Committee 5: Masonry;

Tentative Seismic Provisions

int Committee on Review and Refinement

Coordinating Committee

Report of Technical Committee 5:

Masonry

1980

This report documents the deliberations of a group of professionals jointly

selected by the Building Seismic Safety Council and the National Bureau

of Standards and is for use in modifying the Tentative Provisions for trial des

artment of Commerce

Bureau of Standards

Engineering Laboratory

Building Technology

gton, D.C. 20234

Technical Committee

ommittee 1: Seismic Risk Maps

Committee 2: Structural Design

Committee 3: Foundations

Committee 4: Concrete

Committee 6: Steei

Committee 7: Wood

Committee 8: Architectural, Mechanical and

Electrical

Committee 9: Regulatory Use

igns.

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October I960

ATIOHAL. BUBKA i OF STANDARDS

library

MAY 1 8 1981

NBSIR 80-2111-5

aaoo

REVIEW AND REFINEMENT OF ATC 3-06 TENTATIVE SEISMIC PROVISIONS

REPORT OF TECHNICAL COMMITTEE 5: MASONRY

Jerry G. Stockbridge, Co-Chairman, American Society of Civil Engineers

George Hanson, Co-Chairman, The Masonry Society

Edgar V. Leyendecker, Secretary, National Bureau of Standards

Louis E. Cattaneo, Secretary, National Bureau of Standards

Richard M. Gensert, American Concrete Institute

Alan H. Yorkdale, Brick Institute of America

Andrei Gerich, Interagency Committee on Seismic Safety in Construction

James E. Amrhein, Masonry Institute of America

Mark Hogan, National Concrete Masonry Association

Mario Catani, Portland Cement Association

Ed Johnson, Structural Engineers Association of California

Donald A. Wakefield, Western States Clay Products Assoc.

Melvyn Mark, Applied Technology Council

Ron Mayes, Applied Technology Council

Vincent Bush, Building Seismic Safety Council

Prepared for use by the:

BUILDING SEISMIC SAFETY COUNCIL

Sponsored by:

FEDERAL EMERGENCY MANAGEMENT AGENCY

Center for Building Technology

National Bureau of Standards

Washington, D.C. 20234

November 1980

U.S. DEPARTMENT OF COMMERCE, Phillip M. Klutznick, Secretary

Luther H. Hodges, Jr.

,

Deputy Secretary

Jordan J. Baruch, Assistant Secretary for Productivity, Technology,

and Innovation

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Director
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Abstract

The TENTATIVE PROVISIONS FOR THE DEVELOPMENT OF SEISMIC REGULATIONS FOR

BUILDINGS were developed by the Applied Technology Council to present,

in one comprehensive document, the current state of knowledge pertaining to

seismic engineering of buildings. The TENTATIVE PROVISIONS are in the

process of being assessed by the building community. This report is

one of a series of reports that documents the deliberations of a group

of professionals jointly selected by the Building Seismic Safety Council

and the National Bureau of Standards and charged with reviewing the

TENTATIVE PROVISIONS prior to the conduct of trial designs. The report

contains the recommendations and records of the committee charged with

review of the masonry design provisions. The committee made 109 ballot

recommendations for revisions to the TENTATIVE PROVISIONS. These

recommendations were made to the parent group, the Joint Committee on Review and Refinement, and their action on these recommendations is

documented in a companion report.

Key Words: Building; building codes; building design; earthquakes; engineering

masonry; standards; structural engineering

iii
TABLE OF CONTENTS

Page

1.0 INTRODUCTION 1

1.1 General 1

1.2 Committee Summary 1 1.3 Chairman's Statement 4

2.0 COMMITTEE ACTIONS 6

2.1 Recommendations for Change in Chapter 12A 7 2.2 Recommendations for Change in Chapter 12 75

3.0 COMMITTEE RECORDS 100

3.1 Minutes of Meeting 100

3.2 Roster 145

3.3 Selected Committee Correspondence and Applied

Technology Council Comments 148
1.0

INTRODUCTION

1.1 General

The Tentative Provisions for the Development of Seismic Regulations were

developed by the Applied Technology Council (ATC) in an effort that included

a wide range of experts in the actual drafting of the provisions. Two

external review drafts were circulated to a large portion of the interested

and informed community of eventual users. However, because the Tentative

Provisions , were innovative, doubts about them existed. Consequently, an attempt was made to investigate these doubts and to improve the Tentative

Provisions where possible before an expensive assessment of the Tentative

Provisions was undertaken by conducting trial designs.

This review and refinement project was planned and conducted by the National

Bureau of Standards with the advice and approval of the Building Seismic

Safety Council, a private sector organization formed in 1979 for the

purpose of enhancing public safety by providing a national forum to foster

improved seismic safety provisions for use by the building community.

The assessment of the Tentative Provisions was performed using the committee

structure shown in Figure 1. Nine Technical Committees were formed with

interests that collectively cover the Tentative Provisions . The Joint

Committee on Review and Refinement consists of all voting members of the

Technical Committees. The chairmen of the Technical Committees form a Coordinating Committee.

Membership of each Technical Committee is made up of representatives of

organizations that have particular interest in the Tentative Provisions ; the participants are listed in the committee membership section of this

report.

In addition to the voting members, each Technical Committee includes a non-voting member from each of the following organizations: The Applied

Technology Council (ATC) , the Building Seismic Safety Council (BSSC)

and the National Bureau of Standards (NBS) . The ATC representative served

as a technical resource to the committee since he was closely involved

with the development of the provisions of interest to the committee. The

NBS representative was the technical secretary throughout the effort. The

BSSC representative provided a link with the Building Seismic Safety

Council, which will be involved in trial designs and evaluations.

1.2 Committee Summary

Technical Committee 5 had as its responsibility, the review and refinement

of Chapters 12 and 12A of the Tentative Provisions for the Development of

Seismic Regulations for Buildings . Committee membership (shown in Section 3.2)

was drawn from professional organizations, standards development organizations,

and industry. The committee held five formal meetings. The first meeting

was held in Gaithersburg, Maryland, the second meeting was held in Arlington,

Texas, the third meeting was held in Denver, Colorado, the fourth meeting

was held in Chicago, Illinois, and the fifth meeting was held in

Washington, D.C. Each of these meetings, as well as a Task Group meeting,,

is summarized below. Sections 1.3, 2.0 'and 3.0 of this report contain

committee minutes and documentation of committee actions.

1
JOINT COMMITTEE ON

REVIEW AND REFINEMENT

COORDINATING

COMMITTEE

TECHNICAL COMMITTEES

Committee 1: Seismic Risk Maps

Committee 2 : Structural Design

Committee 3: Foundat ions

Committee 4: Concrete

Committee 5: Masonry

Committee 6: Steel

Committee 7: Wood

Committee 8: Architectural,

Mechanical, and Electrical

Committee 9: Regulatory Use

Figure 1: Committee Structure

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The first meeting was a half-day meeting held on December 11, 1979, in

Gaithersburg, Maryland. The committee selected Mr. George Hanson and

Mr. Jerry Stockbridge to serve as Co-Chairmen. Mr. Alan Yorkdale was

selected to serve as the representative to Technical Committee 2 - Structural Design. The committee discussed many general points at the

December 11 meeting. Two points generally agreed upon by the committee

were:

1. It is improper to use ultimate strength design for masonry at

this tine.

2. Chapter 12A is not an acceptable document for masonry design

in nonseismic areas.

These were two major issues that needed to be resolved prior to reviewing

the masonry chapters in the ATC 3-06 document. Because of this, a Task

Group was established to meet and make recommendations at the next formal

meeting of the full committee scheduled to be held in Arlington, Texas.

On January 4 the Task Group met in Northbrook, Illinois, to further study

the points described in the December 11 meeting of Committee 5. The

Task Group made the major decision that they would recommend reworking

Chapters 12 and 12A even though that meant using the ultimate strength

concept. Although the Task Group had reservations, they did agree to

move in that direction. At the Task Group meeting, it was still agreed

that Chapter 12A, as it existed, was not a workable document. The Task

Group, however, was divided into two equal groups that each wanted to

go their own direction. These two groups agreed to prepare proposals

for the next full committee meeting.

On February 21 and 22, the committee met in Arlington, Texas. Two

presentations were made to the committee with regard to Chapter 12A.

One proposal involved modifying ACI 531 on masonry design so that it

would include both clay and concrete products and substituting that for

Chapter 12A. The second proposal was presented by a group that had

carefully examined Chapter 12A and concluded that it was possible to

modify it for use in trial designs. That group proved its point by

presenting a detailed examination of Chapter 12A and the needed revisions.

After much discussion, Committee 5 agreed unanimously to proceed with the

proposal to modify Chapter 12A.

The committee next met in Denver, Colorado, on March 21 and 22. At

this meeting Chapter 12A was finished and Chapter 12 was examined in

some detail and prepared for ballot. At the conclusion of this

meeting, both Chapters 12 and 12A were in the committee’s hands for

ballot. It should be noted at this point that the committee discussed

all items in Chapters 12 and 12A at the Arlington, Texas, and Denver

Colorado, meetings to determine changes that should be ballotted in

written form. Thus, prior to written ballot, each item was voted on in a committee meeting. The next stage was to collect written ballots

with written comments.

The next meeting of the committee was held in Chicago, Illinois, on May 16.

The committee held an 18-hour session in Chicago and completed discussion

and reballoting of all items of Chapter'12A. At that point, the ATC

representative asked that the committee set aside its prior ballots on

3
Chapter 12 and give ATC the opportunity to prepare a new Chapter 12 which

considered changes the committee had made in Chapter 12A. The committee

agreed to do this and set the next meeting for Washington, D.C. to discuss

the ATC proposals.

The committee next met in Washington, D.C. on June 5 and 6. Prior to

taking up Chapter 12, the committee concluded its discussions of Chapter 12A

by incorporating design guidelines for hollow clay masonry. The committee

then took up the ATC proposal for Chapter 12. The committee went through,

item by item, all proposals for Chapter 12 that were presented by the

ATC representatives to the committee.

The ballot document enclosed in section 2 contains every item that was

balloted by the committee and the resulting vote count. At the July 16

and 17 meeting of the full Joint Committee, a ballot was presented and

discussed in limited detail by the committee and by the ATC representative.

At that meeting, it was made clear by the attendees that the ballot

document that had been put together grouped too many individual changes

into each ballot item. The full Joint Committee indicated that it would

prefer to ballot on a larger set of items, each with a small number of

changes, so that the work of the committee could be considered in more

detail. Committee 5 then held an ad hoc evening session on July 16

and an ad hoc session on July 17 and reported back to the Joint Committee

that they could indeed provide the material requested. The enclosed

ballot document is the result of the efforts of Committee 5 and the

ATC representatives to prepare the requested material. Furthermore,

summary sheets are enclosed which contain a committee statement and an ATC recommendation and statement on each ballot item as finally submitted

to the full Joint Committee as a result of the July 16 and 17 meeting.

1.3 Chairman’s Statement

Committee 5 was charged with reviewing Chapters 12 and 12A. Chapter 12A

was included in the ATC report because no recognized standard for all

masonry design exists. However, as written, Chapter 12A contained many

seismic design provisions and was not up to date with the current stateof-the-art for the eastern and western parts of the United States. For

this reason. Chapter 12A was extensively revised to act as a basic design

document without seismic provisions. Furthermore, the chapter was

modified both to be up to date and to be applicable for the entire U.S.

