
wall
s and
clay masonry wa
ll
s in that horizontal joint
reinforcement is not used for horizontal shear
reinforcement.
For reasons of
constructability, AAC walls
are traditionally reinforced horizontally with deformed steel
reinforcing bars in grout-fill
ed bond beams. In addition, the
st
rength of
the thin set AAC mortar exceeds the strength of
the AAC masonry units, which
would suggest that AAC
walls will
behave in
a manner similar to reinforced
concrete. Assembl
age testing conducted on AAC masonry
wall
s also suggested that horizontal joint reinforcement
provided in
concrete bond beams could be fully effective in
resisting shear. For this reason, earli
er
additions ofthe Code
presented Equation 8-15 without the 0.5 efficiency factor,
mimicking the rein
forced concrete design equati
on for
strength provided by shear reinforcement.

C-186
CODE
8.3.4.1.2.4 Nominal shear strength
govemed by out-of-plane loading shall be computed as
follows:
VnAAC = 0.8 J j'
AAC bd
(Equation 8-16)
8.3.4.2 Beams -Design of
beams shall
meet
the requirements of
Section 1.1
3 and the additional
requirements of
Sections 8.3.4.2.1 through 8.3.4.2.5.
8.3.4.2.1 The factored axial compressive
force on a beam shall
not exceed 0.05 Anf
ÁAc.
8.3.4.2.2 Longitudinal reinforcement
8.3.4.2.2.1
The variation in
longitudinal reinforcing bars shall
not be
greater than one bar
size. Not more than two bar sizes shall
be used in
a beam.
8.3.4.2.2.2 The nominal flexura!
strength of
a beam shall
not be less than 1.
3 multiplied by
the nominal cracking moment of
the beam, Mcr. The
modulus of
rupture, frAA
c , for this ca
lcul
ation
shall be
determined in accordance with Section 8.1.8.3.
8.3.4.2.3 Transverse reinforcement
Transverse reinforcement shall be provided where V,,
exceeds rp
VnAA
C. The factored shear, Vu, shall
include the
effects of
lateral load. When transverse reinforcement is
required, the following provisions shall
apply:
(a) Transverse reinforcement shall
be a single bar with a
180-degree hook at each end.
(b) Transverse reinforcement shall be hooked around the
longitudinal reinforcement.
(e) The mínimum area
of
transverse reinforcement shall
be 0.0007 bd
•.
( d) The first transverse bar shall not be located more than
one-fourth ofthe
beam depth, d. , from the end ofthe
beam.
(e) The maximum spacing shall not exceed the lesser of
one-half
the depth of
the beam or 48 in. (1
2 19 mm).
8.3.4.2.4 Construction -Beams shall
be
fully grouted.
8.3.4.2.5 Dimensionallimits -The nominal
depth ofa
beam shall
not be less than 8 in. (203 mm).
8.3.4.3 Piers
8.3.4.3.1 The factored axial compression
TMS 402-111ACI 530-111ASCE 5·11
COMMENTARY
Although this appeared reasonable in the original
judgment of
the committee, no tests have been performed
with AAC masonry walls having deformed horizontal
reinforcement in concrete bond beams Until such testing
is
performed, the 0.5 efficiency factor is being included in
Equation 8-15
to be consistent with design procedures
associated with concrete masonry and el
ay
masonry, and
to provide a conservative design approach.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-187
CODE
force on the pi
ers shall not exceed 0.3
Anf
ÁA
c .
8.3.4.3.2 Longitudinal reinforcement -A
pier subjected to in-plane stress reversals shall be
reinforced symmetrically about the geometric center oft
he
pier. The longitudinal reinforcement of
piers shall comply
with the foll
ow
in
g:
(a) At least
one bar sha
ll be provided in each end ce! l.
(b) The
mínimum area of
longitudinal
reinforcement
shall be 0.0007 bd.
8.3.4.3.3 Dimensional limits -Dimensions
shall be in
accordance with the following:
(a) The
nominal thickness of
a pier shall not be less than
6 in. ( 152 mm) and shall not exceed 16
in. ( 406 mm).
(b) The
distance between lateral supports of
a pier shall
not exceed 25
multiplied by the nominal thickness of
a pier except as provided for in
Section 8.3.4.3.3(c).
(e) When the distance between lateral supports of
a pier
exceeds 25 multiplied by the nominal thickness of
the
pier, design shall
be based on the provisions of
Section 8.3.5.
(d) The nominal length of
a pier shall not be less than
three multiplied by its nominal thickness nor greater
than six multiplied by its nominal thickness. The clear
height of
a pier shall not exceed five multiplied by its
nominal Iength.
Exception: When the factored axial force at
the
location of
maximum moment is less than
0.05
f '.«cAg, the length of
a pier shall be permitted
to be taken equal to the thickness ofthe
pier.
8.3.5 Wall designfor out-ofplane
Ioads
8.3.5.1 Scope -The
requirements of Section
8.3.5 are for the design ofwa
lls for out-of
-plane loads.
8.3.5.2 Maximum reinforcement The
maximum reinforcement ratio shall be determined by
Section 8.3.3.5.
8.3.5.3 Moment and deflection calculations -
Moment and detlection calculations in Section 8.3.5.4 and
8.3.5.5 are based on simple support conditions top and
bottom. For other support and fixity conditions, moments,
and detlections shall be calculated using established
principies of
mechanics.
COMMENTARY
8.3.5.3 Moment and deflection calculations­
This section only includes design equations based on
walls having simple support conditions at
the top and
bottom of
the walls. In actual design and construction,
there may be varying support conditions, thus changing
the curvature of
the wall under lateral Ioading. Through
proper calculation and using the principies of
mechanics,
the points of
in
tlection can be determined and actual
moments and deflection can be calculated under different
support conditions. The
designer should
examine moment
and deflection conditions to locate the critica] section
using the assumptions outlined in Section 8.3.5.

C-188
CODE
8.3.5.4 Walls with factored axial stress of
0.20 f ÁA
c or less -The procedures set forth in
this
section shall
be used when the factored axial load stress at
the location of
maximum moment satisfies the
requirement computed by Equation 8-17.
( ;:
} 0.20fÁAc
(Equation 8-1
7)
When the ratio of
effective height to nominal
thickness, hit, exceeds 30, the factored axial stress shall
not exceed 0.05 f ÁAc
Factored moment and axial force shall be determined
at
the midheight of
the wall and shall be used for design.
The factored moment, Mu,
at the midheight of
the wall
shall be computed usi
ng Equation 8-18.
(Equation 8-18)
Where:
(Equation 8-19)
The deflection due to factored loads ( b;,)
shall
be
obtained using Equations (8-24 and 8-25) and replacin
g
Mser
with M,,
and 6:,
with b;,
.
The design strength for out-of-plane wa
ll
lo
ad
ing
shall be in accordance
with Eq
uation 8-20.
(Equation 8-20)
The nominal moment shall
be ca
lcul
ated using
Equations 8-21 and 8-22 if
the reinforcing steel is pl
aced
in the center ofthe
wall.
Mn
=
(A
sfy+Pu{d-~J
(Pu
+Asfy
)
a =...:....
__
__..:;...;..
0.85/
~c
b
(Equation 8-21)
(Eq
uation 8-22)
The nominal shear strength
for out-of-plane loads
shall
be determined by Section 8.3.4.1.
2.4.
8.3.5.5 Deflections -The horizontal midheight
deflection, Os,
under service lateral and
service axial loads
(without load factors) shall
be limited by the relation:
(Equation 8-23)
P-delta effects shall
be included in deflection
calcul
ation. The midheight defl
ection shall
be computed
using either Equation 8-24 or Equati
on 8-25, as
applicable.
(a) Where Mse
r < Mcr
TMS 402-11/ACI 530-11/ASCE 5-11
COMMENTARY
8.3.5.4 Walls with factored axial stress of
0.20 /'AAC or less -For hit ratios greater than 30, there is
an additional limitation on the axial stress. There are
currently no strength design provisions for axial stress
greater than 0.20 f 'AA
c . The required moment due to
lateral loads, eccentricity of
axial load, and lateral
deformations are assumed maximum at mid-height of
the
wall.
In
certain design conditions, such as large
eccentricities acting simultaneously with small lateral
loads, the design maximum moment may occur elsewhere.
When this occurs, the designer should use the maximum
moment at the critica! section rather than the moment
determined from Equation 8-18. The design formulas
provide procedures for determining the nominal moment
strength. These formulas take into account the effect of
verticalloads increasing the capacity ofthe
section.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
t5
= 5M
•• ,h
2
S 48E
AA
CJ g
CODE
(b) Where Mcr
< Ms
er < M,.
t5,.=
5Mcrh2 +5(Mser-Mcr)h2
48
EAA
c f g 48EAA
C]cr
(Equation 8-24)
(Equation 8-25)
The cracking moment of
the wall shall be computed
using Equation 8-26, where J,.AAc
is given by Section
8.1.8.3:
M cr = s,.(frAAC + ~)
(Equation 8-26)
lf
the section of
AAC masonry contains a horizontal
leveli
ng bed, the valu
e of
J,.AA
c shall
not exceed 50 psi
(345 kPa).
8.3.6 Wa/1
designfor in-plane loads
8.3.6.1 Scope -The requirements of
Section
8.3.6 are for the design ofwalls
to resist
in-plane loads.
8.3.6.2 Reinforcement -Reinforcement shall
be in accordance with the following:
(a) Reinforcement shall
be
provided perpendicular to
the
shear reinforcement and shall
be
at least equal to one-third
Av
. The reinforcement shall
be
uniformly distributed and
shall not exceed a spacing of8
ft (2.44 m).
(b) The maximum reinforcement ratio shall
be
determined in accordance with Section 8.3.3.5.
8.3.6.3 Flexura/ and axial strength -The
nominal fl
exura( and axial strength shall
be determined in
accordance with Section 8.3.4.1.1.
8.3.6.4 Shear strength -The nominal shear
strength shall
be computed in
accordance with Section
8.3.4.1.2.
8.3.6.5 Flexura/ cracking strength -The
flexural crackin
g strength shall be computed in
accordance with Equation 8-27, where J,.AA
c is
giv
en by
Section 8.1.8.3:
V
e
r=~~
(frAAC + ~)
(Equation 8-27)
If
the section of
AAC masonry contains a horizontal
leveling bed, the value of
J,.AA
c shall
not exceed 50 psi
(345 kPa).
COMMENTARY
C-189

C-190
CODE
8.3.6.6 The maximum re
in
forcement
requi
rements of
Secti
on 8.3.3.5 shall not apply if a shear
wall
is designed to satisfy the requirements of Secti
ons
8.3.6.6.1 through 8.3.6.6.4.
8.3.6.6.1 The need for speci
al boundary
elements at the
edges of shear wa
ll
s shall be evaluated in
accord
ance wi
th Secti
on 8.3.6.6.2
or 8.3.6.6.3. The
requirements of Section 8.3.
6.6.4 shall al so be satisfied.
8.3.6.6.2 This Secti
on appli
es to wall
s
bending in si
ngle curvatu
re in which th
e fl
ex
ura! limit
state response is governed by yielding at the base of
the
wall.
Wall
s not satisfying those requirements shall
be
designed in accordance with Section 8.3.6.6.3.
(a) Special bo
undary elements shall
be provided over
portions of
compression zones where:
and e is calculated for the P, given by ASCE 7 Load
Combinati
on 5 (1.2D + l.OE + L + 0.2S)
or the
corresponding st
rength design load combin
ati
on of
th
e legall
y adopted building code,
and the
corresponding nominal moment strength, Mn,
at the
base critica
! secti
on. The loa
d factor on L in Load
Co
mbinati
on 5 is reducible to 0.5, as per exceptions
to Secti
on 2.3.2 of ASCE 7.
(b) Where special boundary elements are requi
red by
Secti
on 8.3.6.6
.2 (a), th
e special boundary element
rei
nf
orcement shall
extend verti
call
y fro
m th
e cri
tica!
section a distance no
t less than the large
r of
!,.
or
M,/4V,,.
8.3.6.6.3 Shear walls not designed to the
provisions of
Secti
on 8.3.6.6.2 shall
have special
boundary elements at boundaries and edges around
openings in
shea
r wall
s where the maximum extr
eme fi
ber
compressive str
ess, corresponding to factored forces
in
cluding ea
rthquake effect,
exceeds 0.2J'AAC. The
special boundary element shall
be perrnitted to be
discontinued where the calculated compressive stress is
less than 0.15 f ÁA
c . Stresses shall
be calcul
ated for the
factored forces usin
g a linea
rly elas
ti
c model and gross
secti
on properties. For wall
s with fl
anges, an effective
fl
ange width as defined in Secti
on 1.9
.4.2.3 shall
be used.
8.3.6.6.4 Whe
re special boundary elements are
required by Section 8.3.
6.6.2 or 8.3.6.6.3, (a) through (d)
shall
be satisfi
ed and tests shall
be perf
orrn
ed to verify
the
strain capacity
ofthe
element:
(a) The special boundary element shall
extend
hori
zontally from th
e extreme compression fi
ber a
di
stan ce not less than the larger of (e -0.
11
,.)
and
c/2.
TMS 402-11/AC1
530-11
/ASCE 5-11
COMMENTARY
8.3.6.6 Wh
ile requirements for confined
boundary elements have not been developed fo
r AAC
shear walls, they have not been developed for
conventional masonry shear wall
s either, and the
monolithic nature of
AAC shear walls favors possible
applications involving boundary elements. Also see
Commentary Sectio
n 3.3.6.5.
8.3.6.6.1 See Commentary Section 3.3.6.5.2.
8.3.6.6.2
See Commentary Section
3.3.6.5.3.
8.3.6.6.3 See Commentary Section 3.3.6.5.4.
8.3.6.6.4 See Commentary Section 3.3.6.5.5.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
CODE
(b) In flanged sections, the special boundary element
shall
include the effective flange width in
compression and shall
extend at least 12 in.
(305 mm)
into the web.
(e) Special boundary element transverse reinforcement at
the wa
ll
base shall extend
into the support at least the
development length of
the largest longitudinal
reinforcement in the boundary element unless the
special
boundary element terminates on a footing or
mat, where special boundary element transverse
reinforcement shall extend at least 12 in.
(305 mm)
into the footing or
mat.
(d) Horizontal shear reinforcement in
the wall web shall
be anchored to develop the specified yield st
rength,
¡;,
, within the confined core ofthe
boundary element.
COMMENTARY
C-191

C-192 TMS 402-11/ACI 530-11/ASCE 5-11
APPENDIXA
Ap
pendix A is intentionall
y left blank.
In
the previous edition ofthi
s standard, provisions for the design of AAC Masonry were included in
Appendix A.
Those provisions have been moved into Chapter 8 in
this edition.
As
such, this Appendix has been maintained to redirect users to Chapter 8 for AAC Masonry provision.

BUILDING
CODE REQUIREMENTS FOR MASONRY
STRUCTURES ANO COMMENTARY
C-193
APPENDIX B
DESIGN OF MASONRY INFILL
CODE
8 .1 -General
B.l.l
Scope
This chapter provid
es mínimum requirements for the
st
ructural design of
concrete and clay masonry infills,
either non-participating or participatin
g. Infills shall
comply with the requirements of
Chapter 1, Section B.!,
and either Section B.2 or
B.3.
B.l.l.l
Except
as stated elsewhere in this
Appendi
x, design of
masonry infill
shall
comply with the
requirements of
Chapter 1, excluding Secti
ons 1.1
2,
1.
13,
1.14 and l.
15
.
B.l.l.2
Design of
masonry infill shall comply
with Section B.l
and either Section B.2 or B.3.
B.l.2
Required strength
Required strength shall
be determined in
accord
ance
with the strength design loa
d combin
ations of
the legal!
y
COMMENTARY
8.1-
General
B.l.l
Scope
The
provisions of
Appendix B outlin
e a basic set of
design provisions fo
r masonry infill based upon
experimental research and anecdotal performance of
these
masonry assemblies. The
provisions address both non­
participating infills, which are structurally isolated from
the lateral force-resisting system, as well as participating
infill
s, which are used to resist in-plane forces due to wind
and earthquake. While masonry infills have been a part of
contemporary construction for nearly a century, research
investigations into their performance, particularly during
seismic ev
ents, is still ongoing. A comprehensive review
of
available research data on the performance of
masonry
infills is provided by Tucker
8
·
11
•
As with masonry systems designed by other chapters
of
the Code, masonry infill must al so be designed per the
applicable requirements of
Chapter l.
By
reference to
Chapter 1, masonry infill must comply with the
prescriptive requirements of
Section 1 .1 8 for seismic
design and detailing. This includes the prescriptive
detailing requirements of
Section 1.18.3.1 for non­
participating infills and Section 1.18.3.2 for participating
infills. Properly detailed masonry infills have shown
co
nsiderable
system ductility
8
·
12
• When participating
infills are used to resist in-plane loads as part of
a concrete
or steel frame structure, a hybrid system is effectively
created that
may not otherwise be defined in
Table 12.2-1
of
ASCE 7 for seismic force-resistance. Until further
research is completed, the Committee recommends using
the smallest R and Cd
value for the combination
of
the
frame and masonry infill
be used to design the system.
Over time, masonry materi
als expand and contract due
to fluctuations in temperature and moist
ure content as
discussed in Code Commentary Sections 1.8.3, 1.8.4, and
1.8.5. Volumetric changes in
the masonry infill will open
and close the gap between the infill and the bounding
frame, which can have a significant impact on the strength
and performance of
the infill assembly. Such volumetric
changes must be considered as required by Section 1.7.5.
The provisions and design equations of
this Appendix
are applicable only to clay and concrete masonry infill.
These req
uirements have not been verified for their
applicability to other infill material
s, including AAC
maso
nry.
B.1.2 Required
strength

C-194
CODE
adopted building code. When the lega
ll
y adopted building
code does not provide load combinations, structures and
members shall
be designed to resist the combination of
loads specified in ASCE 7 for strength design.
B.1.3 Design strength
Infills shall be proportioned
so that the
de
sign
strength equals or
exceeds the required strengt
h. Design
strengt
h is the
nominal strength multiplied by the strength­
reduction factor,q:í,
as specified in
Section B.l.4.
B.1.4
Strength-reduction factors
The
value of
q:í
shall be taken as 0.60, and applied to the
shear, flexure, and axial strength of
a masonry infill panel.
B.l.S
Limitations
Partial infills and infills with openings sha
ll not
be
considered as
part
of
the lateral force-resisting system.
Their
effect on the bounding frame, howe
ver, shall be
considered.
8.2
-Non-participat
ing
infills
No
n-participating infills shall comp
ly with the
requirements of
Sections B.2.1 and B.2.2.
B.2.1 In-plane isolation joints for
non-participating
infills
B.2.1.1 In-plane iso
lation joint
s shall
be
designed between the infill and the sides and top of
the
bounding frame.
B.2.1.2 In-plane iso
lation j oin
ts shall be
specified to be at
least 3/8 in. (9.5 mm) wide in
the plane
of the
infill, and shall be sized to
accommodate the design
displacements of
th
e bounding frame.
B.2.1.3 In-plane iso
lation joints
shall
be free
of
mortar, debris, and other rigid materials, and shall be
perm
itted to
cont
ain
resilient
material, provided that the
compressibility of
that material is considered in
es
tab
lishing the required size oft
he j oint.
B.2.2 Design of
non-participating infills for
out-of­
plane loads
Co
nnectors supporting non-part1c1pating infills
against out-of-plane loads shall be designed
to meet the
requirements of
Sections B.2.2.1 through B.2.2.4. The
infill shall
be designed
to meet the req
uireme
nts of
Section B.2.2.5.
B.2.2.1 The connec
tors shall
be attached to
the
bounding frame.
B.2.2.2 The connectors shall not
transfer in­
plane forces.
TMS 402-11/ACI530-11/ASCE 5-11
COMMENTARY
B.1.4 Strength-reduction factors
See Code Commentary Section 3.1.4. The strength
reduction factor applies only to the design of
the masonry
infill. The strength reduction factors for the anchorage (Section
3.1.4.1) and bearing (Section 3.1.4.2) remain unchanged.
B.l.S
Limitations
Structures with partial-height infills have generally
performed very poorly during seismic events. Partial­
height infills create short columns, which attract
additional load due
to their increased stiffness. This has
led to
premature colurnn failure. Concrete columns
bounding partial-height infills are particularly vulnerable
to shear failure.
8
·
1
8.2 -Non-part
icipating
infills
B.2.1 Jn-plane isolation joints for
non-participating
infills
To
preclude the
unintentional transfer of
in-plane
loads from the bounding frame to
the
non-participating
infill, gaps are
required between the
top and sides of
the
masonry infill assembly. These gaps must be free of
materials that could transfer loads between the infill and
bounding frame and must be
capable of
accommodating
frame displacements, including inelastic deformation
during seismic events.
B.2.2 Design of
non-participating infills for
ou
t-of­
plane loads
Mechanical connection between the infill and
bounding frame is required for out-of-plane support of
the
masonry. Masonry infill can
be modeled as
spanning
vertically, horizontally, or
both. Connectors are required
only along the
perimeter of
the
infill parallel to the
direction ofthe
design span.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-195
CODE
8 .2.2.3 The connectors shall
be designed to
satiscy th
e requirements of ASCE 7.
8 .2.2.4 The
connectors shall
be spaced at a
maximum of
4 ft
(1.22 m) along the supported perimeter
ofthe
infill.
8.2.2.5 The infill shall be designed to resist
out-of
-plane bending between connectors in accordance
with Section 3.2 for unreinforced infill or Secti
on 3.3 for
rei
nf
orced infi
ll.
8 .3 -Participating
infills
Participating infills shall
comply with the
requirements of
Sections B.3.1 thr
ough B.3.6.
8.3.1 General
Infills with in-plane isolation joints not meeting the
requirements of
Section B.2.1
shall
be considered as
participating infill
s. For
such infills the displacement shall
be taken as the bounding frame displacement minus the
spec
ified width of
the gap between the bounding column
and infill.
8 .3.1.1 The
maximum rati
o of
the nominal
vertical dimension to nominal thickness of
participating
infills shall
not exceed 30.
8.3.1.2 Participating infills that are not
constructed in
contact with the bounding beam or slab
adjacent to their upper edge shall
be designed in
accordance with Section B.3.1.2.1 or B.3.1.2.2.
8.3.1.2.1 Where the specified gap
between the bounding beam or slab at
the top of
the infill
is less than 3/8 in. (9.5 mm) or the gap is not sized to
accommodate design displacements, the infill shall
be
designed in
accordance with Sections B.3.4 and 8.3.5,
except that the ca
lculated stiffness and str
engt
h shall
be
multiplied by a factor of0.5
.
8.3.1.2.2 lf
the gap between the infill and
the overlying bounding beam or
slab is sized such that in­
plane forces cannot be transferred between the bounding
beam or slab and the infill, the infill shall
be consid
ered a
partial infill and shall
comply with Secti
on B.1.5.
8.3.2 ln-plane connection requirements for
participating infil/s
Mechanical co
nnecti
ons between the infill
and the
bounding frame shall
be
permitted provided that they do
not transfer in-plane forces between the infill and the
bounding frame.
COMMENTARY
8.3-Participating infills
8.3
.1 General
Flanagan and Bennett (1999a)
8 2
tested an infilled
frame with a 1.0-inch gap between the infill and column.
Once the gap was closed, the specimen performed like an
infilled frame with no gap.
8 .3.1.1 The
maximum permitted ratio of
height
to thickness is based on practica! conditions for stability.
8.3.1.2.1 Dawe and Seah (1989a)
8
.3
noted
a slight decrease in stiffness and strength when a bond
breaker (a
polyethylene sheet) was used at the top
interface. Riddington (1984)
8
.4 showed an approximate
50%
decrease in stiffuess but little reduction in
peak load
with a top gap that was 0.1% of
the height of
the infill.
Dawe and Seah ( 1989a)
8
·
3
showed an approximate 50%
reduction in sti
ffness and a 60% reduction in st
rength with
a top gap that was 0.8% of
the height of
the infill. A top
gap that is in
compli
ance with Section 8.2.
1.2 is generally
Jess than 0.5% of
the infi
ll
height. Thus, a 50% reduction
in
strength and stiffness seems appropriate.
8 .3.1.2.2 In cases where the gap at the top
of
the
infill is sufficiently large so that forces cannot be
transferred between the bounding frame or beam and the
masonry infill, the infill is considered to be partial infill
and not permitted to considered part of
the lateral force­
resisting system.
8.3
.2 Jn
-plane connection requirements for
participating infil/s
The modeling provisions of
Appendix B for
participating infills assume that in-plane Joads are resisted
by the infill by a diagonal compression strut, which does
not rely upon mechanical connectors to transfer in
-plane
load. While mechanical connections, in
cluding the use of

C-196
CODE
B.3.3 Out-of-plane connection requirements for
par
ti
cipating infills
B.3.3.1
Participating infills shall be
supported out-of
-plane by connectors attached to the
bounding frame.
B.3.3.2 Connectors providing out-of
-plane
support shall
be designed to satisfY
the requirements of
ASCE 7.
B.3.3.3 Conn
ectors providing out-of
-plane
support shall be space
d at a maximum of 4 ft (1.22 m)
along the supported perimeter ofth
e infill.
B3.4
Des
ign
of
participating
infills for
in-plane forces
B.3.4.1 Unless the sti
ffness of the infill is
obtained by a more comprehensive analys
is, a
participating infill shall be analyzed as an equiva
lent strut,
capable of resist
ing co
mpression only; whose width is
calcul
ated using Equation B-1
; whose thickness is the
specified thickness of
the infill; and whose elastic
modulus is the elastic modulus of the infill.
0.3
(E
quation B-1) W;n¡
where
(Equation B-2)
B.3.4.2 Design forces in
equivalent struts, as
defined in Secti
on 8.3.4.
1, shall
be determined
from an
elastic analysis of
a braced frame including such
equivalent struts.
B.3.4.3 V,,;n¡s
hall
be the small
est of(a),
(b),
and (e):
(a
) (6.0 in.)
tnetinff'm (Equation B-3)
(b) the calcul
ated horizontal component of
the force in
the equi
valent strut at a horizontal racking
displacement of
1.0 in. (25 mm)
(e) ~
1.
5
(Equati
on B-4)
where Vn
is the small
est nominal shear st
rengt
h from
Section 3.2.4, ca
lculated along a bed j oint of
the
TMS 402-11/ACI 530-11/A
SCE 5-11
COMMENTARY
reinforcement, are permitted, they must be detailed to
preclude load transfer between the infill and bounding
frame. This is because mechanical connectors between the
infill and frame can cause premature damage along the
boundaries of
the infill under in-plane loading
8
.3
. This
damage actually reduces the out-of-plane capacity of
the
infill, as the ability of
the infill to have arching action is
reduced.
B.3.3 Out-of-plane connection requirements for
partícipating infills
B.3.4.3 The
capacity of
the infill material is often
referred to as comer crushing, although the failure may
occur elsewhere as well. Flanagan and Bennett (1999a)
8
·
2
compared six methods for determining the strength of
the
infill material to experimental results of
structural clay tile
infills in steel frames. The
method given in the Code is the
simplest method, and also quite accurate, with a
coefficient of
variation of
the ratio of
the measured
strength to the predicted strength of
the infill of
24%.
Flanagan and Bennett (2001)
8 5
examined the
performance of
this method for predicting the strength of
58 infill tests reported in
the literature. Clay tile, clay
brick
, and concrete masonry infills in both steel and

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C·197
CODE
equivalent frame.
B.3.5 Design of
frame elements with participating
infillsfor in-plane loads
B.3.5.1 De
sign each frame member not in
contact with an infill for shear, moment, and axial force
not less than the results from the equivalent strut frame
analysis.
B.3.5.2 Design each bounding co
lumn and
beam or
slab in
contact with an infill for shear
and
mome
nt equal to
not
less than 1.1
times the results from
the equiva
lent
strut frame analysis, and for axial
force not
less than the re
sults from that analysis. In addition,
augment the design shear at each end ofthe
column by the
hori
zontal componen
t of
the equiva
lent strut force acting
on that end under design loads.
B.3.5.3 Design each beam in contact with an
infill for shear and moment equal to not less than 1.1
times
the results from the equivalent strut frame analysis, and for
an axial force not less than the results from that analy
sis. In
addition, augment the design shear at each end ofthe
beam
by the ve
rtical component of
the equiva
lent strut force
acting on th
at end under design loads.
B.3.6 Design of
participating infills for
out-ofplane
forces
The
nominal out
-of-plane flexura) capacity to
resist
out-of
-plane forces of
the infill per
unit area shall
be
determined as:
1 os(
r'
)o.1s
2 ( aarch Parch )
q,
¡nr
= Jm
l;nr
~+~
mr
mf
(Equation B-5)
where:
COMMENTARY
concrete boundin
g frames were examined. For the 58
tests
considered, the coefficient of
vari
ation of
the ratio of
measured to predicted strength of
the infill was 21%.
Flanagan and Bennett ( 1999a)
8 2
determined that in­
plane displacement is a better indicator of
infill
performance than in-plane drift (displacement divided by
height). This was based on comparing the results of
approximately 8-ft high (2.4 m)
infill tests to 24-ft (7.3 m)
high infill tests on similar material. Thus, a displacement
limit rather than a drift limit is given in
the Code. As a
general rule, the strength ofthe
infill is reached at smaller
displacements for stiffer columns. For more flexible
columns, the strength of
the infill is controlled by the
displacement limit of
1.0 inch (25 mm).
Equation B-4 is intended to
address shear failure along
a bed joint. The
use of
a formula from Section 3.2 is not
intended to imply that infills are necessarily unreinforced.
Shear resistance along a bed joint
is similar for the
equations of
Section 3.2 and Section 3.3, and the former
are more clearly related to
failure along a bed joint.
B.3.6 Design of
participating infills for
out-ofplane
forces
lt
is not appropriate to calculate the out-of
-plane
flexura) capacity of
unreinforced masonry infills using
values for flexura) tensile capacity. The
predominant out
­
of-plane resisting mechanism for masonry infills is
arching. Even in
fills with dry-stacked block have been
shown to have signifi
cant out-of
-plane st
rengt
h (Dawe and
Seah, 1989b )
8 7
•
The out-of
-plane resistance of
masonry infill as
calculated by Equation B-5 is based upon an arching

C-198
CODE
(Equation B-6)
f3arch = -
1
-(Ebb
fbb
l¡~f
)
02
5
< 35
/inf
(Equation B-
7)
In
Equation B-5, f;n¡
shall
not be
taken greater than
118
hn¡
. When colurnns of
different cross-sectional
properties are used on either side of
the infill, average
properties shall
be used to calcul
ate this capacity. When
beams of
different cross-sectional propertie
s are used
above and below the infill, average properties shall be used
to calcul
ate this capacity. In the case of
a single story
frame, the cross-sectional properties oft
he bounding beam
above the infill shall be used to calculate this capacity.
When a side gap is
present, a.arch
shall
be taken as
zero.
When a top gap is present, f3arch
shall
be taken as zero.
TMS 40
2-11
/ACI530-11/ASCE 5-11
COMMENTARY
model of
the infill in the bounding frame and therefore
neglects the contribution of
any reinforcement that may be
present in
the infill in determining the out-of-plane
flexura! strength of
participating infill. Masonry infill may
require reinforcement, however, to resist out-of-plane
flexure between points of
connection with the bounding
frame, or to meet the prescriptive seismic detailing
requirements of
Section 1.17.
The thickness used in
computations of
out-of-plane
flexura! resistance is
limited because infills with low
height-to-thickness ratios are less influenced by membrane
compression and more influenced by plate bending.
The out-of-plane flexura! capacity of
the masonry
infill is
determined based on the work of
Dawe and Seah
s.
7
• They first developed a computer program based on a
modified yield line analysis that included the flexibility of
the bounding frame. The program coincided quite well
with their experimental results, with an average ratio of
observed to predicted capacity of
0.98 and a coefficient of
variation of
6%. Dawe and Seah then used the program for
an extensive parametric study that resulted in the
empírica) equation given here.
Two other equations are available. The first, proposed
by Abrams et al.
(1993) s.
6
, is
used in
ASCE 41
6
·
10
• The
second was proposed by Klingner et
al. (1997)
6
·
9
. In
Flanagan and Bennell
(1999b)
68
, ea<.:h
of
these three
proposed equations is
checked against the results of
31
experimental tests from seven different test programs
including clay brick infills in concrete frames, clay tite
infills in
steel frames, clay brick infills in steel frames, and
concrete masonry infills in steel frames. Flanagan and
Bennett (1999b) s.s
determined that Dawe and Seah's
equation is
the best predictor of
out-of-plane strength, with
an average ratio of
observed to predicted strength of
0.92,
and a coefficient of
variation of
0.28. The coefficient of
variation of
observed to predicted capacity was 28%.
Results are summarized in
Figure CC-BJ
-1. The
experimental tests involved infills with height-to-thickness
ratios ranging from 6.8 to
35.3. Sorne infills had joint
reinforcement, but this did not affect the results. Two of
the
specimens had a top gap. Arching still occurred, but was
one-way arching. The code equation is
thus quite robust.

BUILDING CODE REQUIREMENTS FOR MASO
NRY ST RUCTURES ANO CO
MMENTARY
2
1.8
1.6
a;
ti
1.4
~
1.2
o..
.......
1
4>
0.8
~
o 0.6
0.4
0.2
o
3 5 7 9
COMMENTARY
11
13 15 17
19
21 23 25 27
29
31
Test
Number
Figure CC-B.J-1: Ratios of
observed to predicted strengths[fY infills loaded out-ofplane
(Flanagan and
Bennett 1999b) .a
C-199

C-200 TMS 402-11/ACI 530-11/ASCE 5-11
This page is intentionally left blank.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY
Code Equation No.
or
Section No.
1.8.2.2.1
1.8.2.3.1
1.8.2.4
(1-1)
(l-
2a)
(l-
2b)
(l-
3a)
(1-3b)
(1-4)
(1-5)
(2-1)
(2-2)
(2-3)
(2-4)
(2-5)
CONVERSION OF INCH-POUND UNITS TO
SI UNITS
The equations in this Code
are for use
with the specifi
ed inch-pound
units only. The equivalent units for
use with SI
units follow.
SI Unit
Units
Equivalent
Equation
E.,
= 70
0 f'.,
for clay masonry
f'.,
in MPa
E.,
= 900 f'm
for concrete maSOf!l)'
EAA
C = 887.8 lf'
AAC
)
06
f'AAcin
MPa
5
00
!~
/'
gi
n MP
a
1.17
= ~
.(
: : r +/"H :: )}
~.
I.ff
in
mm
4
1
11
in
mm
4
lcr
in
mm
4
Me, in N-mm
M
0in N-mm
'·lf
Z = 0.2(lejf
+ 2d
V)
leff
in mm
(l
) When 1 ~-
< 2 d,,inmm
d.
z inmm
'
'·lf
leff
in
mm
(2) Wh
en - < 1 z = 0.6/eff
d. in
mm
d.
'
z inmm
'·lf
Z = 0.2{¡
eff
+ 1.5
d v)
leff
in
mm
(1)Wh
en 1
~-<3
d. in
mm
d.
'
zi
nmm
t.IJ
l,ffin mm
(2) When - < 1
Z = 0.5/eff
d,,inm
m
dv
'
zi
nmm
AP,
=.,.
t;
Ap
1inm m•
lb in mm
A = 1r
ti.
A . 2
pv
mmm
pv
2 !be
in mm
Ap
1 in mm
2
Bab
= 0.11AP, g
B06
in Newtons
..J1:
in
MPa
A
6 in mm
2
B., = 0.6A
6f y Bas
in Newtons
/yinMPa
Ap
1 in mm
2
Bab
= 0 .11
AP,
g
Ba
h in Newtons
fJ::
inMPa
f'.,
inMP
a
Ba
p = 0.6/'m e
6d
6 + 0.83tr(/
6 + e
6 + d
6)d
6
e6 in
mm
d6 in mm
hin mm
Bap
in Newtons
A6 in mm
2
B
0
, = 0.6Ab/y
Bas
in Newtons
J;,
inMPa
C-201

C-202 TMS 402-11/ACI 530-11/ASCE 5-11
Co
de Equation
No. SI
Unit
Units
or
Section No. Equivale
n t Equation
Apv
in mml
(2-6) Bab
= 0.1
1AP,,.¡;:
Bab
in Newtons
Rz
in
MPa
Bab
= 1072VJ~
,Ab
Bah
in Newtons
(2-7)
~
f~A
b
in New
tons
Bvpry
= 2.0Bab
= 2.5Apl.¡;:
Ap
1in
mm
l
(2-8)
Ba
b in
Newtons
Bvpry
in
Newtons
Rz
inMPa
Ah in
mm¿
(2-9) B,
s = 0.36Abf
y
Bas
in
Newtons
fv
inMPa
ba
in
Newtons
(2-10) .!!_g_
+ .!2..
~
1 b" in Newtons
Ba Bv
Ba
in Newtons
Bv in
Newtons
2.1.5
.2.2( e) 0.108
~
spec
i
fie
d
unit compressive
strength of
header inMPa
db
in
mm
(2-11) Id
=0.22ddFs Fs inMPa
Id
in mm
Av~
0.4{
~:
J
Av in
mm
2
b..,
inm
m
s in mm
2.1.
7 .4.1.5(b)
/yinMPa
s~(~J
dinmm
8/}b ~
b
is dime
nsionl
ess
dbin mm
2 Rz
inMPa
Id=
I.Sd
b /yY
(2-12)
Kg
/y
in MPa
Ki
nmm
Id
in mm
Il.59A
,c
11.59A
As
e in mm
2
(2-1
3)
~
= 1.
0 - wh ere d
2
S se ~
1.
0
d2.5
dbin mm
b b
Fa
in MPa
(2-14)
fa +
fb~
1
Fb in MPa
Fa
Fb
la
in MPa
Ji,
in MPa
(2-1
5) P
~
(X)P,
P in Newtons
P, in Newtons
Fo
·(Y.lr+-c.:J
]
FainMPa
(2-16)
f'm in MPa
h in mm
rinmm
( J
Fa
in
MPa
_
1
, 70r f'm in MPa
(2-17)
Fa-(X)J
m h
hin
mm
r inmm
(2-1
8) Fb
=(X)¡
,;
,
F b in MPa
f'm in MPa

BUILD
ING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTAR
Y C-203
Code Equ
atio
n No. SI U nit
Units
or Section No. E qui
valent Equation
E, in MPa
e in
mm
(2-19)
P. r/
E,,l
, ( 1-0.577::_ r
hin
mm
h
2
r
/ in mm
4
Pe in Newtons
r inmm
binmm
VQ
fv
in MPa
(2-20) /.,
=-¡¡;
1, in mm
4
" Q in mm
3
V in Newtons
2.2.5.2(a) 0.125¡¡;;
R,
inMPa
Answer in
MPa
A, in mm
2
2.2.5.2(c) 255 + 0.45 N.,! A,
Nv
in Ne
wt
ons
Answer in k.Pa
A, in mm
2
2.2.5.2(d) 255 + 0.45 Nv
!A
, Nv
in Newtons
Answer in k.Pa
A,
in mm'
2.2.5.2(e) 41
4 + 0.45 N.,
!A, Nv in Newtons
Answer in k.Pa
A,
in m m
2
A
51 in mm
2
Pa
= (0.25/~A,
+
0.65A
s
,F
s
{
l
-c:~r
r]
Fs inMPa
(2-21)
f',
in
MPa
hin
mm
Pa in Newtons
rinmm
A, in mm'
As
1 in mm
2
Pa= (0.25 ü,
. An + 0.65 Ast
F
s)
C~r
r
Fs in
MPa
(2-22)
f',
in
MPa
hin
mm
Pa in Newtons
rinmm
nf,;,
¡;,in MPa
Pmax =
2/y(n+f~)
f',
inMPa
(2-23
)
!,,
V
b,
in mm
(2-24) f.
,=
- d.,
in mm
A,.
, fvin MPa
V in Newtons
Fv in MPa
(2-25) Fv =F.,,+
F.,,
F,.
, in
MPa
F ,,
5inMPa

C-204 TMS 402-11/ACI 530-11/ASCE 5-11
Code
Equation
No. SI Unit
Units
or
Section No. Eq
ui
valent
Eq
uation
dinmm
F,,in
MPa
(2-26) Fv
~
0.25.¡¡:: For MI( Vd)
:S
0.25
M in
Newton-mm
V in
Newtons
.¡¡:::
in
MPa
dinmm
FvinMP
a
(2-27) Fv
=0.18.¡¡::
For MI( Vd)
?.
1.0
M in Newton-mm
V in Newtons
.¡¡:::
inMPa
An
in mm
2
dinmm
Fvm
=0.042[(4.0-
1.
75(~))~]+0.25
~
F,., inMPa
(2-28)
M in
Newton-mm
P in
Newtons
V in
Newtons
.¡¡:::
inMPa
An
in mm
2
dinmm
F.,
=
0.02{(4.0-1.75(~))~]+0.25
~
F,., in
MPa
(2-29)
M in Newton-mm
P in
Newtons
V in Newtons
.¡¡:::
inMP
a
An in mm
2
Av in mm
2
(2-30)
( AvFsd)
di
nmm
Fv
s=
0.5
--
F, in MPa A
11
s
Fvs
in MPa
smmm
A . ::<
p1mmm
(3-1)
Banb
= 0.33Aptg
.¡¡:::
inMPa
Banb
in Newtons
(3-2) Bans
=Ab/y
Ab in
mm
2
/y
in MPa
Ban.•
in Newtons
A . ~
z
p
1mmm
(3-3) Ba
nb
= 0.
33Ap
tg .¡¡:::
inMP
a
Banb
in Newtons
f'.,
in MPa
Banp
= 1.
5/
', e
6d
6 +2
.071f
(1
6 +e
6 +d
6)d
6
eb
in mm
(3-4) db in mm
hin
mm
B
01
,n in Ne
wtons
Ab in mm
2
(3-5) Bans
= Abfy
/yin
MPa
Ba"'
in Newtons
Ap
v in
mm
2
(3-6) Banb
= 0.
33
A pv
g .¡¡:::
inMPa
Banb
in Newtons

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTAR
Y C -205
Code
Equation
No. SI
Unit
Units
or
Section No. E quivalent
Eq
uati
on
Ab in mm
2
(3-7)
Bvn
c = 3216 Vf'
m Ab
Bl'll
c in Newtons
f'm in
MPa ~
¡,;,Ab in Newtons
Ap
1 in
mm"
(3-8) Bvnpry
= 2.0Banb
= 0.67 Apt
g
.¡¡::
in MPa
Ban
b in
Newtons
Bvn>rv
in Newtons
Ab
in mm
2
(3-9) Bvns
= 0.6Ab/
y ¡;,in
MPa
Bvn.r
in Newtons
boj
bv
¡
ba¡
in
Newtons
(3-10)
bv¡
in Newtons
--
+--
5 1
(J
Ban
(J
BV/1
8
011
in Newtons
8 ,
11
in Newtons
Pn in
Newtons
P. o 0.80 { 0.80A
. J~
[ 1-c
:oJ
])
h
An
in
mm
2
(3-11) For -599
f'm in MPa
r
hin
mm
rmmm
Pn in Newtons
P. o oso(
080A.J~C~'
n
h
An
in mm
2
(3-1
2) For ->9
9 f'm in
MPa
r
hin
mm
rmmm
(3
-13) M e=
8M,
Me in
N-mm
M,
in N-mm
Ó=
1 A
11
in mm
2
P,
f'm in
MPa
(3-14)
1-
A/'
COrr
P, in Newt
ons
hin
mm
n m h
rinmm
3.2.4(a) 0.33A
11
.¡¡::
in
N
An
in mm
2
f'm in MPa
3.2.4(b) 0.83A
11
in
N An in mm
2
3.2.4(c) 0.26A
11
+0.45N,
in N
An in mm
2
N, in Ne
wtons
3.2.4(d) 0.26A
11
+ 0.45N,
in
N
A
11
in
mm
2
N, in Newtons
3.2.4(e) 0.414A
11
+0.45N, in
N
A
11
in
mm
2
N,,
in
Newtons
3.2.4(f) O.
l03A
11
inN
An
in mm•
(3-15) '· = 13 db
l. in
mm
db in
mm
db in mm
2 .¡¡::
in MPa
I d =
l.5db /yY
(3-16)
K.¡¡:
¡;,in MPa
K in mm
ld
in
mm
e;=
1.0
-11
.59Asc where ll.59Asc
O Ase
in mm
2
(3-17)
dl.5
dl
·5 :$
l.
db in mm

C-206 TMS 402-11/ACI530
-11/ASCE 5-11
Code
Equation
No. SI
Unit
Units
or
Section No. Equivalent Equation
A,
in
mm
2
Ast in
mm
2
P. ~
0.80
[
0.80/~
(A.
-A.,)+ f,A., l[ 1-e.:,
n
f',
in
MPa
(3-18) /y in
MPa
P, in
Newtons
hin
mm
rin
mm
A,
in
mm
2
As1 in
mm
2
p/1
= 0.80 [o
.8o¡,;,
(A,-
AS/)+ !y
As/ 1( ?~r
r
f',
in
MPa
(3
-19) /y in
MPa
P, in
Newtons
hin
mm
rmmm
V,.,
in
Newtons
(3
-20) V,=
v,m
+V/I
S V,
5 in
Newtons
V,
, in
Newtons
Anv
in
mm
M,,
in
N-mm
V,,
in
Newtons
(3-21)
Vn
~
0
.
5A
,.
g
For
Mu
O d. in
mm
--
~
.25.
Vud
v V,
in
Newtons
..JY::
inMPa
A,.
in
mm
M,,
in
N-mm
V
11
~
0.3
3A, • .¡¡;:
M u ~ LOO
.
V"
in
Newtons
(3-22) For
d. in
mm
Vud
v
V, in
Newtons
..JY::
inMPa
A,.
in
mm
M
11
inN-mm
V,,
in
Newtons
(3
-23) v,m
=0
.083[4.0-
1.
7{
MI/ )]A
II.g,
+0.25?,,
d. in
mm
V/Id
V P,
in
Newtons
V, , in Newtons
..JY::
inMPa
A.
in
mm
'
v"s
= o.5(
~·
)1y
d.
/yinMPa
(3-24) d.
in mm
sin
mm
Vn
.• in
Newtons
[ ;;
)~
0.20/
~
P
11
in
Newtons
(3-25) Ag in
mm
2
f'm in
MPa
hin
mm
w,in
N/mm
w,h
2
p e, p
0
P,
1
in
Newtons
(3
-26)
M"
e, in
mm
=-
8- + •if2+
. 11 11
P,
in
Newtons
ó,
, in
mm
M
11
in
N-mm
P
11
in
Newtons
(3-27) P,,
= p uw
+ puf P,
1
in
Newtons
P,"' in
Newtons

BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES (TMS 402/
ACI 530/ASCE 5) C-207
Code Equation No. SIUnit
Units
or
Section No
. Equivalent Equation
(3-28) tSS
~
0.007 h
Ós in
mm
hin
mm
t5
, in mm
hin
mm
2
(3-29)
t5
= 5M
5cr
h
For M
scr~
M
cr
Emin MPa
5
48Emfg fg
in mm
4
M.
e,
in
N-mm
Mc,
in N-mm
t5
, in mm
t5
5Mcrh2 5(M
ser-Mcr)b2
hin
mm
S=
+ ~n
i
nMPa
(3-30)
48Emf
g 48Emf cr
1
8
in mm
4
Mser
in
N-mm
For Mcr
<Ms
er
<Mil Mc,
inN-
mm
Mn
in
N-mm
le,
in mm
4
le,
in
mm
4
A , in mm
2
J = { r!,+ ¡;
1
'P
}d-
c)
2
+be'
Pu in
Newtons
(3-31)
fsp in
mm
cr
f 2d 3 t;
in MPa
y
d inmm
e in mm
bin
mm
e in mm
A,.
f y + pu
A , in mm
2
(3-32) e=
t;
in MPa
0.64 f'
m b Pu in
Newtons
Fm in MPa
bin
mm
Pu
~
0.10 A
8
f
~
Pu in
Newtons
3.3.6.5.1 A
8
in mm
2
Pu
~
0.05 A
8
f~n
f;uin
MPa
M . ~
1.0
MuinN-mm
3.3.6.5.1 Vu in
Newtons
V.d
,
lwin
mm
A n in mm
2
~
~
0
.25~
.rz:
and M. ~
3.0
f'm in
MPa
3.3.6.5.1 ~.d
,
lw in
mm
Muin
N-mm
v;
, in Newtons
einmm
3.3.6.5.3 (a) e~
Jw hwin mm
600 (Cdt5n
e f h.v}
lw
in
mm
Óne
in
mm
a in mm
f,, in MPa
A . 2
fpsAps
+ J_;,A,.
+ P¡J
ps
lnm
m
(4-1) a
t;
in
MP
a
0.8 f;J
b A
5in mm
2
Pu in Newtons
f~
1
in
MPa
bin
mm

C-208 BU
ILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402/ACI 530/ASCE 5)
Code Equation No. SIUnit
Units
or Section No.
Equivalent Equation
Mn
in
N-mm
f,, in MPa
A . 2
Mn
= (rp
sAps + fyAs
+ Pu{
d ~)
ps
mmm
(4-2)
fy
in
MPa
A , in mm
2
Pu in
Newtons
dinmm
ammm
¡;,,in MPa
f.e
in MPa
dinmm
(4-3)
F ~
F +{6,900{ ~
lt'f
""
~"'
l
IPin mm
ps
se
1 bdf
J;,u
in MPa
p m
A . 2
ps
mmm
binmm
f
~,
inMP
a
f, = 0.2 ~
/AAC
/¡'inMPa
(8-1)
~
IAA
cin
MPa
(8-2) f v =0.
15 f~A
C
f.,
in MPa
fÁAcin MPa
hin
mm
P,,
~
oso{oss~
,
r.,cH
,~
J])
rinmm
(8-3) An
inmm
2
FAAcinMPa
Pn in Newtons
hin
mm
P.
~
oso[o•,...,
,AA~
7
~')']
rinmm
(8-4) A n in mm
2
fÁAcin
MPa
Pn in Newtons
(8-5) le=
13db
l. in mm
dbin mm
Id,
in mm
1.5d
/ fyy
dbinmm
Id=
KAA
cinmm
(8-6)
KAA
cR
fy
in MPa
~
1 g in
MPa
hin
mm
rinmm
P. = o.so
[o
.ss
1 ._.,(A,
-A,)+
fA,
[ 1-c
~J
l
A n in
mm
2
(8-7) A ,
1in
mm
2
fy
in
MPa
fÁAc
in MPa
Pn in Newtons
hin
mm
ri
nmm
Anin
mm
2
(8-8)
~
. {70rr
Ast
in mm
2
Pn
= 0.80 0.85 fAA
c(
An-
A
51
) + fy A
51 h
fy
in MPa
fÁAcin
MPa
Pn in Newtons
Vn
in Newtons
(8-9) ~
= ~1AA
C
+
~
s
vnAAc
in Newtons
Vn
s in Newtons

BUILDING CODE REQUIREMENTS FOR MA
SO
NRY STRUCTURES (TMS 402/ACI 530/ASCE 5) C-209
Code Equation No
. SIUnit
Units
or
Section No
. Equivalent Equation
(8-1
O)
~ =f.lAACpu
Vn in Newtons
P,
, in
Newtons
~
i
n
Newtons
(8-1
1) ~~
$ 0.5An
~
f'.vt
c ~
/A
AC
in MPa
An in mm
2
Vn in Newtons
(8-12) ~
$ 0
.
33A
11
~
f~AC
~
!AAC
in
MPa
A , in
mm
2
VnAAc
in
Newtons
¡-¡;::::
pu
Pu in
Newtons
(8-13a) VnAAc=
0.08 /IV
t 1 + ¡-¡;::::
~
/AA
C in
MPa
V 0.2
[AAC
/IV
t
fwin mm
t inmm
~AA
C
in Newtons
V¡"L4A
C=
0.055/IV ~
~
~A
C
'
p
Pu in Newtons
(8-13b)
1+ /1
~
.{,¡A
C in
MPa
0.2
~
fAA
C Jw
t
lwin
mm
tin
mm
~AA
c
in Newtons
VnAA
C = 0.075
~
i::Uc
An
+ 0.05Pu
Pu in
Newtons
(8-13c)
~
.{,¡A
C in
MPa
An in
mm
2
VnAAc
in Newtons
1 [ h(l,.)
'
f'.4A
cin
MPa
(8-14)
tin
m in
m
~
A
AC=
170000 AAC
t
2
hin
mm
,i
+e~v)
lwin
mm
Vns
in
Newtons
~
s
=O.s(
A;
)f
yd v
t; in
MPa
(8-15) s in mm
dvin
mm
A v in mm
2
VnA
AC in
Newtons
(8-16)
VnAA
C= 0,066 ~ ~A
c
bd
~
fAAC
in
MPa
binmm
dinmm
P,
,
P,,
in
Newtons
(8-17) ~0
.
2f~
c
f'.4A
cinMPa
Ag
A
01
in
mm
2
Pu in
Newtons
Puf
in
Newtons
wuh
2 eu
t5
h in mm
(8-18)
eu in
mm
M" =
-
8
-+~,f
2
+~,
"
bu in
mm
Wuin
N/mm
Muin
N-mm
Pu in
Newtons
(8-19) ~
/
= ~/I
V+
P,
¡{
Puw
in
Newtons
P,
1rin
Newtons

C-210 B UILD
ING CODE REQUIREMENTS FOR MASONRY STRUCTURE
S (TMS 402/ACI 530/ASCE 5)
Code
Equation
No. SIUnit
Units
or Section
No. Equivalent
Equati
on
(8-20) Mu:5;if>
Mn
Muin
N-mm
M
11
in
N-mm
Pu in Newtons
ainmm
(8-21)
M n = (AJy
+ P,,{
d-f)
dinmm
As in
mm
2
t;
in
MPa
M,,
in
N-mm
a in
mm
(A
s fy+
Pu)
Pu
in
Newtons
(8-22) a=
binmm
0.85 IAAc
b
As in
mm
2
fA.4
cinM
Pa
f.
in
MPa
(8-23) o s :5;
0.0007 h
Os in
mm
hin
mm
Os in
mm
O = 5M
cr
h2
fg
in
mm
4
(8-24) hin
mm
S 48EAAC
¡g
EAA
cin
MPa
Me,
in N-mm
Os in
mm
1
8
in mm
4
O = 5Mcr/¡2 5(Mser-
Mcr)
h 2
fe,
in
mm
4
(8-25) + hin
mm
S 48EAAC¡g 48E
AAC
/cr
EAAc
in
MPa
Mcr
inN-mm
M.., in
N-mm
S
11
in
mm
J
Mcr
=S"(
J;.AA
C+
~)
A
11in
mm
2
(8-26) f;.AA
cin
MPa
Pin
Newtons
Mcr
inN-mm.
Sn in
mm
3
An in mm
2
(8-27) S" ( f P)
hin
mm
~
r
=-
rAA
c+
-
I;AA
cin MPa h A
11
Pin
Newtons
Ver
in
Newtons
cinmm
8.3.6.6.2 (a)
e;?:
1..,
h win mm
600
(e don
e 1 !Jw)
lwin
mm
0,"
in
mm
0.3
W,
:nr
in.
mm
(B-1) H'inf
= Bsrror
in
degrees
A suur
COS
B Slrut
Asrrur
= mm
·!
Asrrur
= mm
"
1
Ebe
in
MPa
Em
tne
ri
nr
sin28
sm
ll
EminMPa
(8-2) Astro/
= 4 h,
:nr
in
mm
4 E be
1 be
h.nr
/be
in
mm
4
lne
rinf in
mm
eslrol
in
degrees
(8
-3) (l50mm) fneti
nf
(n
rm
in
MPa
lnetinf
in
mm

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402/
ACI 530/ASCE 5) C-211
Code Equation No. SIUnit
Units
or Section No
. Equivalent Equation
(B-4)
~
V,
, in N -
1.
5
% inrin Pa
t'min
MPa
729
1 00
( r )0.75 2 ( a.m:h
jJ
arch
)
h¡,rin mm
(B-5)
q ninf
= m f¡nf ~
+ - -2.-5 1¡-,,
inmm
/inf
hinf
l¡nr
in mm
Cta
rch
in N°
.
25
/3.
· No25
arch
In
·
1 ( 1 12 ) 0.25 o
Ctarch
in ~.25
(B-6) aa
rch
= - -E be
be
1¡n
r < 5
Ebc
in
MPa
h¡nf
h,,
in
mm
!be
in
mm
4
fJ
1 p 0.25 o
f3arch
in N°
25
(B-7) arch
=-(Ebb/bb
inf) <5
Ebb
in
MPa
l¡nf
/,-,
,in mm
Ihb in mm
4

C-212 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402/ACI 530/ASCE 5)
Th
is page is intentionally lef
t blank.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTA
RY C-213
REFERENCES FOR THE CODE COMMENTARY
References, Chapter
1
1.1. "G
iossary of
Terms Re
lating to Brick Maso
nry,"
Technical Notes on
Brick Construction, No. 2 (Revised),
Brick lndustry Association, Reston, V A, 19
99, 4 pp.
1.2. "Giossary of
Concrete Masonry Terms," NCMA
TEK
Bulletin No. 145, National Concrete Masonry
Association, Herndon, VA, 1985, 4 pp.
1.3. "The
Masonry Glossary," International Masonry
Institute, Washington, DC
, 1981, 144 pp.
1.4. Structural Design of
Tal! Concrete and
Masonry
Buildings, Monograph on
Planning and Design of
Tall
Buildings, V. CB, Council on
Tall Build
ings and Urban
Habitat!American Society ofCivil
Engineers, New
York,
NY,
1978, 960 pp.
1.5. Wolde-Tinsae, A.M., Atkinson, R.H. and Hamid,
A.A., "S
tate-of
-the-Art: Modu
lus of
Elasticity," 6th
North American Masonry Conference. Philadelphia, PA
,
June 1993, pp. 1209-1220, The Masonry Society,
Boulder, CO.
1.6. Co
lville, J., Miltenberger, M.A., and Wolde­
Tinsae (Amde), A.M. "Hollow Concrete Masonry
Modulus of
Elasticity," 6th North American Masonry
Conference, Philadelphia, PA
, June 1993, pp. 1195-
1208, The Masonry Society, Boulder, CO.
1.7. Cope
land, R.E., "Shrinkage and Temperature
Stresses in
Masonry," ACI Journal, Proceedings V.
53,
No. 8, American Conc
rete Institute, Detroit MI, Feb.
1957, pp. 769-780.
1.8. Plummer, H.C., Brick
and
Tile Engineering,
Brick
fn
stitute of
America (now Brick Industry
Association), Reston, V A,
1962, 736
pp.
1.9. Grimm, C.T., "Probabilistic Design ofExpansion
Joints in
Brick
Cladding," Proceedings, V. 1, 4th
Canadian Masonry Symposium, University of
Fredericton, 1986, pp. 553-568.
1.10. Kalouseb, L., "Relation of
Shrinkage to Moisture
Content in
Concrete Masonry Units," Paper No. 25, Housing
and Home Finance Agency, Washington, DC
, 1954.
1.11. "Autoclaved Aerated Concrete Properties, Testing
and Design, " RJLEM Recommended Practice, RILEM
Technical Committees 78-MCA and 51
-ALC. Edited by: S.
Aroni
, G.J. de Grood, M.F. Robinson, G. Svanholm and
F.H. Wittman, E & FN
SPON,
London, 19
93.
1.12. Sm
ith, R.G., "Moisture Expansion of
Structural
Ceramics -Long Term Unrestrained Expa
nsion of
Te
st
Bricks,"
Journal of
the British Ceramic Society, Stoke­
on-Trent, England, Jan. 1973, pp. 1-5.
1.13. "C
rack Control in
Concrete Masonry Walls,"
NCMA
TEK
10-1
A, National Co
ncre
te Masonry
Association, Herndon, V A, 200 1,
4 pp.
1.14. "Control Joints for
Concrete Masonry Wa
ll
s,"
NCMA
TEK 1 0-2A,
National Concrete Masonry
Association, Herndon, V A, 1998, 6 pp.
1.15. "A
II
Weather Concrete Masonry Construction,"
NCMA TEK
3-1 C, Nationa1 Co
ncrete Masonry
Association, Herndon, V A, 2002, 4 pp.
1.16. Lenczner, D., and Salahuddin, J., "C
reep and
Moisture Movements in
Masonry Piers and Walls,"
Proceedings, 1st Canadian Masonry Symposium,
University ofCalgary,
June 1976, pp. 72-86.
1.17. Post-Tensioning Institute. "C
hapter 2-Post­
Ten
sioning Systems,"
Post-Tensioning Manual, 5th
Edition, Phoenix, AZ,
1990, pp. 51
-206.
1.18. "Section Properties for Concrete
NCMA-TEK 14-1, Na
tional Concrete
Association, Herndon, V A, 1990.
Masonry,"
Masonry
1.19. He, L., and Priestley,
M.J.N., Seismic Behavior
of
Flanged Masonry Shear Walls -Final Report,
TCCMAR
Report No. 4.1-2,
November 1992, 279 pp.
1.20. Dickey,
W. and Maclntosh, A., "Results of
Variation of
b'
or
Effective Width in Flexure in
Concrete
Block Panels,"
Masonry Institute of
America, Los
Angeles, CA,
1971.
1.21. Arora, S.K. ( 1988). "Performance of
ma
sonry
wall
s under concentrated load." Proceedings of
the
British Masonry Society, (2), 50-55.
1.22. Page, A.W., and Shrive, N.G., "Concentrated
loads on hollow masonry- load dispersion through bond
beams,"
TMS Journal,
V. 6, No. 2, T45-T51 pp, The
Masonry Society, Boulder, CO, 1987.
1.23. Hansell, W. and Winter, G. (1959). "Lateral
Stability of
Reinforced Concrete Beams." ACI
Journal,
Proceedings V. 56, No. 5, pp. 193-214
.
1.24. Revanthi, P. and Menon, D. (2006). "E
stimation
of
Cr
itica( Buckling Mome
nts in
Slender Reinforced
Concrete Beams." ACI
Structural Journal, V. 10
3, No. 2,
pp. 296-303.
1.25. Galambos, T.V., and Ellingwood, B.
(1986).
"Serv
iceability limit states: deflection." Journal of
Structural Engineering, ASCE, 11
2(1), 67
-84.
1.26. Design of
Masonry Structures, CSA S304.1-04,
Ca
nadian Standards Association, 2004.

C-214
1.27. Branson, D.E., "Instantaneous and Time­
Dependent Detlections on Simple and
Continuous
Reinforced Concrete Beams." HPR
Report No. 7, Part 1,
Alabama Highway Department, Bureau of
Public Roads,
August, 1965, pp. 1-78.
1.28. Horton, R.T.
, and Tadros, M.K. (1990).
"Deflection of
reinforced masonry members." ACI
Structural Journal, 87(4), 453-463.
1.29. Lee, R., Longworth, J., Warwaruk, J. (1983).
"Behavior of
restrained masonry beams." 3rd Canadian
Masonry Symposium, Edmonton, Alberta, 3711
-16.
1.30. Bennett, R.M.,
McGinley, W.M.,
and Bryja, J.
(2007). "Detlection Criteria for Masonry Beams.
"
Journal of
ASTM
International, 4 (1), Paper ID:
JAI100442.
1.31. Park , Robert
and Paulay, Thomas.
Reinforced
Concrete Structures, John Wiley & Sons, 1975.
1.32. ACI Committee 318, Building Code
Requirements for
Structural Concrete (ACI 318-08) and
Commentary (ACI 318R-08), American Concrete
ln
stitute, Farrnington Hills, MI, 2008.
1.33. CEB-FIP Model Code 1990: Design Code.
Comité Euro-lnternational du Béton (Euro-International
Committee for Concrete, CEB) and the Fédération
International de la Précontrainte (International
Federation tor Prest
ressing, FIP), Thomas Telf
ord Ltd,
1993.
1.34. Mínimum Design Loads for
Building and Other
Structures, ASCE Standard ASCE/SEI 7-05, American
Society of
C ivil Engineers, Res ton, V A, 2005.
1.35. Roark, Raymond J.
and Young, Warren C ..
Formulas for
Stress and Strain, 5th ed. McGraw-Hill
Companies, 1985.
1.36. Drysdale, Robert G. and Hamid, Ahmad A.,
Masonry Structures: Behavior and Design, Third
Edition, Boulder, CO: The Masonry Society, 2008.
1.37. Code of
practice for
the use of
ma
sonry.
Structural use of
reinforced and pr
estressed masonry.
BS
5628-2:2005, British Standards In
stitution, 2005.
1.38. Pfister, J.F., "lntluence of
Ties on the Behavior
of
Reinforced Concrete Columns," ACI Journal,
Proceedings V.
61
, No. 5, American Concrete ln
stitute,
Detroit,
MI, Ma
y 1964, pp. 521-537.
1.39. ACI Committee 318, "Building Code
Requirements for Reinforced Concrete (ACI 318-83),"
American Concrete ln
stitute, Detroit, MI 1983, 111
pp
.
TMS 402-11/ACI530-11/ASCE 5-11
1.40. Priestley, M.J.N., and Bridgeman, D.O.,
"Seismic Resistance of Brick Masonry Wall
s," Bulletin,
New Zealand National Society for Earthquake
Engineering (Wellington), V. 7, No. 4, Dec. 1974, pp.
167-187.
1.41. Dickey, W.L., "Joint Reinforcement and
Ma
sonry," Proceedings, 2nd No
rth American Masonry
Conference, Coll
ege Park, MD, Aug. 1982, The Masonry
Society, Boulder, CO.
1.42. Rad, F.
N, Winnen, J.
, M., and Mueller, W.
H., "A
n
Experimental Study on the Strength of
Grouted Anchors in
Masonry Walls," Report submitted to the Masonry &
Ceramic Tite Institute ofOregon, Portland
State University,
Portland, OR, 1998.
1.43. Tubbs, J.
B., Pollock, D. G.
and McLean, D. l.,
"Testing of
An
chor Bolts in
Concrete Block Masonry,"
TMS Journal, V. 18,
No. 2, pp. 75
-88, The Masonry
Society, Boulder, CO, 2000.
1.44. Brown, R.H. and Whitlock, A.R., "Strength of
Anchor Bolts in
Concrete Masonry," Journal of
the
Structural Division, V. 109, No. 6, pp. 1362-1
374,
American Society of
Civil Engineers, New York, NY,
198
3.
1.45. Allen, R., Borchelt, J.
G.
, Klingner, R.
E. and
Zobel, R.
, "Proposed Provisions for Design of
Anchorage to Masonry," TMS Journal, V.
18
, No. 2, pp.
35-59, The Masonry Society, Boulder, CO, 2000.
1.46. Gulkan, P., Mayes, R.L., and Clough, R.W.,
"S
haking Table Study of
Single-Story Masonry Houses
Volumes 1 and 2,
" Report No. UCB/EERC-79
/23 and
24, Earthquake Engineering Research Center, University
ofCalifornia, Berkeley, CA, Sept. 1979.
1.47. Chrysler, J., "Reinforced Concrete Maso
nry
Construction Inspector's Handbook", ih Edition,
Masonry Institute of
America and International Code
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O.
1.48. "Inspection and Testing of
Concrete Masonry
Construction", Nationa
l Concrete Masonry Association
and International Code Council, Herndon, V A, 2008.
1.49. "Technical No
tes 39, "T
esting for
En
gin
eered
Brick Masonry-Bri
ck and Mortar'', Brick ln
dustry
Association, Reston, V A, Nov. 200 l .
1.50. "Technical Notes 39B, "Testing for
Engineered
Brick Ma
son
ry-
Quality Controf', Brick lndustry
Association, Reston, V A, Mar. 1988.
1.51. ASTM Cl093-95 (reapproved 2001), "Standard
Practice for Accreditation of
Testing Agencies for Unit
Masonry," ASTM, West Conshohocken, Pennsylvania.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO
COMMENTARY C-215
References, Chapter
2
2.1. Ellifrit, D.S., "T
he Mysterious
1
/
3 St
ress Increase,"
Engineering Jouma/, ASIC, 4th Quarter, 1977.
2.2.
Minimum Design Loads for
Buildings and Other
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Society ofCiv
il
Engineers, Reston, VA.
2.3. International Building Code 2012, International
Code Council, Washington, OC.
2.4. McCarthy, J.A., Brown, R.H., and Cousins, T.E.,
"An
Experimental Study of
the Shear Strength of
Coll
ar
Joints in
Grouted and Slu
shed Composite Ma
sonry
Walls," Proceedings, 3rd North American Masonry
Conference, Arlington, TX, June 1985, pp. 39-1
through
39
-1
6, The Masonry Society, Boulder, CO.
2.5. Williams, R.
and Geschwinder, L., " Shear
Stress
Across Co
llar Joints in
Composite Masonry," presented
at Proceedings, 2nd North American Masonry
Conference, College Park, MD, 198
2, Paper No. 8, The
Masonry Society, Boulder, CO.
2.6. Co
lville, J., Matty, S.A., and Wolde-Tinsae,
A.M., "Shear
Capacity of
Mortared Collar Joints,"
Proceedings, 4th North American Masonry Conference,
Los Angeles, CA, Aug. 1987, V. 2 pp. 60-1
through
60-15, The Masonry Society, Boulder, CO.
2.7. Porter, M.L., Wolde-Tinsae, A.M., and Ahmed,
M.H., "S
tr
ength Analysis of
Compos
it
e Walls,"
Advances in Ana/ysis of
Structural Masonry, Proceedings
of
Structures Congress '86, American Society of
Civil
Engineers, New York, NY,
1986.
2.8. Porter, M.L., Wolde-Tinsae, A.M., and Ahmed,
M.H., "Strengt
h Design Method for Brick Composite
Wall
s,"
Proceedings, 4th International Masonry
Conf
erence, London, Aug. 1987.
2.9. Wolde-Tinsae, A.M., Porter, M.L., and Ahmed,
M.H., "S
hear Strength of
Composite Brick-to-Brick
Panels," Proceedings, 3rd
North American Masonry
Conference, Arlington, TX, June 1985, pp. 40-1 through
40-13, The Masonry Society, Boulder, CO.
2.10. Wolde-Tinsae, A.M., Porter, M.L., and Ahmed,
M.H., "Behavior of
Composite Brick Walls,"
Proceedings, 7th International Brick
Masonry
Conference, Melbourne, New
South Wales, Feb. 198
5,
V. 2, pp. 877-888.
2.11. Ahmed, M.H., Porter, M.L., and Wolde-Tinsae,
A.M., "Behavior of
Reinforced Brick-to-Biock
Walls,"
Ph.D. di
ssertation, M. H.
Ahmed, lowa Sta
te University,
Ames, lA
, 1983, Part 2A.
2.12. Ahmed, M.H., Porter, M.L., and Wolde-Tinsae,
A.M., "Behavior of
Reinforced Brick-to-Biock Walls,"
Ph.D. dissertation, M. H. Ahmed, lowa State Uni
versity,
Ames, l A, 19
83, Part 2B.
2.13. Anand, S.C. and Young, D.T., "A
Finite Element
Model for Composite Masonry," Proceedings, American
Society of
Civil Engineers, V. 108, ST12, New York,
NY
, Dec. 1982, pp. 2637-2651.
2.14. Anand, S.C., "S
hear Stresses in
Composite
Masonry Walls," New Analysis Techniques for
Struct
ural
Masonry, American Society of
Civil
Engin
eers, New
York, NY,
Sept. 1985, pp. 106-1
27.
2.15. Stevens, O.J. and Anand, S.C.,
"S
hear Stress
es in
Composite Masonry Walls Usi
ng a 2-0
Modes,"
Proceedings, 3rd North American Masonry Conference,
Arlington, TX
, June 1985, p.
41
-1
through 40-1
5, The
Masonry Society, Boulder, CO.
2.16
. Anand, S.C. and
Rahman, M.A., "Temperature
and Creep Stresses in
Composite Masonry Walls,"
Advances in Analysis
of
Structural Masonry, American
Society of
Civil Engineers, New
York, NY, 1986, pp.
111-133.
2.17. "A
nchors and Ties for Masonry," NCMA TEK
12-l
, National Concrete Masonry Association, Herndon,
VA, 1995,6
pp.
2.18. "Connectors for Masonry," (CAN 3-A370-M84),
Ca
nadian Standards Association, Rexdale, Ontario, 1984.
2.19. "Development of
Adjustable Wall Ties," ARF
Project
No. 8869,
Illinois lnstitute of
Technology,
Chicago, IL, Mar. 1963.
2.20. Gallagher, E.F., "Bond Between Reinforcing
Steel and Brick Masonry," Brick and C/ay Re
cor
d,
V. 5,
Ca
hners Publishing Co., Chicago, IL, Mar. 1935, pp.
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A.
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Waqfi, 0.,
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BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY C-219
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ReportNo. 5.2-1: Porter, M., Yeomans,
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. 9.2-2: Seible, F., Design and
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1986, 65 pp.
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. 9.2-3: Seible, F., The
Japanese
Five-story Full Sea/e Reinforced Masonry Building
Test, January 1988, 100 pp.

C-220
Report No. 9.2-4: Seible, F., Hegemier, G.A.,
Pr
ie
stley, M.J.N., Kingsley, G.R., Kurkchubasche,
A., and Igarashi, A.
The U.S.
-TCCMAR Five-story
Full Sea/e Masonry Research Building Test -
Pr
elim
inary Report, October 1992, 58
pp.
Report No. 11.1
-1: TCCMaR,
Summary Report:
U.
S.
Coordinated Program for Masonry Building
Research, September 1985
to
August 1986
, 190
pp.
Report No. 11.1-2: TCCMaR, Status Report -
U.S.
Coordinated Program for
Masonry Building
Research, November 1988, 170 pp
.
3.12. Mirza, S.A., Lee,
P.
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(1970). "Design of
slender concrete columns." ACI
Joumal, 67(1), 6-28.
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Behavior of
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Gradient, TMS Journal, V.
9, No. lThe Masonry
Society, Boulder, CO, 1990.
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Grouted Hollow Clay Masonry Under Strain Gradient,
TMS Joumal, V.
6, No
. 1, The Masonry Society,
Boulder, CO, 1987.
3.16. National Co
ncrete Masonry Association,
"Evaluation of
Reinforcing Bar Sp
li
ce Criter
ia for
Ho
ll
ow Clay Brick and Hollow Concrete Block
Masonry," Hemdon, VA, May, 1999.
3.17. Thompson, J.J., "Be
ha
vior
and Design of
Tension Lap Spli
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Masters Thesis, Department of
Civil
and Environmental
Engineering,
Washington State Uni
versity, Pullman,
Washington, 1997.
3.18. Hammons, M.l., Atkinson, R.H., Schuller, M.P.,
Tikalsky, P.J., "Masonry Re
search for Limit-States
Design," Co
nstruction Productivity Advancement
Research Program Technical Report, CP
AR-SL-94-1,
October 1994, 136 pp.
3.19. Borchelt
, J.G. and J.L.
Elder, "Reinforcing Bar
Spli
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ow Brick Masonry," Proceedings of
the 11
th
lnt
emational Brick/Block Masonry Conference, Tongji
University
, Shanghai, Chin
a,
October 1997, pp. 306-316.
3.20. National Concrete Masonry As
sociation, "Effects
of
Confinement Reinforcement on Bar Sp
li
ce Performance
- Summary of
Research and Design Recommendations",
MR33, Research Report, Hemdon V A, July,
2009.
3.21. Mjelde,
Z., McLean, D.l., Thompson, J.
J.
and
McGinl
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M.
, "Performance ofLap
Spli
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E. , "A
n Evaluation of
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r Strength Design of
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E. (2004). "A
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3.27. Soric, Z., Tulin, L. G ..
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3.29. Na
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Pe
rformance -Summary of
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li
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gs of the 11
th
lntemational Brick/Block Masonry Conf
erence, Tongji
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ll
ace, J.W. and Orakcal, K., "AC
I 318-99
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120, No. 3, 1994, pp. 863-884.

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ANO COMMENTARY C-221
3.35. Wa
ll
ace, J.W. and Moehle, J.P., "D
uctility and
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e Masonry Society, Boulder, CO, 1991.
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47
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ngineering
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e Codification
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l Masonry Conference,
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4.20. NCMA
TEK
-1
4-20A, "Post
-tensioned Concrete
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sign"
, National Concrete Masonry
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4.21. Stierwalt, D.D. and Hamilton lll, H.R.,
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tensioned Masonry," ACI
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4.22. Sco
lfo
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Reinforced and
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estressed Slender Masonry Walls,"
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4.23. Schultz, A.E., Bean, J.R., and Stolarski, H. K.,
"Resistance of
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-Tensioned Ma
sonry Walls
w ith Unbonded Tendons to Transverse Loading",
Proceedings, 9th North American Masonry Conference,
Clemso
n, So
uth Carolina
, June 2003.

C-222
4.24. Bean, J.R. and Schultz A.E., "Flexura! Capacity
of
Post-Tensioned Masonry Walls:Code Review and
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4.2S. Bean Popehn, J.
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ign
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Behavior of
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Transverse Loading", Ph.D. dissertation, University of
Minnesota, 2007.
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4.28. Sanders, D.H., Breen, J.E., and Duncan, R.R. lll
,
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402-111AC1530-111ASCE 5-11
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naly
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Congress Intemational, Birmingham, AL, 1991.

BUILDING
CODE
REQUIREMENTS
FOR
MASONRY
STRUCTURES
AND
COMMENTARY
C-223
6.14. Unif
or
m Building Code, Intemat
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6.15. Drysdale, R.G. and Sut
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, and
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,
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ical Perspective and Design Implications),"
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gh Com
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8
8.1. Varela,
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No
. 6, 2001, pp. 210-215.

C-224
References, Appendix
B
B.l.
Chiou, Y., Tzeng, J., and Liou, Y., (1999).
"Ex
perimental and Analytical Study of
Masonry Infilled
Frames." Journal of
Structural Engineering, 125(1 0)
,
1109-1117.
B.2
. Flanagan, R.D., and Bennett, R.M. (l999a).
"ln­
plane behavior of
structural clay tile infilled frames." J.
Struct. Engrg., ASCE, 125(6), 590-599.
B.3. Daw
e, J.L
, and Seah, C.K. (1989a). "Be
havior of
masonry infilled steel frames." Can. J Civ.
Engrg.,
Ottawa, 16
, 865-876.
B.4. Riddington, J.R. (1984). "The
influence of
initial
gaps on
infilled frame behavior." Proc. Jnstn.
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Engrs., 77,295-310.
B.S. Flanagan, R.D., and Bennett, R.M. (2001). "In
­
plane analysis of
masonry infill materials." Practice
Periodical on
Structural Design and
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B.6
. Abrams, D. P., Angel, R., and Uzarski, J. (1993),
Transverse Strength of
Damaged URM Infills,"
Proceedings of
the Sixth North American Masonry
Conference, Philadelphia, PA, 347-358.
TMS 402-11/ACI 530-11/ASCE 5-11
B.7. Dawe, J.L., and Seah, C.K. (1989b). "Out-of­
plane resistance of
concrete masonr
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Can. J.
Civ.
Engrg., Ottawa, 16
, 854-864.
B.S. Flanagan, R.D., and Bennett, R.M. (1999b).
"Arching of
ma
sonry infilled frames: comparison of
analytical methods." Practice Periodical on Structural
Design and Construction, ASCE, 4(3), 105-110.
B.9. Klingner, R. E., Rubiano, N. R., Bashandy, T. and
Sweeney, S., "Eva
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Infilled Frame Test Data," TMS Journal, V.
15
, No. 2,
The
Masonry Society, Boulder, CO, 1997.
B.lO. ASCE
41-06, Seismic Rehabilitation of
Existing
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American Society of
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B.ll.
Tucker, C.
(2007). "Predicting the In-plane
Capacity of
Masonry Infilled Frames." Ph.D.
Dissertation, Tennessee Technological University.
B.12. Henderson, R. C., Porter, M.L., Jones, W.D.,
Burdette, E.G. (2006). "Pr
ior Out-of-plane Damage on
the In-plane Behavior of
Masonry Infilled Frames" TMS
Journal, TMS, V.
24, No. 1, pp. 71-82, The Masonry
Society, Boulder, CO, 2006.

Specification for Masonry Structures
(TMS 602-11/ACI530.1-11/ASCE 6-11)
TABLE OF CONTENTS
SYNOPSIS AND KEYWORDS, pg. S-iii
PREFACE, S-1
PART
1 -GENERAL, pg
. S-3
1.1 - Summary .......................................................................
..................................
..
..
.....................................................
S-3
1.
2 -Definitions ..................................................................................
.........................................................................
...
.. S-3
1.
3 -Reference standards ...............................................................................................................
..............................
...
..
S-8
1.4-System description .....................................................
............................................................................................ S-13
1.5
-Submitta1s
............................................................................................................................................................... S-20
1.6- Qua1ity
assurance .............................................
...................................................................................................... S-21
1.7-Delivery
, stora
ge, and handlin
g .............................................................................................................................. S-26
1.8- Project condi
tions ..................................................
.................
......
....
..
............
........
............................................
....
S-26
PART
2 -PRODUCTS, pg. S-31
2.
1 -Mortar materials ..........................................................................................
..............
............................................. S-31
2.2-
Grout materi
als ........................................................
.................................
.............................................................. S-34
2.3
-Masonry unit materi
als ........
.............................
.................................................
..........................................
...
........ S-34
2.4-Reinforcement, prestressin
g tend
ons, and meta
l accessori
es .................................................................................. S-37
2.5
-Accessories ........................................................................
.......................
........ .. ..
..............
...
..
............................... S-44
2.6 -Mixing ......
..................................................................
....
..........................
................
...........................
...........
..
......
S-46
2.7-Fabri
cation ...............................................................................................................................................
............. ..
S-48
PART
3 -EXECUTION, pg
. S-51
3.1 -lnspecti
on .................
................ ..
.........
..............................
....................
...
........................
...................................... S-51
3.2-
Preparation .................................................... , .........................................
............................................................... S-52
3.3-Masonry erection ....................................................................................................................................................
S-53
3.4
-Reinf
orcement, ti
e, and anchor in
stallation .........................................................
................................................... S-5
8
3.5-Grout placement ..................................................................................................................................................... S-65
3.6 -Prestressin
g tendon insta
ll
ation and stressin
g procedure ..........
.............................................................................. S-69
3.7-Field
quality control ............................................................................................................................................... S-70
3.8 - Cleaning ....................................................................
..........................................
......
....... ..
.................................... S-70
FOREWORD
TO
SPECIFICATIO
N CHECKLISTS, pg. S-71
M'and
atory Requirements Checkl
ist ..........................................................................................
............................
....
........ S-72
Optional Re
qu
irements Checkli
st ....................................................... ...
..
..........................
................................................. S-74
REFERENCES
FO
R TOE
SPECIFICATION COMMENTARY, pg.
S-77

S-ii
TMS 602-11/ACI530.1-11/ASCE 6-11
This page is
intentionally left blank.