Chapter 12 was then revised and restricted to contain modifications of

Chapter 12A that were necessary to provide seismic control for design

and construction of masonry. The ballot item numbers referred to below

reference the items contained in section 2 on Committee Actions. A

total of 81 ballot items were recommended on Chapter 12A and 28 ballot

items were recommended on Chapter 12. In some instances these contain

group changes; that is, more than one change to the document. Thus,

the total number of changes exceeds the ballot items. Individual comments

on the ballot items are contained in section 2. General comments are contained in this section. In general, ballot items 5A/1 - 5A/42 are changes made to provide compatibility within the document and to update

references. The current ATC document coders only solid clay masonry.

The Committee 5 recommendations for items 5A/43 - 5A/53 are intended to

cover solid clay, concrete masonry, and hollow clay. This provides

4
material that is not currently in the ATC document. Items 5A/54 - 5A/59

are changes made to provide compatibility within the document and to update

material to the current state-of-the-art. Item 5A/60 is a major change

in terminology but not in substance. It provides a definition for

reinforced masonry and eliminates the reference to partially reinforced

masonry with the allowance for the design of masonry using required

reinforcement in place of minimum required reinforcement. Reference

to partially reinforced masonry leaves the impression that this type

of construction is not adequate. Restrictions on allowable stresses

in accordance with those allowed unreinforced masonry applying in

masonry not having a minimum amount of reinforcing as provided for

fully reinforced masonry. Items 5A/61 - 5A/73 are for internal

consistencies in the document and update of references. Item 5A/74

is a deletion on arbitrary minimum thicknesses. Items 5A/75 - 5A/81

are for internal consistency of the document.

Chapter 12 was modified to provide seismic design requirements for

masonry. These requirements were intended to apply in addition to

those of Chapter 12A. The chapter was worked closely with ATC and

from a draft submitted to the committee by ATC which transferred

applicable items from Chapter 12A to Chapter 12. Special design

and construction procedures that are applicable to seismic provisions

are contained in this chapter. Seismic performance categories in

A, C and D remain basically the same as in the original document with

some modifications to seismic performance category B.

Committee 5 made a large number of changes to the ATC Chapters 12

and 12A. These recommendations were made after careful consideration

to provide a document that was useful in design of all types of

masonry construction in all parts of the U.S. The committee recognizes

that there may yet be some inconsistencies in the document due to the

large amount of work in a short period of time. The committee further

recognizes that all of the recommendations may not pass the balloting

process. Because of this, it is recommended that the committee review

the ballot items after completion of the process to be sure that the

document is consistent. Further evaluation of consistency and workability of the document will be determined during the trial design

phase.

5
2.0 Committee Actions

The following pages contain the recommended changes to the Tentative

Provisions made by Committee 5. Recommendations for change in

Chapter 12A are contained in Section 2.1, changes for Chapter 12 are contained in Section 2.2. Both sections contain a list of ballot

items for the particular chapter, all of the changes made to the

document annotated on a copy of the text of the chapter, and comments

by the committee and each ballot item. All recommendations for change

in the text, along with a committee ballot on each change are shown

on the text pages. Each item of change is identified by a committee

reference number that is used in the minutes in Section 3.1. Ballot

results are in parenthesis with a sequence of yes - no - abstain

being used. In some instances, individual changes are grouped to

form a ballot item for use by the Joint Committee. These are identified as 5A/XX for Chapter 12A and 5/XX for Chapter 12.

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2.1 Recommendations for Change in Chapter 12A

Recommended Ballot Items

Number Short Title

5A/1 Clarify definitions

5A/2 Delete load-bearing definition

5A/3 New definitions

5A/4 Delete definitions

5A/5 Delete definitions

5A/6 Delete definition

5 A/Delete definition

5A/8 Modify definition

5A/9 Reference documents

5A/10 Symbols

5A/11 Unit criteria and absorption

5A/12 Glass units

5A/13 Shrinkage

5A/14 Cement

5A/15 Lime, Mortar

5 A/ 16 Grout consistancy

5A/17 Mixing

5A/18 Construction

5A/19 Joints

5A/20 Starter courses

7
Number Short Title

5A/21 Contact surfaces

5A/22 Adjacent wythes

5A/23 Templates

5A/24 Tie placement

5A/25 Unburned clay masonry

5A/26 Grouted masonry

5A/27 Toothing

5A/28 Misc. grouted masonry requirements

5A/29 Cleanouts

5A/30 Vertical barriers

5A/31 Reinforced construction

5A/32 Grout thickness

5A/33 Hollow unit

5A/34 Grout procedures

5A/35 Grouting

5A/36 Lifts

5A/37 Cleanout

5A/38 Partially reinforced masonry

5A/39 Glass Masonry

5A/40 Detailed requirements

5A/41 Dissimilar units

5A/42 Unreinforced masonry design

Items 5A/43 - 5A/53 contain material not in ATC 3-06.

That document contained only procedures for solid clay

masonry in section 12A. 6.2. A "yes" ballot means thke

the text as shown since there is nothing comparable in

ATC 3-06. A "no" bahlot means accept the ATC recommended

modification of the committee's material.

8
Number Short Title

5A/43 Unreinforced solid clay brick masonry design procedures

5 A/ 44 Unreinforced solid clay allowable stresses

5A/45 Unreinforced solid clay masonry design

5A/46 Unreinforced concrete masonry design procedures

5A/47 Unreinforced concrete masonry allowable stresses

5A/48 Unreinforced concrete masonry design

5A/49 Unreinforced hollow clay masonry design procedures

5A/50 Axial compressive stresses for walls

5A/51 Unreinforced hollow clay masonry design

5A/52 Shear wall stresses

5A/53 Unreinforced hollow clay masonry design

5A/54 Reinforced masonry

5A/55 Anchorage of reinforcement

5A/56 Other design requirements

5A/57 Reinforced masonry walls

5A/58 Axial wall stresses

5A/59 Nomenclature

5A/60 Shear stress allowables

5A/61 Placement

5A/62 Axial column stresses

5A/63 Other design requirements

5 A/ 6 4 Hook requirements

5A/65 Anchorage requirements

5A/66 Wall shear

5 A/ 6 7 Other construction

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Number Short Title

5A/68 Quality Control

5A/69 Clarification of quality control

5A/70 Seismic quality control

5A/71 Miscellaneous requirements

5A/72 Required strengths

5A/73 Core tests and tables

5A/74 Minimum thicknesses

5A/75 Title

5A/76 h/t ratios

5A/77 Tables

5A/78 Stresses

5A/79 Stresses

5A/80

• Footnote

5A/81 Footnote
CHAPTER 12A

MASONRY CONSTRUCTION

Sec. 12A.1 GENERAL

This Chapter applies to new masonry construction of a structural and nonstructural

nature. It is included because a nationally applicable seismic design standard is not available. Except as portions of it may be incorporated by reference, it does not apply to the repair or rehabilitation of existing masonry nor to the construction of masonry veneers. See Chapters 13 and 14 for repair and Chapter 8 for veneers.

12A.1.I DEFINITIONS

The following definitions and those of Chapter 2 provide the meaning of terms used in this Chapter.

AREA, GROSS CROSS-SECTIONAL. The total area face-to-face of masonry including

cells or cavities of a section perpendicular to the direction of loading. Re- entrant spaces are excluded in the gross area unless these spaces are to be occupied by masonry by portions of adjacent units.

1

( 10-0-°!

AREA.NET. The gross cross-sectional area at any plane minus the area of

ungrouted cores, notches, cells, etc. Net area is the actual surface

area of a cross-section.

AREA, NET BEDDED. The actual area of masonry units that bear on the mortar bed with deductions for rakes and similar joint treatments. In grouted construction

the continuous vertical filled grout cores or grout spaces are included. al

AREA, NET CROSS-SECTIONAL OF HOLLOW UNIT. The gross cross-sectior^area of a section minus the average area of ungrouted cores or celluar and other spaces.

5A/1

AREA, NET VERTICAL SHEAR. The minimum gross cross-sectional area at any vertical plane of hollow units, less their ungrouted cores or the mortar contact areas at head joints, whichever is less.

BOND, RUNNING. When in a wythe, at least 75 percent of the units in any transverse vertical plane lap the ends of the units above and below a distance not

less than 1.5 inch or one-half the height of the units, whichever is greater;

the wythe, for the purpose of this document, shall be considered to be laid in running bond. (Note that for the purpose of this definition center bond or half

bond is not necessarily required to obtain running bond.) Where corners and

wall intersections are constructed in a similar fashion, they shall be considered to be laid in running bond.

BOND, STACKED. All conditions of head joints not qualifying as running bond

and all continuous vertical joints (excepting true joints such as expansion

and contraction joints) shall be considered to be stacked bond construction.

DIMENSIONS. Overall dimensions given for masonry units and walls are nominal;

actual dimensions of unit masonry may not be decreased by more than 1/2 inch from

the nominal dimension. Dimensions of grout spaces, clearances and cover given are actual

EFFECTIVE ECCENTRICITY. The actual eccentricity of the applied vertical load including that caused by member deflections and thermal or other movements of connected members plus the additional eccentricity which would produce a moment equal in magnitude to that produced by the lateral loads.

2

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GROUTED MASONRY. Masonry composed of hollow units in which designated

cells are solidly filled with grout or masonry of two or more wyth«s

in which the cavities between wythes are solidly filled with grout.

JOINT, BED. The horizontal layer of mortar on or in which a masonry unit is laid.

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12A.1.1 Cont.

5A/1

cont,

5A/2

5A/3

5A/4

5A/5

5A/6

5A/7

5A/8

5A/9

(10-0 0)

(10-0-0).

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10(10-0-0)

JOINT, OQLLAR.

Tho interi o r l o ng itud in a l rerti sa l jo int m a wa ll oetweeo

In yrru.taA nuiLnnry rnnitna-tijn, it if fhn qnP ll t fft i ff. .

JOINT, COLLAR. The vertical space separating a wythe of masonry from another

wythe or from another continuous material and filled with mortar or grout.

JOINT, HEAD. The vertical mortar joint between ends of masonry units.

JOINT, SHOVED. Produced by placing a masonry unit on a mortar bed and then immediately shoving it a fraction of an inch horizontally against the mortar

in the head joints to effect solid, tight joints.

LOAD B EAR1 H6. tyne nywow o w ith Bt reg tu r a ) .

*MASONRY. An assemblage of masonry units bonded together with mortar or grout.

(A) MASONRY, REINFORCED. Masonry in which reinforcement is used to resist

forces as well as the purpose of crack control.

(B) MASONRY, UNREINFORCED. Masonry in which reinforcement is used only

for the purpose of crack control.

WSONSVt GROUTED, Gonotnuct iow- oowfeinmi

g to S oc i 12Ai3 i 6 io moot ofte n referred to at grouted brick, construction.

MASONRY UNIT. Any brick, tile, stone, or block conforming to the requirements

specified in this Chapter.

NONBEARI NG , Thi s term refer s te a. aaalead- bea ring , compone nt , usua l l y a wa ll ,.

NONLOAD BEARI NG . S yne nymee c w ith Nenctnoctore l

.

NONSTRUCTlj^L . This term refers to components or systems which do not serve

in providing resistance to loads or forces other than induced by their own

weight. Walls that enclose a building or structure's interior are structrual components.

PA RTIALLY REI N FORCED MASONRY.—

a sonry eens tru e t ien eenfewwiwg te S ee . IBA.j.t

and e ther appli cao l o p rovisi o ns At Uu Ch a pt e r .