SPECIFICATION FOR MASONRY STRUCTURES
Specification for Masonry Structures
(TMS 602-11/ACI 530.1-11/ASCE 6-11)
SYNOPSIS
This Specification for Ma
sonry Structures (TMS 602-11/ACI 530.1-1
1/ASCE 6-1 1) is
written as a ma
ster specifi
cation and is required by Building Code Requirements for
Masonry Structures (TMS 402-111 ACl 530-11
/ ASCE 5-11
) to control materials, labor,
and
construction. Thus, this Specifi
ca
tion covers mínimum construction requirements
for ma
sonry in
structures. ln
cluded are qu
ali
ty assurance requirements for materials; the
placing, bonding, and anchoring of
masonry; and the placement of
grout and of
rein
forcement. This Specification is meant to be referenced in the Pr
oject Manual.
Individual project requirements may supplement the provisions ofth
is Specification.
Keywords: AAC
masonry, anchors; autoclaved aerated concrete (AAC) masonry, clay
brick; clay tite; concrete block; concrete bri
ck; co
nstruction; construction materials;
curing; grout; grouting; inspecti
on; joints; ma
sonry; materials handling; mortars
(material and placement); quali
ty assurance and quality control; reinfo
rcing steel;
spec
ifications; ties; tes
ts; tolerances.
S-iii

S-iv TMS 602-
11
/ACI530.1-11/ASCE 6-11
This page is intentionally left blank.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
S-1
SPECIFICATION COMMENTARY
PREFACE INTRODUCTION
Pl.
This Preface is
included
for explanatory purposes
only; it
does not forrn a part of Specificati
on TMS 602-
ll/ACJ 530.1-11
/ASCE 6-11.
P2
. Specification TMS 602-I 1/ACI 530.1-1
1/ASCE 6-
11
is a reference standard which the Architect/Engineer may
cite in the contract documents for any project, together with
supplementary requirements for the specifi
c project.
P3.
Specification TMS 602-11
/ACT 530.1-11/ASCE
6-
11
is written in the three-part section format of
the
Constructi
on Specifications Institute, as adapted by ACL
The 1anguage is generall
y imperative and terse.
P4
. Specification TMS 602-11/ACI 530.1-1
1/ASCE
6-1
1 is intended to be use
d in its entirety by ref
erence in
the project specifications. Individual
sections, articles, or
paragraphs should not be copied into the project
specifications since taking them out of
context may change
their meaning.
PS. These mandatory requirements should designate
the specific qualities, procedures, materials, and
performance criteri
a for which alternatives are permitted or
for which provisions were not made in this Specification.
Exceptions to this Specification should be made in
th
e
project specifi
cations, if
required.
P6. A statement such as the following wi11
serve to
make Specification lMS
602-11
/ACI 530.1- 11/ASCE 6-11
an official part of
the project specifications:
Masonry constru
ct
ion and materials shall conf
orrn to the
requirements of
"Specification for Masonry Structures (lMS
602-11
/ACI 530.1-11
/ASCE 6-11)," published by The
Masonry Society, Boulder, Colorado; the American Concrete
Institute,
Farmington Hill
s,
Michigan; and the Ameri
ca
n
Society of
Civil
Engin
eers, Reston, Virginia, except as
modified by the requirements ofthese
contract documents.
Chapter 1 of
the Building Code Requirements for
Masonry Structures (TMS 402-11/ACI 530-11
/ASCE 5-
11
) makes the Specificationfor Masonry Structures (TMS
602-11/ACI
530.1-11
/ASCE 6-11
) an integral part of
the
Code. TMS 602-11/ACI 530.1-1
1/ASCE 6-11
Specification sets mínimum construction requirements
regarding the materials used in and the erection of
masonry structures. Specifications are written to set
mínimum acceptable levels of
performance for the
contractor. This commentary is directed to the
Architect/Engineer wr
iting the project specifications.
This Commentary covers sorne of
the points that the
Masonry Standards Joint Committee (MSJC) considered
in
developing the provisions of
the Code, which are
written into this Specification. Further explanation and
documentation of
sorne of
the provisions of
this
Specification are included. Comments on specific
provisions are made under the corresponding part or
section and article numbers ofthis
Code and Specification.
As stated in the Preface, Specification TMS 602-
11/ACI 530.1-11/ASCE 6-11
is a reference standard
which the Architect/Engineer may cite in
the contract
documents for any project. Owners, through their
representatives (Architect/Engineer), may write
requirements into contract documents that are more
stringent than those of
TMS 602-111
ACI 530.1-11/ ASCE
6-11.
This can be accomplished with supplemental
specifications to
this Specification.
The contractor should not be required through
contract
documents to comply with the Code or
to assume
responsibility regarding design (Code) requirements. The
Code is not intended to be made a part of
the contract
documents.
The Preface and the Foreword to Specification
Checklists contain information that exp1a
in
s the function and
use of
this Specification. The Checkli
sts are a summary ofthe
Articles that require a decision by
the Architect/Engineer
preparing the contract documents. Project specifications
should include the inforrnation that relates to those Checkli
st
items that are pertinent to the project. Each project requires
response to the mandatory requirements.

S-2 TMS 602-11/ACI530.1-11/ASCE 6-11
This page is intentionally left blank.

SPECIFICATION FOR MASONRY
STRUCTURES ANO COMMENTARY S-3
PART 1 -GENERAL
SPECIFICATION
1.1-
Summary
1.1 A. This Specification covers requirements for
materials and construction of
masonry structures. SI values
shown in
parentheses are provided for inf
orm
at
ion on
ly
and
are not part ofth
is Specification.
1.1 B. The Specification supplements the legally adopted
building code and govems the construction of
masonry
elements designed in
accordance with the Code, except
where this Specifi
cation
is in
conflict with requirements in
the legally adopted building code. This Specification defines
the mínimum acceptable standards of
construction practice.
1.1 C.
This article cover
s the furnishing and construction
of
maso
nry including the following:
l . Furnishing and placing masonry units, grout, mortar,
masonry lintels, sills, copings, through-wall flashing,
and connectors.
2. Furnishing, erecting and maintaining of
bracing,
forming, scaffolding, rigging, and shoring.
3. Furnishing and installing other equipment for
constructin
g masonry.
4. Cleaning masonry and removing surplus material
and waste.
5.
ln
stalling lintels, nailing blocks, insert
s, window
and
doo
r frames, connectors, and construction items to
be built into the ma
so
nry, and building in
vent pipes,
conduits and other items furnished and located by
other trades.
1.2-
Definitions
A. Acceptable, accepted -Acceptable to or
accepted
by the Architect/Engineer.
B. Architect!Engineer -The
architect, engineer,
architectural firm, engineering firm, or
architectural and
engineering firm, issuing drawings and specifications, or
administerin
g the work under pr
oject specifications and
pr
oject
drawings, or
both.
C . Area, gross cross-sectional-
The
area delineated
by the
out
-t
o-out dimensions of
masonry in
the plane
under consid
erat
ion.
D.
Area, net cross-sectional -The area of maso
nry
units, grout, and mortar crossed by the plane under
consideration based on out-to-out dimensions.
E. Autoclaved aerated concrete -low-density
cementitious pr
oduct of
calcium silicate hydrates.
COMMENTARY
1.1-
Summary
1.1 C.
Tbe
scope of
the wor
k is out
lined in
this
article. Al! of
these tasks and
materials will not appear in
every project.
1.2 -Definitions
For
consisten! application of
this Specification, it is
necessary to define terms that have particular meaning in
this Specification. The definitions given are for use in
application of
this Specification on
ly
and do not always
correspond to ordinary usage. Definitions have been
coordinated between the Code and Specification.

S-4
SPECIFICATION
1.2 -Definitions (Continued)
F. Autoclaved aerated concrete (AAC) masonry -
Autoclaved aerated concrete units, manuf
actured without
reinforcement, set on a mortar leveling bed, bonded with
thin-bed mortar, placed with or without grout, and placed
with or without reinforcement.
G.
Bond beam - A horizontal or sloped element that
is fully grouted, has longitudinal bar reinforcement, and is
co
nstructed within a masonry wall.
H . Bonded prestressing tendon -Prestressin
g tendon
that is
encapsulated by prestress
in
g grout in
a corrugated duct
that is
bonded to
the surrounding masonry through grouting.
l.
Cleanouts -Openings that are sized and spaced to
allow removal of debris from the bottom ofthe
grout space.
J. Collar joint-Vertical longitudinal space between
wythes of
masonry
or between masonry and back up
construction, which is
permitted to be filled with mortar
or
grout.
K. Compressive strength of
masonry -Maximum
compressive force resisted per unit of
net cross-sectional
area of
masonry, determined by testing masonry prisms; or
a function of
individual masonry units, mortar and grout in
accordance
with the provisions ofthis
Specification.
L. Contract Documen
ts
-Documents establishing the
required Work, and
including in particular, the Proj
ect
Dra
wings and Project Specifi
cations.
M.
Contractor -The person, firm, or corporation with
whom the Owner enters into an agreement for construction
oft
he Work.
N. Cover, grout -thickness of
grout surrounding the
o u ter surf
ace of
embedded reinf
orcement, anchor, or
ti
e.
O. Cover, masonry -thickness of masonry units,
mortar, and grout surrounding the outer surface of
embedded reinforcement, anchor, or
ti e.
P. Cover, mortar-thickness of
mortar surrounding
the o u ter surf
ace of
embedded reinforcement, anchor, or ti
e.
Q.
Dimension, nominal -The specified dimension
plus an allowance for the joints with which the units are to
be laid
. No
minal dimensions are usually stated in whole
numbers. Thickness is given first, followed by height and
then lengt
h.
R. Dimensions, specified-Dimensions specified for
the manuf
acture or construction of
a unit,j oint, or element.
S.
G/ass unit masonry -No
n-load-bearing masonry
composed of
glass units bonded by mortar.
TMS 602-111ACI 530.1-111ASCE 6-11
COMMENTARY
G.
Bond beam -This reinforced member is
usually
constructed horizontally, but may be sloped to match an
adjacent roof, for example.
Q & R.
The permitted tolerances for units are given in
the appropriate materials standards. Permitted tolerances
for joints and masonry construction are given in
this
Specification. Nominal dimensions are usually used to
identify the size of
a masonry unit. The thickness or width
is given first, followed by height and length. Nominal
dimensions are normally given in
whole numbers nearest
to the
specified dimensions. Specified dimensions are
most often used for design
calculations.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
1.2-
Definitions (Continued)
T.
Grout -(1) A plastic mi
xture of cementitious
materi
als, aggregates, and water, with or without
admixtures, initially produced to pouring consistency
without segregation of
the const
ituents during pl
acement.
(2) The hardened equivalen! of
su eh mi
xtures.
U. Grout, self-consolidating -A highly fluid and
stable grout typically with admixtures, that remains
homoge
neous when placed and does not require puddling
or vibration for consolidation.
V. Grout lift-An increment of
grout height within a total
grout po
ur
. A grout pour consists of
one or more grout li
fts.
W.
Grout pour -The total height of
masonry to be
grouted prior to erection of
additional masonry. A grout pour
consists of
one or
more grout lifts.
X. Inspection, continuous-
The ln
spection Agency's
full-time observation of
work by being present in the area
where the work is being perforrned.
Y. Inspection, periodic ~
The In
specti
on 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.
Z.
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 parall
el to
the surface containing voids.
AA. Masonry unit, solid -A masonry unit with net
cross-sectional area of
7 5 percent or
more of
its gross cross­
sectional area when measured in
every pl
ane parallel to the
surface containing voids.
AB
. Mean daily temperature -The average daily
temperature of
temperature extremes predicted by
a local
weather bureau for the next 24 hours.
AC.
Mínimum daily temperature -The low
temperature
forecast by a local weather bureau to occur within the next
24 hours.
AD. Minimum!maximum (not less than . . . not more
than) -Mínimum or
maximum values given in this
Specification are absolute. Do
not construe that tolerances
allow lowering a mínimum or
increasing a maximum.
AE.
Otherwise required -Specified differently in
requirements supplemental to this Specification.
AF.
Owner -The public body or
authority,
corporation, association, partnership, or
individual for
whom the Work is provided.
S-5
COMMENTARY
X & Y. The
lnspect
ion Agency is required to be on
the project site whenever masonry tasks requiring
continuous inspection are in progress. During
construction requiring periodic in
spection, the ln
spection
Agency is only required to be on the project site
intermittently, and is required to observe completed work.
The frequency of
periodic inspections should be defined
by the Architect/Engineer as part of
the quality assurance
plan, and should be
consis
ten! with the complexity and
size ofthe
project.

S-6
SPECIFICA TI ON
1.2-
Definitions (Continued
)
AG.
Partition wall-
An interior wa
ll
without structural
function.
AH. Post-tensioning -Method of
prestressing in which
prestressing tendons are tensioned after the masonry has
been placed.
Al.
Prestressed masonry -Masonry in which intern
a!
co
mpressive stresses have been introduced by
prestressed
tendons to counteract potential tensile stresses resul
ting from
applied loads.
AJ
. Prestressing grout -A cementitious mixture use
d
to encapsulate bonded prestressing tendons.
AK.
Prestressing tendon -Steel element such as wire,
bar, or strand, or
a bundle of
such elements, used to impart
prestress to masonry.
AL.
Pretensioning -Method of
prestressing in which
prestressing tendons are tensioned before the transfer of
stress into the masonry.
AM.
Prism -An assemblage of
masonry units and
mortar, with or without grout, used as a te
st specimen for
determining properties of
the masonry.
AN. Project Drawings-The Dr
awings that, along with
the Project Specifications, com
plete the desc
riptive
inf
or
mation for constructing the Work required or
referred
to in the Contract Documents.
AO
. Project Speci.fications -The written documents
that specif
y requirements for a pr
oje
ct in accord
ance with
the service parameters and other specific cr
iteria
established
by the Owner or his agent.
AP. Quality as
surance -The administrative and
procedur
al requirements established by the Contract
Documents to assure that constructed masonry is in
compli
ance with the Contract Documents.
AQ. Reiriforcem
en
t -Nonp
restressed steel rein
fo
rcement.
AR
. Running bond -The placement of
masonry units
such that head joints in
successive courses are hori
zontall
y
offset at lea
st one-quarter the unit length.
AS. Slump jlow
-The circular
spread of
plastic self­
consolidating grout, which is eva
luated in accordance with
ASTM
C l611/Cl611M.
AT. Speci.fied compressive strength of
masonry, f ~.
-
Mínimum compressive strength, ex
pressed as
force per unit
of
net cross-sectional area, requi
red of
the masonry
used in
co
nstruction by the Project Specifications or Project
Drawings, and upon which the project design is based.
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
1.2-
Definitions (Continued)
AU. Stone masonry -Masonry composed of
field
,
quarried, or
cast stone units bonded by mortar.
l . Stone masonry, ashlar -Stone masonry
composed of
rectangular units having sawed, dressed, or
squared bed surfaces and bonded by
mortar.
2. Stone masonry, rubble -Stone masonry
composed of
irregular shaped units bonded by mortar.
A V. Submit, submitted -Submit, submitted to the
Architect/Engineer for review.
A W. Tendon anchorage -In post-tensioning, a device
used to anchor the prestressing tendon to the ma
sonry or
concrete member; in pretensioning, a device used to anchor
the prestressing ten don during hardening of
masonry mortar,
grout, prestressing grout, or concrete.
AX. Tendon coupler -A device for connectin
g two
tendon ends, thereby transferring the prestre
ssing force from
end to end.
AY. Tendonjackingforce-
Temporary force exerted by
device that introduces tension in
to prestressing tendons.
AZ.
Unbonded prestressing tendon -Prestressing
tendon that is not bonded to masonry.
BA. Veneer, adhered -Masonry veneer secured to and
supported by the backing through adhesion.
BB. Visual stability index (VSI) -An index, defined in
ASTM Cl6
ll/C
1611M, that qua
litative
ly indicates the
stability of
self-consolidating grout
BC.
Wall-
A vertical element with a horizontal length
to thickness ratio greater than 3, used to enclose space.
BD. Wall,
load-bearing -A wall supporting vertical
loads greater than 200
lb per li
neal foot (2919 N/m) in
addition to its own weight.
BE. Wall,
masonry bonded hollow-A multiwyt
he wa
ll
built with ma
sonry units arranged to provide an air space
between the wythes and with the wythes bonded together
with masonry units.
BF
. Wh
en
required -Specified in
requirements
supplemental to this Specification.
BG. Work -The
furnishing and performance of
equipment, services, labor, and materials required by the
Contract Documents for the construction of
ma
sonry
for the
project or
part of
project under
consideration.
BH. Wyth
e-
Each continuous vertical section of
a wa
ll
,
one masonry unit in thickness.
S -7
COMMENTARY

S-8
SPECIFICATION
1.3 -Reference standards
Standards referred to in this Specification are li
sted
below with their serial designations, in
cluding year of
adoption or
revision, and are declared to be part of
this
Specification as
if
fully set forth in this document except as
modified here.
American Concrete Institute
A. ACI 117-06 Standard Specifications for
Tolerances for Concrete Construction and Materials
(Reapproved 2002)
American National Standards Institute
B. ANSI A 137.1-08 Standard Specification for
Ceramic Tile
ASTM
International
C.
ASTM A36/A36M-08 Standard Specification for
Carbon Structural Steel
D. ASTM A82/A82M-07 Standard Specification for
Steel Wire, Plain, for Concrete Reinforcement
E.
ASTM AI23/Al23M-09 Standard Specification
for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel
Products
F. ASTM AI53
/Al53M-09 Standard Specification
for Zin
c Coatin
g (Hot-Dip) on
Iron and Steel Hardware
G. ASTM Al85
/A185M-07 Standard Specification
for Steel Welded Wire Reinforcement, Plain, for Concrete
H. ASTM A240/A240M-09a Standard Specification
for Chromium and Chr
omium-Nickel Stainless Steel Plate,
Sheet, and
Strip for Pressure Vessels and for General
Applications
l.
ASTM A307-07b Standard Specification for
Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength
J. ASTM A416/A416M-06 Standard Specification for
Steel Strand, Uncoated Seven-Wire for Prestressed Concrete
K. ASTM A42l/A421M-05 Standard Specification
for Uncoated Stress-Relieved Steel Wire for Prestressed
Concrete
L. ASTM A480/ A480M-09 Standard Specification
for General Requirements for Flat-Rolled Stainless and
Heat-Resisting Steel Plate, Sheet, and Strip
M. ASTM A496/A496M-07 Standard Specification
for Steel Wire, Deformed, for Concrete Reinforcement
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
1.3 -Reference standards
This list of
standards includes material specifications,
sampling, test methods, detailing requirements, design
procedures, and classifications. Standards produced by
ASTM Intemational (ASTM) are referenced whenever
possible. Material manufacturers and testing laboratories
are familiar with ASTM standards that are the result of
a
consensus process. In
the few cases not covered by
existing standards, the committee generated its own
requirements. Specific dates are given since changes to
the standards alter this Specification. Many of
these
standards require compliance with additional standards.
Contact information for these organizations is
given
below:
American Concrete Institute
38800 Country Club Drive
Farmington Hills, MI
48331
www.aci-int.org
American National Standards Institute
25
West 43rd Street,
New York, NY 10036
www.ansi.org
ASTM Intemational
100 Barr Harbor Drive
West Conshohocken, PA 19428-2959
www.astm.org
American Welding Society
550 N.W. LeJeune Road
Miami, Florida 33126
www.aws.org
Fe
deral Test Method Standard from:
U.S. Army General Material and Parts Center
Petroleum Field Office (East)
New Cumberland Army Depot
New Cumberland, P A 17070

SPECIFICATION FOR MASONRY
STRUCTUR
ES ANO COMMENTARY
SPECIFICATION
1.3-
Reference standards
(Continued)
N. ASTM A497/A497M-07 Standard
Specification
for Steel Welded Wire Reinf
orcement, Def
orm
ed, for
Concrete
O.
ASTM A51
0-08 Standard
Specification for General
Requirements for Wire Rods and Coarse Round Wire,
Ca
rbon Steel
P.
ASTM A580/A580M-08 Standard Specification
for Stainless Steel Wire
Q. ASTM A615/A615M-09 Standard Specification
for
Deformed and
P1ain
Carbon-Steel Bars for Concrete
Reinforcement
R. ASTM A641/A641M-09a
Standard Specification
for Zin
c-Coated (Galvanized) Carbon Steel Wire
S. ASTM A653/A653M-08 Standard Specification
for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron
All
oy-Coated (Galvanealed) by the Hot-Dip Process
T.
ASTM A666-03 Standard Specification for
Annealed or Cold-Worked Austenitic Stainless Steel Sheet,
Strip,
Plate, and Flat Bar
U. ASTM A 706/ A 706M-08a Standard Specifi
cation
for Low-Alloy Steel Deformed and Plain Bars for Concrete
Reinforcement
V. ASTM A722/A722M-07 Standard Specification for
Uncoated High-Strength Steel Bars for Prestressing
Concrete
W.
ASTM A767/A767M-05 Standard Specification
for Zinc-Coated (Galvanized) Steel Bars for Concrete
Reinf
orcement
X. ASTM A775/A775M-07b Standard Specification
for Epoxy-Coated Steel Reinforcing Bar
s
Y. ASTM A884/A884M-06 Standard Specification for
Epoxy-Coated Steel Wire and Welded Wire Reinforcement
Z.
ASTM A899-91{2007) Standard Specifi
cation fo
r
Steel Wire, Epoxy-Coated
AA. ASTM A951/A951M-06 Standard Specification
for Steel Wire Masonry Joint Reinforcement
AB.
ASTM A996/A996M-09 Standard Specification for
Raii-Steel and Axle-Steel Deformed Bars for Concrete
Reinforcement
AC. ASTM A1008/AI008M-09 Standard Specification
for Steel, Sheet, Cold-Rolled, Carbon, Structural, High­
Strength Low-Ailoy, High-Strength Low-Ailoy with Improved
Formability, Solution Hardened, and Bake Hardenable
AD. ASTM B 117-07 Standard Pr
actice for Operating
Salt Spray (Fog) Apparatus
S-9
COMMENTARY

S-10
SPECIFICATION
1.3-
Reference standards
(Continued)
AE.
ASTM C34-03 Standard Specification for
Structural Clay Load-Bearing Wall Tile
AF.
ASTM C55-06el Standard Specification for
Concrete Building Brick
AG. ASTM C56-05 Standard Specification for
Structural Clay Nonloadbearing Tile
AH. ASTM C62-08 Standard Specification for
Building Brick (Solid Masonry Units Made from Clay or
Shale)
Al
. ASTM C67-08 Standard Test Methods for
Sampling and Testing Brick and Structural Clay Tile
AJ.
ASTM C73-05 Standard Specification for Calcium
Silicate Brick (Sand-Lime Brick)
AK.
ASTM C90-08 Standard Specification for
Loadbearing Concrete Masonry Units
AL. ASTM CI09
/CI09M-08 Standard Test Method for
Compressive Strength ofHydraulic Cement Mortars (Using
2-in. or
[50-mm] Cube Specimens)
AM. ASTM C126-09 Standard Specification for
Ceramic Glazed Structural Clay Facing Tile, Facing Brick,
and Solid Masonry
Units
AN.
ASTM C129-06 Standard Specification for
No
nloadbearing Co
ncrete Masonry Units
AO
. ASTM C14
3/C14
3M-08 Standard Test Method for
Slump of
Hydraulic-Cement Concrete
AP. ASTM C144-04 Standard Specification for
Aggregate for Masonry Mortar
AQ. ASTM CIS0-07 Standard Specification for Portland
Cement
AR.
ASTM C212
-00 (2006) Standard Specifica
ti
on
for Structural Clay Facin
g Ti le
AS. ASTM C216-07a Standard
Specification for
Facing Brick (Solid Masonry Units Made from Clay or
Shale)
AT
. ASTM C270-08
Standard Specifica
ti
on for Mortar
for Unit Masonry
AU.
ASTM C476-09 Standard Specification for Grout
for
Masonry
A V. ASTM C482-02 (2009) Standard Test Method for
Bond Strength of Ceramic Tite to Portland Cement Paste
A W.
ASTM C503-08a Standard Specification for
Marble Dimension Stone
AX. ASTM C5
68-08 Standard
Specification for
Limestone Dimension Stone
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY

SPECIFICATION FOR MASONRY STRUCTURES ANO
COMMENTARY
SPECIFICATION
1.3-
Reference standards
(Con
tinued)
AY. ASTM C615-03 Stand
ard Specifi
cation for Granite
Di
mension Stone
AZ. ASTM C616-08
Standard Specification for Quartz­
Based Di
me
nsion Stone
BA. ASTM
C629-08 Standard Specification for Slate
Oimension Stone
BB. ASTM C652-09 Standard Specificati
on fo
r Holl
ow
Brick (Holl
ow
Masonry Units M ade from Clay or Shale)
BC
. ASTM C744-08
Standard Specification for
Prefaced Concrete and Calcium Sili
cate Masonry Un
its
BD. ASTM C901-04 Standard Specification for
Pr
efabricated Masonry Panels
BE.
ASTM C920-08 Standard
Elastomeric Join
t Sealants
Specificati
on for
BF
. ASTM C 10
06-07 Standard Test Method for
Splitting Te
nsil
e St
rength ofMasonry
Units
BG. ASTM C 1 O 19-09 Standard
Test Method fo
r
Sampling and
Testing Grout
BH.
ASTM Cl072-06 Standard Standard
Test Method
for Measurement ofMasonry Flexura! Bond
Str
ength
BI. ASTM C l088-09 Standard Specification fo
r Thin
Veneer Br
ick Units Made from Clay or Shale
BJ
. ASTM Cl3
14-07 Standard Test Method for
Compressive Strengt
h ofMaso
nry Prisms
BK. ASTM C1386-07 Standard Specificati
on fo
r Precast
Autoc
laved
Aerated Concrete (AAC) Wall
Co
nstructi
on
Un
its
BL. ASTM Cl40
5-08 Standard Spec
ificati
on for Glazed
Brick
(S
in
gle Fired, Brick Units)
BM
. ASTM C l532-06 Standard Pr
ac
tice for Selection,
Removal and Shipment of Ma
sonry Assemblage Specim
ens
from Ex
isting Construction
BN. ASTM Cl6ll
/Cl611M-09 Standard Test Method for
Slump Flow ofSe
lf-
Co
nsolidating Concrete
BO. ASTM 092-05a Standard Test Method for Flash and
Fire Poin
ts by Cleveland Open Cup Tester
BP. ASTM D95-05el Standar
d Test Method for Water
in Pet
roleum Products and Bituminous Materia
ls by
Oistill
ation
BQ
. ASTM
051
2-04 Standa
rd
Test Methods for
Chloride Ion in Wa
ter
BR. ASTM 0 566-02(2009) Standard Test Method for
Dr
oppi
ng Point ofLu
bricating Grease
BS. ASTM 0 6 10-08 Standard Practice fo
r Evalu
atin
g
Oegree of
Rustin
g on Painted Steel Surfaces
S-11
COMMENTARY

S-12
SPECIFICATION
1.3-
Reference standards
(Continued)
BT.
ASTM D638-08 Standard Test Method for Tensile
Properties of
Plastics
BU
. ASTM D994-98 (2003) Standard Specification for
Preforrned Expansion Joint Filler for Concrete (Bituminous
Type)
BV. ASTM Dl056-07 Standard Specification for
Flexible Cellular Materials-Sponge or Expanded Rubber
BW. ASTM Dl187-97 (2002)e1 Standard Specification for
Asphalt-Base Em
ulsions for Use
as Protective Coatings for Metal
BX. ASTM Dl227-95 (2007) Standard Specification for
Emulsified Asphalt U sed as a Protective Coating for Roofing
BY. ASTM D2000-08 Standard Classification System
for Rubber Products in Automotive Applications
BZ. ASTM D2265-06 Standard Test Method for
Dropping Point of
Lubricating Orease Over Wide
Temperature Range
CA. ASTM D2287-96 (2001) Standard Specification for
Nonrigid Vinyl Chloride Polymer and Copolymer Molding
and Extrusion Compounds
CB.
ASTM D4289-03 (2008) Standard Test Method for
Elastomer Compatibility ofLubr
ic
ating Oreases and Fluids
CC.
ASTM E72-05 Standard Test Methods of
Conducting
Strength Tests ofPanels for Building Construction
CD.
ASTM E328-02 (2008) Standard Test Methods for
Stress Relaxation Tests for Materials and Structures
CE.
ASTM E518-09 Standard Test Methods for Flexura]
Bond Strength ofMasonry
CF.
ASTM E519-07 Standard Test Method for Diagonal
Tension (Shear) in Masonry Assemblages
CG.
ASTM F959M-07 Standard Specification for
Compressible-Washer-Type Direct Tension Indicators for
Use with Structural Fasteners [Metric]
American Welding Society
CH.
A WS D 1.4-05 Structural Welding Code -
Reinforcing Steel
Federal Test Method Standard
CI.
FTMS 791B (1974) Oil Separation from
Lubricating Orease (Static Technique). Federal Test Method
Standard from the U.S. Army General Material and Parts
Center, Petroleum Field
Office (East), New Cumberland
Army Depot, New Cumberland, PA 17070
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
1.4 -System
description
1.4 A. Compressive strength requirements
-Compressive
strength of masonry in
each masonry wythe and grouted collar
joint shall equal or
exceed the applicable f ~
or f ÁAc.
For
partially grouted ma
sonry, the compressive strength of
bot
h the
grouted and ungrouted masonry shall equal or exceed th
e
applicable f ~
.. At
the transfer of
prestress, th
e compressive
strength of
the masonry shall equal or
exceed f ~,;.
1.4 B.
Compressive strength determina/ion
l.
Alternatives for
determination of
compressive
strength -Determine the compress
ive strength for
each wythe by the
unit strength method or
by the
prism test method as
specified here.
2. Unit strength method
a. Clay masonry -Use Table 1 to determine the
compressive strength of
clay masonry based on
th
e
strength of
the units and the type of
mortar specified.
The following requirements appl
y to masonry:
1 )Units are sampled and
tested to veri
fY
co
nf
ormance with
ASTM
C62, ASTM
C216, or
ASTMC652.
2)
Thickness of
bed joints
does not exceed
5
/8 in.
(15.9 mm).
3)For
grouted ma
so
nry, the grout meets one of
the
following requirements:
a) Grout conforms to Article 2.2.
b) Grout compressive strength equa
ls or
exceeds
f 'm but compr
essive
strength is not
less than
2,000 psi (13.79 MPa). Determine
compressive strength of
grout in accordance
with ASTM
C101
9.
S-13
COMMENTARY
1.4 -System descr
iption
1.4 A. Compressive strength requirements-Design is
based on
a certain f ~.
or
f ÁAc
and this compressive
strength va
lue must be achieved or
exceeded. In
a
multiwythe wall designed as a composite wall, the
compressive strength of
masonry for each wythe or
grouted collar joint must equal or
exceed f ~.
or
f ÁAc.
1.4
B. Compressive strength determination
l.
Alternatives for
determination of
compressive
strength -There are two separate methods to determine
compressive strength ofmasonry. The unit strength method
eliminates the expense of
prism tests but is
more
conservative than the prism test method. The unit strength
method was generated by using prism test data as shown in
Figures SC-1 and SC
-2. The Specification permits the
contractor to select the method of
determining the
compressive strength of
masonry unless a method is
stipulated in
the Project Specifications or Project Drawings.
2. Unit strength method -Compliance with the
requirement for f ~,
based on
the compressive strength
of
masonry units, grout, and mortar type, is permitted
instead of
prism testing.
The influence of
mortar joint
thickness is
noted by
the maximum joint
thickness. Grout strength greater than
or
equal to f 'm
fulfills the
requirements of
Specification
Article 1.4 A and
Code Section 1.19.6.1.
a. Clay masonry -The
values of
net area
compressive st
rength of
clay masonry in Table l were
derived using the
following equation taken from
Reference 1.1
:
f~
= A(400+Bf.)
where
A 1 (inspected masonry)
B 0.2 for Type N portland cement-lime mortar, 0.
25
for Type Sor
M portland cement-lime mortar
f,,
average compressive strength of
clay masonry
units, psi
f ~.
= specified compressive
strength of
masonry
Rearranging terms and letting A = 1.0
1" = ~~
-400
Ju
B
(These equations are for inch-pound units on
ly.)
These values were based on testing of
solid clay
masonry units
11
and portland cement-lime mortar. Further
testingt.
2
has shown that the values are applicable for
hollo
w clay
ma
sonry
units
and
for
both
types
of
clay

S-14
TMS 602-11/ACI530.1-11/ASCE 6-11
SPECIFICATION COMMENTARY
1.4 B.2a. Clay
masonry (Contin
ued
) masonry units with all mortar types. A plot of
the data is
shown in
Figure SC-1.
Reference 1.1
uses a height-to-thickness ratio offive
as a basis to establish prism compressive strength. The
Code uses a different method to
design for axial stress so
it was necessary to change the basic prism hit ratio to
two. This corresponds to the hit ratio used for concrete
masonry in
the Code and for all masonry in
other codes.
The net effect is to increase the net area compressive
strength of
brick masomy by
22 percent over that in
Reference l. l.
Table 1 -Compressive
strength
of
masonry
based on
the
compressive
strength
of
clay
maso
nry
units
and type
of
mortar
used in
construction
Net area
compressive strength
of Net area
compressive
clay masonry units, psi (MPa) strength of
masonry,
psi (MPa)
Type M or
S mortar
Type N mortar
1,700 (11.72) 2,100 (14.48) 1,000 (6.90)
3,350 (23.10) 4,150 (28.61) 1 ,500 (10.34)
4,950 (34.13) 6,200 (42.75) 2,000 (13.79)
6,600 (45.51) 8,250 (56.88) 2,500 (17.24)
8,250 (56.88) 10
,300 (71.02) 3,000 (20.69)
9,900 (68.26) - 3,500 (24.13)
11,500 (79.29) - 4000 (27.58)

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
1.4 8.2.
Unit strength method (Continued)
b.
Concrete masomy
-Use Table 2 to determine the
compressive strength of
concrete masonry based on
the strength of
the unit and type of mortar specifi
ed.
The foll
owing Articles must be met:
1)U
nits are sampled an
d tested to verizy
conf
orm
ance with ASTM C5
5 or ASTM
C90.
2)Thickness of
bed join
ts does not exceed
5
/8 in.
( 15.9 mm).
3)For grouted masonry, the grout meets one of
the
fo
llowing requirements:
a) Grout conforms to Article 2.2.
b) Grout compressive
strength
equals or
exceeds
f'm but compressive strength is not
less than
2,000 psi (13.79 MPa). Det
er
mine
compress
ive strength of
grout in accordance
with ASTM C101
9.
5-
15
COMMENTARY
b.
Concrete masonry -In building codesu
· 1.
4
prior
to this Code, the compressive st
rength of
concrete
masonry was based on the net cross-sectional area of
the
masonry unit, regardless of
whether the prism was
constructed using full or
face shell mortar bedding.
Furthermore, in
those previous codes, the designer was
required to base axial st
ress calculations on the net area of
the unit regardless of
the type of
mortar bedding. This
Code, in
contras!, computes the compressive strength of
masonry based on the mínimum cross-sectional area of
that masonry. If the masonry is fully grouted, masonry
strength is based on the specified cross-sectional area,
including the grouted area; if it is
ungrouted but fully
bedded, masonry strength is based on the specified net
cross-sectional area ofthe
unit; and if
it
is
ungrouted and
face-shell bedded only, masonry strength is
based on the
specified area ofthe
face shell
s only.
According to ASTM
Cl314,
compliance with the
specified compressive strength of
masonry is
now
determined using a fully bedded prism either grouted or
ungrouted to match the specified construction. While
each of
these changes makes this Code and
this
Specification easier to use, a recalibration of
earli
er
holl
ow
unit prism test data was required to account for
diffcrences between the compressive strength of
prisms
with full bedding and the compressive strength of
prisms
with face-shell
bedding.
Table 2 li
sts compressive
strength of
masonry as
related to concrete masonry unit strength and mortar type.
These relationships are plotted in Figure SC-2 along with
data from 329 testsl.
5
•
1 11
• The curves in
Figure SC-2 are
shown to be conservative when masonry strength is
based
on unit strength and mortar type. In order to use face shell
bedded prism data in
determining the unit strength to
masonry compressive strength relationship
used in
the
Specifi
cation, a correlation factor between face shell
prisms and full bedded prisms was developed. Based on
125 specim
ens tested with full mortar bedding and face
shell
mortar bedding, the correlation factor was
determined to be 1.291.
5
·
17
' u z. The face shell bedded
prism strength multipli
ed by this correlation factor
determines the fu
ll
mortar bedded prism strength which is
used in
the Code.
The unit height will affect the compressive strength of
masonry. The lateral expansion ofthe
unit duet
o unit and
mortar incompatibility increases with reduced unit
heightl.l3.
A reduction fa
ctor in
the compressive strength of
masonry is requir
ed for masonry constructed of
un
its
less
than 4 in. (102 mm) in height, but need not be applied to
masonry in
which occasional units are cut to fit.

S-16
TMS
602-11/ACI530.1-11/ASCE 6-11
Table 2-
Compressive
strength
of
masonry
based on
the compressive
strength
of
concrete
masonry
units
and
type
of
mortar
used
in construction
Net
area
compressive strength
of
Net area
compressive
concrete masonry
units, psi (MPa)
strength
of
masonry,
psi
1
(MPa)
Type
M or
S mortar
Type
N mortar
- 1,900 (13.10) 1,350 (9.31)
1,900 (13.10) 2,150 (14.82) 1,500 (10.34)
2,800 (19.31) 3,050 (21.03) 2, 000 (13.79)
3, 750 (25.86) 4,050 (27.92) 2,500 (17.24)
4,800 (33.10) 5,250 (36.20) 3,000 _(_20.69)
1
For
units ofless
than 4 in
. (1
02 mm) height, 85
percent ofthe
values listed.
·¡¡;
""
• E
=
Ol
e
!!!
Cií
Q)
>
·¡¡;
(1)
!!!
a.
E
o
(.)
E
(1)
&
·¡¡;
""
• E
....
= Ol
e
~
Q)
>
·¡¡;
(1)
!!!
a.
E
o
(.)
E
(1)
·e
Q.
COMMENTARY
Brick Compressive Strength, fu , MPa
7
o 14 28
41
55 69 83 97 11
o 124
6
5
4
3
2
o
o
o
7
6
5
4
3
2
o
o
O o
o o
00
8 p : 80 o
o
o
~·:
a
!·
• o o
o
o 11
o
o
o o o 1 ..
o
1' •l:t
'
V
r-
o
o 08.,.
o
V o•
~""e:
~~
!.a/
~
11'
...
Assumed f'r,
2 4 6 8 10
12
14 16 18
Bri
ck Compressive
Strength, fu , ksi
(a) Pr
ism
Strength
vs. Brick
Strength
(Type S Mortar, Commercial Laboratories)
Bri
ck Compressive
Strength, fu
, MPa
14 28 41
55 69
83 97
110 124
o o o
1
8 8 ~.~
8
o
1 8
o
o
o o
_IL
\o
o•
..
: 8 o a 8 1"
o 1
~8
8 o
o
8
A
r ..
V o
,./
• ~
~
~
Assumed f'c,.
A.
2 4 6 8 10 12 14 16 18
Bric
k Compressive Strength, fu , ksi
(b) Prism
Strength
v s. Brick
Strength
(Type S Mortar, SCPI Laborat
ory)
138
48
41
ro
Q.
~
34
.S::.
o,
e
!!!
28
Cií
Q)
>
·¡¡;
21
(1)
!!!
a.
E
o
14
(.)
E
(1)
·e
Q.
7
o
20
138
48
41
ro
Q.
~
34 =
Ol
e
Q)
28
~
Q)
>
·¡¡;
(1)
21
!!!
a.
E
o
14
(.)
E
(1)
·e
Q.
7
o
20
Figure SC
-1-Co
mpressive strength ofma
sonry versus clay masonry unit strength

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-17
COMMENTARY
Compressive Strength of Concrete Masonry Units, MPa
7 21
5000
rn~TrnnTTrn~Tn~Trnn~Mn~rn~irnn~rn~rn~Trnn
o
o Type M or
S M orlar
O Type N Mortar ~o
o
4000 flO
28
ll
Grouted
ll
o
8 go
o <ti
·¡¡;
a..
o.
00
o :::!
i-
ll
~
o i-
e
o o e
"'
o
o
<ti
3000 "'
:::!
21
<ti
o
:::!
.e
o
o,
.e
e
o,
~
e
~
U5
U5
(1)
> 2000 14
(1)
·¡¡;
>
"'
·¡¡;
~
"'
o.
~
E
o.
o E
ü
o
ü
1000 7
Compressive Strength of
Concrete Masonry Units, psi
Figure SC-2-Compressive strength of
concrete masonry versus.compressive strength of
concrete. masonry units
SPECIFICATION
1.4 B.2. Unit strength method (Continued)
c. AAC
masonry-
Detennine the compress
ive strength
ofmasonry based on the strength oft
he AAC masonry
unit only. The following requirements apply to the
masonry:
1)
Uni
ts conform to Article 2.3 E.
2) Thickness of
bed joints does not exceed 1/8 in.
(3.2 mm).
3) For grouted ma
sonry, the grout meets one of
the
following requirements:
a) Grout confonns to Article 2.2.
b) Grout compressive strength equals or exceeds
J'AAC
but compressive strength is not less than
2,000 psi (13.79
MPa). Determine
compressive strength of
grout in
accordance
with ASTM CIOI9.
COMMENTARY
c. AAC
masonry-
The strength of
AAC masonry,
f 'Me,
is controlled by the strength class of
the AAC
unit as
defined by ASTM C1386. The strength of
the
thin-bed mortar and its bond in
compression and shear
will exceed the strength ofthe
unit.

S-
18
SPECIFICATION
1.4 B. Compressive strength determination (Continued)
3.Prism test method -Determine the compressive
strength of
clay masonry
and
concrete masonry by the
pr
ism test method in accordance with ASTM
C I314.
4. Testing prisms from constructed masonry -When
approved by the building official, acceptance of
masonry that does not meet the requirements of
Article 1.4 B.2
or
1.4 B.3 is permitted to be based on
tests ofpri
sms cut from the masonry construction.
a. Prism sampling and removal -For each 5,000
square feet ( 465 m
2
) of
wa
ll area
in
question, saw­
cut
three prisms from masonry that is at least 28
days o ld. Obtain a mínimum of
three prisms from
the project. Select, remove and transport prisms in
accordance with ASTM
C l532. Determ
ine the
length, width and height dimensions of
the prism
and test in accordance with ASTM Cl 314.
TMS 60
2-11
/ACI 530.1-11
/ASC
E 6-
11
COMMENTARY
3.
Prism test method -The prism test method
described in ASTM
Cl314
was selected as a uniform
method of
testing el
ay
masonry and concrete masonry to
determine their compressive strengths. Masonry design
is
based on the compressive strength established at 28
days. The prism test method is used as an altemative to
the unit strength method.
ASTM C 1314 provides for testing masonry
prisms at 28 days or
at any designated test age.
Therefore, a shorter time period, such as a 7-day test,
could be used to estímate the 28-day strength based on a
previously established relationship between the results
of
tests conducted at the shorter time period and results
of
the 28 day tests. Materials and workmanship of
the
previously established relationship must be
representative ofthe
prisms being tested.
Compliance with the specified compressive
strength of
masonry can be determined by the prism
method instead of
the unit strength method. ASTM
Cl314
uses the same materials and workmanship to
construct the prisms as those to be used in
the structure.
References 1.14 through 1.18 discuss prism testing.
Many more references on the prism test method
parameters and results could be added. The adoption of
ASTM Cl314
alleviates most of
th
e concems stated in
th
e above references. ASTM C1314 replaced ASTM
E447, which was referenced in
editions of
the
Specification prior to 1999.
4. Testing prisms from constructed masonry -
While uncommon, there are times when the
compressive strength of
masonry determined by the unit
strength method or
prism test method may be
questioned or
may be lower than the specified strength.
Since low strengths could be a result of
inappropriate
testing procedures or
unintentional damage
to the test
specimens, prisms may
be saw-cut from the completed
masonry wall and tested. This section prescribes
procedures for such tests.
Such testing is
difficult, requires masonry walls to
be constructed at least 28 days before the test, and
requires replacement of
the sampled wall area.
Therefore, concerted efforts should be taken so that
strengt
hs determined by the unit strength method or
prism test method are adequate.
a. Prism sampling and
re
moval -Removal of
prisms from a constructed wall requires care so that
the
pr
ism is not
damaged and that damage to the wall
is minimal. Prisms must be representative of
the wall,
yet
not contain any reinforcing steel, which would bias
the results. As with a prism test taken during
constr
uction, a prism test from existing masonry
requires three
prism specimens.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
1.4 B.4. Testing prisms from constructed masonry
(Continued)
b.
Compressive strength calculations
Calculate the compressive st
rength of prisms
in accordance with ASTM CI3l4.
c.
Compliance -Strengths determined from
saw-cut prisms shall equal or
exceed the
specified compressive str
ength of
masonry.
Additional testing of
specimens cut from
construction in
question is
permitted.
1.4 C.Adh
ered veneer requirements -When adhered
veneer is not placed in accordance with Article 3.3 C,
determine the adhesion of
adhered veneer unit to backing in
accordance with ASTM C482.
S-
19
COMMENTARY
b. Compressíve strength calculations
Compressive strength calculations from saw-cut
specirnens must be based on the net mortar bedded area,
or
the net mortar bedded area plus the grouted area for
grouted prisms. The net area must be determined by the
testing agency before the prism
is tested.
1.4 C.Adhered veneer requírements -Adhesion
should be verified if
a form release agent, an applied
coating, or a smooth surface is present on the backing.