REI N FORCED MASONRY. Gro uted ma sonry construc ti on conf ormi ng to G e e. 1 2A

r

»r Hollow-Uni t Masonry conforming to Soc » 1 2A i Br6( A ) r -, Reinforced maso nry e hoil a le e co nform te e t her applicab le provi t i on t e f thi s C h ap te r , inc l ud ing tee. , * fiA.a.a< iaA.a.^,"iafr; 6 t3 a nd 12A. 6 . 4 .

REINFORCEMENT RATIO. This is the ratio of the areas of reinforcement to the gross cross-sectional area of the masonry perpendicular to the reinforcement.

SHEAR WALL is a vertical component resisting lateral forces by in-plane shear and

f1 exure. (wleos 4&f-»ned'-e4 <i ewhore )

STRUCTURAL. This term refers to a system or component which serves in providing resistance to loads or forces other than induced by the weight of the element

Itself. All portions of the seismic resisting system are structural, but not all structural components need be part of the seismic resisting system. Bracing

components, bracing systems, and walls that enclose a building or structure's

exterior are structural elements.

12A.1.2 REFERENCE DOCUMENTS

The following standards apply to masonry materials and to the testing thereof:

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Jesting

HATER IALS AND -BeSHW STANDARD DESIGNATION

Building and Facing Brick

Clay and Shale Sand-Lime

Method of Test

ASTM C62, C216, C652* ASTM C73 ASTM C67

Concrete Masonry Units

Hollow Load-Bearing

Solid Load-Bearing Hollow Nonload-Bearing

Brick Method of Test

ASTM C90 ASTM Cl 45 ASTM Cl 29 ASTM C55 ASTM Cl 40

,l Structual Clay Tile

For Halls - Load-Bearing

For Halls - Nonbearing

For Floors

ASTM C34, C212 ,C126

ASTM C56 ASTM C57

Cast Stone AC1 704

11 Unburned Clay Uniform Building Code Standard 24->5'

Reinforcement 14

Reinforcing Steel Masonry Joint Reinforcement

Welding

ASTM A61 5, A61 6, A617 ASTM A82 AWS D12.1

Cement

Blended Hydraulic Cement Portland Cement and Air-Entraining

Portland Cement Masonry Cement

ASTM C595

ASTM Cl 50 ASTM C91

Lime

Quickl ime Hydrated Lime for Masonry Purposes Processed Pulverized Quicklime

ASTM C5 ASTM C207 ASTM C 51

Mortar

Other than Gypsum

Aggregates for Mortar

Field Tests for Mortar

ASTM C270 ASTM Cl 44

Sec. 12A.8.2

Grout

Aggregates for Grout

Field Tests for Grout ASTM C404

Sec. 12A.8.2

•And Western States Clay Products Standard Specifications for Hollow Brick.

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12A.1.2 Cont.

5A/9 cone.

5A/10

1A

( 8-0- 2 )

1ZA.1.3

Testi wg- ~ Masonry Assembl -ies.-Un»»w

Marta r a nd G eout Sluwp Teat f or Grout

fla t e of Ab so r ptio n

SYMBOLS

Sec. 12A.7 & 12A.8 See . lg*. 8 .3 AST* C6 7 - 73

The symbols used in this Chapter are defined as follows:

a * Angle between inclined web bars and axis ov the beam.

15(9-0-1)

\

b

* Gross cross-sectional area, square inches.

* Effective cross-sectional area of reinforcement in a column or flexural member.

• Total area of web reinforcement in tension within a distance

of s, or the total area of all bars bent up in any one plane,

square inches.

* Effective width of rectangular section or stem of I- or T-sections,

i nches

C e

= Eccentricity coefficient.

C

$ = Slenderness coefficient.

d = Effective depth from compression face of beam or slab to centroid

of longitudinal tensile reinforcement, inches.

m

n

in

w

i

a

a

a

d

b = Reinforcement diameter, inches.

e = Effective eccentricity, inches.

e.j = Effective eccentricity about the principal axis which is normal

to the length of the element.

e-. = Smaller effective eccentricity at lateral support at ends of member (at either top or bottom), inches.

e

2 = Larger effective eccentricity at lateral support at ends of member (at either top or bottom), inches.

e. * Effective eccentricity about the principal axis which is normal

to the thickness of the element.

Em

= Modulus of elasticity of masonry in compression, psi

E

s = Modulus of elasticity of steel in tension or compression, psi.

f n = Masonry strength for development length or splice determination,

9 psi. (See Sec. 12A.6.3(D))

fm

= Allowable compressive unit stress, psi.

f^ « Compressive strength of masonry, psi.

fV » Brick masonry design strength, psi.

- 120-

14

V

I

I

i

I

I

I

I

I

I
12A.1.3 Cont.

Allowable flexural tensile stress in masonry, psi.

Allowable unit stress in web reinforcement, psi.

5A/10

cont

.

5A/11

16(9-0-1)

h

1

J

17(9-0-1)

P

* Effective height, the height or length of a column or wall used for

purposes of determining slenderness effects.

Effective length of rectangular wall element or column.

• Ratio of distance between centriod of compression and centroid

of tension to the depth d.

« A dimension determined in accordance with Sec. 12A.6.3(D),

inches.

* Development length. Inches.

Minimun allowable moment capacity, inch-pounds.

= Ratio of modulus of elasticity of steel to that of masonry.

= A /bd. Ratio of the area of reinforcement to the area (bd)

.

s

* Allowable vertical load, pounds.

r * Radius of gyration, inches.

R = Eccentricity ratio for elements subject to bending about both principal axes.

s = Spacing of stirrups or of bent bars in a direction parallel to that of the main reinforcement, inches.

t * Effective thickness, inches.

v Shearing unit stress, psi.

v_ « Allowable unit shearing stress in the masonry, psi. m

V * Total shear, pounds.

6^ * A ratio as determined by Sec. 12A.6.3(D)1.

12A.1.4 CRITERIA FOR MASONRY UNITS

Masonry units shall be of a type, quality, and grade consistent with the applicable provisions and intent of the referenced documents considering:

The intended usage such as structural or nonstructural

.

The surrounding environment such as severe frost action in presence

of water, contact with the ground, exposure to the weather and/or enclosure within a building.

Type, quality, grade, and any similar additional special requirements of this Chapter or Chapter 12 for masonry units, all as applicable, shall be indicated on the design documents.

- 121 -

15
12A.1 Cont.

12A.1.5 INITIAL RATE OF ABSORPTION

At the time of laying, burned clay units and sand- lime units shall have a rate of absorption not exceeding 0.025 ounce per square inch during a period of one minute. Test procedures shall be in accordance with ASTM C67-73. In the absorption test the surface of the unit shall be held 1/8 inch below the surface of the water. Water content

shall be that of the units to be laid, i.e. , the units shall not be dried.

*12A.l .6 «ii* MASONRY UNIT SURFACES FOR GROUTED MASONRY Ha sonny units for wei *fo wo ed wawoi nfe r s od grouted masonry shall have all surfaces to which grout is to be applied capable of adhering to grout with sufficient

tenacity to resist ietfs hearing stress.ef 1QO eat after ewei ee 28 d a ys . Tests, when required,

shall conform to Sec. 12A.7 and 12A.8.3. L[the required

12A.1.7 RE-USE OF MASONRY UNITS L

Masonry units may be re-used when clean, whole, and in conformance with the requirements of this Chapter and those of the applicable reference documents. Conformance must be established by tests of representative samples.

12A.1.8 CAST STONE

5A/11 18 cont. (9-0-1)

Every cast stone unit more than 18 inches in any dimension shall conform to the requirements for concrete in Chapter 11.

12A.1.9 NATURAL STONE

Natural stone shall be sound, clean, and in conformity with other provisions of

this Chapter

5A/12 19(9-0-1)

12A.1.10 GLASS BUILDING UNITS

Glass block shall have unglazed or satisfactori ly treated surfaces to allow adhesion on all mortared faces. Units shall be constructed so that a minimum panel thick- ness of inches can be obtained at the mortar joints.

3.0

12A.1.11 GLAZED AND PREFACED UNITS

Glazed and prefaced units shall conform to the physical criteria for unglazed

and unfaced units required by this Chapter and Chapter 12 in addition to any special

requirements desired for the exposed finish. Surfaces receiving mortar and surfaces to be grouted shall be unglazed.

12A.1.12 WATER

Water used in mortar, grout, or masonry work shall be clean and free from Injurious amounts of oil, acid, alkali, organic matter, or other harmful substances.

5A/13 20

(9-0-1)

1SA.1 . 1

SHRINKAGE OF GONC BETE-wm

Oeweee te masewey un its used fa e i teue tu eal 'purposee-ehol 1 have a max imum l i s hrinkage of Q.Q6S percent from the catenated to the a van.

ry co nd iti on .

- 122 -

16
12A.1 Cont.

5A/14

5A/15

21 (5-3-2)

22(9-0-1)

23

(9-0-1)

24

( 10-0- 0 )

12A.1.14

Chapter 12

CEMENT C476

Cements for mortar are limited to those allowed by ASTM 6Q70, this Chapter and except masonry cement shall not be used for grout.

Appeev o d typoo p1 ae *i < Type I on Type II i n tho nanwfaotu w i wg p woo e sa i but we t ing agen ts may be added td p o ntl and

Mt-l

IQ percen t e f t he betel ye lume . Pla s ti e er wetcrpree fcd e encnt s s e •anu fas tM nod s ha ll moot tho rogu wromonto foe Po rtla nd o cwen t e n cept

in respect to the 1 imi tationsi.an insoluble rati dye, air- antra irment,

and add» t »e»fr-eebtegee*t te aa l d i na tion i

C unts far grout ehal l be Ty po l t IA > ll t 11A » 111, III A^ ce V peril a we Type 1 S| 1 S-A, I S ( MS ), 1 S-A ( MS ) ,

16^ .er 1 P- A b londod h ydra u lic oanen ti

12A.1.15 LIME

Lime pe tty s ha ll be made (mm qu i sh li a h ydr ate d ! 14 made frem

than processed pul earned quicklime, the lima shall be slaked and then- screened thneugp.

he . 1 6 mes h protec te d After ol a hkeg and

in ti

i

Lap ; ar4- b efo re uohwg i ip 'Sha ll be s tored and Lime for mortar and grout is limited to those allowed by ASTM C207

le seen ee' ete xe a ter net les s the n <0 hou i ; a nd

a ha 11 be cnnl whan wpm

isari.

12A.1.16 MORTAR property or proportions

Mortar shall be prepared in accordance wi th*ei ther the*procedures given

in ASTM C270.

The Proper ty SgecifiGatit

ba o ea u pon the preperti t

ns-ef 'ASTM' C270 maybO 'ee od with aoooptofril kty

e f ba th the -i ngred i ents a nd samp l e s o f mo rt a r ee are teoteo in the l a bora to ry mg in g tho preperti proposed f ee Genp> by T ab le liA 1A .

The 8 repe rti e n ipee ifi oa ti ens e f AS TM C 270 may be ut od

nd ma teri a l i strengths s hall we t be l est t h a n requ i r ed

based « po r the propo . . . ^^ of t ho i ngredient—s ,,—the.. .. wa ter—regent i

.

l obcratery m i ne d and t a tt ed s ampl es,, and the pnepefrt-ieee of t ho

i ngred i ent s s awna ri aed in . T able 1 2A- 1 B.

ith aeeep tab il ity

-&4-

Where mortar colors are used or where minimum compressive strengths are required

for mortar used in the work, only the Property Specifications shall be used. Field tests

shall conform to Sec. 12A.7 and 12A.8.2.