S-20
SPECIFICATION
1.5-
Submittals
1.5 A. Obtain
written acceptance of
submittals prior to the
use ofthe
materials or
methods requiring acceptance.
1.5 B. Submit the following:
l . M ix designs and test results
a.
One of
the following for each mortar mix,
excluding thin-bed mortar for AAC:
l)Mix
designs indicating type and proportions of
ingredients in compliance with the proportion
specification of
ASTM C270, or
2)Mix designs and mortar tests perf
ormed m
accordance with the property specificati
on of
ASTMC270.
b.
One ofthe
following for each grout mix:
l)Mix
designs indicating type and proportions of
the ingredients according to the proportion
requirements of
ASTM C4 76, or
2)Mix designs and grout str
ength test performed in
accordance with ASTM C476, or
3)Compressive strength tests performed in
accordance with ASTM Cl01
9,
and slump flow
and Visual Stability Index (VSI) as deterrnined by
ASTM Cl 611
/Cl611M.
2. Materi
al certificates -Material ce
rtificates for the
following, certifying that each material is in
compliance.
a. Reinforcement
b.
Anchors, ties, fasteners, and
metal accessories
c. Masonry units
d.
Mortar, thin-bed mortar for AAC, and grout
materials
e. Se
lf
-consolidating grout
3.
Construction procedures
a. Cold
weather construction procedures
b.
Hot wea
ther constructio
n procedures
TMS 602-11/ACI 530.1-11/ASCE 6-11
COMMENTARY
1.5-
Submittals
Submittals and their subsequent acceptance or
rejection on a timely basis will keep the project moving
smoothly. If
the specifier wishes to require a higher
le
ve! of
quality assurance than the mínimum required by
this Specification, submittals may be required for one or
more of
the following: shop drawings for reinforced
masonry and lintels; sample specimens of
masonry
units, colored mortar, each type of
movement joint
accessory, anchor, tie, fastener, and metal accessory;
and test results for masonry units, mortar, and grout.

SPE
CIFICAT
ION FOR MASONRY STRUCTURES ANO COMMENTARY S-21
SPECIFICATION COMMENTARY
1.6-
Quality
assurance
1.6-
Quality assur
anc
e
1.6 A. Testing Ag
ency 's
services and duties
l . Sample and test in accordance with Table 3, 4, or
5, as
specified for the projec
t.
2. Unless otherwise required, report test results to the
Architect/Engineer, In
specti
on Agency, and Contractor
promptly after they are performed. lnclude in test
reports a summary of conditions under which test
specim
ens were stored prior to testi
ng
and state what
porti
on of
the co
nstructi
on is represented by each test.
3.
When there is reason to beli
eve that any materi
al
furnished or work performed by the Contractor fail
s to
fulfill the requirements of
th
e Cont
ract Documents,
report such discrepancy to the Archi
tect/Engineer,
In
spection Agency, and Contractor.
4. Unless otherwise required, the Ow
ner wi
ll
retain the
Te
sting
Agency.
Table 3-
Level A Quality
Assurance
Quality assurance consists of
the actions taken by
an owner or
ow
ner's representative, including
establishing the quality assurance requirements, to
provide assurance that materials and workmanship are in
accordance with the contract documents. Quality
assurance includes quality control measures as well as
testing and inspection to verify compliance. The term
quality control was not used in
the Specification because
its meaning varíes with the perspective of
the parties
involved in
the project.
The owner and Architect/Engineer may require a
testing laboratory to provide sorne or
all of
the tests
mentioned in
Specification Tables 3, 4, and 5.
The quality objectives are met when the building is
properl
y designed, completed using materials complying
with product specifications using adequate construction
practices, and is adequately maintained. Inspection and
testing are important components of
the quality
assurance program, which is
used to meet the objective
of
quality in construction.
Laboratories that comply with the requirements of
ASTM C I093 are more likely to be familiar with
masonry materials and testing. Specifying that the testing
agencies comply with the requirements of
ASTM C1093
is suggested.
1.6 A. Testing Agency 's
services and duties -
Implementation of
testing and inspection requirements
contained in
the Quality Assurance Tables requires
detailed knowledge of
the appropriate procedures.
Comprehensiveu
9
• 1.
20
• ·1.
21
• 1.
22
and summaryl.
23
• 1.
24
testing and inspection procedures are available from
recognized industry sources which may be referenced
for assistance in
complying with the specified Quality
Assurance program.
M INIMUM
TES
TS
Non e
MINIM
UM INSPEC
TION
Veri
fy compli
ance with the approved submittals

S-22 TMS 602-11/ACI 530.1-11/ASCE 6-11
Table 4-
Level 8 Quality
Assurance
MINIMUM
TESTS
Verificati
on ofS
iump fl
ow
and
Vi
sual Stabil
ity In
dex (VSI) as delivered to th
e project site
in accordance with Article 1.5 B.1.
b.3
for self-consolidating grout
Verification of
/ ' .. and !'
AA
e in
accordance
with Article 1.4 B prior to construction,
except where specifically exempted by the Code.
MINIMUM
INSPECTION
Inspection
Task
Frequency
<•>
Ref
erenc
e for
Criteria
TMS 402/ TMS 602/
Continuous Periodic ACI 530/ ACI 530.1/
ASCE5
ASCE6
l.
Veri
fy
compliance with the approved submittals X Art.
1.5
2. As masonry construction begins, verify
that
the
following are in
compliance:
a. Proportions of
site-prepared mortar X Art. 2.1, 2.6 A
b.
Construction of
mortar joints X Art. 3.3 B
c. Grade and size of
prestressing tendons and X
Art. 2.4 B,
anchorages
2.4H
d.
Location of
reinf
orcement, connectors, and X Art. 3.4, 3.6 A
prestressing tendons and anchorages
e. Prestressing technique X Art. 3.6 B
f.
Properties of
thin-bed mortar
for
AAC masonry
x<b>
x<c)
Art. 2.1 e
3. Prior to groutin
g, veri
fy that the followin
g are in
compliance:
a. Grout space X
Art. 3.2
D,
3.2 F
b.
Grade, type, and size of
reinforcement and X Sec. 1.16 Art. 2.4, 3.4
anchor bolts, and prestr
essing tendons and
anchorages
c. Placement of
reinforcement, connectors, and X Sec. 1.1
6 Art. 3.2 E, 3.4,
prestr
essing tendons and anchorages 3.6A
d. Proportions of
site-pr
epared grout and X
Art. 2.6 B,
prestressin
g grout for bonded tendons 2.4 G.l.b
e. Construction of
mortar j oints X Art. 3.3
B

SPECIFICATION FO
R MASONRY STRUCTURES ANO COMMENTARY S-23
Table
4-
Level B Quality
Assurance
(Continued)
MINIMUM
INSPECTION
In
spection Task
Freq
uency <•>
Reference for Crite
ria
TMS 402/ TMS 602/
eon
tinuous Periodic Ae
l 530/ Ael530.
1/
ASeE5
ASeE6
4. Verify during construction:
a.
Size and location of
structural elements X Art. 3.3 F
b. Type, size, and location of anchors, including X Sec. 1.16.4.3,
other details of
anchorage of
masonry to 1.
17.
1
structural members, frames, or ot
her construction
c. Welding ofreinforcement X Sec.2.1.7.7.2,
3.3.3.4 (e),
8.3.3.4(b)
d.
Preparation, construction, and
protecti
on of
masonry X Art. 1.8
e,
1.8
D
during cold weather (temperature below 40°F
(4.4°e)) or hot weather (temperature above 90°F
(32.2°C))
e. Appli
cati
on and measurement of
prestressing X Art. 3.6 B
force
f.
Placement of
grout and prestressing grout for X Art. 3.5,
bonded tendons is in
compliance
3.6 e
g. Placement of
AA e masonry units and x<b>
x<
c)
Art. 3.3 B.8
construction oft
hin-bed mortar joint
s
5. Observe preparation of
grout specimens, mortar X Art. 1.4
B.2.a.3,
specimens, and/or prisms 1.4 B.2.b.3,
1.4 B.2.c.3,
1.4 8.3, 1.4
B.4
(a) Frequency refers to the frequency of
mspect1
on, wh1ch
ma
y be contmuous dunng
the task hsted or
penod1cally dunng
the li
sted task, as defined in the table.
(b) Required for the first 5000 square feet (465 square meters) of
AAe
masonry.
(e) Required
after the first 5000 square feet (465 square meters) of
AA e masonry.

S-24 TMS 602-11/AC1530.1-11/ASCE 6-11
Table 5-
Level C Quality Assurance
MINIMUM
TESTS
Verification off'm andf'AAC in accordance with Article 1.4 B prior to construction and for
every 5,000 sq. ft
( 465 sq.
m) during construction
Verification of
proportions of
materials in
premixed or preblended mortar, prestressin
g
grout, and grout other than self
-consolidatin
g grout as
delivered to the project si te
Verification of Slump flow and Visual Stabili
ty Tndex
(VSI) as delivered to the project site
in
accordance with Article 1.5
B.l.b.3 for self-consolidating grout
MINIMUM
INSPECTION
Inspection
Task
Frequency
<•J
Reference for
Criteria
TMS 402/ TMS 602/
Continuous Periodic ACI530/ ACI 530.1
/
ASCE5
ASCE6
l.
Verify compliance with the approved submittals X Art. 1.5
2. Verify that the following are in compliance:
a.
Proportions of
site-mixed mortar, grout, and X
Art. 2.1, 2.6 A,
prestressing grout for bonded tendons
2.6 s, 2.6 e,
2.4 G.l.b
b.
Grade, type, and size ofreinforcement and anchor X Sec. 1.16 Art. 2.4, 3.4
bolts, and prestressing tendons and anchorages
c. Placement of
masonry units and construction of
X Art. 3.3 8
mortar joints
d. Placement of
reinforcement, connectors, and X Sec. 1.16
Art. 3.2 E, 3.4,
prestressing tendons and anchorages 3.6
A
e. Grout space prior to grouting X
Art. 3.2 D,
3.2
F
f.
Placement of
grout and prestr
essing grout for X Art. 3.5, 3.6 e
bonded tendons
g. Size
and location of
structural elements X Art. 3.3 F
h. Type, size, and location of
anchors in
cluding X Sec. l.l6.4
.3,
other
details of
anchorage of
masonry to
1.1
7.1
structural members, frames, or other
construction
l.
Welding ofreinforcement X
Sec. 2.1.7.7.2,
3.3.3.4 (e),
8.3.3.4(b)
j.
Preparation, construction, and protection of
X
Art. 1.8
C, 1.8 D
masonry during cold weather (temperature
below 40°F (4.4°C)) or hot weather (temperature
above 90°F (32.2°C))
l.
Application and measurement of
prestressing X Art. 3.6 8
force
m. Placement of
AAC masonry units and X Art. 3.3 8.8
construction of
thin-bed mortar joints
n. Properties ofthi
n-bed mortar for AAC masonry X Art. 2.1 C.!
3. Observe preparation of grout specimens, mortar X Art. 1.4 B.2.a.3,
specimens, and/or
prisms 1.4 8.
2.b.3,
1.4 8.
2.c.3,
1.4 BJ,
1.4
8.4
(a) Fre
quency
rcfers
to
th
e rrequency
of
mspect1on
, wh
1ch may
be
contmuous dunng th
e task
hst
ed
or
penod1ca
ll
y dunng the
hsted task
, as
defined
m the
tabl
e.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
1.6 B.Inspection Agency's services and
duties
l.ln
spect
and eva
lu
ate in accordance
with Table 3, 4, or
5, as specified for the projec
t.
2. Unless otherwise required, report inspection re
sults to
the Architect!Engineer, and Contractor pr
omptly after
they are performed. Include in in
spection reports a
summary of
conditi
ons under
whi
ch the in
spections
were made and state what portion of the construction
is represented by each inspection.
3. Furnish in
spection reports to the Architect!Engineer
and Contractor.
4. When there is reaso
n to believe that any material
furnished or
work performed by the Contractor fai
ls
to fulfill the requirements of
the Contract Documents,
report such discrepancy to the Architect!Engin
ee
r and
to the Co
ntractor.
5.
Submit a final signed report stating whether the Wo
rk
requiring in
spection was, to the best
of
th
e Inspection
Agency's know
ledge, in
conformance. Submit th
e
fina l report to the Architect!Engineer and Co
ntractor.
6. Un
less otherwise required, the Owner will
retain
th
e
lnspection Agency.
1.6 C. Contractor's services and
duties
l . Permit and facilitate access to the constructi
on sites
and the performance of
activities
for quality assurance
by the Te
sting and ln
spect
ion Agencies.
2. The use of
testing and in
spection services does not
reli
eve the Co
ntractor of
the responsibility to furnis
h
materials and construction in
full compliance.
3. To
facil
itate testing and inspection, comply with the
fo
ll
owing:
a. Furnish ne
cessa
ry labor
to assist the designated
testing agency in
obta
ining and handling sa
mples at
the Project.
b. Advise the designated Testing Agency and
Inspection
Agency
sufficiently in
advance of
operations to all
ow
for completion of
quality assurance measures and for
the assignment of
personnel.
c. Provide masonry materia ls required for
preconstruction and construction testing.
4. Provide and maintain adequate facili
ties for the sole
use of
the testing agency for safe storage and proper
curing oftes
t specimens on
the Project Site.
5.ln
the submittals, include the results of
tes
ting
performed to qualify the materi
als and to es
tabli
sh
mi
x designs.
S-25
COMMENTARY
1.6 B.Jn
spection Agency 's
services and duties -The
Code and this Specification require that masonry be
inspected. The allowable stresses used in
the Code are
based on the premise that the work will
be inspected, and
that quality assurance measures will be implemented.
Minim
um testing and minimum inspection requirements
are given in Specifi
cation Tables 3, 4, and 5.
The
Architect!Engin
eer may in
crease the amount oftesting and
inspection required. The method of
payment for
inspection services is
usually addressed in
general
conditions or
other contract documents and usuall
y is
not
govemed by this article.
1.6
C.
Contractor's
services and
duties -The
contractor establishes mix designs, the
source for supply
of
materials, and suggests change orders.
The listing of
duties of
the inspection agency,
testing agency, and contractor provide for a
coordination of
their tasks and a means of
reporting
results. The
contractor is bound by contract to supply
and place the materials required by the contract
documents. Perfection is obviously the goa
l, but factors
of
safety included in
the
design method recognize that
so
rne deviation from perfection w ill exist. Engineeri
ng
judgment
must be used to evaluate reported
discrepancies.
Tolerances li
sted in Spec
ification Article
3.3 F we
re established to assure structural perf
or
mance
and were not based on
aesthet
ic criteria.

S-26
SPECIFICATION
1.6 D. Sample panels
l.
For
masonry governed by
Leve! B or
C Quality
Assurance (Table 4 or
Table 5), construct sample
panels of
masonry walls.
a. Use materials and procedures accepted for the
Work.
b. The mínimum sample panel dimensions are 4 ft
by 4ft
(1.22 m by
1.22 m).
2. The
acceptable standard for the Work is
established by the accepted panel.
3. Retain sample panels at
the project site until Work
has been accepted.
1.6 E.
Grout demonstration panel -Prior
to ma
so
nry
construction, construct a grout demonstration panel if
proposed
grouting
procedures, construction techniques, or
grout
space geometry do not conform
to the applicable
requirements of
Articles 3.5 C, 3.5 D,
and 3.5 E.
1.7-
Delivery, storage, and handling
1.7 A.
Do
not
use damaged ma
sonry
units, damaged
components
of
structure, or
damaged packaged material.
1.7 B. Protect cementitious materials for mortar and
gro
ut
from precipitation and groundwater.
l.
7 C.
Do
not use
masonry materials that are co
ntaminated.
1.7 D. Store different aggregates se
parately.
1.7 E.
Protect reinforcement, ties, and
metal accessories
from
permanent distortions and store them off
the gro
un
d.
1.8 -Project
conditions
1.8 A.
Construction loads -Do
not
apply construction
Ioads
that exceed
the safe superimposed load capacity ofthe
masonry
and
shor
es, ifused.
1.8
B. Masonry protection -Cover
top of
unfinished
masonry
work
to
protect it from the
weather.
1.8 C.
Cold weather construction -When
ambient air
temperature is below 40°F
(4.4°C), implement cold
weather
procedures and comply
with
the following:
l.
Do
not
(ay glass unit masonry
.
2.Preparation Comply with the following
requ
irements prior to conducting masonry work:
a. Do
not lay ma
sonry units having either a temperature
below 20°F (-6.7°C) or co
ntaining frozen moisture,
visible ice, or
snow on their surface.
b.
Remove visible ice and snow from the top surface
of
existing foundations and masonry to receive new
construct
ion. Heat these surfaces above freezing,
using methods that do
not result in damage.
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
1.6 D. Sample panels -Sample panels should contain
the fu(( range of
unit and mortar color. Each procedure,
including cleaning and application of
coatings and sealants,
should be demonstrated on the sample panel. The effect of
these materials and procedures on the masonry can then be
determined before large areas are treated. Since it serves as
a comparison ofthe
finished work, the sample panel should
be maintained until the work has been accepted. The
specifier has the option of
permitting a segment of
the
masonry construction to serve as a sample panel or
requiring a separate stand-alone panel.
1.7-
Delivery, storage, and handling
The performance of
masonry materials can be
reduced by contamination by
dirt, water, and other
materials during delivery or
at
the project site.
Reinforcement and metal accessories are
less prone
than
ma
sonry materials to
damag
e from handling.
1.8 -Project conditions
1.8 C.
Cold weather construction -The procedure
described in this article represents the committee's
consensus of
current good construction practice and has
been framed to
generally agree with masonry industry
recommendations
1
'
25
.
The provisions of
Article 1.8 C are mandatory, even if
the procedures submitted under Article 1.5 B.3.a are not
required. The contractor has severa) opt
ions to achieve the
results required in Article 1.8 C. The opt
ions are available
because ofthe
climatic extremes and their duration. When
the air
temperature at
the project site or
unit temperatures
fall below 40° F (4.4° C), the cold weather protection plan
submitted becomes mandatory. Work stoppage may be
justified if
a short cold spell is anticipated. Enclosures and
he
aters can be
u sed as
necessary.

SPECIFICATION FOR MASONRY STRUCTURES AND COMMENTARY
SPECIFICATION
1.8 C. Coldweather construction (Continued)
3. Co
nstruction-These requirements apply to work
in
progress and are based on ambient air temperature.
Do not heat wa
ter or aggregates used in mortar or
grout above 140°F (60°C). Comply with the
follow
ing requirements when the fo
ll
owing ambient
air temperatures exist:
a. 40°F to 32°F ( 4.4°C to 0°C):
1)
Hea
t sand or mixing wa
ter to produce mortar
temperature between 40°F (4.4°C) and l20
°F
(48.9°C) at the time ofmi
xing.
2) Heat grout materi
als when
the temperature ofth
e
material
s is below 32°F (0
°C).
b.
Below
32°F to 25°F (0°C to -3.9°C):
1) Heat sand and mixing wa
ter to produce mortar
temperature between 40°F (4.4°C)
and l20
°F
(48.
9°C) at the time of
mixing. Maintain
mortar temperature above freez
ing until used
in masonry.
2) Heat grout agg
rega
tes and mixing wa
ter to
produce grout temperature between 70°F
{21.1
°C) and l20°F
(48.9°C) at the time of
mixing. Maintain grout temperature above
70°F (21.1
°C) at the tim
e of grout placement.
3)
Heat AAC units to a mínimum temperature
of
40°F ( 4.4°C) befo re in
stalling thin-bed mortar.
c. Below 25°F to 20°F
(-3.9°C to -6.
7°C): Comply
with Article 1.8 C.3.b and the fo
llow
in
g:
1) Heat masonry surfaces un
der construction to
40°F (4.4°C) and use wind breaks or
enclosures when the wind velocity exceeds
15 mph (24 km/h).
2) Heat masonry to a mínimum temperature of
40°F (4.4°C) prior to grouting.
d.
Below 20°F (-6.7°C): Com
ply with Article
1.
8 C.3.c and the following: Pr
ovide an
enclosure and auxiliary heat to maintain air
temperatur
e above 32°F (0°C) within the
enclosure.
S-27
COMMENTARY
Temperature of
the masonry mortar may be measured
using a metal tip immersion thermometer inserted into a
sample ofthe
mortar. The mortar sample may be mortar as
contained in
the mixer, in hoppers for transfer to the
working face of
the masonry or as available on mortar
boards currently being used. The critica! mortar
temperatures are the temperatures at the mixer and mortar
board locations. The ideal mortar temperature is 60°F to
80°F (15.6°C to 26.7°C).
Temperature ofthe
masonry unit may
be measured using
a metallic surface contact thermometer. Temperature of
the
units may be below the ambient temperature if the
requirements of
Article 1.8 C.2.a are met.
The contractor may
choose to
endose
the entire area
rather than make the sequential materials conditioning and
protection
modifications. Ambient temperature conditions
apply while work is
in
progress. Minimum daily
temperatures apply to the time after grouted masonry is
placed. Mean daily temperatures apply to the time
after
ungrouted masonry is placed.
Grout made with Type lii
portland cement gains
strength more quickly than grout mixed with Type l
portland cement. This faster strength gain eliminates the
need to protect masonry for the additional 24 hr period.
Construction experience, though not formall
y
documented, suggests that AAC thin-bed mortar reaches
full strength significantly faster. than masonry mortar;
however, it is more sensitive to cold weather applications.
AAC masonry also holds heat considerably longer than
concrete masonry. Co
ld weather requirements are therefore
different for thin-bed mortar applications as
compared to
conventional mortar. Cold weather requirements for
leveling course mortar and grout remain the same as
for
other masonry products.

S-28
SPECIFICATION
1.8 C.4 Cold weather construction (Continued)
4. Protection -These requirements apply after
ma
sonry is
placed and are based on anticipated
mínimum dail
y temperature for grouted masonry and
anticipated mean daily temperature for ungrouted
masonry. Protect completed masonry in
the
following manner:
a. Maintain the temperature of
glass unit masonry
abo ve 40°F ( 4.4 °C) for the first 48 hr after
construction.
b. Maintain the temperature of
AAC masonry above
32°F (0°C ) for the first 4 hr after thin-bed mortar
application.
c. 40°F to 25
°F ( 4.4°C to -3
.9°C): Protect newly
constructed ma
sonry by covering with a weather­
resistive membrane for 24 hr after being
completed.
d. Below 25
°F to 20°F (-3.9°C to -6.7°C): Cover
newly
constructed masonry completely with
weather-resistive insulating blankets, or equal
protection, for 24
hr after completion of
work.
Extend time period to 48 hr
for grouted masonry
,
unless
the only cement in the grout is Type lil
portland cement.
e. Below 20°F
(-6.7°C): Maintain newly
constructed masonry temperature above 32°F
(0°C) for at Jeast 24 hr
after being completed by
using heated enclosures, electric heating
blankets, infared lamps, or other acceptable
met
hods. Extend time period to 48 hr for grouted
masonry, unless the only cement in the grout is
Type III portland cement.
TMS 602-111ACI530.1-111ASCE 6-11
COMMENTARY

SPECIFICATION FOR MASONRY STRUCTURES AND COMMENTARY
SPECIFICATION
1.8 D. Hot weather construction -Implement approved
hot
weather
procedures and comply wi
th the foll
owing
provisions:
l.Preparation-
Prior to conducting masonry work:
a. Wh
en the ambient air temperature exceeds 1 00°F
(37.8°C), or exceeds 90°F (32.2°C) with a wind
veloc
ity greater than 8 mph (12.9 km/hr):
l)Maintain sand pi les in a damp, loose condition.
2)Provide necessary conditions and equipment to
produce mortar having a temperature below
120°f (48.9°C).
b. When the ambient temperature exceeds Jl5°F
( 46.1 °C), or
exceeds 105
°F ( 40.6°C) with a wind
velocity greater than 8 mph (12.9 km/hr),
implement the requirements of
Article 1.8 D.l.a
and shade materials and mixing equipment from
direct sunlight.
2. Construction-While masonry work is in
progress:
a. When the ambient air temperature exceeds l00
°F
(37.8°C), or exceeds 90°F (32.2°C) with a wind
velocity greatert
han 8 mph (12.9 km/hr):
1) Maintain temperature of
mortar and grout
below
120°F ( 48.9°C).
2)
Flush mixer, mortar transport container, and
mortar boards with cool water before they
come
into contact with mortar
ingredients or
mortar.
3)
Ma
intain mortar co
nsistency by retempering
with cool water.
4)
Use mortar within 2 hr of
initial mixin
g.
5)
Spread thin-bed mortar no more than four feet
ahead of
AAC masonry units.
6) Se
t AAC masonry units within one minute
after spreading thin-bed mortar.
b. When the ambient temperature exceeds ll5
°F
(46.1°C)
, or exceeds 105°F (40.6°C) with a wind
velocity greater than 8 mph ( 12.9 km/hr),
implement the requirements of
Article 1.8 D.2.a
and use cool mixing water for mortar and grout.
Ice is permitted in
the mixing water prior to use.
Do
not
permit ice in
the mixing water when added
to the other mortar or
grout materials.
3.Protection -When the mean daily temperatur
e
exceeds 100°F (37.8°C)
or
exceeds 90°F (32.2°C)
with a wind ve
loc
ity greater than 8 mph
( 12.9 krn/hr), fog spray newly constructed masonry
until damp, at least three times a day until th
e
masonry is three days old.
S-29
COMMENTARY
1.8 D. Hot weather construction -High temperature
and low relative humidity increase the rate of
moisture
evaporation. These conditions can lead to "dryout"
(drying ofthe
mortar or
grout before sufficient hydrati
on
has taken place) of
the mortar and grout.l.
26
Dryout
adversely affects the properties of
mortar and grout
because dryout signals improper curing and associated
reduction of
masonry strength development. The
preparation, construction, and protection requirements in
the Specification are mínimum requirements to avoid
dryout of
mortar and grout and to allow for proper
curing. They are based on industry practicel.
27
• 1.
29
. More
strin
gent and extensive hot weather practices may be
prudent where temperatures are high, winds are strong,
and hu
midity is low.
During hot weather, shading masonry materials and
equipment reduces mortar and grout temperatures.
Scheduling construction to avoid hotter periods ofthe
da
y
should be considered.
See Specification Commentary Article 2.1
for
considerations in selecting mortar materi
als.
The most
effective way of
reducing mortar and grout batch
temperatures is by using cool mixin
g water.
Small batches
of
mortar are preferred over larger batches to minimize
drying time on mortar boards. Mortar should not be used
after a maximum of2
hr after initial mixing in hot weather
conditions. Use of
cool water to retemper, when
tempering is permitted, restores plasticity and reduces the
mortar temperaturel.
25
·1.
27
'1.
28
.
Most mason's sand is delivered to the project in a
damp, loose condition with a moisture content of
about 4
to 6 percent. Sand piles should be kept cool and in
a
damp, loose condition by sprinkling and by covering
with a plastic sheet to limit evaporation.
Research suggests that coverin
g and moist curing of
concrete masonry wall
s dramatically im
proves flexura!
bond strength compared to walls not covered or moist
cured
130
.

S-30 TMS 602-11/ACI 530.1-11/ASCE 6-11
This page is intentionally left blank.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
S-
31
PART 2-
PRODUCTS
SPECIFICATION
2.1
-Mortar materials
2.1 A.
P rovide mortar of
the type and color specified,
and confo
rming with ASTM C270.
COMMENTARY
2.1 -Mortar materials
ASTM C270 contains standards for materials used to
make mortar. Thus, component material specifications need
not be listed. The Architect/Engineer may wish to include
only certain types of
materials, or
exclude others, to
gain
better control.
There are two methods of
specifying mortar under
ASTM
C270: proportion and property. The
proportion
specification directs the contractor to mix the materials in
tbe volumetric proportions given in
ASTM
C270. These are
repeated in
Table SC-1.
The
property specification instructs
the contractor to
develop a mortar mix that will yield the
specified properties under laboratory testing conditions.
Table SC-2 contains tbe required results outlined in
ASTM
C270. The results are submitted to the Architect/Engineer
and the mix proportions developed in
the laboratory are
maintained in the field. Water added in the field is
determined by the mason for both methods of
specifying
mortar. A mortar mixed in
accordance with the proportion
requirements of
Table SC-1 may have different physical
properties than of
a mortar of
the same type (i.e. Type M,
S,
N, or
O) mixed in accordance with proportions establi
shed
by laboratory testing to
meet the property specification
requirements of
Table SC-2. Higher lime content increases
workability and water retentivity. ASTM
C270 has an
Appendix with information that can be useful in selecting
mortar.
Either proportions or
properties, but not both, should
be specified. A good rule ofthumb
is to
specify the weakest
mortar that will perform adequately, not the strongest.
Excessive amounts of
pigments used to achieve mortar
color may reduce both the compressive and bond strength
of
the masonry. Conformance to the maximum percentages
indicated will limit the loss of
strength to acceptable
amounts. Due to
the fine particle size, the water demand of
the mortar increases when coloring pigments are used.
Admixtures containing excessive amounts of
chloride ions
are detrimental to
steel items placed in
mortar or
grout.
ASTM
C270 specifies mortar testing under laboratory
conditions only for acceptance of
mortar mixes under the
property specifications. Field sampling and testing of
mortar is conducted under ASTM
C780 and is
used to
verify consistency of
materials and procedures, not mortar
strength. ASTM
Cl586
provides guidance on appropriate
testing of
mortar fo
r quality assurance.

S-32 TMS 602-11
/ACI530.1-11/ASCE 6-11
COMMENTARY
Table SC-1 -ASTM C270 mortar proportion specification requirements
Proportions by volume
cementitious materials)
Portland Mortar Masonry Aggregate ratio
Mortar Type cement or
cement cement Hydrated lime (measured in
damp,
blended
M S N M S N
or
lime putty loose conditions)
cement
Cement-lime M 1 - - - -- - Y-1
S 1 - - - ---over Y-1
to ~
N 1 - - - - - - over ~
to 1Y-t
o 1 - - - - - - over 1 Y-1
to 2~
Mortar cement M 1 - - 1 -- - -
M - 1 - - - - - - Not
less than 2 Y-1
S \12
--1 - - - -
and not more than
S 1 -
3 times the sum of
- - -- - -
N 1
the separate
- - - - - - -
volumes of
o - - -1 - - - - cementitious
Masonry cement M 1 - - - - - 1 - materials.
M - - - - 1 - - -
S ~
- - - - - 1 -
S - - - - - 1 - -
N - - - - - - 1 -
o - - - - - - 1 -
Two
atr entrammg matenals shall not be
combmed m mortar.
Table SC-2-
ASTM C270 property specification requirements for laboratory prepared mortar
Average
Mortar Type
compressive Water retention A ir content max, Aggregate ratio (measured
strength at 28 min, percent percent in damp, loose conditions)
days, psi (MPa)
Cement-lime M 2500 (17.2) 75
12
S 1800 (12.4) 75
12
N 750 (5.2) 75
14
1
o 350 (2.4) 75
14
1
Mortar cement M 2500 (17.2) 75
12 Not less than 2Y-t
and
not
S 1800 (12.4) 75
12
more than 3 ~
times the
sum ofthe
N 750 (5.2) 75 14
1
separate volumes of
o 350 (2.4) 75 14
1
cementitious materials
Masonry cement M 2500 (17.2) 75 18
S 1800 (12.4) 75 18
N 750 (5.2) 75 20
2
o 350 (2.4) 75 20
2
When structural reinforcement is incorporated in cement-lime or
mortar cement mortar, the ma
ximum air content shall
be
12 percent.
2 When structural reinforcement is incorporated in masonry cement mortar, the max
imum air content shall be 18
percent.

SPECIFICATION FOR MASONRY STRUCTURES AND COMMENTARY
SPECIFICATION
2.1 B. Glass unit masonry -For
glass unit masonry,
provide Type So
r N mortar that conforrns to Article 2.1
A.
2.1 C.
AAC
Masonry
l. Provide thin-bed mortar specifically ma
nuf
actured
fo
r use
with AAC ma
sonry. Testing to veri
fy
mortar
properties shall
be conducted by the thin-bed mortar
manufacturer
and co
nfirmed by an independent
testing agency.
a. Provide thin-bed mortar with compressive
str
engt
h that meets or
exceeds the st
rength of
the
AAC masonry units. Conduct
compressive
strength tests in
accordance with ASTM
Cl09/C
l0
9M.
b. Provide thin-bed mortar with shear strength that
meets or
exceeds the strength ofthe
AAC ma
sonry
units. Conduct shear strengt
h tests in accordance
with ASTM E519. Cure the gypsum cappin
g for at
least 6 hours prior
to testing.
c. For
each spec
ified str
eng
th class, provid
e thin-bed
mortar with flexura! tensile strength that is not
less than the smaller of: th
e maximum value
specified in
the goveming building code; and th
e
modulus of rupture ofthe
masonry units.
Conduct
flexura! strength tests in
accordance with ASTM
E72, ASTM
E518 Method A or
ASTM
C1072.
1)
For
conducting flexura! strength tests in
accordance with ASTM E518, constru
ct
at
least five test specim
ens as stack-bonded
prisms at least 32
in. (810 mm) high. Use the
type of
mortar specified by the AAC
unit
manufacturer.
2)
For
fl
exura!
strength tests in accordance with
ASTM Cl072,
construct test specimens as
stack-bonded prisms comprised of
at least 3 bed
joints. Test a total of
at least 5 joints.
Use the
type of
mortar specifi
ed by
the AAC unit
manufacturer.
d. Perform splitting tensil
e strength tests m
accordance with ASTM C l 006.
S-33
COMMENTARY
2.1 B. Glass unit masonry -ln
exterior applications,
certain exposure conditions or
panel sizes may warrant
the use of
mortar type with high bond strength. Type S
mortar has a higher bond st
rength than Type N mortar.
Portland cement-lime mortars and mortar-cement mortars
have a higher bond strength than sorne masonry cement
mortars of
the same type. The performance of
locally
available materials and the size and exposure conditions
of
the panel should be considered when specifying
the
type of
mortar. Manufacturers of
glass units recommend
using mortar containing a water-repellen! admixture or
a
cement containing a water-repellen! addition.
21 23
A
workable, highly water-retentive mortar is
recommended
for use when conditions of
high heat and low relative
humidity exist during construction.
2.1 C.AAC
masonry -ASTM E72 measures the
fl
exura! strength of
a full-sized panel, whereas ASTM
E518 and ASTM C 1072 meas u re the flexura! strength of
small scale test specimens. ASTM
E72 was developed
to provide the most realistic assessment of
a wall's
performance under flexuralloading.

S -34
SPECIFICATION
2.1 C . AAC
Masonry (Continued)
2. Mortar for
leveling course shall
be Type M or
S.
Co
nfo
rm
to the requirements of Article 2.1A.
2.2 -Grout materials
2.2 A. Unless otherwise required, provide grout that
conf
or
ms to:
l . the requirements of ASTM C476, or
2. the material requirements of ASTM C476; attains
the
specified com
pr
essive str
ength or
2,000 psi
(13
.79
MP
a), whichever is grea
ter, at 28 days when
tested in accordance
with ASTM CI019; ha
s a
slump flow of
24 in to 30in. (610 to 762 mm
) as
determined by ASTM C161
1/Cl611M; and has a
Visual Stability Index (VSI) le
ss than or equal to 1
as determined in accordance with ASTM
C1611
/C1611M, Appendix X. l.
2.2 B. Pro
vid
e a gr
out
demonstration panel, meeting the
requir
ement
s of
Article 1.6 E, when grout
co
nfo
rming to
article 2.2 A.2 will be used with AAC mason
ry.
2.2 C.
Do not use admixtures unless acceptable. Fi
eld
addition of
admixtures is not permitted in
self-conso
lidati
ng
gro u t.
2.3-
Masonry unit materials
2.3 A. Prov
ide concrete masonry units
that conform to
ASTM
C55, C73, C90, C l29, or C744 as specified.
TMS 602-11
/ACI 530.1
-11
/ASCE 6-11
COMMENTARY
2.2- Grout materials
ASTM C476 contains standards for materials used
to make grout. Thus, component material specifications
need not be listed.
Admixtures for grout include those to increase flow
and to reduce shrinkage. Since self-consolidating grouts
include admixtures and are delivered to the project site
premixed or
preblended and certified by the
manufacturer, the addition of
admixtures in the field is
not permitted.
Self
-consolidating grout meets the material
requirements in ASTM
C476. Because the mix is
highly fluid, traditional slump cone tests for masonry
grout are not applicable. The material is qualified by
measuring its slump flow and determining its Visual
Stability Index (VSI) using ASTM
Cl611/Cl611
M.
This article does not apply to prestressing grout; see
Article 2.4 G.l.b.
2.3-
Masonry unit materials
2.3 A. Concrete masonry units are made from
lightweight and normal weight aggregate, water, and
cement. The units
are available in
a variety of
shapes,
sizes, colors, and strengths. Since the properties of
the
concrete vary with the aggregate type and mix
proportions, there is a range of
physical properties and
weights available in concrete masonry units.
Masonry units are selected for the use and
appearance desired, with m1mmum requirements
addressed by each respective ASTM
standard. When
particular features are desired such as surface textures
for appearance or
bond, finish, color, or
particular
properties such as weight classification, higher
compressive strength, fire resistance, therrnal or
acoustical performance, these features should be
specified separately by the purchaser. Local suppliers
should be consulted as to the availability of
units having
the desired features.
Concrete brick specified in ASTM
C55 and sand­
lime brick specified in
ASTM C73 are specified by
grade. ASTM C55 designates two
grades: Grade N and
Grade S. Grade N units are for general use, such as in
exterior walls above or
below grade, which may or
may
not be exposed to the weather. Grade S units are limited
to use above grade in
exterior walls with weather­
protective coatings and in
walls not exposed to weather.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
2.3 B. Provid
e clay or shale masonry units that conf
orm to
ASTM C34, C5
6, C62, Cl26,
C212, C216, C652, Cl088
, or
Cl405
ort
o ANSI A 137.1, as specified.
S-35
COMMENTARY
2.3 A. (Continued)
ASTM C73 designates sand-lime brick as
either
Grade SW or
Grade MW. Grade SW brick are intended
for use where they will be exposed to freezing
temperatures in the presence of
moisture. Grade MW
brick are limited to applications in
which they may be
subjected to freezing temperature but in
which they are
unlikely to be saturated with water.
Table SC-3 summarizes the requirements for
various concrete masonry units given in
the referenced
standards.
ASTM
C744 covers the properties ofunits
that have a
resin facing on them. The units must meet the
requirements of
one of
the other referenced standards.
2.3 B. Clay or shale masonry units are formed from
those materials and referred to as brick or
tite. Clay
masonry units may be molded, pressed, or
extruded into
the desired shape. Physical properties depend upon the
raw materials, the method of
forming, and the firing
temperature. Incipient fusion, a melting and joining of
the clay particles, is
necessary to develop the strength
and durability of
clay masonry units. A wide variety of
unit shapes, sizes, colors, and strengths is available.
The intended use determines which standard
specification is applicable. Generally, brick un
its
are
smaller than ti
te, tite is always cored, and brick may be
solid or
cored. Brick is normally exposed in use and
· most tile is
covered. Grade or class is determined by
ex
posure condition and has requirements for durability,
usually given by compressive strength and absorption.
Dimensional variations and allowable chips and cracks
are controlled by type.
Table SC-4 sumrnarizes the requirements given in
the
referenced standards.
Table SC-3-
Concrete masonry unit requirements
ASTM
Specification Unit Strength Weight Type Grade
C55 Concrete brick y es y es y es y es
C73 Sand-lime brick y es no no y es
C90 Load-bearing units y es y es y es no
Cl29
Non-load-bearing units y es y es y es no
C744 Prefaced units - - - -

S-36
SPECIFICATION
2.3 C.
Prov
ide stone masonry units that conform to
ASTM
C503, C568, C61 5, C616, or C629, as specified.
2.3 D. Provide hollow glass units that are partially
evacuated and have a mínimum average glass face thickness
of
3
1
16
in. ( 4.8 mm). Pro vide so lid glass block units when
required. Provide units in which the surfaces intended to be in
contact wit
h mortar are treated with polyvinyl butyral coating
or
latex-based paint. Do not
use reclaimed units.
T bl SC-4 Cl a e -
. k d .
ay
brtc an t1le
requirements
TMS 602-11/ACI530
.1-11/A
SCE 6-11
COMMENTARY
2.3 C.
Stone masonry units are typically selected by
color and appearance. The referenced standards classify
building stones by the properties shown in
Table SC-5.
The values given in
the standards serve as mínimum
requirements. Stone is
often ordered by a particular
quarry or
color rather than the classification method in
the standard.
2.3 D. Hollow glass masonry units are formed by
fusing two molded halves of
glass together to produce a
partía! vacuum in the resulting cavity. The resulting
glass block units are available in a variety of
shapes,
sizes, and pattems. Underwriters Laboratories in
spects
the manufacturing and quality control operations of
glass block production on
a regular basis for UL
­
approved units. The mínimum face thickness is
part of
that inspection
24
.
The block edges are usually treated in the factory
with a coating that can be clear or
opaque. The primary
purpose of
the coating is to provide an
expansion/contraction mechanism to reduce stress
cracking and to improve the mortar bond.
Mínimum
ASTM % Grade
Specification Unit
so lid Strength Weight Type
C34 Load-bearing wall ti le a y es y es no
C56 Non-load-bearing wall tile b no y es no
C62 Building brick (sol id) 75 y es y es no
Cl26
Ceramic glazed units e y es no y es
C212 Structural facing ti le b y es no y es
C216 Facing brick (solid) 75 y es y es y es
C652 Hollow brick a y es
y es y es
Notes:
a. A mínimum percent is given in
this specification. The percent solid is a function of
the requirements for size
and/or number of
ce lis as well as the mínimum shell and web thicknesses.
b. No
mínimum percent so lid is given in this specification. The percent so lid is a function of
the requirements for
the number of
ce lis and weights per square foot.
c.
Sol id masonry units mínimum percent solid is 75 percent. Hollow masonry units-
no mínimum percent solid is
given in
this specification. Their percent solid is
a function of
the requirements for number of
cells and the
mínimum shell and web thicknesses.
r bl ses
s a e --tone reqUirements
ASTM
Compressive Modulus Abras ion A cid
Specification S tone Absorption Density strength ofrupture
resistan ce resistance
C503 Marble mínimum range mtmmum mínimum mmtmum non e
C568 Limestone range range range range range non e
C615 Granite mmtmum mínimum mínimum mínimum mmtmum non e
C616 Sandstone range range range range range non e
C629 S late range non e non e mínimum mínimum range

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY 5-37
SPECIFICATION
2.3 E. Provide AAC masonry units that conform to
ASTM C1386 for th
e strength class specified in the
Contract Documents.
2.4-
Reinfor
cement, prestr
essing
tendo
ns, and
metal access
ories
2.4 A. Reinforcing steel -Provide deformed reinforcing
bars that conform to
one of
the following as
specified:
1. ASTM A615/A615M
2. ASTMA706
/A706M
3. ASTM A767/A767M
4. ASTM A775/A775M
5. ASTM A996/A996M
Table SC-6 -Reinforcement
and
metal accessories
ASTM
specification Material Use
A36/A36M Structural steel Connectors
COMMENTARY
2.3 E. AAC masonry units are specified by
both
compressive strength and
density. Various density ranges are
given in
ASTM Cl386
for specific compressive strengths.
Generally, the density is
specified based on
consideration of
thermal, acoustical, and weight requirements. While ASTM
Cl386 provides both mínimum compressive strength and
corresponding average compressive strength values, AAC
masonry is
structurally designed based on the specific
mínimum compressive strength of
the AAC material as
determined by ASTM Cl386.
2.4-Reinforcement, prestressing
tendons, and
metal accessories
See Table SC-6 for a summary of
properties.
Yield strength, Yield stress,
ksi (MPa) MPa
36 (248.2) 250
A82/A82 M Steel wire Joint reinforcement, ties 70 (482.7) 485
A167 Stainless steel Bolts, reinforcement, ties 30 (206.9) 205
A185/A185 M Steel welded wire Welded wire reinforcement 75
(517.1)
485
reinforcement
A307 Carbon steel Connectors a -
A366/A366M Carbon steel Connectors - -
A496/A496M Steel wire Reinforcement 75 (5
17.1) 485
A497/A497M
Steel welded wire Reinforcement, welded 70 (482.7) 485
reinforcement wire reinforcement
A615/A615M Carbon-steel Reinforcement 40,60
(275.8, 413.7) 300,420
A996/A996M Ra
il and axle steel Reinforcement 40, 50, 60 (275.8, 344.8, 413.7) 300,350
,420
A706/A706M Low-alloy steel Reinforcement 60
(413.7) -
a. ASTM does not define a yteld strength value for ASTM A307, Grade A anchor bolts.

S-38
SPECJFICATION
2.4 B. Prestressing tendons
l.
Provide prestressing tendons that conform to one of
the following standards, except for those permitted
in Articles 2.4 B.2 and 2.4 B.3:
a.
Wire ..................................... ASTM A42JIA421M
b.
Low-relaxation wire ............. ASTM A42 11
A421 M
c. Strand ................................... ASTM A416/A4.16M
d.
Low-relaxation strand .......... ASTM A4!6/A416M
e. Bar
........................................ ASTM A 722/ A 722M
2. Wire, strands, and bars not specifically Iisted in
ASTM A416/A416M, A421/A421M, or
A722/A722M are permitted, provided that they
conform to the mínimum requirements in
ASTM
A416/A416M, A421/A421M, or
A722/A722M and
are approved by the Architect/Engineer.
3.Bars and wires of
less than 150 ksi (1034 MPa)
tensile strength and conforming to ASTM
A82/A82M, A510/A510M, A615/A615M,
A996/ A996M, or A 706/ A 706M are permitted to be
used as prestressed tendons, provided that the stress
relaxation properties have been assessed by tests
according to ASTM E328 for the maximum
permissible stress in the tendon.
2.4 C.Joint
reinforcement
l.
Provide joint reinforcement that conforms to
ASTM
A951. Maximum spacing of
cro
ss wires in Jadder­
type joint reinforcement and of
points of
connection
of
cross wires to longitudinal wires of
truss-type
joint reinforcement shall be 16
in
. (400 mm).
2. Deformed reinforcing wire -Provide deformed
reinforcing wire that conforms to ASTM
A496/ A496M.
3. Welded wire reinforcement-
Provide welded wire
reinforcement that conforms to one of
the following
specifications:
a.
Plain .................................... ASTM A185/A185M
b.
Deformed ............................. ASTM A497/A497M
2.4 D.Anchors, ties, and accessories-
Provide anchors,
ties, and accessories that conform to the following
specifications, except as otherwise specified:
l.
Plate and bent-bar anchors .......... ASTM A36/ A 36M
2. Sheet-metal anchors and ti es ................................... ..
............................................. ASTM AI008/AI008M
3. Wire mesh ties ......................... ASTM Al85
/Al85M
4.
Wire ties and anchors .................. ASTM A82/A82M
5. Headed anchor bolts .............. ASTM A307, Grade A
TMS 602-11/AC1530.1-11/ASCE 6-11
COMMENTARY
2.4 B. Prestressing tendons -The constructibility
aspects of
prestressed masonry favor the use of
rods or
rigid strands with mechanical anchorage in ungrouted
construction. Mild strength steel bars have been used in
prestressed masonry installations in the United States
25
•
The stress-relaxation characteristics of
mild strength bars
(ofless
than 150 ksi [1034 MPa]) should be determined by
tests and those results should be documented.

SPECIFICATION FOR MASONRY STRUCTURES AND COMMENTARY S-39
SPECIFICATION
2.4 D.Anchors,
ties, and accessories (Continued)
6. Panel anchors (for glass unit masonry) -Provide
1
3
/4-in. (44.5-mm) wide, 24-in. (610-mm) long,
20-gage steel strips, punched with three staggered rows
of
elongated holes, galvanized after fabrication.
2.4 E.
Stainless steel -Stainless
steel items shall
be
AlSl Type 304 or Type 316, and shall conform
to the
following:
l.Joint reinforcement .................. ASTM A580/A580M
2. Plate and
bent-bar anchors ........................................ .
.................... ASTM A480/A480M and ASTM A666
3. Sheet-metal anchors and ties .................................... .
....... ASTM A480/A480M and ASTM A240/A240M
4. Wire ties and anchors .............. ASTM A580/A580M
2.4 F. Coatings for
corrosion protection -Un
less
otherwise required, protect carb
on
steel joint
reinforcement, ties, anchors, and steel plates and bars from
corrosion by galvanizing or epoxy coating in
conf
ormance
with the foll
owing minimums:
l.
Galvanized coatings:
a.
Mili galvanized coatings:
1) Joint reinforcement ...............
....................... ..
ASTM A641/A641M (0.1 oz/ft
2
) (0.031 kg/m
2
)
2) Sheet-metal ties and sheet-metal anchors ..... .
ASTM A653/A653M Coating De
signation 060
b. Hot-dip galvanize
d coatings:
1) Joint reinforcement, wire ti es, and
wire anchors
ASTM Al53
/Al53M
(1.50 oz/ft
2
) (458 g/m
2
)
2) She
et-metal ti es and sheet-metal anchors ........ .
.......................... ASTM
A153/A153M C lass B
3) Steel plates and bars (as appli
cable
to size and
form indicated) ................ ASTM A 123/A123M
..................... or ASTM A153/Al53M, Class B
2. Epoxy coatings:
a. Joint reinforcement .............................................. ..
............................... ASTM A884/A884M Class A
.................................... Type 1 - 7 mils (175 J..lm)
b.
Wire ties and anchors ...................
......................... .
ASTM A899/A899M C lass C-
20 mils (508 ~tm)
c. Sheet-metal ties and anchors ................................. .
................................. 20 mils (508 J..lm)
per surface
............................. or
manufacturer's
specification
COMMENTARY
2.4 E. Stainless steel-
Corros ion resistance of
stainless
steel is
greater than that of
the other steels listed. Thus, it
does not have to be coated for corros ion resistance.
2.4 F.
Coatings for corros ion protection -Amount of
galvanizing required increases with severity of
exposure
26
-
2
·
8
• Project documents should specify the level of
corrosion
protection as required by Code Section 1.16.4.

S-40
SPECIFICATION
2.4 G.
Corros ion protection for tendons -Protect
tendons from corros
ion when they
are in exterior wall
s
exposed to earth or weather or wa
ll
s exposed to a mean
relative humidity exceeding 75
percent (corrosive
environment).
Select corrosion protection methods for
bonded and unbonded tendons from one ofthe
following:
l.B
onded tendons -Encapsulate bonded tendons in
corrosion resistant and watertight corrugated ducts
complyin
g with Article 2.4 G.l.a. Fill ducts with
prestress
in
g grout complying with Article 2.4 G.l.b.
a.
Ducts High-density
polyethylene or
polypro
pylene.
1)
Use ducts that are mortar-tight and non­
reactive with maso
nry, tendons, and grout.
2) Provide ducts with an inside diameter at least
114
in. (6.4 mm) larger than the tendon
diameter.
3)
Ma
intain ducts free of
water if
members to be
grouted are exposed to temperatures below
freezing prior to grouting.
4) Provide openings at bot
h ends of ducts for
grout injection.
b. Prestressing grout
1) Select proportions of
materials for pr
estressing
grout using either
of
the fo
llow
in
g methods as
accepted by the Architect/Engineer:
a) Results of
tests on fresh and hardened
prestressing grout -prior to beginning
grouting operations, or
b) Pr
ior documented experience with
similar materials and equipment and under
comparable field conditions.
2) Use portland cement conforming to ASTM
C l50, Type I, II, or III, that corresponds to the
type upon which selection of
prestressing
grout wa
s based.
3) Use the mínimum water content necessary for
proper pumping of
prestressing grout;
however, limit the water-
cement rat
io to a
maximum of0.45
by we
ight.
4) Discard prestressin
g grout that has
begun to set
due to delayed use.
5) Do not use admixtures, unless acceptable to
the Architect/Engineer.
6) Use water that is potable and free of
materials
known to be harmful to masonry materials and
reinforcement.
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
2.4 G.
Corros ion
protection for tendons -The
specified methods of
corrosion protection for unbonded
prestressing tendons are consistent with corrosion
protection requirements developed for single-strand
prestressing tendons in
concrete2.9. Masonry cover is not
sufficient corrosion protection for bonded prestressing
tendons in
a corrosive environment. Therefore, complete
encapsulation into plastic ducts is required. This
requirement is
consistent with corrosion protection for
unbonded tendons. Altemative methods of
corrosion
protection, such as the use of
stainless steel tendons or
galvanized tendons, are permitted. Evidence should be
provided that the galvanizing used on the tendons does not
cause hydrogen embrittlement ofthe
prestressing tendon.
Protection of
prestressing tendons against corrosion is
provided by a number of
measures. Typically, a proprietary
system is used that includes sheathing the prestressing
tendon with a waterproof plastic tape or duct. Discussion of
the various corrosion-protection systems used for
prestressed masonry is available in
the literature
210
• One
example of
a corrosion-protection system for the
prestressing tendon is
shown in Figure SC-3.
Chlorides, fluorides, sulfites, nitrates, or other
chemicals in
the prestressing grout may harm prestressing
tendons and shóuld not be used in harmful concentrations.
Historically, aggregates have not been used in
grouts
for bonded, post-tensioned concrete construction.
Prestressing Tendon
Permanent Corrosion
Preventive Grease
Plastic Sheath
Galvanized
Stee
l or
Plastic Pipe
Figure SC-3-
An example of
a corrosion-protection
system for an unbonded tendon

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
2.4 G.
Corros ion protection for
tendons (Continued)
2. Unbonded tendons -Coat unbonded tendons with a
material complying with Article 2.4 G.2b and covered
with a sheathing complying with Article 2.4 G.2a.
Acceptable materials include a corrosion-inhibiting
coating material with a tendon covering (sheathing).
a. Provide continuous tendon sheathing over the
entire tendon length to prevent loss of
coating
materials during tendon installation and stressing
procedures. Provide a sheathing of
medium­
density or high-density polyethylene or
polypropylene with the following properties:
1) Sufficient strength to withstand damage during
fabrication, transport, in
stallation, and
tensioning.
2)
Water-tightness over the entire sheathing length.
3)
Chemical stability without embrittlement or
softening over the anticip
ated exposure
temperature range and service life of
the
structure.
4)
Non-reactive with masonry and the tendon
corrosion
-inhibiting coating.
5)
In normal (non-corrosivc) environments, a
sheathing thickness ofnot
Jess
than 0.025 in.
(0.6
mm). In
corrosive environments, a sheathing
thickness ofnot
less than 0.040 in.
(1.0
mm).
6) An in
side diameter
at
Jeast 0.010 in. (0.3
mm)
greater than the
maximum diameter of
the tendon.
7)
For
applications in corrosive environments,
connect the sheathing to interrnediate and flXed
anchorages in a watertight fashion, thus
providing a complete encapsulation of
the
tendon.
b. Provide a corrosion-inhibiting coating material
with the following properties:
1)
Lubrication between the tendon and the
sheathing.
2) Re
sist flow from the sheathing within the
anticipated temperature range of
exposure.
3) A continuous non-brittle film at
the lowest
anticipated temperature of
exposure.
4)
Chemically stable and non-reactive with the
tendon, sheathing material, and masonry.
5) An organic coating with appropriate polar­
moisture displacing and co
rro
sion-preventive
additives.
S-41
COMMENTARY

5-42
SPECIFICA TI ON
2.4 G.2.b. (Continued)
6) A minimum weight not less
than 2.5 lb
of
coating material per 100 ft (37.2 g of
coating
material per m) of
0.5-in. (12.7-mm) diameter
tendon and 3.0 lb ofcoating
material per 100ft
(44.6 g of
coating material per m) of
0.6-in.
(15.2-mm) diameter tendon. Use
a sufficient
amount of
coating material to ensure filling of
the annular space between tendon and
sheathing.
7)
Extend the coating over the entire tendon
length.
8) Provide test results in
accordance with Table 6
for the corrosion-inhibiting coating material.
3. Alternative methods of
corrosion protection that
provide a protection leve! equivalent to
Articles
2.4 G.l
and 2.4 G.2 are permitted. Stainless steel
prestressing tendons or
tendons galvanized
according to ASTM A153/A153M, Class B,
are
acceptable altemative methods. If
galvanized,
further evidence must be provided that the coating
will not produce hydrogen embrittlement of
the
steel.
2.4 B.
Prestressiflg anchorages, couplers, und end blucks
1.
Provide anchorages and couplers that develop at
least 95 percent of
the specified breaking strength
of
the tendons or
prestressing steel when tested in
an
unbonded condition, without exceeding
anticipated set.
2. Place couplers
Architect/Engineer.
permits anticipated
during stressing.
where accepted by
Enclose with housing that
movements of
the couplers
3. Protect anchorages, couplers, and end fittings
against corros ion
4. Protect exposed anchorages, couplers, and end
fittings to achieve the fire-resista
nce rating
required for the element by the lega
lly adopted
building code.
TMS 602-11/ACI530.1·11/ASCE 6-11
COMMENTARY
2.4 H.Pr
estressing anchorages, couplers, and
end
blocks -Typical anchorage and coupling devices are
shown in Figure SC-4. Strength of
anchorage and coupling
devices should be provided by the manufacturer.
Protection of
anchorage devices typically includes
filling the opening of
bearing pads with grease, grouting
the recess in
bearing pads, and providing drainage of
cavities housing prestressing tendons with base flashing
and we
ep holes.
When anchorages and end fittings are exposed, additional
precautions to
achieve the required tire ratings and
mechanical protection for these elements must be taken.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-43
Tabl
e 6-
Performance
spe
cification
for
corrosion-inh
ibiting
coating
Test Tes
t Method A cceptance C rite
ria
Oropping Poin
t, op CC)
ASTM 0566
or
Mínimum 300 (148.9)
ASTM02265
Oil
Separati
on @ 160°F (71.1°C) FTMS 79 IB Maximum 0.5
% by weight Method 321 .2
Water,%
maximum ASTM095
0.1
Flash Point, °F
(
0
C) ASTM 092
Mínimum 300 (148.9)
(Refers to oil
co
mponent)
Corrosion Test ASTMBI17
For
normal environments:
Rust Grade 7 or
better after
5% Sa
lt Fog@
100°F
(37.8°C) 720 hr of exposure accordi
ng to ASTM 0610. For
5 mils (0.13 mm),
mínimum hour
s corros
ive environments : Rust Grade 7 or
better after
(Q Panel type S) 10
00 hr of exposure according to ASTM 06
10.
1
Wa
ter Soluble Ions
2
a. Chlorides, ppm maximum ASTM 0 512 10
b. Nitrates, ppm maximum 10
c. Sulfides, ppm maximum 10
Soak Test
5% Sa
lt Fog at 100°F
(37.8°C)
ASTM B11
7 No emulsification of
the coating after 720 hr of
5 mils (0.13 mm) coating, Q panels, (Modified) ex
pos
ure
type S.
Immerse
panels 50% in a 5%
sa
lt solution and expose to salt fog
Compatibility with Sheathing
a. Hardness and volume change of
ASTM04
289 Permissible change in
hardness 15%
polymer after exposure to grease, Permissib
le change in volume JO%
40 days@
150°F (65.6°C).
b. Tensil
e strength change of
polymer ASTM 063
8 Pe rmissible change in tensil
e strength 30%
after exposure to gr
ease, 40 days @
150°F ( 65
.6°C).
Extension of
exposure time to 1000 hours fo
r greases used in corrosive environments requires use of
more or better
corrosion-inhibitin
g additives.
2
Procedure: The inside (bottom and sides) of
a 33.8 oz
(1L) Pyrex beaker, approximate O.D. 4.1
in.
(105 mm
), height
5.7 in
. (145 mm), is thoroughly coated with 35.3 ± 3.5 oz
(1
00 ± 10
g) corrosion-inhibiting coating materi
al.
The
coated beaker is filled with approximately 30.4 oz
(900 ce) of
distill
ed water and heated in an oven at a controll
ed
temperature of l0
0°F ± 2°F (3 7 .8°C ± 1 °C) for
4 hours. Th
e wa
ter extra
ction is tested by
the noted test procedures for
the appropriate wa
ter soluble ions. Results are reported as
ppm in
the extr
acted wa
ter.

S-44
SPECIFICATION
2.5-
Accessories
2.5 A. Unle
ss otherwise required, provide contraction
(shrinkage) joint material that conf
orms to one of
the
following stand
ard
s:
l.
ASTM D2000, M2AA-805 Rubber shear keys
with a mínimum durometer hardness of
80.
2.
ASTM D2287, Type PVC 654-4 PVC shear keys
with a mínimum durometer hardness of
85.
3.
ASTM C920.
2.5 B. Unl
ess otherwise required, provid
e expansionjoint
material th
at conforms to
one oft
he
following standards:
l.A
STM C920.
2.ASTM D994.
3.ASTM Dl056,
Class 2A
2.5 C.Asphalt emulsion-Provide asphalt emulsionas
follows:
l.
Metal surf
aces .................... ASTM D 1187, Type JI
2. Porous surfaces ...
ASTM Dl
227, Type III, Class 1
STRESSING ANCHORAGE
Prefabricated Reinforced
Concrete Capping Element
Galvanized Steel or
Plastic Pipe
Threaded Sleeve
Tendon Cavity Grouted Salid
with Lateral Restraints Required
Reinforced Concrete
Foundation as
Required
Prestressing Tendon in
Plastic Sheath
SELF-ACTIVATING
DEAD END ANCHORAGE
TMS 602-11/ACI530.1-11/ASCE 6-1
1
COMMENTARY
2.5 -Accesso
ries
2.5 A.
and
B. Movement joints are used to allow
dimensional changes in masonry, minimize random wall
cracks, and other distress. Contraction joints (also called
control joints or
shrinkage joints) are used in
concrete
masonry to accommodate shrinkage. These joints are free
to
open as
shrinkage occurs. Expansion joints permit clay
brick masonry to expand. Material u sed in expansion joints
must be compressible.
Placement of
movement joints is recommended by
severa! publications
211
•
2
.1
4
• Typical movement joints are
illustrated in
Figure SC-5. Shear keys keep the wall sections
on either side of
the movement joint from rnoving out of
plane. Proper configuration must be
available to fit properly.
ASTM C920 covers elastomeric joint sealants, either
single or
multi-component. Grade NS, Class 25, Use M is
applicable to masonry construction. Expansion joint fillers
must be compressible so the anticipated expansion of
the
masonry can occur without imposing stress.
Threaded Prestressing
Tendon
Load lndicator Washer
Steel Bearing Plate
Special Bearing
Masonry Unit
Co
rrosion Protection for
Prestressing Tendon
Not Shown
Te
ndon Coupler
Reinforced Concrete
Foundation as Required
Figure SC-4-Typical anchorage and
co
upling devices for
prestressed
masonry

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-45
COMMENTARY
Out-of-Piane Restraint
Preformed Gasket
Sash Bl
ock Un
its
Gasket
Type
Double
Wvthe
Masonrv
Compressible Material
Control Joint Unit
Control Block
Rake
Joint Approx.
:V.
in.
(19
mm)
and Caul
k
Raked Joint
_e;;._t
raction Joint
J:l[l
mp~""'
"""""
Single Wvthe
Masonrv
Grouted Multiwythe Masonrv
Figure SC-5
-Movement joints
SPECIFICATION
2.5 D. Masonry cleaner
l . Use potable water and detergents to clean masonry
unless otherwise accept
able.
2. Unless otherwise required, do not use acid or
caustic
solutions.
2.5 E.
Joint fillers -Use the size and shape of
joint
fillers specifi
ed.
COMMENTARY
2.5 D. Masonry cleaner-
Adverse reactions can occur
between certain cleaning agents and masonry units.
Hydrochloric acid has been observed to cause corrosion of
metal ties. Care should be exercised in
its use to minimize
this potential problem. Manganese staining, efflorescence,
"buming" of
the units, white sc
um removal of
the cement
paste from the surface of
the joints, and damage to metals
can occur through improper cleaning. The manufacturers
of
the masonry units should be consulted for
recommended cleaning agents.

S-46
SPECIFICATION
2.6-
Mixing
2.6 A. Mortar
J. Mix cementitious materials and aggregates between
3 and 5 minutes in
a mechanical batch mixer with a
sufficient amount of
water to produce a workable
consistency. Unless acceptable, do not hand mix
mortar. Maintain workability of
mortar by remixing
or
retempering. Discard mortar which has begun to
stiffen or
is not used within 2
1
/2 hr
after initial
mixing.
2. Limit the weight of
mineral oxide or
carbon black
pigments added to project-site prepared mortar to
the following maximum percentages by weight of
cement:
a.
Pigmented portland cement-lime mortar
1)
Mineral oxide pigment
2) Carbon black pigment
JO
percent
2 percent
b. Pigmented mortar cement mortar
1)
Mineral oxide pigment
2) Carbon black pigment
5 percent
1 percent
c. Pigmented masonry cement mortar
1)
Mineral oxide pigment
2) Ca
rbon black pigment
5 percent
1 percent
Do
not add mineral oxide or
carb
on black
pigment to preblended colored mortar or
colored cement without the approval of the
Architect/Engineer.
3.
Do
not use admixtures containing more
than 0.2
percent chloride ions.
4. Glass unit masonry -Reduce the amount of
water
to
account for the lack of
absorption. Do
not
retemper mortar after initial set. Discard unused
mortar within 1
1
/2 hr after initial mixing.
TMS 602-11/AC1530.1-11/ASCE 6-11
COMMENTARY
2.6-
Mixing
2.6 A. Mortar -Caution must be exercised when
adding color pigment in field-prepared mortar so that the
proportions comply with the Specification requirements.
Preblended products are typically certified to the
applicable ASTM
Standard and the addition of
color at
the project site may impact mortar performance.

SPECIFICAT
ION FOR
MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
2.6 B.
Grout
l . Except for se
lf-consolidating grout, mix grout in
accordance with the requirements of
ASTM C476.
2. Unless ot
herwise required, mix grout other th
an self­
consoli
dating grout to a consistency that has a slump
between 8 and
11
in. (203 and 279 mm).
3.
Pr
oportioning of
self-consolidating grout at the project
site is not permitted. Do not add water at the project site
except in accordance with the self-consolidatin
g grout
manufacturer's recommendations.
S-47
COMMENTARY
2.6 B.
Grout -The two types of
grout are fine grout
and coarse grout, which are defined by aggregate size.
ASTM C476 requires the grout type to be specified by
proportion or strength requirements, but not by
both
methods. ASTM proportion requirements are given in
Table SC-7.
Specified grout compressive strength
requirements are based on a mix design that provides the
required strength at 28 days, where the required strength
must be at least 2,000 psi (14.4 MPa).
The permitted ranges in
the required proportions
of
fine and coarse aggregates are intended to
accommodate variations in aggregate type and
gradation. As noted in
Specification Table 7, the
selection of
the grout type depends on the size of
the
space to be grouted. Fine grout is selected for grout
spaces with restricted openings. Coarse grout specified
under ASTM C476 has a maximum aggregate size that
will pass through a 3/8 in
. (9.5 mm) opening. Larger
aggregate, conforming to ASTM C33, can be specified
if
the grout is
placed in areas of
unobstructed
dimensions greater than 6 in. ( 152 mm).
Grout meeting the proportion specifications of
ASTM
C476 typi
call
y has compressive strength
ranges shown in
Table SC-8 when measured by
ASTM C1019.
Grout
compre
ssive strength is influenced by
the water cement
ratio, aggregate content, and the
type ofw1its used.
Since grout is placed in an absorptive form made
of
masonry units, a high water content is required. A
slump of
at least 8 in. (203 mm) provides a mix fluid
enough to be properly placed and supplies sufficient
water to satisfy the water demand of
the masonry units.
Small
cavities or cells require grout with a
higher
slump than larger cavities
or
cells. As the
surface area and unit shell thickness in contact with
the grout decrease in
relation to the volume of
the
grout, the slump of
the grout should be reduced.
Segregation of
materials should not occur.
The grout
in
pl
ace will
have a lower water-cement
ratio than when mixed. This concept ofh
igh slum
p and
absorptive forms is
different from that of
concrete.
Proportioning of
self
-consolidating grout at the
project site is not permitted since the mixes can be
sensitive to variations in
proportions, and tighter
quality control on the mix is required than can be
achieved in
the field. Typically, self-consolidatin
g
grout comes ready mixed from the manufacturer. Self­
consolidating grout may
also be available
as a
preblended dry mix requiring the addition of
water at
the project site. Manufacturers provide instructions on
proper mixing techniques and amount of
water to be
added. Slump values
for se
lf-consol
idating grout are
expressed as a slump tlow because they exceed the 8
in. to 11
in. (203 to
279
mm) slum
p range for non-self
­
consolidating grouts.

S-48 TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
a e - -rou propo T bl se 1 G t rf
1ons
b 1y
vo
ume
Aggregate damp, loose
1
Grout_type Cement Lime Fine Coarse
Fine 1 Oto 1110
2Y4
to 3 -
Coarse 1 Oto 1/10 2Y4
to 3 1 to 2
1
T1mes the sum ofthe
volumes ofthe
cementitious materials
T bl se
s G t t th a e --
rou s reng1
s
Compressive strength, psi (MPa)
Grout type Location
Low Mean High Reference
Coarse Lab 1,965 (13.55) 3,106 (21.41) 4,000 (27.58) 2.15
Coarse Lab 3,611 (24.90) 4,145 (28.58) 4,510 (31.10) 2.16
Coarse Lab 5,060 (34.89) 5,455 (37.61) 5,940 (40.96) 2.17
SPECIFICATION COMMENTARY
2.6 C.
Thin-bed
mortar for
AAC-
Mix thin-bed mortar for
AAC masonry as specified by the thin-bed mortar
manufacturer.
2.7-
Fabrication
2.7 A. Reinforcement
l.
Fa
bricate reinf
orcin
g bars in accordance with the
fabricating tolerances of
ACI 117.
2. Unless otherwise required, ben
d bars cold and
do
not
heat bars.
3.
The mínimum inside diameter of
bend for stirrups shall
be fi
ve bar diameters.
4. Do not bend Grade 40 bars in
excess of
180 degrees.
The mínimum inside diameter of
bend is five bar
diameters.
5. The mínimum inside bend diameter for other bar
s is as
follows:
a. No
. 3 through No. 8 (M# 1 O through 25) ................... ..
.. ........ ..... ... .. ..
..
. ......... ..
. ..
....... ....... ..... ..
6 bar diameters
b.
No. 9 through No. 11
(M
#29 through 36) ....
.............. .
.. ........ ..... ... ... . ..
. ..
.......... .... ....... ............ 8 bar diameters
6. Provide standard hooks that conf
orm to the following:
a. A standard 180-degree hook: 180-degree bend plus a
mínimum extension of
4 bar diameters or
2
1
/2 in.
(64 mm), whichever is greater.
b.
A standard 90-degree hook: 90-degree bend plus a
mínimum extension of
12 bar
diameters.
c. For stirrups and tie hooks for a No. 5 (M#l6)
bar and
smaller: a 90-or 135-degree bend
plus a mínimum of
6 bar diameters or 2
1
/
2 in.
(64 mm), whichever is
greater.
2.7-
Fabrication
2. 7 A. Reinforcement -ACI 117 Specifications for
Tolerances for Concrete Construction and Materials and
Commentary contains fabrication tolerances for steel
reinforcement. Recommended methods and standards
for preparing design drawings, typical details, and
drawings for the fabrications and placing of
reinforcing
steel in
reinforced concrete structures are given in
ACI
315
2
·
18
and may be used as a reference in
ma
sonry
design and construction.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
2. 7 B.
Prefabricated masonry
l. Unl
ess otherwise
required, provid
e prefabricated
masonry that conforms to the provisions of
ASTM
C901.
2. Unless otherwise required, provide prefabricated
masonry lintels that have an appearance similar to
the
masonry units used in
the wall surrounding each lintel.
3. Mark
prefabricated masonry for pr
oper
location and
orientation.
S-49
COMMENTARY
2.7 B.Pr
efabricated masonry -ASTM C901
covers the
requirements for prefabricated masonry
panels, including materials, structural design,
dimensions and va
riations, wo
rkmanshi
p, quality
control, identification, shop drawings, and handling.

S-50 TMS 602-11/ACI 530.1-11/ASCE 6-11
This page is intentionally left blank.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-51
PART 3-
EXECUTION
SPECIFICATION
3.1
-lnspection
3.1 A. Prior to the start of
mas
onry constructi
on, the
Contractor shall ve
rify:
l. That found
ations are constructed within a leve)
alignm
ent tolerance of ±
1
/
2 in
. (12.7 mm
).
2.
That reinfo
rcing dowels are positioned in
ac
cordance
with the Project Drawings.
3.1 B. If
stated conditions are not met, notify
the
Architec
t/Engineer.
Top
of
Foundatio
n
Sp
ecifi
ed Grade
or
Eleva
tion
--
Maxi
mu
m
Variat
ion (+)
--
----
---
Maxi
mum
Va
ri
atio
n (·
)
COMMENTARY
3.1 -lnspection
3.1 A. The tolerances in
this Article are taken from
Reference 3 .l.
The dimensional toleran ces of
the
supporting concrete are important since they co
ntrol
such aspects as mortar joint
thickness and bearing area
dimensions, which influence the performance of
the
masonry. Tolerances for variation in
grade or elevation
are shown in
Figure SC-6. The specified width of
the
foundation is obviously more cri
tica! than its specified
length. A foundation
wider than specified will
not
normall
y cause structural problems.
-----
------
-
Y.
in.
(6.4 mm)
Max
imum
Variation
from
Scale:
Ho
ri
zon
tal1 in.
(25.4 mm)
= 10ft (3
.0 m)
Vert
ica
l 1 in.
(25.4 mm)
= 1 in.
(25.4 mm)
Leve
l or
Grade
----
Figure SC
-6 -Toleran
ce f or va
riation
in
grade or elevation

S-52
SPECIFICATION
3.2-
Preparation
3.2 A. Clean reinforcement and shanks of
anchor bolts by
removing mud, oil, or other materials that will adversely affect
or reduce bond at the time mortar or grout is
placed.
Reinforcement with rust, mili
scale, or a combination of
both
are acceptable without cleaning or brushing provided that the
dimensions and weights, including heights of
deformations, of
a cleaned sample are not less
than required by the
ASTM
specification covering this reinforcement in this Specification.
3.2 B. Prior to placing masonry, remove laitance, loose
aggregate, and anything el
se that would prevent mortar
from bonding to the foundation.
3.2 C.
Wetting masomy units
l.
Concrete masonry-
Unless otherwise required, do
not wet concrete masonry or AAC masonry units
before laying. Wet cutting is permitted.
2. Clay or shale masonry -Wet
clay or shale
masonry units having initial absorption rates in
excess of
1 g per min. per in.
2
(0.0016 g per min.
per
mm
2
),
when measured in accordance with
ASTM C67, so the initial rate of
absorption will
not exceed 1 g per min. per in.
2
(0.0016 g per min.
per
mm
2
) when the units are used. Lay wetted units
when surface dry. Do not wet clay or
shale
masonry units having an initial absorption rate less
than 0.2 g per min. per in.Z
(0.00031 g per min. per
mm
2
).
3.2 D. Debris -Construct grout spaces free of
mortar
dropping, debris, loose aggregates, and any material
deleterious to masonry grout.
3.2 E.
Reinforcement -Pla
ce reinforcement and ties in
grout spaces prior to grouting.
3.2 F.
Cleanouts -Provide cleanouts in the bottom
course of
masonry for each grout pour when the grout pour
height exceeds 5 ft
4 in.
(1.63 m).
l.
Construct cleanouts so
that the space to be grouted
can be cleaned and inspected. In
solid grouted
masonry, space cleanouts horizontally a maximum
of
32 in
. (813 mm) on center.
2. Co
nstruct cleanouts with an opening of
sufficient size
to permit removal of
debris. The mínimum opening
dimensio
n shall be 3 in.
(76.2 mm).
3. After cleaning, close cleanouts with closures
braced to resist
grout pressure.
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
3.2 -Preparation
3.2 C. Wetting masonry units -Concrete masonry units
increase in
volume when wetted and shrink upon subsequent
drying. Water introduced during wet cutting is localized and
does not significantly affect the shrinkage potential of
concrete masonry. Clay masonry units with high absorption
rates dry the mortar/unit interface. This may result in a lower
extent of
bond between the units and mortar, which may
create paths for moisture intrusion. Selection of
compatible
units and mortar can mitigate this effect.
3.2 D.
Debris -Continuity in the grout is critica! for
uniform stress distribution. A reasonably clean space to
receive the grout is necessary for this continuity. Cells
need not be vacuumed to achieve substantial cleanliness.
Inspection of
the bottom of
the space prior to grouting is
critica! to ensure that it is substantially clean and does not
have accumulations of
deleterious materials that would
prevent continuity ofthe
grout.
3.2 E. Reiriforcement
-Loss of
bond
and misalignment of
the reinforcement can occur if
it is not placed prior to grouting.
3.2 F.
Cleanouts -Cleanouts can be constructed by
removing the exposed face shell of
units in hollow unit
grouted masonry or individual units when grouting
between wythes. The
purpose of
cleanouts is
to allow the
grout space to be adequately cleaned prior to grouting.
They can also be used to verify reinforcement placement
and tying.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY 5-53
SPECIFICATION
3.3 -Masonry
erection
3.3 A. Bond pattern -Unless otherwise required, !ay
masonry in
running bond.
3.3 B. Placing mortar and units
l.
Bed and head joints -Unless ot
herwise required,
construct
3
/8-in. (9.5-mm) thick
bed and head
joints, except at foundation or
with glass unit
masonry. Construct bed joint
of
the starting course
of
foundation with a thickness not less than
1
/4 in
.
(6.4 mm) and not more than
3
/4 in. (19
.1
mm).
Provide glass unit masonry bed and head joint
thicknesses in accordance with Article 3.3 B.6.c.
Constructjoints
that also conforrn to the fo
ll
ow
in
g:
a. Fill holes not specified in
exposed and below
grade masonry with mortar.
b. Unless otherwise required, too! joint with a
round jointer when the mortar is thumbprint
hard. ·
c.
Remove masonry protrusions extending
1
/
2 in.
(12.7 mm) or more into cell
s or cavities to be
grouted.
2. Collar joints -Unless otherwise required, solidly
fill collar joints less than
3
/4
in. (19.1 mm) wide
with mortar as the project progresses.
3. Hollow units-Place hollow units so:
a. Face shells ofbed
joint
s are fully mortared.
b. Webs are fully mortared in:
1)
al!
courses of
piers, co
lumns and pilasters;
2)
when necessary to
confine grout or
insulation.
c. Head joint
s are mortared, a mínimum distance
from each face equal to
the face shell
thickness
oft
he unit.
d. Vertical cells to be grouted are aligned and
unobstructed openings for grout are provided in
accordance with the Project Drawings.
4. So/id units -Unless otherwise required, solidly
fill bed and head joints with mortar and:
a. Do
not fill head joints by slushing with mortar.
b. Construct head j oints by shoving mortar tight
against the adjoining unit.
c.
Do not deeply furrow bed joints.
COMMENTARY
3.3 -Masonry
erection
3.3 B. Placing mortar and units-Article 3.3 B applies
to masonry construction in
which the units support their
own weight. Face shell mortar bedding of
hollow units is
standard, except in
locations detailed in
Article 3.3 B.3.b.
Figure SC-7 shows the typical placement of
mortar for
hollow-unit masonry walls. In partially grouted walls,
however, cross webs next
to cells that are to be grouted are
usually mortared. If
fui! mortar beds throughout are
required for structural capacity, for example, the specifier
must so stipulate in the Project Specifications or Project
Drawings.
Figure SC-7 -Mortar
placement ofhollow units in
walls

S-54
SPECIFICATION
3.3 B.
Placing mortar and
units (Continued)
5. Open-end units with beveled ends -Fully grout
open-end units with beveled ends. Head joints of
open-end units with beveled ends need not be
mortared. At the beveled ends, form a grout key
that permits grout within 5/8 inch (15.9 mm) ofthe
face of
the unit. Tightly butt the units to pr
event
leakage of
gro u t.
6. Glass units
a. Apply a complete coat of
asphalt emulsion, not
exceeding
1
/8 in. (3.2 mm) in thickness, to
panel bases.
b. Lay units so head and bed joints are filled
solidly. Do
not furrow mortar.
c. Unless otherwise required, construct head and
bed joints of
glass unit masonry
1
/4-in.
(6.4-mm) thick, except that vertical joint
thickness of
radial panels shall not be
less than
1
/8 in. (3.2 mm). The bed-joint thickness
tolerance shall be minus
1
/
16
in. (1.6 mm) and
plus
1
/
8 in. (3.2 mm). The head-joint thickness
tolerance shall be plus or
minus
1
/
8 in
.
(3.2 mm).
d. Do not cut glass units.
7.
Al!
units
a.
Place clean units while the mortar is soft and
plastic. Remove and re-lay in fresh mortar any
unit disturbed to the extent
that initial bond is
broken after initial positioning.
b. Except for glass units, cut exposed edges or
faces of
ma
sonry units smooth, or
position so
that exposed faces or
edges are unaltered
manufactured surfaces.
c.
When the bearing of
a ma
sonry wythe on its
support is less than two-thirds of
the wythe
thickness, notify the Architect/Engineer.
TMS 602-11/ACI 530.1-11/ASCE 6-11
COMMENTARY

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-55
SPECIFICATION
3.3
B. Placing mortar and units (Continued)
8.
AAC
masonry
a. Place mortar for leveling bed joint
in
accordance with the requirements of
Article
3.3 B. l.
b. Lay subsequent courses using thin-bed mortar.
Use special notched trowe
ls manufact
ured for
use with thin-bed mortar to spread thin-bed
mortar so
that
it completely fills the bed joi
nts.
Unless otherwise specified in the Contract
Document
s, similarly fill the head joi
nts.
Spread mortar and
place the next unit before
the morta
r dries. Pla
ce
each AAC
unit as
close
to head joint
as possible before lower
ing the
block
o nto the bed joint. Avoid excessive
movement along bed joint. Make
adjustments
while thin-bed mortar is
still soft and plastic
by
tapping to plumb and bring units into
alignment. Set units into final position, in
mortar
joints approximately 1116-in. (1.5-mm
)
thick, by
striking on the end and top with a
rubber mallet.
c. Lay
units in
ali
gnment with the plane of
the
wall. Align vertically and plumb using the first
cuurst: for reference. Make minor
adjustments
by sanding the exposed faces of
the units and
the
bed
joint
surface with a sanding board
manufactured for use
with AAC masonry.
3.3 C. Placing adhered veneer
l . Br
ush a paste
of
ne
at
portland cement on
the
backing and
on the back oft
he veneer
unit.
2. Ap
ply Type
S mortar to the backing and to the
veneer
unit.
3. Tap the
veneer unit into place, completely fi
lling
the space between the veneer unit and
the backing.
Sufficient mortar sha
ll
be used to create a sli
ght
excess to
be forced out
between the
edges of
the
veneer
units. The
resulting thi
ckness of
the mortar
in back of
the ve
neer
unit shall not be less than
3
/8 in. (9.5 mm) nor
more than l Y.
in. (31.8 mm).
4. Tool the mortar jo
int wit
h a round jointer
when the
mortar
is thumbprint hard.
COMMENTARY
3.3 B.8 AAC
Masonry-
AAC
masonry can be cut,
shaped and drilled with tools that are capable of
cutting
wood; however, saws, sanding boards, and rasps
manufactured for
use with AAC
are recommended for
field
use. Since thin-bed mortar joints
do
not
readily allow for
plumbing of
a wall, the ability of
AAC
masonry to be
easily cut and shaped allows for
field adjustment to attain
required tolerances.
3.3 C Placing adhered veneer-
Article 3.3 C applies to
adhered veneer in which the backing supports the weight of
the units. This basic method has served satisfactorily since
the early 1950s. Properly filled and tooled joints
(3.3 C.4)
are essential for proper performance of
adhered veneer.