Where the source or the proportions of ingredients for mortar, classified in accordance with the Property Specifications, are intended to be changed during the course of the work, acceptability of the new mortar shall be reestablished in accordance with

ASTM C270.

ASTM C270 Types 0 and K mortar shall not be used.

Ha so any wmm weed in foundation wa lla and footi ngs shall be lai d up i n Type S Type M eert ar. tan Sac. l Aft .i a nd Chapter 1 2 f or fu rthe r limita ti ons.

- 123-
i

12A.1.16 Cont.

Adnixtures shall be added only after approval by the Regulatory Agency.

Coloring ingredients shall be limited to inert mineral or inorganic synthetic compounds not exceeding 15 percent of the weight of cement or carbon black not exceeding 3 percent of the weight of cement.

25

( 10-0-0 )

To maintain plasticity, mortar may be retempered with water by the method of forming a basin in the mortar and reworking it. However, any mortar which has beeome bamah s ha ll no t be mad in Ue weufc. hardened or stiffened due to hydration of the cement shall not be used.

12A.1.17 GROUT

(A) PROPORTIONING. Grout shall be proportioned by volume and shall have sufficient water added to produce consistency for pouring without segregation. Aggregates

shall conform to ASTM C404 except that larger size coarse aggregate may be used in large

grout spaces where approved by the Regulatory Agency.

5A/15

cont

EXCEPTION:

Grout may be proportioned by weight when weight-volume

relationships are established and periodically verified.

(B) TYPE. The requirements for coarse and fine grout shall be as follows:

26(9-0-1)

1. Fine Grout. Fine grout shall be composed, by volume, of one part cement, to which may be added not more than 1/10 part hydrated lime ew lime pu tty

and 2-1/4 to 3 parts of sand.

2. Coarse Grout. Coarse grout shall be composed, by volume, of one part of cement, to which may be added not more than 1/10 part hydrated lime gw lime pettjn two

to three parts sand, and one to two parts gravel. Larger proportions of gravel may be used

in large grout spaces where approved by the Regulator Agency.

5A/16

5A/17

5A/18

Go*

i d th a nd in g ree tg rout may be—weed in g rou t s pesos filled cell gwoutod maoo wwy 3 i wwts

i paces

s qua r e inc hes with g l eas t d imenc i ee »f ' i ine hoG ,

iti wuetiow h a v i ng aw area ef '1 5-

Cea no e grout o holl bo used where t h e l east di mer oxooodo 6 i nc hes a nd where otherwise requ ired !e f t he greu e

(C) CONSISTENCY. Grout shall have a consistency, considering the methods

of consolidation to be utilized, to completely fill all spaces to be grouted without segre- gation ,.eweep«—%h*4--eiempe--ehe44—req-h«-4e*e-4her-ATG-4eehes—4«e-e44—greed—reremer«—ehee--r6-- ieqhe s few fine grou t er- 8 inc hes f or tea nee g reet ,

(D) ADMIXTURES. Admixtures shall be approved by the Regulatory Agency.

(E) MEASURING AND MIXING. Materials for grout shall be measured in suitable calibrated devices. After the addition of water, all materials shall be mixed for at least three minutes in a drtw fri'p e Pa t s h Ymixer. Mixing o q ui emont a nd precedu nes s hall preaus e g ree t w ith the uniformity requ ired f o r c o ncret e b y ASTk Cflfl . 1— mechanical batch

(F) STRENGTH. Grout shall attain the minimum compressive strength required by

design or required to obtain the prism strength required by design, but shall not be less than 2000 pounds per square inch at 28 days. The Regulatory Agency may' require field tests to verify the grout strength. Such tests shall be made in accordance with Sec. 12A.7 and 12A.8.2.

-124-

18

I
12A.1.17 Cont.

30

( 10-0- 0 )

5A/1S

cont

,

31(9-0-1)

(G) ALUMINUM EQUIPMENT. Grout shall not be handled nor pumped utilizing aluminum equipment.

DtGCPTIOH : Aluw imim equi pme n t may be weed i f ib eaw be demowo tea ted t hat

the eg w ill be m ^eletwwyt offeet an tho t bwowg th'Of t he g ww t a nd i t is spee ifi ea lly app roved by the Regu l a t ory Age ncy .

12A.1.18 REINFORCEMENT

Reinforcanent over one-fourth inch (No. 2) in diameter shall be deformed bars.

Sec. 12A.2 CONSTRUCTION

the t ime ef Teyiwq a ll maoonny i4t g ha ll-be cl ean, a nd free of dust. Ru rneri

Storage, handling and preparation at the site shall conform to the

following requirements.

Masonry materials shall be stored so that at the time of laying the materials

are clean and not damaged.

Concrete masonry units shall not be wetted unless otherwise approved.

Surfac es of a ll masonry un i ts f or g r ou ted co nst i uct i on at tlie t i me o f tayrng—stratt- be eapeb l e o f d eve loping tho acqui red bond wi th geout a s o pee ifi ed in See . laAili S t

12A.2.1 JOINTS

32(9-0-1)

All units shall be laid with shoved mortar joints. Solid units shall have all head and bed joints solidly filled, i weopt fo w eav ity wallo ; spaoot to be 'grou ted , a nd a o prov i ded i n S ec, 1SA,3 ,3 , all wall joi nts ; colla r j o i n ts , and j oint s be tween wythes sha-Il _

be so li d ly fill ed, unless otherwise approved.

All hollow units shall be laid with dell face shell bed joints and head joints

filled solidly with mortar for a distance in from the face of the unit not less than the 33 thickness of the face shells unless more stringent construction is required by this Chap5A/19 (9-1-0) ter, Chapter 12, or by design. Cross webs and end shells of all starter courses shall be bedded on mortar . Th i s app li es to unite l a i d a n founda ti ons o r fl oo r t. l aht a r .^ imil a r, and all courses of piert, fn Limn fa, and pilastere. unless otherwise specified.

5A/20

5A/21

Gbec rote abutti ng s truc tura l masewry a ueh » o a t s tartor- 34

( 8- 2-0) of 1/8 -4*44

ry • provided, vorti ca l je int c sma ll be i d awed be stacked bend.

35(9-1-0).

Surfaces in contact with mortar or grout shall be clean and free of

laitance, debris, or other deleterious materials.

Except as provided for firebrick or otherwise restricted, initial bed joint thickness shall not be less than 1/4 inch nor more than 1 inch; subsequent bed joints sha not be less than 1/4 inch and not more than than 5/8 inch in thickness.

12A.2.2 BOND PATTERN

All bed joints shall be horizontal and all head joints between adjacent units

shall be vertical.

EXCEPTIONS:

1. Rubble stone masonry joints may vary from the horizontal or vertical

.

2. The joints In arches and similar construction may vary from the horizontal or vertical.

-125-

19
12A.2.2 Cont.

3. The joints in other masonry construction may vjry from the horizontal or vertical provided the construction is approved

in accordance with Sec. 1.5. T

36

( 10- 0- 0 )

(A) REQUIREMENTS. Adjacent wythes shall be bonded to each other in accordance with the applicable provisions of freer 1 GAi^-i

-and Sec . 12A.3.

37

( 10- 0-0 )

All wythes of all masonry walls and all corners and wall intersections

shall be laid in running bond except where true joints such as expansion and contraction joints are provided and except as follows. . , unreinforced-. -masonry

Where not prohibited in Chapter 12 or this ChapterTAstacked bond^may be used with one of the mechanical bonding devices indicated in Sec. 12A.2..2 (A) 1, 2, and 3 belowt

Far-wreiafewe ed maso wwy t he mec ha nxi* ! feoad s hall ho pwowi d od b y a no a f

<

e f a ll aw ing;

1. Not less than two continuous corrosion-protected wires conforming

to ASTM A82 in bed joints spaced not over 16 inches vertically. The wires shall provide a minimum reinforcement ratio of 0.00027 or each shall have a minimum cross-sectional area of 0.017 square inch, whichever is greater. At corners and intersections the wires shall be bent and shall be continued beyond the bend. No splices of continuous wires shall occur within 12 inches of the bend. Splices of the continuous wires shall be at least 12 inches

in length and splices of alternate wires shall be staggered.

5A/22

2. Where only the corner or intersecting joints are of stacked bond construction these joints may be bonded by 1/4-inch diameter steel rods, bent into a rectangular shape so that two legs cross the joint, laid in bed joints spaced not over 16 inches vertically. The rods shall extend a distance equal to the length of the masonry

units, but not less than 6 inches, beyond each side of the joint. For masonry construction with other than hollow units, corrosion-protected steel straps having the same total area may be used in lieu of the rods. The ends of the straps shall be bent up 2 inches or cross pins for anchorage shall be provided.

For brick masonry designed in accordance with Sec. 12A.6.2 where

the intersecting walls are regularly toothed or blocked with 8-inch maximum offsets, the bonding may be provided with metal anchors. The anchors shall be 1/4 inch by 1-1/2 inch with ends bent up at least 2 inches, or with cross pins to form anchorage. Such anchors

shall be at least 24 inches long, and shall be placed in bed joints spaced not over 48 inches vertically.

For nonstructural masonry the mechanical bond at intersecting joints, when required, shall be provided by corrosion-protected steel ties or clips at least 7/8- inch wide and not less than 16 gage or their wire equivalent, embedded in the bed joints,

extending 3-inches minimum each side of the continuous vertical joint, placed not over 32 Inches vertically.

3. For cavity walls the provisions of 1 and 2 above apply to each wythe.

38(6-0-4)

Tor a ea ched band weaafowaed ;

outed ow woi afowood

ollow

Chapter IBi T ee stocked bend partially rein forced maaanwy i eae S ee . IB i Raw ahaaw wa ll a t oo'

o«» 1 8A »6» 4 a n*.Ghapt tw I fr

12A.2.3 CORBELING

wait ' maeo wwy i ooo 16A.3.7(A) a nd Gha p i

39(9-0-1)

Qtwbe l a i n wwwe i afawaad maaawwy may-fee bu ilt only i nto ma o eawy wa ll i 12 inehca aw awre in t M ak weao i Cawbe lo in pa w tially wei wfereed ma aewy may b e bu i l t

i nto maaanwy wa ll a 13 i nahaa aw mama i» th i ckness un l e s s t he aanaeruedien pwewid e d fo e t h e

-126-

P

p

IP

IP

IP

p

i

«

»

i

p

M

IK

IK

II

II

II

II

IK

20
12A.2.3 Cont.

5A/22

cont

.

39cont

.

feeced eeeee l e sha ll he a headew The slope of corbelling (angle measured from the horizontal to the face of the corbeled surface) shall not be less than 60°. The maximum horizontal projection of the corbel from the plane of the wall shall not exceed one-half the vythe thickness for cavity walls one one-half the wall thickness for all other walls

12A.2.4 REINFORCEMENT

Re indeecemc nt ahall eewfcv t he wequ i 40 Reinforcement shall conform to the requirements of this Section.

(10-0-0) All «etil reinforcement shall be free from loose rust and other coatings

tlwt would reduce bond to the reinforcement.

(A) BAR SPACING. The minimun clear distance between parallel reinforcement,

except in columns, shall be not less than the reinforcement diameter nor 1 inch except that lapped splices may be wired together. The center-to-center spacing of bars within a column

shall not be less than 2-1/2 times the bar diameter. In addition to the preceding, the minimum clear distance between parallel reinforcement embedded in coarse grout shall not be less than 1-1/3 times the maximum aggregate size.

41

11 or (B) SPLICES. Splices in reinforcement may be made only at approved locations

, in n n

. a na as indicated on the approved design documents. Splices shall conform to the provisions (1U-U-U; of Sec> 12A.6.3(D)7.

(C) EMBEDMENT AND COVERAGE. All reinforcement shall be completely embedded in mortar or grout. Joint reinforcement embedded in mortar joints shall have not less than 5/8-inch mortar coverage from an exposed face and 1/2 inch from other faces. All other reinforcement shall have a minimun masonry coverage of one bar diameter, but not less than

3/4 inch except where exposed to water, weather, or soil in which case the minimum coverage

shall be 2 inches. See Sec. 12A.3.5(C) and 1 2A .3.6(A) for minimum grout coverage.

(D) SIZE LIM^TIONS. Longitudinal wall bars and other longitudinal bars shall be limited to deformed bars, 43 minimum and 410 maximum, when used in reinforced or partially

reinforced masonry construction.

EXCEPTIONS:

1. Nunber 11 bars may be used provided the grout cover, measured from masonry units to reinforcing bar, including

areas at splices is at least 1-1/2 inches.

2. The size limits do not apply to masonry joint reinforcement

or column ties. See Sec. 12A.6.3(E)2 and 12A.6.3(F)2.

(E) WELDING. Welding of reinforcement shall conform to AWS D12.1. Rein- forcement to be welded shall conform to the chemical requirements of ASTM A706 or the chemical constituents shall be verified.

12A.2.5 TEMPERATURE LIMITATIONS

42(9-0-1)

Ma iiUKy t hi ll l a i d when , t to t anpena t u ne a f l i e i t bi l e w rtfl°E

... J

l v

'_ 1

1 uu u i u v iLU J v nuul J tv i ix. 1 ^

fete f ew ia a and anew. Cold weather construction shall conform to the requirements of

"Recocmended Practices and Guide Specifications for Cold Weather

Construction” by the International Masonry Industry All-Weather Council.

When the ambient air has a temperature of more than 90° F in the shade, and has

a relative hunidity of less than 50 percent, protect newly erected masonry from direct exposure to wind and sun for 48 hours after installation.

-127-

21
12A.2 Cont.

5/722

cont.

12A.2.6 ANCHORAGE

tasonry walls shall be anchored to components providing lateral support as required by Sec. 3.7.6. Nonstructural walls required to be separated from the structural system shall be provided with anchorages which will permit relative movement between the wall and the structure as required by Sec. 3.8.

5/7 23

12A.2.7 BOLT PLACEMENT

Edge distances and center-to-center spacings shall not be less than required by Table 12A-6.

In grouted construction, all bolts shall be grouted in place. The bolts shall be accurately set with taap l a Soo o r by a ppweved equ i va l ent mea nt and held in place to prevent movement. Grout coverage shall be as required for reinforcing bars of equivalent

size.

In ungrouted construction, bolts shall be securely embedded in mortar except

that for hollow unit masonry the cells containing bolts shall be grouted or mortared solid. There shall be at least 1/4 inch of mortar between bolts and masonry units for bolts set in mortar.

5A/24 44(7-1-2)

In cavity wall construction the wall shall be made solid at bolts for at least

six diameters each side of the bolt.

^ Vertical bolts at the top of and near the tends of reinforced masonry walls

shall be set within hairpins or ties located within i nches from the top of the wall.

See Sec. 1 2A.6. 3(F) and 12.4.1(B) for bolts at the top of piers, pilasters, and columns.

12A.2.8 PENETRATIONS AND EMBEDMENTS

•

No conduits, plumbing, and similar embecknents, holes, sleeves, chases, recesses, or other weakening construction are permitted unless indicated on the approved

plans. See Sec. 12A.4.4 and 12A.4.5.

12A.2.9 SUPPORT BY WOOD

Wood members shall not be used to support any permanent loads imposed by masonry construction except as provided in Sec. 9.5.2.

Sec. 12A.3 TYPES OF CONSTRUCTION

The types of masonry construction in Sec. 12A.3.1 through 12A.3.7 may be used for structural or nonstructural purposes and the type of masonry construction in Sec. 12A.3.8 may be used for nonstructural purposes subject to requirements of Chapter 12 and this Chapter.

12A.3.1 UNBURNED CLAY MASONRY

Unburned clay masonry is that form of construction made with unburned

clay stabilized with emulsified asphalt. Such units shall not be used in any building more than one story in height. All footing walls which support

masonry of unburned clay units shall extend to an elevation not less than

6 inches above the adjacent ground at all points.

- 128-

45

( 10—0— 0 )

V

22
12A.3 Cont.

12A.3.2 STONE MASONRY

Stone masonry is that form of construction made with natural or cast stone with

all joints thoroughly filled.

In ashlar masonry, bond stones uniformily distributed shall be provided to the extent of not less than 10 percent of the area of exposed faces.

Rubble stone masonry 24 inches or less in thickness shall have bond stones with

a maximian spacing of 3 feet vertically and 3 feet horizontally, and if the masonry is of greater thickness than 24 inches, shall have one bond stone for each 6 square feet of

wall surface on both sides.

46

(9-0-1)

12A.3.3 SOLID MASONRY

I

soxld concrete or clay masonry units

beie h, eewere t e bw4efc i w* s»l'i4 l ead ban ning

ataary. uni If , laid contiguously in mortar.

Th.e bonding of adjacent wythes in bearing and nonbearing walls shall conform

to one of the following methods:

5A/25

cont

• HEADERS. The facing and backing shall be bonded so that not less than 4 percent of the exposed face area is composed of solid headers extending not

less than 3 inches into the backing. The distance between adjacent full length headers shall not exceed 24 inches vertically or horizontally. Where backing consists of two or more wythes, the headers shall extend not less

than 3 inches into the most-distant wythe or the backing wythes shall be bonded together with separate headers whose area and spacing conform to this Subsection.

• METAL TIES. The facing and backing shall be bonded with corrosion-resistant

unit metal ties or cross wires or approved joint reinforcement conforming to the requirements of Sec. 12A.3.4 for cavity walls. Unit ties shall be of sufficient length to engage all wythes, with ends embedded not less than one inch in mortar, or shall consist of two lengths, the inner embedded ends of which are hooked and lapped not less than 2 inches.

Where the space between metal tied wythes is solidly filled with mortar

the allowable stresses and other provisions for masonry bonded walls shall apply. Where

the space is not filled, metal tied walls shall conform to the allowable stress, lateral support, thickness (excluding cavity), height, and mortar requirements for cavity walls.

12A.3.4 CAVITY WALL MASONRY

Cavity wall masonry is that type of construction made with brick, structural

clay tile or concrete masonry units, or any combination of such units in which facing and backing are completely separated except for the metal ties which serve as bonding.

In cavity walls neither the facing nor the backing shall be less than 4 inches

in thickness and the cavity shall be not less than 1-inch net in width nor more than 4 inches in width. The backing shall be at least as thick as the facing.

EXCEPTION: Where both the facing and backing are constructed with solid units,

the facing and backing may each be 3 inches in thickness.

-129-

23
5A/ 26

5A/27

5A/28

12A.3.4 Cont.

The facing and backing of cavity walls shall be bonded with 3/16-inch-diameter

steel rods or metal ties of equivalent strength and stiffness embedded in the horizontal joints. There shall be one metal tie for not more than 4.5 square feet of wall area for cavity widths up to 3.5 Inches. Where the cavity exceeds 3.5 inches net in width, there

shall be one metal tie for not more than each 3 square feet of wall area. Ties in alter- nate courses shall be staggered and the maximun vertical distance shall not exceed 36 inches. Rods bent to rectangular shape shall be used with hollow masonry units laid with

the cells vertical; in other walls the ends of ties shall be bent to 90-degree angles to provide hooks not less than 2 inches long. Additional bonding ties shall be provided at

all openings, spaced not more than 3 feet apart around the perimeter and within 12 inches of the opening. Ties shall be of corrosion-resistant metal, or shall be coated with a corrosion-resisting metal or other approved protective coating.

P

H

P

12A.3.5 GROUTED MASONRY -MULTI/WYTHE WALLS

Grouted ma oowwy i s tha t e f atroe tiow ma de with b r ic k whi c h inte ri or , .joint s e f mate nny ana fille d by paw ning g rou t t howoi

s ol i d sroto

***** On ly Typo H a n Type 6 mowt a r chi ll bo uo ed i Whew roiwf ewecd

» t h o uboec tie n ( C ) d ol e* roate nry .t ha ll be sl a t t.» fi«d at reinforced g rou t ed mas awry- Grouted multi-wythe is a form of construction in which interior Joints

between wythes are filled with grout. Only Type M or Type S mortar shall be used.

Tuulli ii 'ig e f ma ae wry wa lls i a peroi tted aelj whew designed

desi gn ewfri w oor c r a r c hit ect and c nly a t app roved la ca ti eroi

Ha cki nga nd deta ile d by the

ic, te d o hold te a

50

( 10-0-0 )

51

( 10-0-0 ),

52

( 8- 0- 2 )

53

( 10-0-0 )

Cmutirg aad <—fctoyatiea paaaadwa rhan- rnnfnm rn thn raau i

w

ama nt i iw»'

belawi—

Grouting procedures for the space between wythes shall conform to the

requirements given below. Coarse grout may be used in grout spaces 2 inches or more in width. Coarse grout shall be used where the least dimension of

the grout space exceeds 5 inches ..

(A) LOW LIFT. Low lift grouted construction procedures are as follows:

/. All units in t he dwe cut er diewd s hall b e lai d toh f u ll sha v ed dea d and Bo4 next an jcwitc, [-Masonry headers shall not project into the grout space.

1./. All longitudinal vertical joints shall be grouted and shall not be

less than 3/4 inch in thickness for unreinforced construction and 1-1/2 inches in width

for reinforced construction, but not less than that requred to maintain gro ut thicknesses between masonry units and reinforcement. In members of three or more dieroj.in thickness, interior bricks shall be embedded into the grout so that at least 3/4 inch of grout sur- rounds the side and ends of each unit. Floaters *-ha44.jbe used where the grouty space

’

exceeds 5 inches in width. The CM a h aoGG of g na ws ba twoen mate nwy wits a nd fl ea toro G'ha^l be not lore *:hi" 1 •i ~- h All grout shall be puddled w ith a g nev t s tick inmediately after pouring. wythe

wythe 2./. One exterioii«w> may be carried up 18 inches before grouting, but the other exteriorj[*ww shall be laid up and grouted in lifts not to exceed six times the width of the grout space with a maximum of 8 inches.

3./. If the work is stopped for one hour or longer, the horizontal construction joints shall be formed by stopping all ti a rofat the same elevation and with

the grout 1 inch below the top. wythes

(B) HIGH LIFT. High lift grouted construction procedures are as follows:

4- . -- frU-wita in the twe ti e ro a holl b e laid with full hea d and hod

ja intti

-130-

24

i

M

h

M

I
12A.3.5 Cont.

5A/28

cont.