S-56
SPECIFICATION
3.3 D. Embedded items an
d accessories -ln
stall
embedded items
and accessories as follows:
l.
Construct chases as
masonry
units are laid.
2. Install
pipes
and conduits passing horizontall
y
through nonbearing masonry partitions.
3. Pl
ace pipes
and conduits passing hori
zontall
y
through piers, pilasters, or columns.
4. Place horizontal pipe
s and conduits in and
parall
el
to
plane ofw
alls.
5. Install and secure connectors, fl
ashing, weep holes,
weep vents,
nailing bl
ocks, and other accessories.
6. Install
movementj
oints.
7. Aluminum - Do not embed aluminum conduits,
pipes, and accessories
in
masonry, grout, or mortar,
unless effectively coated or cover
ed to prevent
chemical reaction between aluminum and cement
or
electrolytic action between aluminum and steel.
3.3 E. Bracing of masonry -Design, provide, and
install
bracing that will assure stability of
masonry during
construction.
3.3 F. Site tolerances -Erect masonry within the
fo
llowing tolerances from the specified dimensions.
l.
Dimension of
elements
a. In cross section or
elevation
..
..
..
........
....
-
1
/4 in. (6.
4 mm), +
1
/2 in.
(12.7 mm)
b. Mo
rtar joint thi
ckness
bed ......
..................
................... ±
1
/
8 in.
(3.2 mm)
hea
d ........... -
1
/4 in. (6.4 mm),+
3
/
8 in
. (9
.5 mm)
coll
ar ........... -
1
/
4 in. (6.4 mm), +
3
/
8 in
. (9.5 mm)
glass unit masonry ..
.....
...... see Article 3.3 B.6.c
c. Grout space or cavity
width, except for masonry
wall
s passin
g framed construction
....
...
...
.........
. -
1
/
4 in. (6.4 mm),+
3
/
8 in. (9.5 mm
)
TMS 602-11IAC1530
.1-11IASC
E 6-11
COMMENTARY
3.3 E.
Bracing of
masonry-
For guidance on bracing of
masonry walls for wind, consult Standard Practice for
Bracing Masonry Walls Under Construction
32
.
3.3 F.
Site tolerances -Tolerances are established to
limit eccentricity of
appli
ed load. Sin ce masonry is usually
used as an exposed material, it is
subjected to
tighter
dimensional tolerances than those for structural frames.
The tolerances given are based on structural performance,
not
aesthetics.
The provisions for cavity width shown are for the space
between wythes ofnon
-composite masonry. The provisions
do not apply to situations where masonry extends past floor
slabs, spandrel beams, or
other structural elements.
The remaining provisions set the standard for quality
of
workmanship and ensure that the structure is not
overloaded during construction.

SPECIFICATION FOR MASONRY
STRUCTURES ANO COMMENTARY
SPECIFICATION
3.3 F. Site tolerances (Continued)
2. Elements
a.
Variation from leve!:
bed joints
.................... ±
1
/4 in. (6.4 mm) in
JO
ft (3.05 m)
............................ ±
1
/
2 in
. ( 12.7 mm) maximum
top surface of
bearing walls
.................... ±
1
/4 in. (6.4 mm) in 10ft
(3.05 m)
..............
..
............ ±
1
/2 in. (12.7 mm) maximum
b.
Yariation from plumb
.................... ±
1
/4 in. (6.4 mm) in
JO
ft (3
.05 m)
.................... ±
3
/
8 in. (9.5 mm) in
20ft
(6.10 m)
............................ ±
1
/
2 in. ( J2.7 mm) maximum
c. True to a line
.................... ±
1
/4 in. (6.4 mm)
in
JO
ft (3.05 m)
..
.....
............. ±
3
/8 in. (9.5 mm) in 20ft
(6.JO m)
.......
.........
............ ±
1
/
2 in. (12.7 mm) maximum
d. Alignment of
columns and walls
(bottom versus top)
...................................... ±
1
/
2 in. (12.7 mm) for
bearing wa
ll
s and columns
.......... ±
3
/4 in. (19.1 mm) for nonbearing walls
3. Location of
e1e
ments
a. lndicated in
plan
.................. ±
1
/2 in. (12.7 mm) in
20ft
(6.10
m)
............................ ±
3
/4 in. (19.1 mm) maximum
b.
lndicated in elevation
....................... ±
1
/4 in. (6.4 mm) in
story height
............................ ±
3
/4 in. (19.1 mm) maximum
4.lf
the above conditions cannot be met due to previous
constru
cti
on, notify the Architect/ Engineer.
S-57
COMMENTARY

S-58
SPECIFICATION
3.4-
Reinf
orcement, tie, and anchor installation
3.4 A.Basic requirements -Place reinforcement, wall
ties, and anchors in accordance with the sizes, types, and
locations indicated on the Project Drawings and as
specified. Do not place dissimilar metals in
contact with
each other.
3.4 B.
Reinforcement
l.
Support reinforcement to prevent displacement
caused by
construction loads or
by
placement of
grout or mortar, beyond the all
owable toleran ces.
2. Completely em
bed reinforcing bars in
grout in
accord
ance with Article 3.5.
3. Ma
intain clear
distance between reinforcing bars
and the interior of
masonry unit or formed surface
of
at least
1
/4 in. (6.4 mm) for fine grout and
1
/2 in
.
(1
2.7 mm) for coarse grout, except where cross
webs of
hollow
units are used as
supports for
horizontal reinforcement.
4.
Place reinforcing bars maintaining the fo
ll
owing
mínimum cover:
a. Masonry face exposed to earth or
weather:
2 in. (50.8 mm) for bars larger than No. 5
(M#
I6); IYz
in. (38.1 mm) forNo.
5 (M#l6)
bars or smaller.
b. Masonry not exposed to earth or
weather:
1 Yz
in. (38.1 mm).
5. Maintain mm1mum clear distance between
parallel bars of
the nominal bar size or
1 in. (25.4
mm), whichever is greater.
6. In columns and pilasters, maintain mínimum clear
di
sta
nce between vertica
l bars of
one and one-half
times the nominal bar size or
1 Yz
in. (38.1 mm),
whichever is greater.
7. Sp
li
ce only where indicated on the Project
Drawings, unless otherwise acceptable.
When
splicing by welding, provide welds in
confo
rm
ance with the provisions of
A WS D 1.4.
8.
Unless
accepted by
the Architect/Engineer, do
not
bend reinforcement after it
is embedded in
grout or
mortar.
9. Noncontact lap splices-
Position bars spliced by
noncontact
lap splice no
farther
apart transverse
ly
than one-fifth th
e specified length of
lap nor
more
than 8 in. (203 mm)
TMS 602-11/ACI530
.1-11/ASCE 6-11
COMMENTARY
3.4-
Reinforcement, tie, and anchor installation
The requirements given ensure that:
a.
ga
lvanic action is inhibited,
b. location is as
assumed in
the design,
c. there is sufficient clearance for grout and mortar to
surround reinforcement, ties, and anchors so
stresses are properly transferred,
d. corrosion is delayed, and
e.
compatible lateral deflection of
wythes is
achieved.
Tolerances for placement of
reinforcement in
masonry
first appeared in the 1985 Uniform Building Code
33
.
Reinforcement location obviously influences st
ru
ctural
performance ofthe
member. Figure SC-8 illustrates severa!
devices used to secure reinforcement.
Figure SC-8-
Typical reinforcing bar po
sitioners
9. Noncontact lap splices -Lap
splices may be
constructed with the bars in adjacent grouted cells if
the
requirements ofthis
section are met.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-59
SPECIFICATION
3.4 B. Reinforcement (Continued)
10.
Joint reinforcement
a.
Place joint
reinforcement so
that longitudinal
wires are embedded in
mortar with a minimum
cover of
1
/2 in. (12.7 mm) when not exposed to
weather or
earth and
5
/8 in. (15.9 mm) when
exposed to
weather or
earth.
b. Provide minimum 6-in. (152-mm) lap splices for
joint
reinforcement.
c. Ensure that all ends of
longitudinal wires
of
joint
reinforcement are embedded in
mortar at laps.
11. Placement tolerances
a. Place reinforcing bars in
wall
s and flexura!
elements within a to1erance of
±
1
/
2 in.
(12.7 mm) when the distance from the centerline
of
reinf
orcing bars to the opposite face of
masonry, d, is
equal to 8 in. (203 mm) or
le
ss,
± 1 in. (25.4 mm) for d equal to 24 in
. (610 mm)
or
less but greater than 8 in. (203 mm), and
± 1
1
/4 in. (31.8 mm) for d greater than 24 in.
(610 mm).
b.
Place vertical bars within:
1) 2 in
. (50.8 mm) of
the required location along
the length of
the wall when the wall segment
length exceeds 24 in. (610 mm).
2) 1 in
. (25.4 mm) ofthe
required location along
the length of
the wall when the wall
segment
length do es not exceed 24 in. ( 61
O mm)
c.
If
it is necessary to
move bars more than one bar
diameter or
a distance exceeding the tolerance
stated above to avoid interference with other
reinforcing steel, conduits, or embedded items,
notify the ArchitecúEngineer for acceptance of
the resulting arrangement of
bars.
COMMENTARY
3.4 B.ll.a.
Ways to measure d distance in various
common masonry elements are shown in Figures SC-9
through SC-113.4.
The maximum permissible tolerance for
placement of
reinforcement in a wall, beam, and column is
based on the d dimension ofthat
element.
In masonry walls, the d dimension is measured
perpendicular to the length ofthe
wall and is defmed in
the
Specification as the distance from the center of
the
reinforcing bar to the compression face of
masonry. The
distance, d,
to the compression face is
normally the larger
distance when reinforcing bars are offset from the center of
the wall, as shown in Figure SC
-9.
The d dimension in masonry columns will establish the
maximum allowable tolerance for placement ofthe
vertical
reinforcement. As
shown in Figure SC- 1 O,
two dimensions
for each vertical bar must be considered to establish the
allowable tolerance for placement of
the vertical
reinforcement in
each primary direction.
The d dimension in a masonry beam will establish the
maximum allowable tolerance for placement of
the
horizontal reinforcement within the depth of
the beam. As
shown in Figure SC-11, the distance to the top of
beam is
used to establish the allowable tolerance for placement of
the reinforcement.
b The tolerance for placement of
vertical reinforcing
bars along the length of
the wall is
shown in Figure SC-9.
As shown, the allowable tolerance is +/- 2 in., except for
wall segments not exceeding 24 in. where the allowable
tolerance is decreased to +/
-1 inch. This tolerance applies
to each reinforcing bar relative to the specified location in
the wall. An accumulation of
toleran ces could result in bar
placement that interferes with cross webs in
hollow
masonry units.

S-60
~
-o
-o
e
w
Specified location ± 1 in. (25.4 mm)
TMS 602-11/ACI 530.1-11/ASCE 6-11
COMMENTARY
when d s 8 In. (203 mm).
lolerance = ±Y.
In. (12. 7 mm)
when 8 in. (203 mm)
< d s 24 in. (61
O mm), tolerance = ± 1 in. (25.4 mm)
when d > 24 in. (610 mm), tolerance = ± 1 Y.
in. (31
.8 mm
)
...
.
-·
.
.. ·~
·. ~
.·
..
.
1 •
..
' · .
. ..·
: o 10:,
.
···' ..
1 ,.•
•' ,.
•
· :"'
• o 1 ' · ·l
. • ,'1 '
..
.
: . .
.· ...
· ..
·.·
.
When wall segment s 24 In. (610 mm
)
Acceptab le rang e of
p lacement
-2 in. (50.8 mm) -H+--
+2 in. (50.8 mm)
Speclfied location
when wall segment exceeds 24 in. (610 mm)
Fi
gure SC-
9 - Typical 'd' dis
ta
nce in a wall
d d
r--1-------,
-r-
d
d
Figure SC-10-Typical 'd ' distance in
a column

SPECIFICATION FOR MASONRY STRUCTURES AND COMMENTARY S-61
SPECIFICATION
d.
Foundati
on dowels that interf
ere with unit webs
are permitted to be bent to a maximum of
1 in.
(25.4 mm) horizontall
y for every 6 in. (152 mm)
of vertical height.
COMMENTARY
3.4 B.ll
(d) Misaligned foundation dowels may
interfere with placement of
the masonry units. Interfering
dowels may be bent in accordance with this provision (see
Figure SC-12)
3
·
5
•
3
·
6
• Removing a portion of
the web to
better accommodate the dowel may also be acceptable as
long as the dowel is
fully encapsulated in grout and
masonry cover is maintained.
'it>
4
•tr
~\)
d
4
•tp
~
'1:'
~
Section A-A
Figure SC-11-
Typical 'd' distance in a beam
A
y y
..
6
..
~
..
..
.. . ..
• •.,
A. 1 A. •
.·
.· :
. . · ... · .. 4 ··
~
.
:
• • • A.
..
·
~·
• ...
•..
•
Figure SC-12-Permitted Bending of
Foundation Dowels

S-62
SPECIFICATION
3.4 C.
Wall ties
l.
Embed the ends of
wall ti
es in
mor1ar
joints. Embed
wall tie ends at
least
1
/2 in.
(12.7 mm) into the outer
face shell of
hollow units. Embed wire wall ties at
least 1
1
/
2 in.
(38.1 mm) into the mortar bed of
solid
masonry units or
sol id
grouted hollow units.
2. Unless otherwise required, bond wythes not bonded
by headers with wall ties as follows:
Wire
size
Minimum number of
wall ties required
Wl.7
(MWll)
W2.8 (MW18)
One per 2.67 ft
2
(0.25 m
2
)
One per 4.50 ft
2
(0.42 m
2
)
The maximum spacing between ties is 36 in
.
(914 mm) horizontally and 24 in.
(610 mm) vertically.
3. Unless accepted by the Architect/Engineer, do
not bend
wall ties after being embedded in
grout or mortar.
4. Unless otherwise required, install adjustable ties in
accordance with the following requirements:
a.
One tie for each 1.77 ft
2
(0.16 m
2
) ofwall
area.
b.
Do not exceed 16
in. (406 mm) horizontal or
vertica
l spacing.
c.
The maximum misalignment ofbedjoints
from
one wythe to the other is 1
1
14 in. (31.8 mm).
d.
The maximum clearance between connecting
parts ofthe
ties is
1
/
16 in. (1.6 mm)
e.
When pintle anchors are used, provide ties with
one or more pintle leg made ofwire
size W2.8
(MW18).
16
in
. (406 mm)
Max.
Vert. Spacing
1.77 Sq
. Ft.
(0
.16 m2)
Maximum Wall Surface
Area Per Tie
-¡, '¡-;:::;
!ion J-
"-16
in. (406 mm) Max.
Horiz. Spacing
Spacing of Adjustable Ties
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
3.4 C. Wall ties-
The Code does not permit the use of
cavity wall ties with drips, nor the use of
Z-ties in
ungrouted, hollow unit masonry. The requirements for
adjustable ties are shown in Figure SC-13.
Vertical Section
PlanVie
w
1-t
~.~x
.
Clear.
.~in
.
(1
.6 mm)
Figure SC-13 -Adjustable ties

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-63
SPECIFICATION
3.4 C. Wall ties (Continued)
5. Install wire ties perpendicular to a vertical line on
the face of the wythe from which
they protrude.
Where one-piece ties
or
joint reinforcement are
u sed, the bed joints of
adjacent wythes shall
ali
gn.
6. Unless otherwise required, provide additi
onal unit
ti
es
around openings larger than 16 in. ( 406 mm) in
either dimension. Space ties around perimeter
of
opening at a maximum of
3 ft (0.91
m) on center.
Place ties within 12
in. (305 mm) of
opening.
7. Unless ot
herwise required, provide unit ties within
12 in
. (305 mm) ofunsupported
edges at horizontal
or ve
rtical spacing given in Article 3.4 C.2.
3.4 D. Anchor
bolts
l. Embed headed and bent-bar anchor bolts larger than
\4
in. (6.4 mm) diameter in
grout that is placed in
accordance with Article 3.5 A and Article 3.5 B.
Anchor bolts of
\4
in.
(6.4 mm) diameter or less are
permitted to be placed in grout or
mortar bed joints
that have a specified thickness of
at least Yz
in.
(12.7 mm) thickness.
2. For
anchor bolts placed in the top of
grouted ce li
s
and bond beams, maintain a clear di
stance between
the bolt and the face of
masonry unit of
at Je
ast
\4
in. (6.4 mm) when using fine grout and at least
Yz
in. (12.7 mm) when using coarse grout.
3. For
anchor bolts placed through the face shell of
a
holl
ow
masonry unit, drill a hole that is tight-fitting
to the bolt or
provide minimum clear distance that
conf
orm
s to Article 3.4 D.2 around the bolt and
through the face shell. For
the portien of
the bolt
that is within the grouted cell, maintain a clear
distance between the bolt and the face of
masonry
unit and between the head or
bent leg of
the bolt
and the formed surface of
grout of
at least \4
in.
(6.4 mm) when using fine grout and at least Yz
in.
(12.7 mm) when using coarse grout.
4. Place anchor bolts with a clear di
stance between
parallel anchor bolts not less
than the nominal
diameter of
the anchor bolt, nor less than 1 in.
(25.4 mm).
COMMENTARY
3.4 D. Anchor
bolts
3. Quality assurance/control (QA/QC) procedures
should assure that there is sufficient clearance around the
bolts prior to grout placement. These procedures should
also include observation during grout placement to assure
that grout completely surrounds the bolts, as required by
the QA Tables in Article 1.6.A
The clear distance requirement for grout to surround
an anchor bolt does not apply where bolt fits tightly in the
hole of
the face shell, but is required where the bolt is
placed in an oversized hole in
the face shell and where
grout surrounds the anchor bolt in
a grouted cell or cavity.
See Figure SC-14.

S-64 TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
Minimum Y.
in. (12.7
mm) for
coarsegrout
orY. in.
(6,4mm)
forfinegrout
AnchorboH
AnchorboH
Bond beam
Figure SC-14 -Anchor
bolt clearance requirements
for
headed
anchor bolts -bent-bars are similar
SPECIFICATION
3.4
E.
Ven
eer anchors -Place corrugated sheet-metal
anchurs, sht:
ct-mt:
lal am:hurs, and wire anchors as follows:
l . With solid units, embed anchors in mortar joint
and
extend into the veneer a mínimum of
1 ~
in.
(38.1 mm), with at le
ast
5
/
8 in
. (15.9 mm) mortar
cover to the outside face.
2. With holl
ow
units, embed anchors in mortar or grout
and extend into the veneer a mínimum of
1 ~
in
.
(38.1 mm), with at
least
5
/
8 in. (15.9 mm) mortar or
grout cover to outside face.
3. ln
stall adjustable anchors in accordance with the
requirements of
Articles 3.4 C.4.c, d, ande.
4. Provide at least one adjustable two-piece anchor,
anchor of wire size W 1.7 (MWII),
or 22 gage
(0.8 mm) corrugated sheet-metal anchor for each
2.67 ft
2
(0.25 m
2
) ofwall
area.
5. Provide at least one anchor of other types for each
3.5 ft
2
(0.33 m
2
) ofwa
ll
area.
6. Space anchors at a maximum of
32
in.
(813 mm)
hori
zontally and 25
in. (635 mm) vertically, but not
to exceed the applicable requirement of
Article3.4 E.4 or 3.4
E.5.
7. Provide additional anchors around openings larger
than 16 in. (406 mm) in either dimension.
Space
anchors around the per
imeter of
openin
g at
a
maximum of
3 ft
(0.9 m) on ce
nter.
Place anchors
within 12 in. (305 mm) of
opening.
COMMENTARY
3.4 E.
Veneer anchors -Mínimum embedment
requirements have been established for each ofthe
anchor
types to ensure load resistance against push-through or
pullout ofthe
mortar joi
nt.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
SPECIFICATION
3.4 F. Glass unit masonry panel anchors -When used
in
stead of
channel-type restraints, install panel anchors as
follows:
l. Unless
otherwise required, space panel anchors at
16 in.
( 406 mm) in
both th
e jambs and
across the hea
d.
2.
Embed panel anchors a mínimum of
12 in.
(305 mm), except
for panels less than 2 ft (0.61 m)
in
the direction of
embedment. When a panel
dimension is Jess than 2 ft (0.61 m), embed panel
anchors in the short direction a mínimum of
6 in.
(15
2 mm), unless otherwise required.
3. Provide two fasteners, capable of
resisting the
required loads, per pa
nel anchor.
3.5 -Grout placement
3.5 A. Placing time -Pl
ace grout within 1
1
/2 hr from
introducing water in
the mixture and prior to initial set.
l.
Disca
rd site-mixed
grout
that
doe
s not
meet
the
specified
slump
without
adding
water
after initial
mixing.
2. For ready-mixed grout:
a. Addition of
water is permitted at the tim
e of
discharge to adju
st slump.
b.
Discard ready-mixed grout that does not meet the
specified slump without adding water, other than
the wa
ter that was added at the time of
discharge.
The time limitation is waived as long as the
ready-mixed grout meets the specified slump.
3.5 B. Conjinement -Confine grout to the areas
indicated on the Project Drawings. Use material
to confine
grout that permits bond between masonry units and mortar.
S-65
COMMENTARY
3.5 -Grout placement
Grout may be placed by pumping or
pouring from
Jarge or
small buckets. The amount of
grout to be placed
and contractor experience influence the cho
ice of
placement method.
The requirements of
this Article do not apply to
prestressing gr
out.
3.5 A. Placing time -Grout placement is
often
limited to l \12
hours after initial mixing, but this time
period may be too long in
hot weather (initial set may
occur) and may be unduly restrictive in
cooler weather.
One indicator that the grout has not reached initial set is a
stable and reasonable grout temperature. However,
sophisticated equipment and experienced personnel are
required to determine initial set
with absolute certainty.
Article 3.5 A.2 permits water to be
added to ready­
mixed grout to compensate for evaporation that has
occurred prior to discharge. Replacement of
evaporated
water is not detrimental to ready-mixed grout. However,
water may not be added to ready-mixed grout after
discharge.
3.5 B. Confinement -Certain locations in
the wall
may not be grouted in
order to reduce dead loads or
allow
placement of
other materials such as in
sulation or
wiring.
Cross webs adjacent to cells to be grouted can be bedded
with mortar to confine the grout. Metal lath, plastic
screening, or
other items can be used to plug cells below
bond beams.

S-66 TMS 602-11
/ACI 530.1-11
/ASCE 6-11
SPECIFICATION COMMENTARY
3.5 C.Grout pour height -Do
not
exceed the
max
imum grout pour
he ight given in Table 7.
3.5 C.
Grout pour height -Table 7 in the
Specification has been developed as a guide for grouting
procedures. The designer can impose more stringent
requirements if
so
desired. The recommended maximum
height of
grout pour (see Figure SC-15) corresponds with the
least clear dimension of
the grout space. The mínimum
width of
grout space is
used when the grout is
placed
between wythes. The mínimum cell dimensions are used
when grouting cells of
hollow masonry units. As the height
of
the pour increases, the mínimum grout space increases.
The grout space dimensions are clear dirnensions. See the
Commentary for Section 1.19 .1
of
the Code for additional
information.
T bl
7 G a e -ro
u t t space
reqUiremen
s
Grou
t type
' Max
imum
gr out
pour
heigh t,
ft
(m)
Fine
1 (0.30)
Fine 5.33 (1.63)
Fine 1 2.67 (3.86)
Fi
ne 24 (7.32)
Coa
rse
1 (0.30)
Coarse 5.33 (1.
63)
Coa
rse
12.67 (3.86)
Coarse 24 (7.32)
1
Fine and coarse grouts are de
fi
ned in ASTM
C476.
2
For grouting
between masonry wy
thes.
Grout pour heights and mínimum dimensions that
meet the requirements of
Table 7 do not automatically
mean that the grout space will be filled.
Grout spaces smaller than specified in Table 7 have
been used successfuJly in some areas. When the contractor
asks for acceptance of
a grouting procedure that does not
meet the limits in Table 7, construction of
a grout
demonstration panel is
required. Destructive or
non­
destructive evaluation can confirm that filling and adequate
consolidation have been achieved. The Architect/Engineer
should establish criteria for the grout demonstration panel
to assure that critica! masonry elements included in
the
construction will be represented in the demonstration
panel. Because a single grout demonstration panel erected
prior to masonry construction cannot account for all
conditions that may be encountered during construction,
the Architect/Engineer · should establish inspection
procedures to verif)r grout placement during construction.
These inspection procedures should include destructive or
non-destructive evaluation to confmn that filling and
adequate consolidation ha
ve
been achieved.
Mínim
um cl
ear
wi
dth
Minimu
m clear
gr out
spa ce di
me
nsion
s for
of gro
u t space,2.3
gr outin
g ce
lls of hollow
unit
s,
3
•
4
•
5
in. (mm)
in. x in.
(mm
x mm)
\ (19.1) !
1
/
2x2(38.
1 x50.8)
2 (50.8) 2 X 3 (50.8 X 76.2)
il
2 (63.5) 2
1
/2
X 3 (63.5 X 76.2)
3 (76.2) 3 X 3 (76.2 X 76.2)
1
1
/2(38.1) 1
1
/2
X 3 (38.1 X 76.2)
2 (50.8) zl/
2
X 3 (63.5 X 76.2)
2
1
/2 (63.5) 3 X 3 (76.2 X 76.2)
3 (76.2) 3 X 4 (76.2 X 102)
3
Minimum clear wid
th
of grout space and
minimum
cl
ear grout space
dimensionare
the
net dime
nsion of
the
space determined by
subtracting masonry protrusion
s and
the
diameters of
horizontal bar
s from the
as-bui
lt cross-section
of
the
grou
t space. Select the
grout type and max
im
um
grout pou
r height ba
se
d on the mini
mum
clear space.
4
Area ofvertical reinforcement shall not exceed 6 perce
nt
ofthe area
ofthe grout space.
5
Mi
nimum
gro
ut
spac
e dimen
sion
for
AAC
masonry units shall
be
3 in.
(76.2
mm) x 3 in
. (76.2
mm)
ora
3 in
. (76.2
mm)
diameter
ce!
l.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY S-
67
SPECIFICATION
3.5 D. Gr
out lifi height
l . For
grout conf
orming to Article 2.2 A.l :
a.
Where the foll
ow
in
g conditions are met, place
grout in lifts not exceeding 12ft 8 in. (3.86 m).
i. The ma
sonry has cured for at least
4 hours.
11.
The grout slump is maintained between 1 O
and
11
in
. (254 and 27
9 mm).
m. No
intermediate reinf
orced bond beams
are placed between the top and the bottom
ofthe
pour height.
b. When the conditions of
Articles 3.5 D .l.
a.i
and
3.5
D.l.a.ii are met but there are intermediate
bond beams within the grout pour, limit the
grout lift height to the bottom of
the lowest
bond beam that is more than 5 ft 4 in. (1.63 m)
above the bottom of the lift, but do not exc
eed
a gr
out lift height
of
12ft
8 in. (3
.86 m).
c. When the conditions of
Article 3.5 D.l.a
.i
or
Article 3.5 D.l.a.ii
are not met, pl
ace grout
in
lifts not exceeding 5 ft
4 in
. (1.63 m).
2 . Fo
r self-consoli
dating grout confo
rmin
g to Articl
e 2.2:
a.
Wh
en placed in masonry
that has cured for at
least 4 hours, place in lifts not exceedin
g the
grout pour height.
b. When placed in
masonry that has not cured for
at least 4 hours, place in lifts not exceeding
5 ft 4 in. (1.63 m)
3.5 E.
Consolidation
l . Consolidate grout at the ti
me
of
placement.
a. Consolidate grout
pours 12 in
. (3
05 mm) or less
in
height by mechanical vibration or by
puddling.
b.
Consolidate pours exceeding 12 in. (3
05 mm) in
height by mec
hanica
l vibra
tion, and
reconsolidate by mechanica
l vibra
ti
on after
initial wa
ter loss and settlement has occurred.
2. Consolidation or reconsoli
dation is not required for
self-consolidatin
g grout.
COMMENTARY
3.5 D. Grout lifi height -A lift is the height to which
grout is placed into masonry in one continuous operation
(see Figure SC-15). After placement of
a grout lift, water
is absorbed by the masonry units. Following this water
loss, a subsequent lift may be placed on top of
the still
plastic grout.
Grouted construction develops fluid pressure in
the grout
space. Grout pours composed of
severa! lifts may develop
this fluid pressure for the full pour height. The faces of
holl
ow
un
its with unbraced ends can break out. Wythes
may separate. The wire ties between wythes may not be
sufficient to prevent this from occurrin
g. Higher lifts may
be used with self-consolidating grout because its flu
idity
and its lower initial water-cement ratio result in
reduced
potential for fluid pressure problems.
The 4-hour time period is stipulated for grout lifts over
5 ft 4 in. ( 1.63 m) to provide sufficient curing time to
minimize potential displacement of
units during the
consolidation and reconsolidation process. The 4 hours is
based on typical curing conditions and may be increased
based on local climatic conditions at the time of
construction. For
example, during cold weather
construction, consider increasing the 4-hour curing period.
When a wall is to be grouted with self
-consolidating
grout, the grout li
ft height is not restricted by intermediate,
reinforced bond beam locations because self
-consolidating
grout easily flows around reinforcing bars
3
·
7
•
3
·
8
3.
5 E. Consolidation -Except for self-consoli
dating
grout, consolidation is necessary to achieve complete
filling of
the grout space. Reconsolidation returns the
grout to a plastic state and eliminates the voids resulting
from the water loss from the grout by
the masonry units. It
is possible to have a height loss of
8 in. (203 mm) in
8 ft
(2.44 m).
Consolidation and reconsolidation are normally
achieved with a mechanical vibrator. A low
ve
locity
vibrator with a 14
in. (19.1 mm) head is
used. The vibrator
is
activated for one to two seconds in each grouted cell of
hollow
unit masonry. Wh
en double open-end units are
used, one cell is
considered to be
formed by the two open
ends placed together. When grouting between wythes, the
vibrator is placed in the grout at points spaced 12
to 16
in.
(305 to 406 mm) apart. Excess vibration does not improve
consolidation and may blow
out the face shells of
hollow
units or
separate the wythes when grouting between
wythes.

S-68 TMS
602-11/ACI530
.1-11
/ASCE
6-11
COMMENTARY
Cleanout (required when the g
height is greater than 5 ft 4 in.
Dowels if required by
Cleanout (required when the
rout pour
(1
.63 m)) typ.
design

grout pour _)
height is greater than 5 ft 4 in. (1.53 m)) typ.
.11
v,
'
1
.
:
~
N
;:g
S
e
(!)
UJ
~
;:g
S
e
(!)
o
~
;:g
S
e
(!)
(.)
~
;:g
S
e
(!)
CD
~
;:g
S
e
(!)
~
~
;:g
:;
e
(!)
Gr
out
(typ)
N
:;
o
a.
S
e
(!)
~
:;
o
a.
S
e
(!)
Masonry constructed to the height
of
Pour 1 and then grouted in lifts
Notes:
1. Alter completing grouting for Pour 1,
constr
uct masonry to the height of
Pour 2
and then grout in lifts.
2. Adhere to the pour height limitations
shown in Specification Table 7 and the lift
height
limitations of
Specification Article
3.5 D unless other construction procedures
are documented as pr
oducing
acceptable
results vía
an
approved grout
demonstration panel.
Figure SC
-15 -Grout pour height and grout /ift height
SPECIFICATION
3.5 F.
Grout key -When grouting, for
m grout keys
between grout pours. Fo
rm grout
keys between grout lifts
when the fi
rst li
ft is permitted to set prior to placement of
the subsequent li
ft
l.
Fo
rm a grout key by terminat
ing the grout a mínimum
of 1 12
in
. (38.1
mm) below
a mortar join
t.
2. Do not
fo
rm grout keys within beams.
3. At beams or lintels laid with closed bottom units,
term
inate the grout pour at the bott
om of the beam
or lintel without fo
rming a grout key.
3.5 G.Alternate grout placement-Place masonry
units
and grout usin
g construction procedures employed in
the
accepted grout demonstration panel.
3.5 H.
Groutfor
AAC
masonry-
Use grout conf
orming
to ASTM C476. Wet AAC masonry thoroughly before
grouting to ensure that the grout fl
ows to completely fill
the space to be grouted. Grout slump shall
be between 8
in
. and 11
in. (203 and 279 mm) when determined in
accordance with ASTM C143/C143M.
COMMENTARY
3.5 F.
Grout key-The top of
a grout pour should not
be located at the top of
a unit, but at a minimum of
1 Yz
in.
(38 mm) below the bedjo
int.
If
a lift of
grout is permitted to set prior to placing the
subsequent lift, a grout key is required within the grout
pour. This setting normally occurs if the grouting is
stopped for more than one hour.

SPECIFICATION FOR MASONRY
STRUCTURES ANO COMMENTA
RY S-69
SPECIFICATION
3.6-
Prestressing
tendon
installation
and
stressing
procedure
3.6 A.
Si te tolerances
l . To
lerance for pr
estr
essin
g tendon pl
acement in
the out-of-plane direction in wa
ll
s shall
be ±
1
/
4 in
.
(6.4 mm
) for masonry
cross-sectiona l dimensions
less th
an nominal 8 in
. (203 mm) and
±
3
/
8 in
.
(9.5 mm
) fo
r ma
sonry cross-sectional dimensions
equal to or
great
er than nomina l 8 in
. (203 mm).
2. To
lerance
for prest
re
ssing tendon placement in
the in-plane
direction
of
wa
lls shall
be ± 1 in.
(25.4 mm).
3. If pr
estressing tendons ar
e moved more than one
tendon diameter or
a distance
exceeding the
tolerances stated in Articles 3.6 A.l and
3.6 A.2
to avoid interference with ot
her
tendons,
rein
fo
rce
ment, co
nduits,
or embedded items,
notify the Architec
t/E
nginee
r for acceptance of
th
e resulting arrangement of
pr
estressing tend
ons.
3.6 B. Application and measurement of
prestressing
force
l . Determine the prestressing force by both of
the
foll
ow
ing methods:
a. Meas
ure the prestressin
g tendon elongat
ion
and compar
e it with the required e longation
based on ave
rage
loa
d-elonga
tion curves for
the prestr
essing tendons.
b. Observe the jacking fo
rce
on a ca
librated gage
or loa
d ce
ll
or by use
of
a ca
librated
dynamometer. For pr
es
tressing tendons usi
ng
bars of less than 150 ksi (1
034 MPa
) tensil
e
stre
ngt
h, Dir
ect Tension lndica
tor (DTI)
washers complying with ASTM F959M are
acceptable.
2. Ascertain the cause of
the dif
fe
rence
in
fo
rce
determined by the tw
o methods desc
ribed in
Artic le 3.6 B.l.
when
the diff
erence
exceeds 5
percent for pretensioned elements or 7 percent for
pos
t-tensioned elements, and correct the cause of
th
e difference.
3. When the totall
oss
of prestress dueto
unrepl
aced
br
oken pr
estressin
g tendons exceeds 2 percent of
total prestress, not
ify the Architect!Engineer.
COMMENTARY
3.6 -Prestressing
tendon
installation
and
stress
ing
procedure
Install
ation oftendons
with the specified tolerances is
common practice. The methods of
application and
measurement of
prestressing force
are common techniques
for prestressed concrete and masonry members. Designer,
cont
ractor, and inspector should be experienced with
prestressing and should consult the Post-Tensioning
Institute's Fie
ld Procedures Manual for Unbonded Single
Strand Te
ndons
3 9
or
similar literature before conducting
the Work. Critica) aspects of
the prestressing operation
that require inspection include handling and storage ofthe
prestressing tendons and anchorages, installation of
the
anchorage hardware into the foundation and capping
members, integrity and continuity of
the
corrosion­
protection system for the prestressing tendons and
anchorages, and the
prestressing tendon stressing and
grouting procedures.
The design method
in Code Chapter 4 is based on
an
accurate assessment of
the leve) of
prestress. Tendon
elongation and tendon force
measurements with a
ca
librated gauge or
load cell
or
by use of
a calibrated
dynamometer have proven to provide the required
accuracy. Fo
r tendons using steels of
less than 150 ksi
( 1 034 MPa) strength, Direct Tension lndicator (DTI)
washers also provide adequate accuracy. These washers
have dimples
that are intended to compress once a
predetermined force is applied on
them by the prestressing
force. These washers we
re first developed by the steel
industry for use with high-strength bolts and have been
modified for use
with prestressed masonry. The
designer
shoul
d verify the actual accuracy of
DTI washers and
document it in the
design.
Bum
ing and welding operations in
the vicinity of
prestressing tendons must be carefully performed since the
heat may lower
the tendon
strength and cause
failure of
the stressed tendon.

S-70
SPECIFICATION
3.6 C.
Grouting bonded tendons
l . Mix prestressing grout in
equipment capable of
continuous mechanical mixing and agitation so as
to produce uniform distribution of
materials, pa
ss
through screens, and pump in
a manner that will
completely fill tendon ducts.
2. Maintain temperature of
masonry above 35°F (1.7°C)
at time of
grouting and until fi
eld-
cured 2 in.
(50.8 mm) cube
s of
prestressin
g grout reach a
mínimum compressive strength of
800 psi
(5.52MPa).
3. Keep prestressing grout temperatures below 90°F
(32.2°C) during mixin
g and pumping.
3.6
D. Burning and welding operations -Carefull
y
perform buming and we
lding operations in the vicinity of
pre
st
ressing tendons so that tendons and sheathings, if
use
d,
are not subjected to excessive temperatures, welding
sparks, or
grounding currents.
3.7-
Field quality
control
3.7 A. Verify f'm
an
df
:.Uc
in
accordance with Article 1.6.
3.7
B.
Sample and test grout as required by
Articles
1.4 B and 1.6.
3.8 -Cleaning
C lean exposed masonry surf
aces of
stain
s,
efflorescence, mortar or grout droppings, and debris.
TMS 602-11/ACI530.1-11/ASCE 6-11
COMMENTARY
3.7-
Field quality
control
3.7 A. The specified frequency of
testing must equal or
exceed the mínimum requirements of
the quality
assurance tables.
3.7B.
ASTM Cl019
requires a mold for the grout
specimens made from the masonry units that will be in
contact with the grout. Thus, the water absorption from
the grout by the ma
sonry units is simulated. Sampling and
tes
ting frequency may be based on the volume of
grout
to
be placed rather tban the wall area.

SPECIFICAT
ION FOR
MASO
NRY STRUCTURES A NO COMMEN
TARY S -71
FOREWORD TO SPECIFICATION CHECKLISTS
SPECIFICATION
Fl.
This Fo
reword is included for explanatory purposes
only; it does not
form a part of
Specification TMS 602-
11/ACI 530.1-11
/ASCE 6-11.
F2.
Specification TMS 602-1
1/ACI 530.1-11
/ASCE 6-
11
may be referenced by the Architect/Engin
eer in the
Project Specification fo
r any bu
il
ding project, together
with supplementary requirements for the specific project.
Responsibilities for project participants must be defined in
the Pr
oject Specification.
F3. Checklists do not form a part of
Specification TM
S
602-1
1/ACl 530.1-11
/ASCE 6-11. Checkli
sts assist the
Architect/Engineer in
selecting and specifying project
requirements in the Project Specification. The checklists
identify the Secti
ons, Parts, and Articles of
the reference
Specifica
tion and the action
required or available to the
Architect/Engineer.
F4. The Archi
tect/Engineer must make adju
stments to
the Specification based on the needs of
a particular project
by reviewing each of
the items in
the checkli
sts and
including the items the Architect/Engineer se
1ects as
mandatory requirements in th
e Project Specification.
FS.
The
Mandatory Requirements Checkli
st
indica
tes
work requirements regarding specific quali
ties,
procedures, materials,
and perform
ance cr
iter
ia that are
not defined in Specification TMS 602-11/ ACI
530.1-11/ASCE 6-11
or req
uirements for whi
ch the
Architect/Engineer must define which oft
he choices apply
to the project.
F6. The Optional
Requirements Checklist identi
fies
Architect!Engineer choices and altern
atives.
COMMENTARY
Fl.
No Commentary
F2.
Bu
ilding codes (of
which this standard is
a part by
reference) set mínimum requirements necessary to protect
the public. Project specifications may stipulate
requirements more restrictive than the mínimum.
Adjustments to the needs of
a particular project are
intended to be made by the Architect/Engineer by
reviewing each of
the items in the Checklists and then
including the Architect/Engineer's decision on each ítem
as
a mandatory requirement in
the project specifications.
F3. The Checklists are addressed to each ítem of
this
Specification where the Architect/Engineer must or may
make a choice of
alternatives; may add provisions if
not
indicated; or may take exceptions. The Checklists consist
of
two columns; the first identifies the sections, parts, and
articles of
the Specification, and the second column
contains notes to the Architect/Engineer to indicate the
type of
action required by the Architect!Engineer.

S-72 TMS
602-11/ACI530.1-11/ASCE 6-11
MANDATORY REQUIREMENTS
CHECKLIST
Section/Part/ Article Notes to
the Architect/Engineer
PART
1 -GENERAL
1.4 A Compressive strength requirements Specify f 'm
and f ÁAc,
except for veneer, glass unit
1.4 B.2 Unit strength method
1.6 Quality assurance
1.6 A.l
Testing Agency's
services and
duties
1.6 B.l
Inspection Agency's
services and
duties
PART
2-
PRODUCTS
2.1 Mortar materials
2.3 Masonry unit materials
2.4 Reinforcement, prestressing
tendons, and metal accessories
2.4 C.3 Welded wire reinforcement
2.4 E Stainless steel
2.4 F Coating for corrosion protection
2.4 G Corrosion protection for tendons
2.4 H Prestressing anchorages, couplers,
and end blocks
2.5 E Joint fillers
2.7 B Prefabricated masonry
masonry, and empirically designed masonry.
Specify f 'mi
for prestressed masonry.
Specify when strength of
grout is
to be determined by
test.
1 Define the submittal reporting and re
view procedure.
Specify which ofTab
les 3, 4, or 5 applies to the project.
Specify which portions of
the masonry were
designed in accordance with the empírica!, veneer,
or
glass unit masonry provisions of
this Code and
are, therefore, exempt from verification off
'm.
Specify which ofTab
les 3, 4, or 5 applies to the project.
Specify which portions of
the masonry were
designed in accordance with the empírica!, veneer,
or glass unit masonry provisions of
this Code and
are, therefore, exempt from verification off
'm.
Specify type, color, and cementitious materials to be
used in mortar and mortar to be used for the
various parts of
the project and the type of
mortar
to be used with each type of
masonry unit.
Specify the masonry units to be used for the various
parts ofthe
projects.
Specify type and grade of
reinforcement, tendons,
connectors, and accessories.
Specify when welded wire reinforcement is to be plain.
Specify when stainle
ss steel joint
reinforcement,
anchors, ties, and/or accessories are required.
Specify the types of
corrosion protection that are
required for each portien of
the masonry
construction.
Specify the corrosion protection method.
Specify the anchorages and couplers and their corrosion
protection.
Specify size and shape of
joint
fillers.
Specify prefabricated masonry and requirements in
supplement of
those of
ASTM C90 l .