5A/29

5A/30

55

( 10-0-0 )

57

( 10- 0-0 )

58

( 10- 0- 0 )

59

(9-0-1)

wythes

1»V. The twoj^

sepg shall be bonded together with wall ties. Ties shall be not less than No. 9 wire in the form of rectangles 4 inches wide and 2 inches in length

1 :ss than the overall wall thickness. Kinks, water, drips, or deformations s ha 1 1 not be permitted in the ties. Approved equivalent ties may also be used. One tionlof the wa)l shall be built up not more than 18 inches ahead of the other tier. Ties shall be laid not

to exceed 24 inches on center horizontally and 16 inches on center vertically for running

bond and not more than 24 inches on center horizontally and 12 inches on center vertically

for stacked bond.

2. X. Cleanouts shall be provided for each pour by leaving out evewy eth e r

wythe

unitsin the bottom tier of the section being poured, or by cleanout openings in the foundation. During the work, mortar fins and any other foreign matter shall be removed from the grout space.fry mea ns e f a high pres sure j et stre am e f wa ter i a ir j et a « at* e t he r a p pro v ed M* Ma t eri a l f a lling te the ee ttem of the g pee t o p

aee she ll -shspsv g h lj The cleanouts shall be sealed after inspection and before grouting.

2 3. ^ The grout

finches in width a nd ne t J ess

the required clearances and shall be poured solidly with grout.

at lo a ot three day* te ga in i teeeg th fte f e rai gree t i t pay net.

space (longitudinal vertical joint) shall not be less than

tnan tne thickness required by the placement ot steel with Ha seppy »al 1 s o ka ! 1

EXCEPTION:

If the grout space contains no horizontal steel, it wedvsae ta 2 ins h at. shall be at least 3 inches.

4. X. Vertical grout barriers or dams shall be built of solid masonry

across the grout space the entire height of the wall to control the flow of the grout

horizontally. Grout barriers shall be not more than 30 feet apart. U n l ess a *pue joi 8mv« it the harrier, Reinforcement, if it is present, shall be continuous through the barrier. In work that is part of the seismic resisting system, the grout barriers shall be constructed so as to form keys, at least 3/4-inch deep, with the grout except that construction providing equivalent irregular surfaces may be used where appropriate.

5« X. Grout shall be a plastic mix suitable for pumping without segregation

of the constituents, and shall be mixed thoroughly. Grout shall be placed by pumping or

by an approved alternate method and shall be placed before any initial set occurs.

6. X. Grouting shall be done in a continuous pour, in lifts not exceeding

6 feet. The full height of each lift shall be consolidated by mechanical vibrating during

placing and reconsolidated after excess moisture has been absorbed, but before plasticity

is lost. The grouting of any section of a wall between control barriers shall be completed

in one day with no interruptions greater than one hour.

i , 60

( 10- 0- 0 ),

5A/ 31 61

(9-1-0)

7.\. Inspection during grouting shall be provided in accordance with Sec. 12A.7t h»wevep t the woph" eMa il ne t qua lify for the t tnettet entitl ed, "Speei a l Inspec tion" wless fully i esses sea pew Seoi

(C) REINFORCED CONSTRUCTION. All wequi wed pc i wfercemep* e*eep < me sewpy j eiwt peinfope cwwt a nd ge l van ti es eowfowninq to the pa wa gwapk b elow Mw4 1 be e mbedde d " vo .gpoet.

All aAher reinforcement shall be embedded in mortar or grout. All vortical reinforcement

shall be held firmly in place during grouting by f pawo ee suitable egwinjlant devices.

A ll ks w wsWl pc i pfopc emew t i n tMe' gpout spa ce g ha ll b o tied te tM<> ' wPt ioa l pe infeeseme nt er h el d i p p lace deping gpou t i pg b y eqe iMi l ant mea n t.

- 131 -

25
12A.3.5 Cont.

0

62

( 10-0-0 )

The thickness of mortar between masonry units and reinforcement shall not be less than 1/4 inch, except that where allowed 1/4 inch bars or less may be laid in horizontal mortar joints at least twice the thickness of the wire diameter. See Sec. 12A.6.3(F) and Chapter 12.

The thickness of grout between masonry units and reinforcement shall not be Its, than 1/4 inch where fine grout is used nor 1/2 inch where coarse grout is used. See Sec. 12A.1.17 and 12A.2.4.

5A/32

5A/33 63

(7-3-0)

5A/34 64

( 8- 1- 1 )

65

( 10- 0-0 )

66

( 10- 0- 0 ) 5A/35

67

( 10- 0-0 )

12A.3.6

See Chapter 12 for stacked bond limitations.

HOLLOW UNIT MASONRY

Hollow unit masonry is that form of construction made with hollow masonry units made from concrete, burned clay, or shale.

Where two or more hollow units are used to make up the thickness of an unrein- forced wall, the stretcher course shall be bonded at vertical intervals not exceeding 34 inches by lapping at least 4 Inches over the unit below or by lapping at vertical intervals

not exceeding 17 inches with units which are at least 50 percent greater in thickness than the units below; or by bonding with corrosion-resistant metal ties conforming to the requirements for cavity walls. There shall be one metal tie for not more than each 4.5 square feet of wall area. Ties in alternate courses shall be staggered, and the maximum

vertical distance between ties shall not exceed 18 inches, and the maximum horizontal distance shall not exceed 36 inches. Walls bonded with metal ties shall conform to the requirements for allowable stress, lateral support, thickness (excluding cavity), height, and mortar for cavity walls.

Hollow unit masonry construction, where certain cells are cont inuo'usl vith mu n h III 111*1111 1 - and roinfnrrpmont. in accordance mill III

I

I

I mu I H I III I

I is smbedded therein ch » ri 1 1 11 1 M nf-ir-rrl hnllnm mill mi y Reinforced hollow

jnit masonry shall generally be one wvthp-ta^Hririmpcc Tf constructed of more than one

vythe, each wythe lm 1 1 In ill . iii|iii'il i i i'|iiiiiili i I mull I nr will] nr thr wythes shall be oonded h "Ml "' by the Regulatory Agency. Tin Imnll I ni| >li ill In ilr ii|m I ps shall art as a unit.. GROUTIKG PROCEDURES

(A) ftCI N rORCCD CONSTRUCTION! Units shall be laid with mortar in accordance with Sec. 12A.2.1. -Only Typo* M e r i mert a r sh a ll be u s e d . Where only certain vertical cells are to be filled, the walls and cross webs of these cells shall be full bedded in mortar to prevent grout leakage. Vertical cells to be filled shall have vertical align- ment sufficient to maintain a clear, unobstructed continuous vertical cell measuring not less thanfll inches by 3 inches. If walls are battered or if alignment is offset, the 1

1 be maintained as measured from course to course. * inch by 3|inch clear opening shall 1 1/2

1 1/2

Overhanging mortar fins projecting 4ha n the thi ckness e f the me rtar joint into the grout space shall be eawe fu lly removed. at the work pwegno«

tha t p rovon tt the mo rta r from fa ll la p to the bottom e f the cell s.

Coarse grout may be used in hollow masonry units having an area of 10 square inches with a least dimension of 3 inches. Coarse grout shall be used

when the least dimension of the grout space exceeds 5 inches and where otherwise

required.

Except as provided in Chapter 12, all reinforcing except ties and masonry joint relnforcsnent, where permitted, shall be embedded in grout. Longitudinal horizontal reinforcing shall be placed in bond beamS unitet except as permitted for masonry joint rein- forcement. See Sec. 12A. 6.3(F) and Chapter 12,

Vertical reinforcement shall be positively held in position at top and bottom and at intervals not exceeding 192 diameters of the reinforcement.

-132-

s

fl

K

I

1

I

1

i

26
12A.3.6 Cont.

68

( 10-0-0 )

The thickness of the grout between the masonry units and reinforcing shall be a minimun 1/4 inch for fine grout and 1/2 inch for coarse grout. See Sec. 12A.1.17 and 12A.2.4. See Chapter 12 for stacked bond limitations.

Grouting procedures shall conform to the requirements given below. When grouting is stopped for one hour or longer, horizontal construction joints shall be formed

by stopping the pour of grout at least 1/2 inch above or below a bed joint.

5A/35

cont.

1. Low Lift. Low lift grouted construction procedures are as follows:

a. Hollow units shall be laid to a height not to exceed 4 feet 8 Inches prior to filling cells with grout; grouting shall not be in lifts greater than 4 feet.

b. All cells containing reinforcement shall be filled solidly with

grout. All grout shall be consolidated at the time of pouring by puddling or vibrating. When the grout lift exceeds two feet, the grout shall be reconsolidated after excess moisture has been absorbed, but before workability is lost.

c. Reinforcing shall be in place prior to grouting.

2. High Lift. High lift grouted construction procedures are as follows:

5A/36

5A/37

71

( 10- 0-0 )

5A/38

72

( 10- 0-0 )

73

(9-0-1)

a i U n ite may bo lai d up 8 i nches h i gher t ha w t he total he igh t e f t he grout l i ft wMoh--sha ll 16 foot few wa lls 8 inches o r ma re in nomina l thisfcnati nor U f ea t far th. innar wa lls .

b. Cleanouts shall be provided in the foundation or by omitti ng in the

face shells in the bottom course of each cell to be grouted .to 4a ei4^tat e e le ane ut whi etr

1 1 b o iceamp l

t ho» by of » h iqfr.fr* jet stream of wa ter ; a pproved p ro c ed ures

Mate r ial fall ing to t he bottom o f t he greut spaee a nd o t her d ebri s ofca ll bo tho roug hly removed. Debris in the grout space shall be removed.

c. The cleanouts shall be sealed after inspection and before

grouting. Grout shall be a workable mix suitable for pumping without segregation of the constituents and shall be mixed thoroughly. Grout shall be placed by pumping or by an approved alternate method and shall be placed before initial set or hardening occurs. p

and may be done

d. Grouting shall be done in a continuous pourJLin partial lifts.** a* -to avo i d b l owou t af unit s.

The full height of each lift shall be consolidated by mechanical vibrating during placing, and reconsolidated after excess moisture has been absorbed but before workability is lost. The grouting of any section of a wall shall be completed in one day with no interruptions greater than 1.5 hours.

e. Inspection during grouting shall be provided in accordance with

Sec. 12A.7« howeve r , th* wo r k s ha ll ne t qua lify fe n the Gtneasea antitlodi " Sp eci a l 1 no poo

ti en" , uni ts fu lly i mp** t*d par Se*. l .Sigi nWi; ISAi/i

- 133-

27
5A/38

cont.

5A/39

5A/40

12A.3.7 Cont.

Partially reinforced masonry shall be designed as unreintorced masonry, exce(5 thaVreinforced masonry areas or elements may be considered as resisting stresses in accordance with the design criteria specified for reinforced masonry provided such ments funy^omply with the design and construction requirements for reinforcedad^onry

except ks hefe^n noted; however R factors of Table 3-B shall be as required tyr jnreinforced masonry. Only i>fl§s H or S mortar shall be used.

(A) REINFbRQEMENT. Reinforcing for columns shall confp^dfT to the requirement of Sec. 12A.6.3(F). For we^ls the maximum spacing of vertical j^Wfuorcement shall be 8 feet where the nominal thicknKsis 8 inches or greater and d/'feet where the nominal thickness is less than 8 inches. VerH^al reinforcement shalKafso be provided each side of each opening and at each comer of walls. Horizqnpnreinforcement not less than 0.2 square inch in area shall be provided dV^he top of^ftSotings, at the bottom and top of wall openings, near roof and floor levels, anaStthe^^P of parapet walls and, where distributed joint reinforcement is not provided, at a mao«<£!rn spacing of 12 feet where the nominal masonry thickness is 8 inches or greater aj*o9 rfeat where the nominal thickness is less than 8 inches. The vertical reinforcement ratio amNyie horizontal reinforcement ratio

shall each be not less than 0.00027, Where not prohibi tprf'by Chapter 12 or this Chaptfe*. stacked bond construction

nay be used. When stacked bdfid is used the minimum horizontal reinforcement ratio shall be increased to 0.0007. Thj-d'ratio shall be satisfied by masonry joinKxeinforcement spaced

lot over 16 inches opxtfy reinforcement embedded in grout spaced not ov^4 feet. Rein- forcement shall be^ontinuous at wall corners and intersections. Slices for reinforcement shall conform to all requirements for sfS4_ces in

re i n fo rc ed>rt£s on ry

Partially reinforced masonry walls shall be considered as reinforced masonr}

the purpose of applying Table 12A-2.

12A.3.8 GLASS MASONRY

74(6-0-4)I

Masonry of glass blocks may be used in nonloadbearing exterior or interior walls and in openings, either isolated or in continuous bands, provided the glass block panels have a minimum thickness of inches at the mortar joint.

3.0

-0-4^j

76

( 10- 0- 0 )

The panels shall be supported laterally to resist the horizontal forces speci- fied in Chapter 8. Glass block panels for exterior walls shall not exceed 144 square feet of unsupported wall surface nor 15 feet in any dimension. For interior walls, glass block panels shall not exceed 250 square feet of unsupported area nor 25 feet in any dimension. N r

by proporation.

Glass block shall be laid in Type? M ew 6 mortarl Both vertical and horizontal mortar joints shall be at least 1/4 inch and not more than 3/8-inch thick and shall be completely filled.

Every exterior glass block panel shall be provided with 1/2-inch expansion

joints at the sides and top. Expansion joints shall be entirely free of mortar, and shall

be filled with resilient material.

Sec. 12A.4 DETAILED REQUIREMENTS

Hasonry shall be designed to resist all vertical and horizontal load effects Including effects of eccentricity of application of vertical loads. Unreinforced masonry

shall not be loaded in direct tension. Structural and nonstructural elements including

-134-

P

P

P

P

P

P

P

P

P

P

P

1

V

R

R

R

fe

I

1

28
12A.4 Cont.

5A/40

cont

.

5A/41

5A/42

partitions shall be designed for seismic forces induced by their own weight. Design of structural masonry that is not part of the seismic system shall consider the effects of seismic drift in accordance with Sec. 3.8.

77(7-0-1)

Except where specifically allowed otherwise, stresses shall be calculated on actual net dimension of masonry considering reductions for raking, tooling, and other joint treatments and partial bed or head joints where applicable. Where required by the Regulatory Agency, Chapter 12, this Chapter, or by other governing provisions, *peai fi » inspections

and tests shall be provided. In addition where called for or where required by the use of design stresses so specifying. Special Inspection shall *be provided.

12A.4.1 COMBINATION OF DISSIMILAR UNITS OR CONSTRUCTION

In walls or other structural members composed of different kinds or grades of units, materials, mortars, or construction types, the maximum stress shall not exceed the allowable stress for the weakest of the combination of units, materials, mortars, or con- struction types of which the member is composed. Alternatively, provided the effects of

different modulii of elasticity are accounted for in design, the maximum stress shall not exceed the allowable stress for the material occurring at the point of stress consideration. The net thickness of any facing unit which is used to resist stress shall not be

less than 1.5 inches.

In cavity walls composed of different kinds or grades of units or mortars the maximum stress shall not exceed the allowable stresss for the weaker of the combination of units and mortars where both wythes are loadbearing; where only one wythe is loadbearing

maximum stresses shall not exceed the allowable stresses for the units and mortars of that wythe.

12A.4.2 THICKNESS OF WALLS

All masonry walls shall be designed so that allowable stresses are not exceeded

Lt the ir thicknesses are not less than required by the maximum thickness

L the minimiim~frrtrtnat'ir; nf Tnhlr 12A-2. When a change in minimim fhir|-nnr i i l )nTiTmrnt~

>ccurs between fl — I 1

1 1 a thickness ghj11 K p iwrfntha higher floor

level. In computing the thicknessratTB*"foi» _^n^y wJHTTthe value for thickness shall 78 >e determined by Footnote 5 T-» h 1° i uTTl 1 i nm|i n i il nl ilillinnl kinds or classes (10-0-0) pf units or mnrtxrc. ill TlThPi nht to length to thicknen~sTlTH--mai»_££Ceed that

il lowed fQL_me-~wffTest of the combination of units and mortars of which the and that the provisions of table 12A-2 are satisfied.

79

( 10-0-0 )

80

( 10- 0-0 )

12A.4.3

EXCEPTION: The maximum thickness ratio of Table 12A-2 may be increased a nd the " ' gm nominal thicknessess 0 + Table I2A-2 may be decreased whej] data iT^ateitted which justifies such liberalization and^aaefffva 1 is obtained frStt-iheRegulatory Agency. For allwflJJe^Snd elements serving to support verttsailoads other th^p—wrrfluced by the walls or elements themselves such data*>MaIlit>etC(fe consideration of the additional eccentricity ofvfitwrSTrtw^LjJue to deflections perpen- dicular to the planejuE-'tTTewall or elemeru>nd^for unreinforced

ind partial lvj»4trforced masonry, a consideration3T'«fct££SS and staiil i t^>w*d?Freduced vertical loads in accordance wi th tne^pwa^jsions

font ore t >na A <n/-1nrlmn Por-m.,1 ^ 1- ?a Jnr iinrwi nfn rrpri when justified by substantiating data.

PIERS

- 135-

29
12A.4.3 Cont.

5A/42

cont

m

m

80cont.

_structural pier In reinforced masonry construction whose '-'’'ITT

1 r

"ga=atfr‘

3 and 5 times lag «j tf* 3 " 1 /? + h ° h eight of ml j a i r nt ii|ii III mi lull have all horizontal steel in the form of ti esexcen^3hw»H«35g 1 1 n>*<; than 12 inches in nominal thickness and in re jnfnrrnd |i ill I -nn~trnrtinn in li 1 1

I in 1

III i 11 Him 1 1 ,in the

limn hi in 1 1 in

12A.4.4 CHASES AND RECESSES

Chases and recesses in masonry walls shall be designed and constructed so as to satisfy the required strength or fire resistance of the wall. See Sec. 12A.2.8.

12A.4.5 HOLES, PIPES, AND CONDUITS

Pipes, conduits, and similar items may be sleeved through masonry with sleeves

large enough to pass hubs and couplings. Pipes, conduits, and similar items may be embedded

In masonry, provided all applicable provisions for Sec. 6.3 of ACI Standard 318 are satisfied.

The design shall consider the net section at the location of the weakening element. Details

shall be shown on the approved plans. In applying ACI Standard 318, the terms "concrete"

and "structural concrete" shall mean masonry. (See Sec. 12A.2.8.) Unless all of the above requirements are satisfied, holes and embedments are not allowed.

12A.4.6 ARCHES AND LINTELS

Members supporting the vertical load of masonry shall be of noncombustible materials.

12A.4.7 ANCHORAGE

Masonry walls that meet or intersect shall be bonded or anchored as required by Sec. 12A.2.1 and 12A.2.2 except where separation is provided for in the design. Masonry

walls shall be anchored to the roof and floors as required by Sec. 3.7.6. Structural members framing into or supported on walls or columns shall be bonded or anchored thereto.

12A.4.8 END SUPPORT

column Beams, girders, or other similar concentrated loads supported by a wall or

p i « mshal1 have a bearing at least 3 inches in length upon solid or grouted elements of masonry not less than 4 inches thick or upon a metal bearing plate of adequate design and dimensions. The loads shall be tafely distributed to the wall or |p ier, or to a continuous reinforced masonry member p roj ecting ne t l eu th aw 3 i ne hcc from the

J

i t a ef the .wi ll , or by other approved means.

Joists, precast planks, and similar elements shall have a bearing at least

2.5 inches in length upon solid or grouted masonry elements a t leec t 2 . 2i inshe r thick , or other provisions shall be made to distribute the loads eafaly to the masonry.

Anchorage to the masonry shall conform to Chapter 3.

81

( 10- 0-0 )

82(9-0-1)

12A.4.9 DISTRIBUTION OF CONCENTRATED LOADS

In calculating wall stresses concentrated loads may be distributed over a maximum length of wall not exceeding the center- to-center distance between loads.

Where the concentrated loads are not distributed through a structural element

the length of wall considered shall not exceed the width of the bearing plus four times the wall thickness.

-136-

30

II

ff

Iff

ff

II

ff

I

I

I

1

I

1
12A.4.9 Cont.

5A/42

cont

.

83

( 10- 0-0 )

GaweeMMtari l eads s ha ll ne t be co ns i dered te be d i st ri but ed by me t a l. . ti-es . in stacked bond canttrustian,. nor ta ha distributed across continuous vertical joints. Tbit peev is^o^- sha ll-app ly who* sowoi de wing ewowto wing e ffects in s hea r w>11t if s tas ked bend 4* .we t prohi b it ed.

Concentrated loads shall not be considered to be distributed across continuous

vertical joints unless reinforced horizontal elements designed to distribute the

concentrated loads are employed.

Sec. 12A.5 STRENGTHS AND ALLOWABLE STRESSES

Material strength determinations and allowable stresses shall conform to the requirements of this Section.

12A.5.1 MASONRY

Except for the stresses listed in Table 12A-3 which are applicable to unreinforced masonry, the design of masonry is based on the compressive strength fm. The strength f,J, is reduced when the design is based on the alternate design procedure for unreinforced brick masonry of Sec. 12A.6.2. The higher stresses allowed in the Tables in this Chapter under the heading "Special Inspection Required" may only be used when all the applicable requirements for Special Inspection have been met; see Sec. 1.6 and 12A.7.

(A) DETERMINATION OF MASONRY COMPRESSIVE STRENGTH f^. When required for design, the value of f,}, shall be determined by tests of masonry assemblies in accordance

with 12A. 5.1(A).! or shall be assumed in accordance with 12A.5.1 (A) .2.

1. Determination of frfi by Prism Tests. When the masonry strength is to be established by tests, the procedures shall conform to the provisions of Sec. 12A.8 with

tests made both prior to and during construction.

2. Assimed Compressive Strength f^. When prism tests are not made as in

1 2A.5.1 (A).l , f^, may be assumed as listed in Table 12-4 provided other tests are made and certifications are furnished when required by the footnotes to Table 12-4 or by the provisions upon which the design is based.

The tests in 12A.5.1(A).l and 2 shall not qualify the masonry for the stresses entitled "Special Inspection" unless Special Inspection fully conforming to

Sec. 1.6 and 12A.7 is provided.

83A - New

( 10-0- 0 )

(B) ALLOWABLE STRESSES FOR MASONRY. Except for unreinforced beiah masonry

designed under the provisions of Sec. 12A.6.2, the allowable stresses for unreinforced masonry are given in Table 12A-3 and for reinforced masonry the allowable stresses are given in Table 12A-5.

If used for design, the value of fm shall be clearly shown on the plans.

12A.5.2 STEEL

Stresses in reinforcement shall not exceed the following:

POUNDS PER SQUARE INCH TENSILE STRESS:

For deformed bars with a yield of 60,000 pounds per square inch or more and in sizes No. 11 and smaller 24,000

Joint reinforcement, 50 percent of the minimun specified

yield point for the particular kind and grade of steel used, but in no case to exceed 30,000

For all other reinforcement 20,000

I

-137-

31
12A.5.2 Cont.