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
MANDATORY REQUIREMENTS
CHECKLIST
(Continued)
Section/Part/
Article
PART
3-
EXECUTION
3.3 D.2-4 Pipes and conduits
3.3 D.S
Accessorie
s
3.3
D.6 Movementjoint
s
3.4 B.ll
Placement tolerances
3.4 E Veneer anchors
Notes to
the Architect/Engineer
Specif
y sleeve sizes and spacin
g.
Specify accessories not indicated on the project
drawings.
Indicate type and location of movement joints on the
project drawings.
Indicate d distance for
beams on drawings oras a
schedule in the project specifications.
Specify type of
anchor required.
S-73

5-74 TMS 602-11/ACI530.1-11/ASCE 6-11
OPTIONAL
REQUIREMENTS CHECKLIST
1.5 B
1.6
2.2
Section/Part/ Article
PART
1 -GENERAL
Quality assurance
PART
2-
PRODUCTS
2.5 A Movement joint
and
2.5 B
2.5 D Masonry cleaner
2.6 A Mortar
2.6 B.2 Grout consistency
PART
3-
EXECUTION
3.2 C Wetting masonry units
3.3 A Bond pattern
3.3 B.l
Bed and head joints
3.3 B.2 Co
ll
ar joints
3.3 B.3 Hollow units
3.3 8.4
Solid units
3.3 8.6
Glass units
3.3 B.8.b AAC
Masonry
Notes to the Architect!Engineer
1 Specify additiona
l required submittals.
1
Define who will retain the Testing Agency and
In
spection Agency, if
other than the Owner.
1
1
Specify grout requirements at
variance with
TMS 602/ACI 530.1/ASCE 6. Specif
y admixtures.
Specify requirements at
variance with
TMS 602/AC
I 530.1/ASCE 6.
Specify where acid or
caustic solutions are all
owed and
how to neutralize them.
1
Specify if
hand mixing is
allowed and the method of
measurement of
material.
1
Specify requirements at
variance with
TMS 602/ACI 530.1/ASCE 6
1
1 Specify when units are to be wetted.
1 Specify bond pattern if
not running bond.
1
Specify thickness and tooling differing from
TMS 602/ACI 530.1/ASCE 6.
Specify the filling of
collar joints less than
3
/4 in.
(19.1 mm) thick differing from
TMS 602/ACI 530.1/ASCE 6.
1 Specify when cross webs
are to be mortar bedded.
1
Specify mortar bedding at variance with
TMS 602/ACI 530.1/ASCE 6.
Specify mortar bedding at variance with
TMS 602/ACI530.1/ASCE 6.
Specify when mortar may be omitted from AAC running
bond masonry head joints that are le
ss than 8 in.
(200 mm) (nominal) tall.
3.3 D.2 Embedded items and accessories Specify locations where sleeves are required for pipes or
3.4 C.2, 3, and 4
conduits.
Specify requirements at variance with
TMS 602/ACI 530.1/ASCE 6.

SPECIFICAT
ION FOR MASONRY
STRUCTURES ANO COMMENTARY S-75
This page is intenti
onally left blank.

S-76 TMS 602-11/ACI530.1-11/ASCE 6-11
This page is
intentionally left blank.

SPECIFICATION FOR MASONRY STRUCTURES ANO COMMENTARY
S-77
REFERENCES FOR THE SPECIFICATION COMMENTARY
References, Part 1
1.1. "Recommended Practice for Engineere
d Brick
Masonry," Brick In
stitute of
America (formerly Structural
Clay Products Ass
oc
iati
on), Reston, VA, 19
69.
1.2. Brown, R.H., and Borchelt, J.G., "Co
mpress
ion
Tests of
Holl
ow
Brick Units and
Prisms," Masonry
Components to
Assemblages, ASTM
STP 1063, J.H .
Matthys, editor, Amer
ican Societ
y for Testing and
Materials, Philadelphia, P A,
1990, pp. 263 -278.
1.3. ACI Committee 531, Building Code
Requir
ements for Co
ncrete Masonry
Structures (AC
I
531-79) (Revised 1983)," American Concrete Institute,
Detroit, MI, 1983, 20
pp.
1.4. "Specification for the Design and Co
nstruction
of
Load
Bear
ing Conc
rete Masonry,"
(TR-
75B),
Na
tional Co
ncrete Ma
sonry Associat
io n, Herndon, V A,
1976.
1.5. Redmond, T.B., "C
ompress
ive Strength of
Load
Bearing Concrete Masonry Pr
isms," Nationa
l Concrete
Ma
sonry Assoc
iation Laboratory Tests, Herndon,
V A,
1970, Unpublished.
1.6
. Nacos, C.J.,
"Compa
ri
so
n of
Fully Bedd
ed and
Face-She
ll
Bed
ded
Co
ncrete Block,"
Report No. CE
-
495, Co
lorado State Unive
rsity, Fort
Collins, CO,
1980,
Appendix
p. A-3.
1.7. Maure
nbrecher, A.
H.P.,
"E
ffect of
Test
P rocedures
on Co
mpress
ive
Strength of
Maso
nry
Prisms,"
Proceedings, 2nd
Canadian Maso
nry
Symposium, Ca
rleton Unive
rsity, Ottawa, Ju
ne 1980, pp.
11
9-1
32.
1.8. Se
lf, M.W.,
"Structural Properties of
Loading
Bear
ing Concrete Maso
nry," Masonry: Past and Present,
STP
-589, AS
TM
, Philadelphia, PA
, 1975, Table 8, p.
245.
1.9. Baussan, R., and Meyer,
C., "Concrete
Block
Masonry
Test
Program," Co
lumbia University, New
York, NY,
1985.
1.10. Sea
man, J.C., " Investigation of
the Str
uctura l
Properties of
Reinforced Co
ncrete Masonry
,"
Nat
ional
Co
ncrete Masonry
Assoc
iat
ion, Herndon, YA
, 1955.
1.11. Hamid, A.A., Drysdale, R.G., and Heidebrec
ht,
A.C., "Effect
of
Gro
ut
ing on
the Strength C haracteristi
cs
of
Co
ncrete Bloc
k Masonry,"
Proceedings, Nort
h
Amer
ica
n Masonry
Conference, University of
Co
lorado,
Bou
lder, CO
, Aug. 1978, pp. J 1-1
thr
o ugh 11-17.
1.12. Hat
zinikolas, M., Longworth, J., and Warwaruk,
J., "The
Effect of
Joint Reinforcement on
Vertical Load
Carry
ing
Capac
ity of
Hollow Concrete Block
Masonry,"
Proceedings, No
rth Amer
ican Ma
sonry Conference,
Uni
versity of
Colorado, Boulder, CO,
Aug. 1978.
1.13. Drysdale, R.G., Hamid, A.A., and Bake
r, L.R.
"Maso
nry Structures: Behavior and Design."
2"d
ed
ition,
The Masonry Society, Boulder, CO
1999.
1.14. Atkinson, R.H., and Kingsley, G.R., "A
Co
mparison of
the Behavior of
Clay and Concrete
Masonry
in Compression," Atkinson-Noland &
Associates, Inc., Boulder, CO
, Sept. 1985.
1.15
. Pr
iestley, M.J.N., and Elder, D.M.
, "St
ress-Strain
Curves for
Unco
nfined and Co
nfined Concrete
Masonry," ACJ JOURNAL,
Proceedings V. 80, No. 3,
Detroit
, MI
, May
-June 1983, pp. 192
-201.
1.16. Miller, D.E.; No
land, J.L.; and Feng, C.C.,
"Fac
tors Influencing the Compress
ive Strength of
Hol
low
Clay Unit
Prisms," Proceedings, 5th
International Brick
Ma
sonry Co
nf
erence, Washington
DC, 1979.
1.17. Noland, J.L., "Proposed Test Method for
Determining Compressive Strength of
Clay-Unit
Prisms,"
Atkinson-No
land & Associates, Inc., Boulder, CO, June
19
82.
1.18. Hegemier, G.A., Krishnamoorthy, G., Nunn,
R.O., and Moorthy, T.V., "Prism Te
sts for the
Com
pressive
St
rength of
Concrete Masonry,"
Proceedings, North American Ma
sonry Conference,
University ofCo
lorado, Bou
lder, CO,
Aug. 1978, pp. 18-
1 through 18-17.
1.19. Chrysler
, J.
, "Reinf
orce
d Concrete Masonry
Construction In
spec
tor's Handb
oo
k", 7'
h Edition,
Masonry Institute of
America and Internati
onal Code
Co
uncil, Torran ce, CA, 201 O.
1.20. "ln
spection and Testing of
Concrete Masonry
Construction", National Concrete Masonry
Association
and
International Code
Council, Hernd
on,
V A, 2008.
1.21. "Technica
l Notes
39, "Testing for
Engineered
Brick Masonry-
Br
ick and Mortar", Brick Industry
Association, Resto n, V A, Nov. 200
l.
1.22. "Techni
cal Notes
39
8 , "Testing for
Engineered
Brick Masonry-Quality Controf', Brick lndustry
Association, Reston, V A,
Mar. 1988.

S-78
1.23. "CodeMaster, Special Inspection for Masonry",
Structures & Codes Institute and Masonry In
st
itute of
America, Torrance, CA, 2006
1.24. "CodeMaster, Masonry Materials", Structures &
Codes Institute and Masonry In
stitute of
America,
Torrance, CA, 2006.
1.25. "Recommended Practices and Guide
Specifications for Cold Weather Masonry Construction,"
International Masonry Industry All-Weather Council,
Washington, DC, 1973.
1.26. Tomasetti, A.A., "Problems and Cures in
Masonry" ASTM STP 1063, Masonry Components to
Assemblages, ASTM, Philadelphia. PA ,1990, 324-338.
1.27. "A
ll
Weather Construction" Technical Notes on
Brick Construction Number 1 Revised, Brick Institute of
America, Restan, V A, March 1992
1.28. "Hot Weather Masonry Construction," Trowel
Tips, Portland Cement Association, Skokie, IL, 1993
1.29. Panarese, W.C., S.H. Kosmatka, and F.A.
Randall Jr "Concrete Masonry Handbook for Architects,
Engineers, and Builders," Portland Cement Association,
Skokie, IL, 1991, pp. 121-123.
1.30. "Research Evaluation of
Flexura! Tensile
Strength of
Concrete Ma
sonry," National Concrete
Masonry Association, Herndon, V A, 1994.
References,
Part 2
2.1. "PC
Glass Block Products," (GB 185),
Pittsburgh Corning Corp., Pittsburgh, PA, 1992.
2.2. "WECK Glass Blocks," Glashaus Inc.,
Arlington Heights, IL, 1992.
2.3. Beall, C., "Tips on
Designing, Detailing, and
Specifying Glass Block Panels," The Magazine of
Masonry Construction, 3-89, Addison, IL, pp 92-
99.
2.4. "Follow up
Service Procedure," (File R2556),
Underwriters Laboratories, Inc., Northbrook, IL, 111.1
,
Sec.1,Vol.1.
2.5. Schultz, A.E. and Scolforo, M.J., 'A
n Overview
of
Prestressed Masonry," The Masonry Society Journal,
V. LO
, No. l , The Masonry Society, Boulder, CO,
August 1991
, pp. 6-21.
2.6. Grimm, C.T., "Corrosion of
Steel in
Brick
Masonry,"
Masonry: Research, Application, and
Problems, STP-871, ASTM, Philadelphia, PA, 198
5, pp.
67-87.
TMS 602-11/ACI530.1-11/ASCE 6-11
2.7. Catani, M.J., "Protection of
Embedded Steel in
Masonry," Construction Specifier, V.
38, No. 1,
Construction Specifications Jnstitute, Alexandria, V A,
Jan. 1985, p.
62.
2.8. "Steel for Concrete Masonry Reinforcement,"
NCMA TEK 12-4A, National Concrete Masonry
Association, Herndon, V A, 1995, 6 pp.
2.9. "Specifications for Unbonded Single Strand
Tendons," Post-Tensioning Manual, 5th Edition, Post­
Tensioning Jnstitute, Phoenix, AZ, 1990, pp. 217-229.
2.10. Garrity, S.W., "Corrosion Protection of
Prestressing Tendons for Masonry," Proceedings,
Seventh Canadian Masonry Symposium, McMaster
University, Hamilton, Ontario, June 1995, pp. 736-750.
2.11. Grimm, C.
T., "Masonry Cracks: A Review ofthe
Literature," Masonry: Materials, Design, Construction,
and Maintenance, STP-992, ASTM, Philadelphia, PA,
1988.
2.12. "Volume Changes -Analysis
and Effects of
Movement," Technical Notes on
Brick Construction 18,
Brick Industry Association, Reston, V A, Oct. 2006, 9 pp.
2.13. "Accommoda
ting Expansion of
Brickwork",
Technical Notes on Brick Construction 18A, Brick
Industry Association, Restan, V A,
Oct. 2006, 11
pp.
2.14. "Control Joints for Concrete Masonry Walls­
Empirical Method,"
NCMA TEK l0-2B, National
Concrete Masonry Association, Hemdon, VA, 2005, 4 pp.
2.15. ACI-SEASC Task Committee on Slender Walls,
"Test Report on Slender Walls," ACI Southern
California Chapter/Structural Engineers Association of
Southern California, Los Angeles, CA, 1982, 125
pp.
2.16. Li, D., and Neis, V.V., "T
he Performance of
Reinforced Ma
sonry Beams Subjected to
Reversa]
Cyclic Loadings," Proceedings, 4th Canadian Masonry
Symposium, Fredericton, New Brunswick, Canada, June
1986, V.
1, pp. 351-365.
2.17. Unpublished Field Test Report, File 80-617,
B'Nai B'Rith Housing, Associated Testing Laboratories,
Houston, TX, 1981
.
2.18. "Details and Detailing of
Concrete
Reinforcement", ACI 315-99, American Concrete
Institute, Farmington Hills, MI.

SPECIFICATION FOR
MASONRY
STRUCTURES ANO COMMENTA
RY
References, Part
3
3.1. ACT
Comm
ittee 11
7, "Standard Specifications fo
r
Tolerances for Concrete Construction and Materials
(ACI 117-90)," American Co
ncrete lnstitute, Detroit, MI,
1981, 10
pp.
3.2. Council for Masonry Wall Bracing, Standard
Practice for
Bracing Masonry Walls Under
Construction, Ma
son Contractors Associati
on of
America, 2001, 52 pgs.
3.3. Uniform Building Code, International Conference
ofBuilding
Officials, Whittier, CA, 1985.
3.4. Reinforced Concrete Masomy Construction
Inspector's Handbook, 7'
11
Edition, Masonry ln
sti
tute of
America!Intemational Code Council, Torrance, CA,
2009, pp. 167-168.
3.5. Stecich, J.P, Hanson, John M. and Rice, Paul
F.,
"Bending and St
raightening of
Grade 60 Reinf
orcin
g
Bar
s" Concrete lnt
emat
iona
l, August
1984, Volu
me 6,
lssue 8, pp. 14-23.
S-79
3.6. "Grouting Concrete Masonry Walls", NCMA TEK
3-2A, Na
tional Concrete Masonry Association, Herndon,
V A, 2005, 6 pp.
3.7. "Se
lf-Consolida
ting
Grout Investigation:
Compressive
Strength, Shear Bond, Consolidation and
Flow, (MR29)". National Concrete Masonry
Association, 2006, 82 pp.
3.8. "Se
lf-Consolidati
ng Grout Investigation: Makin
g
and Testing Prototype SCG Mix Designs -Report of
Phase U Research, (MR31 )". Nat
ional Concrete Masonry
Association, 2007, 224 pp.
3.9. Field Procedures Manual for
Unbonded Single
Strand Tendons, 2nd Edition, Post-Tensioning Institute,
Phoenix, AZ, 1994, 62 pp.

S-80 TMS 602-11
/ACI530.1-11
/ASCE 6-11
This page is intentionall
y left
blank.

JNDEX
A
AAC masonry
......... C-1
, C-5- 13, C-17-19
, C-23-25,
.......... C-32, C-35, C-39, C-54-57, C-60-75, C-143,
............ C-160, C-1
75-
193, C-201, C-208-2
10, S-4,
........................ S-11
, S-13, S-17, S-20-24,
S-27-29,
.............. S-33, S-34, S-37, S-48, S-52, S-55, S-66, S68
anchor bolts in
...
....................
........
.......... C-176, C-177
coefficients oft
hermal expansion ......................... C-25
compressive strength requirements ..... S-1
3, S-17, S-72
constru
ction ................... C-19, C-25, C-
70, C-71
, C-72,
.................................................
C-1
76, S-22-24, S-28
creep coefficient ...................................................... C-9
definition ........................................................ C-
13, S-4
design .........................
............................. C-175, C-1
92
empírica!
1 ve
neer Iimitations ................................ C-55
modulus of
elasticity ............................ C-7, C-23, C-24
mortar for .......................... C-70, C-72, S-20-24,
S-48
protection in cold weather. ..................................... S-28
protecti
on in
hot
weather .......
................................ S-29
seismic requirements ............................................. C-60
shear wall
s .........................
C-54-66,
C-1
75
, C-178,
................................
..................... C-1
80, C-184, C-1
89
shrinkage
coefficient ............................................. C-25
Acceptable, accepted-definition ................................ S-3
Adhered veneer ... C-157-160, C-1
67, C-1
68, S-1
9, S-55
adhesion requirements ....
..............
............. C-167, S-
19
definition ........................................................ C-20, S-7
placement ..................................................... S-19, S-55
thickness, maximum
........................................... C-1
67
Adhesion .... see Ad
hered veneer, adhesion requirements
Adjustable anchors/ties ............
C-81-8
3, C-1
63-165,
..
.................................................................. S-62, S-64
Admixtures
for grout.. ........................ C-1
5, C-177, S-5, S-34, S-74
for mortar ..................................................... S-3 1, S-46
All
owable forces, load, strengths, and stresses
anchor
bolt
s .......................................... C-6, C-77, C-78
compression, axial and flexura l. ....
... C-6, C-1
O, C-39,
......................................................... C-90, C-93, C-1
36
empírica! requirements ..
............... C-143, C-148
, C-1
49
notations .................................................................. C-6
prestressing ten don ................................... C-1
34-
1 39
reinforced masonry .......................... C-60, C-97, C-1
01
shear ....................... C-6, C-8, C-78, C-79, C-96, C-100
steel reinforcement ................................................ C-97
tension ..............................................
...
C-8, C-83, C-86
unreinforced masonry ..............
............................. C-90
All
owable stress design method ............ C-1, C-1
2, C-23,
.... C-40, C53,C-
60,C-63, C-77-103,C-
125,C-
134
Anchor(s) ..
.................. C-9, C-14, C-20, C-45-49,
C-71,
............................ C-72, C-
106, C-1
08, C-155-C
-1
66,
.......................... C-176, C-1
77, S-20, S-23, S-24, S-38,
.............................. S-52, S-58, S62- S-65, S-72, S-73
ad
ju
stable ........................... see Adjustable anchors/ties
bolt
s .................................................. see Anchor bolt(s)
corrugated sheet metal ..................... C-162
- 165, S-64
definition ........
...
.................................................... C-13
installation .................................................... S-58
, S-69
material specifications ...............
................
............
S-20
panel anchors, for glass unit masonry ..............
C-1
72,
..................................................................... S-39, S-65
pintle .............................................. C-1
63, C-1
64, S-62
protection ............................................................... S-39
pullout.. ............ C-6, C-48, C-51, C-78, C-1 05, C-1
07,
.............................. C-1 08, C-1
65, C-166, C-176, S-64
tests ............................................................. C-47, C-49
veneer ................................. C-1
57- 162, C-165, C-166
wire ..
..................................... C-1
63, C-165, S-39, S-64
Anchor bolts
... (see also Bent-bar anchors and
Headed anchor bolts)
.............
................................ C-47, C-48, C-51, C-78,
............................. C-1
07, S-22, S-24, S-37, S-62, S-63
AAC masonry provisions ........................ C-1
76, C-177
ASD provisions ..
...................................................
C-77
embedment length ........
.......... C-10, C-51, C-52, C-156
in
columns, seismic requirements ......................... C-66
material specifi
cations ................ ..
...
..........
.....
...
...
. S-20
SD provisions ...................................................... C-1 06
test requirements ......................................... C-47, C-49
Anchorage
details ..................................................
.................... C-3
empirical design .................................................. C-155
seismic ................................................................ C-143
tendon ... see Tendon anchorages, couplers, end blocks
Anchored veneer. ................... C-157-162,
C-1
65, C-166
definition ............................................................... C-20
seismic requirements ............................... C-165, C-166
Architect, definition ..................................................... S-3
Area
bearing .................................
.. C-6, C-29, C-30, C-32,
..................
........................... C-82, C-1
08, C-1
78, S-49
bearin
g, for AAC masonry .................................. C-178
cross-sectional. ........................ se e Cross-secti
onal area
definiti
on ............................................................... C-13
net cross-sectional ................... se e Cross-secti
onal
area
net shear .. ..
............................................................ C-1
3
projected ..............................................
..... C-47-C
-49
secti
on properties .................................................. C-26
transformed ........................................................... C-26
wall
, per ti
e .......................... C-82, C-153, C-154, S-62
• AAC-Autoclaved Aerated Concrete, ASD-Allowable Stress De
sign, MSW-
Masonry Shear Wall, SD-Strength De
sign

1-2
Ashlar
stone masonry
allowable compressive stress ( empirical design) .C-149
bonding ............................................................... C-155
definition ...................................
..................... C-19, S-7
Autoclaved aerated concrete ............... see AAC masonry
definition .............
........................................... C-13, S-4
Axial compression
empirically designed masonry ............................ C-143
prestressed masonry ............................................ C-136
reinforced AAC masonry .......................... C-97, C-186
reinforced masonry (ASD) .................................... C-97
reinforced masonry (SD) ..................................... C-123
unreinforced AAC masonry ............... C-90, C-91, C-94
unreinforced masonry (ASD) ................................ C-90
unreinforced masonry (SD) ................................. C-110
Axial tension
anchor bolts ...................................... C-47, C-79, C-1
08
prestressed masonry ............................................ C-139
reinforced masonry (ASD) .................................. C-100
unreinforced masonry .................... C-96, C-113, C-180
B
Backing
concrete ................................................... C-
165, C-167
definition ............................................................... C-13
deflection .......................................
......... C-161, C-1
67
design requirements ............................................ C-160
masonry ............................................................... C-165
steel stud ............................................................. C-159
wood ....................................................... C-164, C-166
Bar, reinforcing .... C-2, C-3, C-6, C-19, C31, C-42-47,
................ C-59, C-60, C-83, C-87, C-88, C-11
4-122,
............ C-181-186,
S-9, S-37, S-48, S-58, S-59, S-67
Base su
rface treatment, glass unit masonry ............ C-17 4
Beams ............. C-2-4,
C-7, C-14, C-28-35, C-38-42,
.. C-47, C-56, C-60, C-65, C-101, C-102, C-121-123,
.... C-1
78, C-181-186, C-198, S-56, S-59, S-68, S-73
ASD requirements ................................
...
C-101, C-102
AAC
masonry .............................. C-178, C-184, C-185
cantilevered ........................................................
. C-121
deflection .............................................................. C-39
strength design .................................................... C-121
Bearing
AAC masonry ........................................... C-176- 179
area ................................................................ C-29-32
concentrated loads ..............
................................... C-29
notation ...
.................
..............
................................. C-6
empirical requirements ........................................ C-
151
length for reinforced beams ..................
................ C-38
nominal st
rength
................
...
.................. C-1
08
, C-1
78
INDEX
prestressed masonry ................................ C-139, C-140
strength design ..
..............................
.................... C-1
08
strength-reduction factor .............. C-37, CC-55, CC-93
stress ........................................................... C-31, C-49
Bearing walls, (Loadbearing walls)
definition ........................................................ C-16, S-7
empirical requirements ....................... C-53, C-54, C-55
tolerances .................................
..................
............ S-57
Bedjoint
anchors ........................................
........................ C-161
construction .................................................... S-53-55
definition ............................................................... C-13
reinforcement in glass unit masonry .......... C-174, S-51
reinforcement, seismic requirements ....................
C-64
thickness .......................................... C-164, S-53, S-54
toleran ces ............................................................... S-57
Bend, minimum diameter ......................................... C-47
Bent-bar anchors ........................... see also Anchor bolts
AAC masonry ......................................... C-176, C-177
ASD provisions ........................................... C-77, C-78
embedment length .............................. C-10, C-51, C-5
2
material specifications ........................................... S-1
8
placement .............................................................. C-47
strength design .......................................... C-1 06-
108
speciftcations ............................................... S-37, S-3R
Bond
empírica! design ........................................ C-153
-1
55
headers ...................................................... see Headers
optional specification requirement. ........................ S-74
pattern ................................................ C-17, S-53, S-74
running .............................................. see Running bond
stack ...................................................... se e Stack bond
stone, empirical design ........................................ C-1
55
wall intersections .................................................. C-20
wall ties ........................ C-79, C-153, see also Wall ties
Bond beam ............... C-13, C-28-35,
C-43, C-47, C-48, .
................................ C-58, C-60, C-133, C-1
56, C-181,
...................................... C-184-186, S-4, S-64-
S-67
definition ....................................................... C-
13, S-4
Bonded prest
ressing tendon ................ C-14, C-1
7, C-133,
........................................ C-139, C-1
41, S-4, S-6, S-40
corrosion protection ............................................... S-40
definition ........................................................ C-14, S-4
grouting ........................................................... C-1
4, S-
seismic requirements ................................... C-61, C-62
Bonder ..........................
...... C-15
, C-1
55, see al so
Header
definition ...............................................................
C-15
Bounding frame ......................... C-14, C-16, C-193-198
definition ......................................
...
..................
....
C-
14
* AAC = Autoclaved Aerated Co
ncrete, ASO-Allowable Stre
ss
Design, MSW- Masonry Shear Wall
, SD- Strength
Design

INDEX
Bracing ............................................................. S-3, S-56
Bri
ck .................. .... C-27, C-32, C-34, C44, C-79, C80,
.................... C-94, C-95, C-1
48, C-159, C-166, C-1
96,
.................... C-1
98, S-10, S-11
, S-14, S-34-36, S-44,
................................................... see also Clay
masonry
calcium silicate ...................................................... S-1
O
clay or shale ...... C-32, C-196, C-198, S-10, S-35, S-52
concrete ..
......................................... C-148,
S-34, S-35
Bucklin
g,
Euler. ........................................................... C-1
O, C-91
notation ................................................................. C-
1 O
Building code, general... ............................................. C-1
Building official, definition .....................
................. C-14
Bundling ofre
inf
orcing bars ....................... C-120, C-183
prohibitio
n against for AAC maso
nry and SD .... C-1
20
e
Calculations ............
C-3, C-13
, C-23, C-24, C-49, C-50,
...........
............... C-65, C-77, C-78, C-89, C-98, C-106,
................... Cl0
7, C-121
-126, C-136, C-139, C-147,
.....
............. C-176--
178, C-18
3--
188
, S-4, S-15, S-19
Camber ...................................
...
..............
............... C-1
40
Cantil
evered beams/
members ..................... C-43, C-102,
................................................................ C-
121, C-151
Cast stone .................................. C-19, C-149, C-155, S-7
Cavity wa
ll
definition ...............
............................................... C-1
4
Cavity width .......................................... C-73, C-81, S-56
Channel-type restraints ...................... C-1
72, C-1
73, S-65
Chases ......
..
............................
C-1
47, C-1
56, C-172, S-56
Clay masonry
coef
fi
cient of
moisture expansion .......
.................... C-9
coefficients oft
hermal expansion ......................... C-25
compressive str
ength
.............
......
....... C-1
08, S-13--
18
creep coefficient.. .................................................. C-25
modulus of elas
ticit
y ............................................. C-23
unit specifications ............................ C-20 1, S-
10
, S-Il
wetting ............................
............................. S-52, S-74
Clea
ning ...................... C-73, S-3, S-26, S-45, S-52, S-70
Clea
nouts ........................................................... S-4, S-52
definition ........
...............................
.............
.............. S-4
1-3
Coatin
gs for corrosion protection ... S-8, S-
12, S-39, S-41
Coefficient(s)
creep ........................................................................ C-9
expansion ......................................
........................ C-25
friction ............
...................................................... C-1 2
response modification ............ C-11
, C-57
, C-62, C-138
shrinkage
for concrete masonry .................... C-9, C-25
Cold weather construction .............. S-20, S-23-28,
S-67
Collar joints ...........
C-14, C-43, C-73, C-79-82
, C-88,
...... C-1
02, C-1
14, C-1
81, S-4, S-13, S-53, S-56, S-74
all
owable shear in
................................................. C-79
definition ........................................................ C-
14, S-4
construction ............................................................
S-53
Column(s) ........
... C-3, C-4, C-7, C-9, C-14
, C-21, C-34,
...................... C-41--45
, C-56, C-64-66,
C-74, C-89,
..........
.............. C-97-99,
C-1
21-123
, C-1
31, C-1
33,
.. ..
............ C-152, C-183, C-194-198, S-53, S-56-59
AAC masonry ..................................................... C-183
allowable
stress design ......................... C-89, C-97-99
construction .................................................. C-74, S-53
definition ............................................................... C-14
eccentr
ici
ty
............................................................ C-99
eff
ective height ..................................... C-9, C-41--43
lateral ties ........ C-42, C-64, C-66, see also Lateral ti
es
load transfer .................................................. C-3, C-21
reinf
orcement placement.. ...................................
C-41
seismic requirements ............................ C-56, C-64--66
strength design .......................................... C-121
- 123
thickness ............................................................... C-41
Composite action ....................... C-14
, C-23, C-26, C-79,
...................................................
...... C-81, C-96, C-15
9
definition ............................................................... C-1
4
Composite
masonry .................... C-1
4, C-79, C-80, C-82,
........................................... C-102, C-1
46, C-1
47, S-56
definition ..................
.......
..................................... C-14
Compression area, width .............................
............. C-31
Compression, axial .............
......... see Axial compression
Compressive strength ..
C-1
, C-3, C-8, C-14, C19, C-23,
........................
. C-24, C-73, C-77, C-92, C-98, C-100,
................ C-108, C-11
4,
C-116, C-121, C-125,
C-1
34,
..
............. C-136, C-1
43, C-1
48, C-177, S-4, S-10-2
0,
........................................ , S-32-37, S-47, S-48, S-72
.... see al so Specified compressive str
ength of
maso
nry
AAC masonry .................................
. C-1
77, S-13,
S-1
7
acceptance ................
.................................... C-73, S-18
axial, nominal... ............................ C-121, C-125, C-136
compliance .....................................
...
.................... C-73
definition .........
....................................... C-14
, S-
4, S-6
determination ............................................... C-73, S-1
3
• AAC = Autoclaved Aerated Concrete, ASD = Allowable Stre
ss Des
ign, MSW = Masonry Shear Wall
, SD - Strength De
sign

1-4
IN
OEX
Compressive strength ( continued) Construction loads ........................................... S-26, S-58
empirical requirements ............................ C-143, C-148
notation ............................
...................
.................... C-8 Contrae! documents ...
........ C-3, C-14, C-17, C-19, C-67,
ofgrout
....... C-177, S-13, S-17, S-20, S-34, S-47, S-48 ......................... C-69, S-1, S-4, S-21, S-25, S-37, S-53
ofunits
........................................................... S-13--17
definition ........................................................ C-14, S-4
prism strength method ............................................ S-18
SD requirements .......................... C-1
08, C-114, C-125 Contraction (shrinkage) joint... ........................ S-44, S-45
shown on
drawings ........................................ S-6, S-20
tests ......................... C-116, S-13--20,
S-24, S-32-34
Contractor, definition .................................................. S-4
unit strength method ...................................... S-13---17
Contractor's services and duties ................................ S-25
Compressive strength of
masonry
definition ....................................................... C-14, S-4 Control joints ................................................... S-44, S-45
Compressive stress Conversion oflnch-pound units to SI units ............ C-20 1
. allowable .......... C-8, C-93, C-97, C-136, C-147, C-148
axial. .............................................................. C-90-94
Corbels .................................... C-36, C-86, C-175, C-179
bearing ........................................................ C-38, C-89
empírica) requirements .......................... C-147-C-148
Corrosion/ corros ion protection ........ C-45, C-137, C-140,
prestressed masonry ................... C-17, C-23, C-31, S-6 .............................. C-141, C-159, C-161, C-164-166,
for reinforced masonry .............................. C-97, C-184 .......................................... S-39-44,
S-56, S-69, S-72
for unreinforced masonry ........................ C-11 O,
C-113 coatings for protection ................................. S-39, S-72
notations .................................................................. C-8 joint reinforcement... .................................... C-45, S-39
steel reinforcement ................................................ C-97 nails 1 screws ............................................. C-45, C-166
prestressing tendons ..............
C-140, C-141, S-40, S-44
Concentrated loads .................... C-29-33,
C-133, C-147 reinforcement.. ................................... C-45, S-58, S-72
steel framing ....................................................... C-165
Concrete masonry ties, anchors and inserts ..
...................................... C-45
coefficient of
shrinkage ........................................... C-9
coefficients of
thermal expansion ........................... C-9
compressive strength ...................................... S-15-17
Corrugated sheet metal anchors ........... C-162-165,
S-64
creep coefficient.. .......................................... C-9, C-25
modulus of
elasticity ................................... C-16, C-23
Coupled shear walls .................................................. C-21
modulus ofrigidity ...................................... C-16, C-23 Cover
unit specifications ............. S-10, S-15-17
, S-34, S-35 definitions ..........................................
.......... ..
C-14, S-4
wetting ..................
...
......
........................................ S-52 grout... ................................ C-140, C-163, C-182, S-64
Conduits
masonry. C-45, C-84, C-115
, C-141, S-40,,
S-58, S-61
mortar. ..................................... C-163, C-164,S-4, S-64
embedded ............................................. C-3, C-74, S-56
specification requirements ..
.................. S-3, S-56, S-73
Creep .....
............................. C-3, C-9, C-11, C-21, C-22,
Confinement.. ..
...
.. .. .. ....
C-12, C-29, C-65, C-88, C-116,
...................................
C-25, C-34, C-39, C-135, C-140
............................... C-120, C-127, C-128, C-131, S-65
Creep coefficient ........................................................ C-9
Confinement of
grout ...................................... S-53, S-65
Cross-sectional area
Connectors/connections
definition .............................................................. C-14
load transfer .............
................................. C-194-196
placement... ..................... C-70, C-72, S-22, S-24, S-56
seismic requirements ................................... C-56, C-64
shown on
drawings .....
............................................ C-3
definition, net ...........................................
.............
C-13
transformed ........................................................... C-26
gross cross-sectional area ............ C-6, C-9, C-26, C-41,
..................
......
....... C-59, C-66, C-67, C147-149,
S-5
net cross-sectional area .............. C-6, C-9, C-11
, C-
13
,
.............. C-14, C-19, C-26, C-27, C-177, S-3-6,
S-15
notation ................................................................... C-6
Consolidation of
grout... ...................... C-115, S-66, S-67
Continuous inspection ..................... C-1
3, S-5, S-22-24
• AAC
-Autoclaved Aerated Concrete, ASO-Allowable Stress
De
sign, MSW-
Masonry
Shear Wall
, SO -Strength De
sign

INDEX
D
Dead load, definition ................................................ C-16
Deep beam ......................... C-10, C-12, C-15, C-40, C-41
definition ........................................
....................... C-15
Definitions ........................................... C-13-20, S-3- 7
Deflection
backing, for veneer ............................................. C-15
8
beams and lintels ................................................... C-39
design story drift ................................................... C-15
lateral ........................... C-21, C-55, C-81, C-125, S-56
members supporting glass unit masonry ............. C-172
members supporting veneer ....................... C158-167,
prestressed masonry ............................................ C-140
reinforced AAC masonry .................................... C-177
renforced masonry (SD) ...................................... C-106
structural frames ................................................... C-34
unrienforced (plain) AAC masonry .................... C-106
unrenforced (plain) masonry (SD) ...................... C-176
Deformation ................. C-1, C-3, C-21, C-34, C-54--58
,
.............................. C-106, C-120, C-124--128,
C-135,
............................... C-137, C-176, C-188, C-194, S-52
Delivery of
materials/products .................................. S-26
Demonstration panel.. ......... C-73, S-26, S-34, S-66, S-68
Depth, definition ......
................................................. C-15
Depth of
backfill (empírica! requirements) ............ C-152
Design ..
....................................................................... C-
1
see AAC masonry, Allowable stress design,
Empírica!
design, Glass unit masonry, Prestressed masonry
design, Seismic design, Strength design, Veneer
Design story drift ................................. C-15, C-56, C-1
38
Design strength ............... C-1
, C-15, C-19, C-77, C-105,
............................. C-107, C-110, C-175, C-188, C-
194
Detailed plain (unreinforced) AAC MSW ..... C-17, C-54,
........................................................... C-55, C-57, C-60
Detailed plain (unreinforced) MSW
............... C-18, C-57
Development
bonded tendons ................................................... C-141
reinforcement, AAC masonry ................................. C-9
reinforcement, ASO ............................. C-83-87
, C-92
reinforcement, SO ................................... C-115, C-116
1-5
Diaphragm ...................... C-15, C-17, C-21, C-55, C-60,
................................ C-64, C-65, C-1
25, C-145, C-147,
.................................................... C-1
51
, C-15
5, C-156
anchorage, AAC .......................................... C-60, C-64
definition ............................................................... C-15
empírica! requirements ........................... C-145, C-147,
..................................................... C-151, C-15
5, C-156
Differential movement.. ...... C-3, C-11
, C-21, C-34, C-55,
............. C-80, C-81
, C-90, C-159--161,
C-167, C-169
Dimension
nominal, definition ..........
............................... C-15, S-4
specified, definition ....................................... C-
16
, S-4
Dimension stone .................................. C-160, S-1
O, S-11
Dimensional changes ......................................... C-3, S-44
Dimensional toleran ces ............................ se e Tolerances
Drawings
content, including anchorage, conduits, connectors,
pipes, sleeves, reinforcement and specified
compressive, strength ofmasonry
..............
C-3, C-14,
......................................... C-17, C-77, S-6, S-13, S-20,
.......................................... S-48--53,
S-58, S-65, S-73
definition, project ........................................... C-1
7, S-6
Drift limits ...................................................... C-54, C-55
Dryout.. ................................................
...................... S-29
E
Earthquake ..... see also Seismic load and Seismic design
loads .....
............................................... C-20, C-53-56
Eccentricity ......................... C-8, C-21, C-91, C-92, C-99,
................... C-11
2, C-121,
C-124, C-1
37, C-188, S-56
Effective compressive width .................................... C-31
Effective height .......................... C-9, C-15
, C-41
, C-43,
..................................................... C-121, C-1
24, C-188
Effecti
ve prestress ....... C-15, C-62, C-135, C-136, C-139
Elastic deformation .............................. C-3, C-127, C-135
E lastic
moduli .......
....................................... C-23, C-26,
....................................... see al so Modulus of
ela
sticity
Embedded items ...... S-56, S-58, S-59,, S-62
, S-69, S-74
* AAC = Autoclaved Aer
ated Concrete, ASD = Allowable Stress Design, MSW = Masonry Shear Wall, SD-
Strength Design

1-6
Embedment length
anchor bolts ............................ C-10, C-51, C-52, C-156
anchors ................................................................ C-156
hooks ................................................ C-10, C-87, C-182
notation ................................................................. C-1 O
reinforcement ................................... C-43, C-87, C-115
Empírica! design ................... C-1, C-2, C-54, C-57, C-63,
....................................................... C-143-156,
C-169
End-bearing splices .................................................. C-89
Engineer
definition .................................................................. S-3
Epoxy-coating ........
....................... C-45, C-46, S-9, S-39
Euler buckling ............................................... C-10, C-91
notation ................................................................. C-1 O
Expansion ............... C-9, C-21, C-22, C-25, C-34, C-90,
.... C-90, C-1
06, C-135, C-172-174,
S-15, S-36, S-44
Expansionjoints
............................ C-165, C-172, C-174,
............................................................ S-12, S-44, S-45
F
Fabrication .............................................. S-39, S-41, S-48
Field quality control .................................................. S-70
Flanges, ofintersecting walls .. Cc21
, C-28, C-129, C-190
Flexura) reinforcement ................ C-40, C-41, C-84-88,
......................................... C-
114, C-125, C-181, C-1 84
Flexura) tension
reinforced ma
so
nry ............................................... C-97
unreinforced masonry ......................................... C-11 O
Flexure
prestressed masonry .................................. C-136-139
reinforced AAC masonry .................................... C-176
reinforced ma
so
nry, ASD
........................... C-28, C-98
reinforced ma
so
nry, SD ...................................... C-1
06
stress allowable ..................................................... C-97
notation ................................................................... C-8
unreinforced AAC masonry ................................ C-
176
unreinf
orced masonry, ASD ................................. C-90
unreinforced masonry (SD) ................................. C-11 O
veneer. ................................................................. C-158
Floors/ floor diaphragms ........... C-21, C-54, C-60, C-96,
..................................................... C-125, C-156, C-151
empírica! anchorage ................................ C-1
55, C-156
se
ism
ic anchorage ............................................... C-165
anchorage, AAC masonry .... C-60, C-64, C-178, C-1
79
INDEX
Foundation(s) .................... C-15, C-20, C-21, C-32, C-34,
.................. C-54, C-125, C-125, C-140, C-143, C-144,
..................... C-152, C-157, C-161, C-162, S-26, S-44,
.................................................... S-51-53,
S-61, S-69
support of
veneer ........................... C-20, C-161, C-162
Foundation dowel(s) ...
............................................ S-61
Foundation pier(s) ................. C-15, C-143, C-144, C-152
definition ............................................................... C-15
empírica) requirements ........................................ C-152
Foundation wall(s)
empírica) requirements ............................ C-143, C-152
Frame, anchorage to ............................................... C-156
G
Galvanized coatíngs/requirements ..
C-45, C-46,S-8, S-39
Glass unit masonry .................... C-1, C-15, C-53, C-143,
.............................. C-169-174,
S-4, S-26, S-28, S-33,
. , S-36, S-39, S-46, S-53, S-54, S-56, S-65, S-72, S-74
construction .................................................. S-33, S-54
definition ..............................................
.......... C-15, S-4
empirical limitation ............................................. C-143
mortar for ......................................... C-174, S-33, S-46
mortar joints ..................................... C-173, S-53, S-54
panel anchors ................................... C-172, S-39, S-65
protection in cold weather ............................ S-26, S-28
reinforcement ...................................................... C-17 4
support ................................................................ C-172
thickness ............................................................. C-169
unit specifications ........................................ S-36, S-52
Gross cross-sectional area
definition ........................................................ C-13, S-3
Grout ......... S-5, S-10, see also Grout lift and Grout pour
admixtures .............................. C-15, C-177, S-3 4,
S-72
al te mate
placement procedures .............................. S-68
collar joint, allowable st
ress ................. C-79-81
, S-13
compressive st
rength ............
......... C-8, C-
108, C-177,
............................................................ S-13, S-16, S-17
compressive str
ength requirements for AAC masonry .
............................................................................... S-17
compressive strength
requirements .................. C-177,
.................................................................... S-16,S-17
confinement .............................. .. ..
............... S-53, S-65
conso
lidation .............................................. C-115, S-67
cover .................. C-14, C-140, C-163, C-182,S-4, S-64
demonstration panel.. ...... C-73, S-26, S-34, S-66, S-68
materials .................................... S-20, S-27, S-29, S-34
mínimum dimensions of
grout spa
ces ................
C-73,
..................................................................... C-75, S-66
mix designs ......................................... S-20, S-47, S-48
mixing ......................................................... S-20, S-47,
* AAC -Autoclaved Aerated Concrete, ASO= Allowable Stress Oesign, MSW = Masonry Shear Wall, SO=
Strength Oesign

INDEX
Grout (continued)
modulus of
elast
icity ...
................................ C-23, C-24
placement... ...................... C-47, C-73, S-27,
S-65--68
protection in
cold weather. .....................
...
...
S-27, S-28
protection in
hot weather ............................. S-29, S-65
quality assurance ................. C-71
-73, S-22-24,
S-70
sampling ....................................................... S-11, S-70
slump .................................. see Slump and Slump fl
ow
spaces/ space requirements .................... C-73, C-181
,
...................................
........................ S-52, S-56, S-66
standards and specifications ....... S-5, S-10, S-16, S-17,
.................................................... S-34, S-47, S-65-70
strength ................... see Grout -compressive strength
testing ......................................... S-1
1, S-22, S-24 S-34
Grout key ......................................................... S-54, S-68
Grout li
ft
...................
...................... C-73, S-5, S-67, S-68
definition .................................................................. S-5
Grout pour .................... C-73, C-75, S-5, S-52, S-66--68
definiti
on ........................... ....................................... S-5
Groutin
g bonded tendons ...... C-70-72, S-22-24, S-70
H
Handling ofmateria
ls/products ........... C-67, C-69, C-73,
...................................... C-167, S-25, S-26, S-49, S-69
Headjoint
construction .............................................. S-53- S-56
definition ............................................................... C-15
optional specification requirement ......................... S-74
thi
ckness .............................. ..
...................... S-53, S-56
Headed anchor
bolts ...... C-47, C-48, C-51, C-78, C-107,
..................... S-38, S-63, S-64 (see also Anchor bolts)
ASD provisions ..................................................... C-78
embedment length ................................................. C-51
material specificaitons ................................. S-38, S-63
placement .............................................................. C-47
strength design .................................................... C-1 07
specifications ............................................... S-38, S-63
Header (s)
all
owable
stress .................................. C-26, C-79, C-80
composite acti
on ................................................... C-79
definition ............................................................... C-15
empírica! requirements ................. C-150, C-1
53, C-1
54
Height
effective ....................
............... C-9
, C-1
5,
C-4 1, C-43,
......................
..............
................. C-121, C-124, C-188
definition, effecti
ve height .................................... C-1
5
notation ................................................................... C-9
empírica! requirements, buildings ....................... C-145
1-7
fill, unbalanced (empírica) requirements) .........
C-145,
.......................
..................................................... C-152
foundation walls (empírica! requirements) ..
....... C-152
height/thickness ratios (empírica! requirements) C-152
parapets (empírica! requirements) ....................... C-151
grout pour (See Grout pour) .............. C-73, C-75, S-5,
............................................................. S-52, S-66--{)8
Hollow masonry unit, ......... C-47, C-1
20, C-152, C-1
53,
......................................... S-Il
, S-36
, S-59, S-63, S-66
definition ...............
............................................... C-
16
Hooks .................................................. see Standard
hook
Horizontal reinforcement
seismic
requirements ............................................. C-67
for masonry not
1aid
in
running bond .......... C-3 1, C-35
Hot
weather construction ..... S-2
0,
S-23, S-24, S-29, S-64
1
Impact.. ......................................................... C-21, C-193
Inch-pounds tr
anslation table .................................. C-20 1
Tnfill
definitions ..
................................................. C-15, C-1
6
design ......................................................... A ppendix B
non-participating ....................................... C-1
6, C-1
94
participating ..................................... C-16, C-1
95
- 198
Inserts, protection for. ..................................... C-45, C-46
lnspection ........... C-13, C-16, C-67-74,
S-5, S-21-25,
............................. , S-51, S-52, S-66, S-69, S-72, S-74
definition ...............
......................................... C-16, S-5
1n
spection Agency ....................... C-13, C-16, S-5, S-21,
............................................................ S-25, S-72, S-74
fntermediate reinforced MSW .............. C-18,
C-57, C-58,
......................................................... C-6 1, C-64, C-1
18
lntersecting walls
design ...................
....................................... C-21, C-28
empírica!, anchorage ........................................... C-155
J
Jacking force, prestressed masonry ....... C-134, S-7, S-69
Joint ..
see Bed joi
nt, Collar joint, Head Joint, Expansion
joint, Contraction jo
int, etc .
Joint fillers .................................... S-12,
S-44, S-45, S-72
• AAC = Autoclaved Aerated Concre te, ASD = All
owable Stress Design, MSW = Maso
nry Shcar Wa
ll
, SD = Strength Design

1-
8
Joint reinforcement
all
owable stress ........................................... C-81, C-97
bonding, empirical design ................................... C-1
53
cover ..................................................................... C-45
cross wires ........................... C-43, C-80, C-81, C-153,
....................................................... C-163, C-174, S-38
for glass unit masonry ......................................... C-174
material specificati
ons .......
...
........ S-9, S-37-39, S-72
mínimum wir
e size ................................................ C-43
pl
acement ............................................................... S-59
protection
..................................................... C-45, S-39
seismic design ..................................................... C-
165
veneer ........................................................ C-1
63- 165
wire size
......................................... C-43, C-1
63, C-1
66
L
Lap
splices ................. C-88, C-89, C-11
5-11
7, C-18 1,
.............................................. S-58, S-59, (see Splices)
Lateral
force-resisting system ....................... C-21, C-86,
........................................... C-143-145, C-193, C-194
Lateral loa
d distribution ........................
................... C-21
Lateral stability, empirical design ..
........................ C-145
Lateral support .......... C-
1, C-15
, C-21, C-38, C-41, C-
42,
.......................................... C-1
23, C-137, C-1
50- 152,
......................................... C-1
55, C-156, C-172, C-1
87
empirical design ................. C-1
50- 152, C-155, C-156
glass unit masonry .............................................. C-172
Lateral ties ................................... C-19, C-4
2,
C-64, C-66
efin
iti
on ................................................................. C-19
or columns ......................................... C-42, C-64, C-66
se
ismi
c design ............................................. C-64, C-66
Laterall
y restrained prestressing ten
don .................. C-16,
.................................................................. C-134-139
Laterall
y unrestrained prestressing tendon ............. C-16,
.................................................................. C-136
- 139
Lintels
deflection ..................................
............................ C-39
empirical requirements ............................ C-150, C-1
56
veneer .................................................
................. C-162
Live load, definition ................................................. C-16
Load(s)/Loading
all
owable ................... see Allowable fo
rces, Loads, etc.
combinations ................. C-2, C-12, C-23, C-77, C-93,
.................................................... C-1 05
, C-125, C-134,
......................................... C-138, C-175, C-193, C-194
concentrated ............... C-29, C-32, C-33, C-133, C-1
47
construction .......................
..................................... S-26
INDEX
dead .............................. C-7, C-62, C-96
, C-1
36, C-1
37
definition ............................................................... C-16
distribution ........
.......................................... C-21, C-81
drawin
gs, shown on ................................................ C-3
empirica
l design, maximum ......... C-143, C-1
49, C-150
glass unit masonry, maximum ............................ C-
172
lateral ..............
..........
.. C-21, C-35, C-56, C-81, C-84,
......................................
................. C-90, C-124, C-188
li
ve ..................... C-9, C-16
, C-20, C-39, C-147, C-162
notation .......................
............................................ C-6
seismic ......... C-21, C-23, C-53-56, C-60, C-64--6
7,
................... C-93
, C-1
20, C-143, C-147, C-165, C-166
service ................... C-1
, C-2, C-16, C-2 1, C-39, C-101,
............................. C-133, C-1
35, C-1
37, C-1
58, C-1
59
transfer ............... C-1, C-3, C-21
, C-1
63, C-194, C-1
96
veneer, maximum ................................................ C-161
wind ......................... C-11
, C-93, C-169, C-1
71
, C-174
Load transfer ...................... C-1
, C-3, C-2 1, C-1
63, C-196
Load-bearing Wall
definition ........................................................ C-20, S-7
empirical requirements ........................................ C-155
tolerances .................
......... , .................................... S-55
Longitudinal reinforcement ....
..
C-
16, C-
19, C-28, C-42,
................................ C-87, C-88, C-101, C-116, C-118,
....... C-120-1
23, C-1
3 1, C- 182, C-186, C-187, C-190
M
Masonry
glass .......................................... see Glass unit masonry
plain .................................... see Unreinf
orced masonry
prestressed ............................... see Prestressed masonry
rei
nf
orced ................................ se e Reinf
orced masonry
unreinf
orced ........................ see Unreinforced masonry
veneer .......................
................................
.... see Veneer
Masonry bonded hollow
wa
ii .............. C-20, C-36, C-
152
Masonry breakout, definition ............................ C-
16
, S-7
Masonry cement.. ................................ C-
94, C-95, C-
109
Masonry cleaners ..
........................................... S-45, S-74
Masonry erection ....................................................... S-53
cold weather construction .................... S-26-28, S-67
field quality control ................................................ S-70
grout placement.. ............. C-73, S-27, S-63, S-65, S-68
hot weather construction ............................ , S-29, S-65
placin
g mortar ................................................ S-53-55
preparation ............................................................. S-52
reinforcement in
stallation ............................ S-58, S-69
si te tolerances ...................................... S-56, S-57, S-69
• AA
C -Autoclaved Ae
rated Concrete, ASO- All
owable Stress
Oesign
, MSW-
Masonry Shear Wall, SO = Strength Oesign

INDEX
Masonry materials ..........
C-69, C-114, C-1
93, S-8-12,
S-21, S-25, S-26, S-29, S-3 1-39
Materi
al(s)
certificates .............................................................. S-20
delivery ..........................
..........
.............................. S-26
handling ................................................................. S-26
properties ...
C-22, C-105, C-108, C-131, C-176, C-177
samples ....................................
S-20, S-26, S-27, S-52,
seismic restrictions ........................................
C-65--67
specifi
cations ........................ C-13, S-8-12, S-31-39
storage ...................................... C-67, C-73, S-25, S-26
Maximum val u e, definition ......................................... S-5
Max
imum wind pressure or
speed
empírica! design, maximum ................................ C-144
glass un
it masonry, maximum .................. C-169- 171
veneer, maximum ......................
..............
C-1
61, C-166
Mean daily temperature, definition ............................. S-5
Mechanical connections/splices ........ C-88, C-89, C-116,
...................................................... C-183, C-194- 196
Metal accessori
es ....... C-43, C-45, S-20, S-26, S-37, S-72
Mínimum in
side bend diameter for reinforcing bars ..
S-48
Mínimum thickness, empírica! design ........ C-1
51, C-152
Mínimum dail
y temperature, definition ....................... S-5
Mínimum val u e, definition .......................................... S-5
Mix designs ........................ S-20, S-25, S-31, S-34, S-47
Mixing .............. S-27, S-29, S-46, S-47, S-65, S-70, S-74
Modulus of
elasticity ...........
C-7, C-8,
C-1
6, C-23
-26,
..................................................... C-118, C-1
35, C-181
Modulus of
rigidity ........................ C-8, C-16, C-23, C-24
Modulus of
rupture.C-8, C-9, C-39, C-109-111
, C-122,
..................... C-125, C-177, C-178, C-186, S-33, S-36
Moisture ....
................. C-3, C-9, C-22, C-25, C-34, C-45,
.................................. C-8l,
C-90, C-135, C-167, C-193
.................................................. S-26, S-29, S-35, S-52
Moisture expansion ........... C-9, C-22, C-25, C-9
0, C-1
35
Moment of
in
ertia ........................ C-9, C-2
7, C-39, C-91,
..................................
................... C-1
25, C-1
26, C-1
77
Moment, notation
..................................................... C-1
O
1-9
Mortar
admixtures .............................................................. S-46
allowable flexura! tension ..................................... C-94
cover ........................................................................ S-4
empiri
cal requirements .............................. C-1
47-153
for glass unit masonry
..........
C-1
5, C-174, S-33, S-46,
............................................................ S-5
3, S-54, S-5
6
in
spection .................................. C-70, C-7 1, S-22-24.
mandatory specifications ....................................... S-72
materials ....................
.......................... S-31, S-32, S-72
mix designs ........
.................................................... S-20
mixing ....................................
............. S-20, S-31, S-46
pigments ....................................................... S-31, S-46
placing .................................................... S-3, S-53-55
protection in cold weather ............................ S-27, S-28
protection in
hot weather ..................................... , S-29
retempering .................................................. S-29, S-46
seismic restrictions ...................................... C-64, C-67
specifications ............................ S-1 O,
S-31
-34, S-53,
............................................................ S-56, S-72, S-74
thin-bed mortar ..................... C-13, C-1
9, C-64, C-68,
...................................... C-70-72,
C-178, C-184, S-4,
........................................ S-20, S-29, S-33, S-48, S-55
Movementjoints ..
......
. C-58, C-61, C-1
60, C-167, S-43,
.......................................................... S-44, S-54, S-71,
....................
see al so Contro
l jo
int and Expansion joint
design 1 detailing adjacent to ............................... C-160
specification requirements ........ S-44, S-45, S-73, S-74
submittals ............................................................... S-20
Multiwythe walls ...
C-36, C-79, C-80-82,
C-1
47, C-150
empírica! design ...................................... C-147, C-150
N
Negative moment reinforcement .................... C-83, C-86
Net cross-sectional area, definiti
on .......................... C-13
Nominal dimension, definition .......................... C-1
5,
S-4
Nominal strength(s) ................ C-2, C-6, C-8, C-15, C-17,
.................... C-1
9, C-105-108,
C-110, C-112,
C-114,
................... C-121, C-1
75
-177, C-181
, C-1
83, C-1
94
anchor bolts ....................................
........... C-1 05
-108
definition ............................................................... C-1
7
No
n-composite acti
on ............................................... C-81
Noncontact lap splices ......................... C-89, C-115, S-5
6
Non-participating infill
definition ...............................................................
C-1
5
design .................................................................. C-194
No
tation .............................................................. C-6-
12
• AAC = Auloclaved Aerated Concrete, ASO = Allowable Stress Oesign, MSW = Masonry
Shear Wall, SO=
Strenglh
Oesign

1-10
o
Ordinary plain
(unreinforced) MSW ............. C-18, C-54,
..................
......... C-55, C-57, C-60, C-61
, C-62, C-138
Ordinary reinforced MSW ... C-18, C-54-61,
C-64, C-66
Other than running bond (formerly stack bond))
bearing ............................................... C-29. C-32, C-33
reinforcement requirements, mínimum ....... C-31, C-35
seismic requirements ................................... C-59, C-67
stress in masonry ............................... C-93, C-94, C-96,
.......... ..
......................................... C-1 09, C-113, C-180
veneer, (for other than running bond) ................. C-165
Otherwise required, definition ..................................... S-5
Owner
definition .................................................................. S-5
quality assurance .......................................... S-21, S-74
p
Panel anchors for glass unit masonry .. C-172, S-39, S-65
Parapet walls
empirical requirements ............................ C-152, C-153
Participating infill
definition ........................................
........
............... C-16
design ................................
.................... C-193--C
-198
Partition wall
s, definition ........................................... S-6
Pigments .......................................................... S-31, S-46
Pier(s) ......
. C-15, C-17, C-56, C-65, C-121-124, C-143,
...................... C-144, C-15
2, C-
18
3, C-186, S-51, S-54
AAC masonry ......................................... C-
18
3, C-186
definition ..................................................... C-15, C-17
foundation (empirical) ................. C-143, C-144, C-
152
SD requirements ..................................... C-18
3, C-186
Pilasters ......
............... C-9, C-21,
C-43-45,
C-56, C-65,
.......................... C-74, C-151
, C-15
2, S-53, S-56, S-58
load transfer ..........................................................
C-21
reinforcement placement... .................................... C-45
seismi
c requirements ...............................
.... C-5
6, C-65
Pintle anchors .................................... C-163, C-164, S-62
Pipes ........... C-3, C-74, S-3, S-40, S-44, S-56, S-73, S-74
Plain (unreinforced) masonry
... see Unreinforced (plain)
masonry
definition ............................................
................... C-20
INDEX
Positive moment reinforcement.. .............................. C-86
Post-tensioning, post-tensioned ......... C-17, C-
19
, C-1
33,
.......................................... C-141, S-6, S-7, S-40, S-69
definition ........................................................ C-17, S-6
Prefabricated masonry ..........
...... C-133, S-11, S-49, S-72
Prestressed masonry
definition ............................................
............ C-17, S-6
deflection ................................
................
....... ..
...
C-140
design ..........
..
...
.......................
......
..................
.... C-134
in
spection ......... C-70-72,
S-22-24,
S-38, S-40, S-44
seismic des
ign ............................
................. C-62, C-63
shearwall
s .............................................. C-139, C-140
strength requirements .............................. C-138, C-139
Pres
tressing grout.. ..........
C-14, C-17, C-19, C-70-72,
.................... , S-6,
S-22-24, S-34, S-340, S-65, S-70
Prestressing steel ..... C-6, C-8, C-26, C-135, C-136, S-38
Prestressing tendon(s)
allowable stresses ................................................ C-134
bonded ............................. C-139, C-141, S-4, S-6, S-40
corrosion protection ........
................... C-140, S-40-43
definition .........................................
............... C-1
7, S-6
in
spection ..................................... C-70-
72, S-22-2
4
in
stallation ............................................................ , S-69
Jaterall
y restrained ..................
...... C-16
, C-1
36-C
-1
38
laterally unrestrained ...
................. C-
16
, C-136-C-138
materials ............
.............. C-62, C-70, S-38, S-70, S-72
seismic requirements ............................................. C-62
specifica
ti
ons ............................ S-38,
S-40-44,
S-72
stressing ........................................... C-1
34- 136, S-69
unbonded, definition ......................................
C-1
9,
S-7
Prestressin
g tendon anchorages, couplers, and end blocks
....
........................................................................ C-
140
Pretensioning
definition ........................................................... C-1
7,
S-6
Prism, ............................. C-1
4, C-17, C-23, C-71
, C-72,
............................................ C-134, S-4, S-6, S-11
-19
definition ........................................................... C-17, S-4
Prism test method ............... C-23, S-13, S-18, S-23, S-24
Project conditions ......................................................
S-26
Project drawings, definition .............................. C-
17
, S-6,
....................................
................... see also Drawings
Project specifications, definition ...................... C-
17
, S-6,
................................................. see also Specifi
cations
* AAC = Autoclaved Aerated Concrete, ASO=
Allowable Stress Design, MSW = Masonry Shear Wall, SD = Strength Design

INDEX
Projected area for anchor bolts ................................ C-47
Protection
corrosion ........... C-140, C-1
41,
C-159, S-39-44,
S-72
from weather ..
...
...
...................... C-71, C-72, S-2
3-29
of
masonry and mater
ials ......... C-71, C-72, S-23, S-24
prestressin
g tendons and accessories ......... C-140, S-40
reinforcement ........................................................ C-45
Q
Quality assurance ..
...
. C-3, C-13, C-17, C-47, C-67-73,
................................... S-6, S-21-26, S-63, S-72, S-74
definition .................................................
....... C-17, S-6
Quality control... ...
............. C-69, S-21,
S-47, S-49, S-70
R
Radius ofgyration ..................... C-11, C-27, C-41, C-121
notation ................................................................. C-11
Reinforced AAC masonry ........
C-18, C-57, C-61, C-64,
................................. C-66, C-176, C-177, C-181-191
Reinforced masonry
ASD .........................................
............
....... C-97-10
3
strength <lesign .......................................... C-11
4--132
Reinforcement
allowable stress ............................................. C-97- 1 O
bend requirements ......... C-93, C-122, S-48, S-58, S-61
bund1ing .................................................. C-120, C-183
cleaning ................................................................. S-52,
clearance between, minimum ...................... S-58, S-62
cover .......................... C-14,
C-45, C-87, C-97, C-115,
................................................... C-116, S-4, S-58-6
1
cross-sectional area, notation .................................. C-6
definition ........................................................ C-17, S-6
details ............................... C-3, C-43-47,
C-181, S-48
details, on drawings ............................................... S-48
development. ...................................... see Development
diameter ........................................................ C-7, C-43
diameter ofbe
nd, minimum ......................... C-47, S-48
distance from extreme compression fiber, d ........... C-7
fabrication .............................................................. S-48
for glass unit masonry ......................................... C-17 4
hook ................................................ se e Standard hooks
install
ation ..................................................
........... S-58,
joint.. ........................................ see Joint reinforcement
lap length ..................................................... see Splices
lateral ti es ...................
............
..
.............. see Lateral ti
es
longitudinal, defination ......................................... C-16
materials ........................................... C-114, S-37, S-48
maximum area, (SD) .......... C-114, C-115, C-11&--120
maximum, AAC masonry ............ C-183, C-187, C-189
modulus of
elasti
city ............................................. C-23
embedment.. ..................................... C-45, C-83, C-185
1-11
length, Id, notation ................................................ C-1
O
negative moment reinforcement... ............... C-83, C-86
physical properties ................................................ C-44
placement requirements .................. C-45, C-70, C-72,
.................................................... S-22-2
4, S-58, S-59
positive moment reinforcement ............................ C-86
prestressing .................................. see Pr
estr
essing steel
protection .............................................................. C-45
seismic requirements ..................................... C-58-62
for anchored veneer ............................................ C-163
shear ....................................... see Shear, reinforcement
shear wall ............................................... see Shear wall
size, limitations (SD)
.......................................... C-114
size, maximum .................................................... C-43
size, minimum ................
..................................... C-43
spacing, notation ................................................... C-1
1
specifications .............................. S-37, S-48, S-58-65
splices .......................................................... see Splices
stirrups ........................................................ see Stirrups
strength ................................................... C-1
09, C-178
stress ..................................................................... C-89
ties, lateral .............................................. see Lateral ties
toleran ces ....................................................... S-58-61
transverse, defined ................................................ C-19
wire ...... C-87, C-88, C-184, S-8, S-9, S-37, S-38, S-72
yield strength notation,/y ........................................ C-9
Reinforcing steel ...........................
..
..... see Reinforcement
Required st
rength ..
.............
C-17
, C-105, C-138, C-175,
....................................................... C-193, C-1
94, S-47
Response modification factor .................. C-56--59,
C-65
Retempering ..................................................
..
S-29, S-46
Roof
anchorage
detailing .............................................................. C-1
55
empirical requirements ........................................ C-1
55
seismic anchorage ....................
.............................
C-63
Rubble stone masonry
allowable compressive stress (empirical design) C-149
bonding ............................................................... C-15 5
definition ............................................................... C-1
9
minimum thickness (empirical design) ............... C-155
Running bond .............. ..... C-17, C-28, C-29, C-31-33,
.......................... C-35, C-59, C-67, C-93, C-96, C-
109,
................ C-113, C-133, C-143, C-152, C-165, C-175,
...................................... C-180, C-
185, S-6, S-53, S-74
definition ........................................................ C-1
7, S-6
for empirically designed masonry ........... C-143, C-
152
seismic
requirements ................................... C-59, C-67
wall intersection .............................
............. C-28, C-29
• AAC
-Autoclaved Aerated Concrete, AS
D-
Allowable Stress Design, MSW-Masonry Shear Wall, SD-Strength
Design

1-12
S
Sample panels ............................................................ S-26
Samples ............................... S-21, S-25, S-27, S-52, S-70
Sampling ............ C-68, S-8, S-JO, S-11
, S-18, S-31, S-70
brick ....................................................................... S-10
concrete masonry ................................................... S-1
O
grout ...................................................................... S-11
Sealant, specification .............................. S-11
, S-26, S-44
Section properties .......... C-26, C-27, C-65, C-74, C-106,
............................. C-129, C-
140, C-176, C-177, C-1
90
Seismic design ................ C-42, C-5~7,
C-131, C-
143,
....................................................... C-1
63--
166, C-1
93
categories .............................................................. C-63
empírica! design restrictions ............................... C-1
43
limits fo
r lightly loaded columns .......................... C-42
veneer requirements .................................. C-163--
166
Seismic force-resisting system .....
C-54--56,
C-59, C-60,
........................................................ C-65, C-66, C-143
Seismic load (earthquake load, seismic force) ........
C-21,
................... C-23, C-5
3, C-54, C-56, C-60, C-64--67,
.......... C-77, C-93
, C120, C-143, C-147, C-165, C-166
Self-consolidating grout
definition ........................................................ C-1
5, S-5
mixing ...................................... C-33, C-46, S-34, S-47
placement ......................................................
......... S-67
submittals ............................................................... S-20
tests ..
........................... C-70, C-72, S-7, S-9, S-22-2
4
Service loads ...................... C-1,
C-2, C-21, C-101, C-1
35
Se
ttlement.. ................................ C-21, C-84, C-162, S-67
Sha
le masonry ...................................... see C lay masonry
Shear
AAC masonry .....
C-54--66,
C-175, C-178, C-1
80, C-
184, C-189
bolts ....................................................................... C-49
force, notation
..................................
................
..... C-11
reinforcement ........
C-6, C-8, C-11, C-41, C-59, C-87,
.................... C-88, C-1
00-
102, C-115, C-122, C-123,
................. C-1
26, C-1
32, C-1
82, C-18
5, C-189, C-191
prestressed masonry ..........
...................... C-139, C-140
reinforced masonry ..
................................... C-57, C-58
transfer at wa
ll interfaces ............ .. .. ..
...... ..
C-57, C-1 02
unreinf
orced ............................. C-17, C-1
8,
C-54, C-56
Shear stress
composite action ......................
C-1
4, C-26, C-79, C-96
reinforced members .................................. C-97, C-106
INDEX
unreinforced members ............................ C-11
O, C-111
Shear wa
ll(s)
definition ..................................................... C-1
7, C-18
design for in-plane loads, AAC masonry ........... C-1
89
detailed plain (unreinforced) AAC MSW ............ C-17,
................................................. C-54, C-55, C-57, C-60
detailed plain (unreinf
orced) MSW ............ C-18
, C-57
empírica] design ............................. C-145-147,
C-1
51
intermediate reinforced prestressed MSW ..........
C-18,
........................................................... C-57, C-61, C-62
intermediate reinforced MSW ..............
.....
C-18, C-57,
......................................................... C-61, C-64, C-
118
intersections .................................................. C-28-30
lateral load distribution ......................................... C-21
ordinary plain (unreinforced) AAC MSW ............ C-1
8,
........................................................... C-54, C-55, C-60
ordinary plain (unreinforced) MSW .......... C-18
, C-54,
......................................................... C-55, C-57, C-1
38
ordinary plain (unreinforced) prestressed MSW .. C-18,
..................................................................... C-61, C-62
ordinary reinforced AAC MSW ......
C-18, C-54, C-55,
................................................. C-57, C-61, C-64, C-66
ordinary reinforced MSW ............... C-18, C-55, C-57,
.................................................................... C-58, C-64
reinforced masonry, design ................ C-28, C-57--66,
............................. C-100, C-101, C-118, C-1
26
, C-130
seismic requirements ..................................... C-54--66
specia1
reinforced MSW ......... C-18, C-57--66,
C-100,
................................................................ C-1
O 1, C-
118
special reinforced prestressed MSW ................... C-18,
.............
............................................
..
......... C-57, C-62
stiffness ..
...........................................................
.... C-22
unreinf
orced .......................................................... C-56
Sheet-metal anchors ............................ C-45, C-162-165,
............................................................ S-38, S-39, S-64
Shrinkage .. .. .....
C-3, C-5, C-9, C-11, C-21
, C-34, C-43,
......................... C-90, C-1
40, C-1
77, S-34, S-44, S-52
coefficient ........................... ..
........................ C-9, C-25
deformation ................................................... C-3, C-21
notation ......................................................... C-9, C-11
provisions, drawings ............................................... C-3
SI equivalents ............................................... C-20 1-211
Site tolerances ......................................... S-56, S-57, S-69
Sleeves .................................. C-3, C-74, S-44, S-73, S-74
Slump ................. S-6, S-10, S-34, S-47, S-65, S-67, S-68
Slump flow ................ C-5, C-18, C-70, C-72, S-6, S-1
1,
....................
...
....
......
................... S-20-24, S-34, S-47
Sol id
masonry
unit, .......... C-36, C-1
52, S-1
O,
S-36, S-62
definition ............................................................... C-16
* AAC Autoclaved Aerated Concrete, ASO All
owable Stress Oesign
, MSW- Masonry Shear Wall, SO-
Strength Oesign

INDEX
Spa
n ............
..........
C-10, C-15, C-38, C-40, C-45, C-64,
.................
..... C-81
-86, C-100, C-1
21, C-1
50, C-1
51,
......................................... C-
159, C-1
67, C-1
78, C-194
Special boundary elements ...... C-18
, C-126-13
1, C-190
Special reinforced MSW ............ C-18, C-57--66,
C-100,
................................................................ C-1
O 1, C-1
18
Special systems ........................................ C-4, C-61, C-62
Specifications for materials ............... S-8- 12, S-31--4
9
Specified co
mpressive strengt
h of
masonry
acceptance requirements .................................
...
..... C-3
definition ........................................................ C-19
, S-6
limits for AAC masonry ........................................ C-23
limits for SD .............................................. C-98,
C-1
08
mandatory specifications ............................ S-13, S-72
methods to shown compliance with .............. S-' 13
-19
notation ............................
....................................... C-8
shown on drawin
gs ................................................. C-3
Specified dimension, definition ......................... C-15, S-4
Splices of
reinfo
rcement.. ....
..................................... C-88
Spli
ttin
g tensil
e str
ength of
AAC masonry ..... C-9, C-
177
Stack bond .....................
. See Not Laid in
Running Bond
Stainless steel ........ C-45
, C-46, S-8, S-9, S-37-42,
S-72
Standard hook(s) ........................ C-10
, C-46, C-67, C-87,
....................................................... C-115, C-182, S-4
8
details ..
.....................
........
..................................... C-46
fabrication .............................................................. S-48
sei
smic requirements ............................................. C-67
Standards, cited ..............
.............
...................... ..
S-8- 12
Steel
bars ................................................. se e Reinforcement
bolts .......
................
.............................. see Anchor bolts
coatings ......................................... S-8, S-39- 42, S-72
fabricati
on ........................................................
...
... S-48
stainless .............. C-45,
C-46, S-8, S-9, S-36-4
1, S-70
wire ............................... C-5, S-8, S-9, S-37- 39, S-72
Steel reinforcement ............................. see Reinforcement
Steel pi ates and bars .............................. C-45, C-46, S-39
Stiffness ................. C-12, C-20, C-21, C-27, C-39, C-56,
.......... C-65, C-66, C-81, C-106, C-111, C-112, C-1
2 1,
..
.............. C-1
25, C-1
53, C-1
59, C-1
6 1, C-1
63, C-167,
............................. C-1
77, C-183, C-184, C-194, C-1
96
anchors, ties ........................................................ C-1
53
1-13
beams ............................................. C-39, C-121, C-183
design ........................................................ C-81, C-1
06
laterai ....... ..
.......................... C-65, C-66, C-121, C-183
walls .........................................
...............
C-125, C-153
Stirrup(s) .................. C-19, C-45--47,
C-84-89, C-11
5,
............................... C-116, C-1
22, C-
18
2, C-183, S-48
Stone masonry
all
owable stress (empírica!)
..
.................. C-149, C-155
ashlar, definition ...........................
................. C-19
, S-7
bond ...........................................
......................... C-153
cast ...................................................................... C-149
definition ............
.................
........................... C-19, S-7
dimension ..............................................
................. S-11
mínimum thickne
ss ............................................. C-151
rubble, definition ............................................ C-19, S-7
specifications ..................................... S-1
O,
S-11
, S-36
Storage ofmaterials/produ
cts .............
C-67, C-73, S-25,
..................................................................... S-26, S-69
Strength
bearing .................................................... C-1
08, C-
178
design strength ...............................
see Design strength
bolts ....................................................
................. C-
106
compressive ......................... see Compressive strength
nominal ........................................ see Nominal strength
req uired ....................
................... se e Required strength
specified ................ see Specified compressive strength
tensile .................... see Tension/tensil
e stress, strength
Strength design ..............
............................... C-10
5-
132
of
el
ay and concrete maso
nry (Chapter 3)
.................. ..
................................................................ C-1 11
, C-128
of
AAC maso
nry ....................
................... C-1
75-
191
of
prestresse
d masonry ....
.................................... C-1
3 8
Strength reduction factor(s) ................. C-12, C-
15
, C-17,
.................. C-1
9, C-105,
C-106, C-
120, C-
138, C-139,
..................................................... C-1
75
, C-1
76, C-1
94
definiti
on ..........................................
..............
...
..
..
C-1
9
Stress
allowable .....
...
see Allowable forces, loads, strengths,
and stresses
bearing ...................................................... C-82, C-
14
0
compressive .......... C-8, C-9, C-
16, C-1
7, C-23, C-31,
........ C-38, C-89, C-100, C-110, C-114, C-1
29, C-136,
.................. C-139, C-147-149
, C-1
80, C-181, C-1
90,
computati
ons .............................
.........................
...
C-26
fl
ex
ura! ................................... ..
...
........
................ C-1
3 7
notation ................
...
...............
.................................
C-9
from prestressin
gjac
king force ............... C-19, C-
134,
........................................................... C-140, S-7, S-69
reinforcement .......
................................................. C-89
shear .....................
C-8, C-9
, C-ll
, C-1
6, C-79, C-80,
........... C-86, C-96, C-100--
102, C-126, C-150, C-167
* AAC Autoclaved Aerated Concrete
, AS
O Allowabl
e Stress Oesign, MSW -Masonry
Shear Wall, SO-Strength
Oesign

1-14
Stress (Continued)
tempera tu re
change ............................................... C-90
tensile ........ C-17, C-39, C-40, C-84, C-90--97,
C-100,
.............................. C-107-110,
C-133, C-136, C-137,
................................. C-140, C-150, C-161, C-167, S-6
Submit/ submitted/ submittals .......... S-7, S-20-26,
S-72
T
Temperature
affects from changes ................ C-21, C-25, C-45, C-90
ambient ................................................ C-25, S-26--29
cold
weather .................. see Cold weather construction
hot weather ...................... see Hot weather construction
mean daily ................
............................. S-5, S-27-29
notation ................................................................. C-11
Tendon anchorage ................................. C-19, C-1
40, S-7
Tendon coup1er ........................................ C-19, S-7, S-44
Tendon,jacking force .................. C-19, C-134, S-7, S-69
Tension/tensile ( strength)
axial
bolts .................................................. C-47, C-79, C-10
8
pr
es
tressed ma
sonry ............................................ C-139
reinforced masonry ............................................. C-1
00
unreinforceded masonry ................. C-96, C-113, C-180
flexura!
prestressed masonry .................................. C-136-139
reinforced masonry ............................................... C-97
unreinforceded masonry ...................................... C-110
Test(s)/ testing
agency .................... S-19, S-21, S-25, S-33, S-72, S-74
anchor
bolts ................................................. C-47, C-49
compressive strength ............... C-116, S-13, S-18, S-20
field tests ..
.............................................................. S-70
gr?ut ............................................................. S-11
, S-34
pnsms ................................................. C-23, S-13, S-1
8
reporting ....................................
................
...
S-25, S-72
slump ................................. C-70-72, S-10, S-47, S-68
units .............................................................. S-10, S-13
Testing Agency's
services and duties ..... S-25, S-72, S-74
Thermal expansion ........................................... C-9, C-25
Thi
ckness
co1umn
s ...
............................................
..................
C-41
empirical requirements ............................ C-151, C-1
52
foundation wall
s (empírica! requirements) ................ ..
................................................................ C-14
3, C-152
g lass units ............................................................ C-169
parapets (empírica! requirements) ....................... C-151
veneer units ......................................................... C-1
67
INDEX
wall
s (empírica! requirements) .............. C-143, C-147,
................................................................ C-150, C-152
Thin-bed mortar for AAC masonry ............... C-60, C-68,
......................................................... C-70-72, C-178,
.......................................... S-20-24
, S-33, S-48, S-55
definition ............................................................... C-19
protection in
cold weather ............................ S-27, S-28
protection in
hot
weather ....................................... S-29
Ti es
adjustable ....................... see Adjustable anchors 1 ties
corrosion protection .............................................. C-45
definition ............................................................... C-19
fabrication .............................................................. S-39
hooks ............................................................ C-46, S-48
installation ................................. S-58, S-59, S-62, S-63
lateral .. ..
..
..
.......................... .... ............ see Lateral
ti
es
material specifications ................................. S-38, S-39
specifications ............................................... S-38, S-39
wall tie .................................................... see Wall ties
Tile ............................ C-65, C-196, S-8, S-10, S-35, S-36
Tolerances ................... C-17, C-178, S-4, S-5, S-8, S-25,
................................. S-48, S-49, S-55-60, S-69, S-73
concrete ......................................................... S-8, S-48
masonry ........................................................ S-56, S-57
foundations ................................................
............ S-51
prestressing ten don placement ............................... S-69
reinforcement ...................................... S-48, S-59, S-60
units ................................................................ C-
13, S-4
Transfer, of
prestressing force .................. C-134--C-13 7
Transformed net cross-sectional area ....................... C-26
Transverse reinforcement, defined ........................... C-19
u
Unbonded prestressing tendon ......... C-19, C-1
33, C-138,
.................................................. C-139, S-7, S-40, S-41
corrosion protection ..................................... S-40
, S-41
definition ........................................................ C-19, S-7
Unit strength method ............................... S-13-1
8,
S-72
Units, translati
on table .................................. C-201-2
11
Unreinforced (plain) masonry
AAC masonry ........................................... C-1
79- 180
all
owable stress design .................................. C-90-96
definition ......................................
......................... C-20
strength design .......................................... C-11
0-113
* AAC Autoclaved Aerated Concrete, ASD Allowable Stress Design, MSW Masonry Shear Wall, SO
-Strength De
sign

INDEX
V
Ve
neer ......
.... C-20, C-53, C-1
57-
168, S-64, S-72, S-73
........... se e al so
Adhered veneer and Ancho red veneers
anchors ................ C-20, C-157- 166, S-64, S-72. S-73
definition ........................................................ C-20, S-7
se
ismic requirements ...................... C-53, C-165, C-166
Vertical support ....................... C-39, C-65, C-161, C-172
anchored masomy
veneer ................................... C-161
glass unit masonry .............................................. C-172
Visual stability index (VSI) ................... C-20, C-70-72,
..............................
.......
................. S-7, S-20-24,
S-34
w
Wall(s)
anchorage ........................................................ C-3, C-4
cavity . . ... ... ..
....... ..
. . .. ..
. .. ..
. ..
. . ..
.... ... . ..
. se e Cavity walls
composite . . ..
. . . ..
..
.. ..
. ..
... ......... se e Composite masonry
definition ........................................................ C-20, S-7
design, ASD
................................................ C-79, C-11
design for in-plane loads, AAC
masonry ............ C-189
design for
in-plane loads (SD) ............................ C-126
design for
out-of-plane loads (SD) ...................... C-124
design for out-of-plane loads,
AAC
masonry ..... C-187
effective height
...................... C-9, C-43, C-
124, C-18
8
empírica
! requirements ................... C-14
5, C-150-153
flange ............. C-28, C-29, C-43, C-1
29, C-131, C-190
foundation ........
....................................
... C-143, C-152
height, notation ....................................................... C-9
intersections ..............
C-2 1, C-28-30, C-115, C-116,
................
..................................... C-155, C-
18
2, C-183
intersecting empírica[ requirements ................... C-155
lateral support, empirica
l design ..
........
...
C-1
50, C-151
loadbearing .................................................... C-20, S-7
ma
sonry bonded hollow ........... C-20, C-36, C-152, S-7
multiwythe ................... C-36, C-79-82,
C-147, C-1
50
partition ..........................................
...... C-2, C-169, S-6
seismic anchorage .......
.......
................
C-54, C-64, C-67
she
ar .................................................... see Shear walls
thickness (empiricai) ........ C-143,
C-147, C-150, C-
152
Wall tie(s)
bonding .............................................................
C-153
definition .............................................
.................. C-19
installation ........................................... S-58, S-62
, S-63
rnateriai .................................................................. S-38
protection ..
............................................................ C-45
1-15
Weather
cold
......................... C-71, C-72, S-20, S-23-28,
S-67
hot..
.............. C-71, C-72, S-20, S-23,
S-24, S-29, S-65
protection ................................... C-71, C-72, S-23-29
Welded splices ......................... C-88, C-89, C-116, C-117
Welding ...................... C-3, C-5, C-71, C-72, C-88, C-89,
..............
.......... S-8
, S-12, S-23, S-24, S-58, S-69, S-70
inspection requirements ...........
C-71, C-72, S-23, S-24
Wetting masonry units ..
................................... S-52, S-74
When required, definition ............................................ S-7
Width
cavity .................................................. C-73, C-81, S-56
definition ............................................................... C-20
diaphragm, empírica
[ .............................. C-145, C-147
effective compressive ............................................ C-31
flange ................................. C-28, C-129, C-131, C-190
grout space ............................... C-73, C-75, S-56, S-66
notation ......................................................... C-7, C-1 1
panel, glass unit masonry .................................... C-169
Wind
br
ac
ing ..................................................................
. S-56
cold
weather requirements ..................................... S-27
empiricallimitations ........................................... C-143
glass unit masonry .................................. C-
170, C-171
hot weather requirements ....................................... S-29
veneer limitations .............................................
... C-1 66
Wire anchors ..
........................... C-16
3, C-165, S-39, S-64
Wire
coa
tings
............................................
.......
......... C-83
Wood
backing for
veneer .....
.................
............ C-164, C-166
support on glass unit ma
so
nry ............................. C-172
support on
, empirical requirements ..................... C-156
support on, veneer. .............................................. C-
164
Work, definition ............................................... ..
......... S-7
Wythe, definition ..
......
................................
....... C-20, S-7
y
Yield strength, nota
tion ...................................... C-8, C-9
• AAC -Autoclaved Aerated Concrete, ASD- All
owable Stress Design, MSW- Masonry
Shear Wall
, SD -Strength Des
ign
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