POUNDS PER SQUARE INCH COMPRESSIVE STRESS IN COLUMN VERTICALS:

40 percent of the minimum yield strength, but not to exceed 24,000

COMPRESSIVE STRESS IN FLEXURAL MEMEBERS:

For compressive reinforcement in flexural members, the allowable stress shall not be taken as greater than the allowable tensile stress shown above.

The modulus of elasticity of steel reinforcement may be taken as 29,000,000

to 30,000,000

12A.5.3 BOLTS

The allowable shear loads on bolts shall not exceed the values given in Table

12A-6. See Sec. 12A.2.7 for construction requirements.

84

( 9- 0-1 )

85 - Mod

( 10- 0-0 )

Sec. 12A.6 DESIGN REQUIREMENTS

The design of masonry elements shall conform to the appropriate provisions of this Section. The higher stresses allowed in the Tables in this Chapter under the heading

"Special Inspection Required" may only be used when all of the requirements for Special

Inspection have been met; see Sec. 1.6 and 12A.7. The load combinations of Sec. 3.7 shall be investigated. All plans shall clearly show the specified value of f^, used in design,

a n d the a ge w h en the m asa nry.i^ l ame nt< fea l aiaed, All stresses and capacities shall be based on actual net dimensions, thickness and sections.

12A.6.1 DESIGN PROCEDURE FOR UNREINFORCED MASONRY

The design of unreinforced masonry shall be based upon a rational analysis using

accepted engineering practice and linear stress and strain relationships •A* Al ternate procedure* for design'll given in Sec. 12A.6.2. are

(A) LIMITATIONS. The stresses on masonry elements including the stresses at the extreme fibers of the masonry element resulting from the combined effects of flexural

and axial loads shall not exceed those given in Table 12A-3. The allowable compressive

stresses of Table 12A-3 are applicable only if the thickness ratios of Table 12A-2 are not exceeded.

The allowable stresses for compression of Table 12A-3 shall be reduced by 20 percent when applied to columns.

Each wythe of cavity walls shall be designed separately for the loadings

and effects imposed on it. The wythes shall not be assured to act compositely.

(B) EFFECTIVE THICKNESS. For solid walls and metal tied walls, the effective thickness shall be determined as for cavity walls unless the collar joints in such walls

are filled with mortar or grout.

For cavity walls loaded on both wythes, each wythe shall be considered to act Independently and the effective thickness of each wythe shall be taken as its actual thickness. For cavity walls loaded on one wythe only, the effective thickness shall be taken as the actual thickness of the loaded wythe.

- 138-

32
1 2A .6.1(B) Cont.

For rectangular columns, the effective thickness shall be taken as its actual thickness in the direction considered. For nonrectangular columns, the effective thickness shall be taken as equal to 3.5 times its radius of gyration r about the axis considered.

Where raked or similar mortar joints are used, the thickness and length of

the member shall be reduced for stress considerations in accordance with the depth of the raking.

(C) ECCENTRICITY NORMAL TO AXES OF MEMBER. In solid walls and columns, the eccentricity of the load shall be considered with respect to the centroidal axis of the member.

In cavity walls loaded on one wythe, the eccentricity shall be considered

with respect to the centroidal axis of the loaded wythe. In cavity walls loaded on both wythes, the load shall be distributed to each wythe according to the eccentricity of the

load about the centroidal axis of the wall.

For members composed of different kinds or grades of units or mortar, the variation in the moduli of elasticity shall be taken into account and the eccentricity

shall be considered with respect to the center of resistance or the centroidal axis of the transformed area of the member.

(D) EFFECTIVE HEIGHT. Where a wall is laterally supported top and bottom, its effective height shall be taken as the actual height of the wall. Where there is no lateral support at the top of the wall, its effective height shall be taken as twice the height

of the wajl above the bottom lateral support.

Where a column is provided with lateral supports in the directions of both principal axes at both top and bottom, the effective height in any direction shall be taken

as the actual height. The actual height shall be taken as not less than the clear distance

between the floor surface and the underside of the deeper beam framing into the column in each direction at the next higher floor level.

Where a coluim is provided with lateral support in the directions of both principal axes at the bottom and in the direction of one principal axis at the top, its effective height relative to the direction of the top support shall be taken as the height between supports and its effective height at right angles to this shall be taken as twice

its height above the lower support.

In the absence of lateral support at the top, the effective height of a column relative to both principal axes shall be taken as twice its height above the lower support.

(E) CROSS-SECTIONAL AREA. For solid walls and columns, A

g shall be taken as the actual gross cross-sectional area of the member. For metal-tied walls, A

g shall be determined as for cavity walls unless the collar joints in such walls are filled with mortar or grout.

For cavity walls loaded on one wythe, A

g shall be taken as the actual gross cross-sectional area of the loaded wythe.

In hollow unit construction, stresses shall be based on net areas.

- 139-

33
12A.6. 1(E) Coot.

5A/42

cont.

5A/43

86

( 10- 0-01

86A - New

( 10- 0- 0 )

Where raked or similar mortar joints are used, the thickness used in determining Ag or net areas shall be reduced accordingly.

(F) STIFFNESS. When used for design, the moduli of elasticity or rigidity may be assuned from values that would be applicable to similar masonry construction designed under other provisions of this Chapter. When the stiffness cannot or is not determined in this manner, supporting data shall be submitted.

(G) SHEAR WALLS. Design of shear walls shall conform to the applicable provi- sions of Sec. i?a e. a r h,p+ n - 12

(H) LOADS PERPENDICULAR TO CAVITY WALLS. The distribution to each

cavity wall vythe of loads perpendicular to the plane of the wall shall

consider relative wythe flexural rigidities, wythe end support conditions,

and continuity or lack of continuity of each wythe.

JA.6.2 ALTERNATE DESIGN PROCEDURE FOR UNREINFORCED BRICK MASONRY

For unreinforced brick masonry constructed with only new solid units made fpOm

clay o\shale conforming to ASTM C62 or ASTM C216 and subject to the limitations of FpOtnote

A to Tab\e 12A-4, the alternate design procedure of this Section may be used. The

requ i remeirts of Sec. 12A.6.1 apply except as specifically modified herein.

allowable stress compressive stren£

87 - Mod

( 8- 1 - 1 )

value of the brick masonry design strength, fl^, for establishing the for use in this Section shall be 0.73 of the value of thg

^h determined in accordance with Sec. 12A.5.1, i.e. Nl.73 fl

m

'masonry

mb

All plans shafV^clearly show the values of f^,, and f^, at their required age.

(A) SLENDERNESS RATIOS. The slenderness ratio of a wall shall be taken as the ratio of its effective height, nVto the effective thickness, t, and shall not exceed the smaller of the values determined TMqm Table 12A-2 or as determined by the following

formula:

10 (3 -

t J-) e

2 [i2A-i:

where the value of e,/e

2 is positive where t)^lqember is bent in single curvature, and negative where the member is bent in double^or reverse curvature. Where e, and e, are both equal to zero, e-j/^ shall be assuirol to be ze

The slenderness ratio of a column sharl be the greater value obtained by

dividing the effective height h in^^ny direction by the effective thickness t in the corresponding direction and shall/not exceed the value determined by the following formula: jS 5 (4 - ( 12A-2)

The minimum thickness and maximum slenderness requirbrents of Sec. 12A.4.2

shall also be satisfied. However, those requirements and the slenderness limits of the above formulas may/be waived in accordance with Sec. 1.5. Conformance to\the formulas,

by itself, shall/not act as a waiver for the requirements of Sec. 12A.4.2.\The require- ments of the e/ceptions of that Section, as applicable, shall be satisfied, where applicable, the desrgn procedures following this Subsection may be used in satisfying\he require- ments of those exceptions. Particular attention shall be paid to the requirement's for stress ym stability under reduced vertical load including Formula 3-2a and to trarcsyerse loads..

(B) ALLOWABLE VERTICAL LOAD. fresses shall be determined as follows: The allowable vertical loads and bearing

- 140-

34
5A/43

cont

.

1 2A .6.2(B) Cont.

87 Hod. cont

.

j

1. Allowable Vertical Load. The allowable vertical load, P, on an jn^einforced aasonry wall or column shall be determined in accordance with the followir

a. When e/t or R

g

, as applicable, do not exceed 1/3:

P = m g

s e 12A-3)

where f is the allowable axial compressive stress from Table

m

12A-7.

A is the cross-sectional area of the elepSnt determined

9 from the effective thickness and lenoch.

C

s is the slenderness coefficient as/Jetermined by the following formula:

'S 1-20 [5.7 + (1.5/^) 2 ] =

< 1.0 (12A-4)

is the eccentricity coefficient, related to the ratio of maximum effective eccentricity to effective thickness.

“/t as determined belt

Whfco e/t is equal

When e

Ce

is 1./. or less than 1/20, the value of

exceeds 1/20 but is equal to or less than 1/6 he/value of C shall be determined by use of

tbe following formula:

6

{ t- ^ (1 - ir> (12A-5)

e/t exceeds 1JA but is equal to or less than 1/3,

the value o'tCp shall be determined by use of

the following formula:

C e

= T.95 (7 - f)

+ 7

(1 - ij) (12A-5a)

per square foot between

Fdr menfcers subject to tranverse loadsyareater than 10 pounds

ateral supports, Ce shall be based on F^mula 12A-5 or 12A-5a, whichever is applicable^ except e^/ej shall be taken as 1.0.

When the elements are subject to bending abol^ both principal axes, the eccentricity coefficient is related to the ratio:

e it +

e

t

i

it (12A-6)

where e^ is the effective eccentricity about the princTMl axis

1 which is normal to the length of the element. '

e

t Is the effective eccentricity about the principal

axis which is normal to the thickness of the element

.

141 1 of 7

35
12A.6.2(B) Cont.

5A/43

cont.

1 Is the effective length of the element,

t is the effective thickness of the element.

When R

fi ^yequal or less than 1/20 the value of Cg is 1.0.

When Rg excels 1/20 but is equal to or less than 1/6, the value of C e shall bq/fletermined

by use of Fornift^ 12A-5 except that R^ shall be substituted for e/t.

b. When e/t or Rg, as applicable, exceed 1/3:

For walls and elements Jubject to bendin^in one direction only

and the ratio e/t exceed?\]/3. the maximum tensile and flexural compression stress

in the masonry, assuming irhear stress distribution, shall not expded the values given in Table 12A-7. Where these varH^s are exceeded, the member shallytfe redesigned and/or

reinforced.

87 Mod. cont

and the ratio Re exceeds 1/3, the

For waVJs and elements subject to bending in both directions.

rs shall be redepfgned and/or reinforced.

See Chapter 12 for nkdificatiorjS' under seismic loads.

2. Bearing Stress. The bea\

and from similar concentrated loads supported,

values set forth in Table 12A-7.

stress under beams, lintels and girders unreinforced masonry shall not exceed the

(C) SHEAR WALLS. Design of/^hear walls "Vjall comply with all applicable

provisions of Sec. 12A.6.4 and Chapter/i2. In unreinfol'qed shear walls, the effective eccentricity ei about the principal ^xis which is normal to the length i of the shear wall shall not exceed an amount which wjll produce tension. In Mjreinforced shear walls subject

to bending about both principal zkes, Rg shall not exceed l/3Vv Where the effective eccen- tricity exceeds the values giyen in this Section, shear walls sh^ll be redesigned or reinforced.

vertical loads on unreinforced shear walls'\hall be determined

in accordance with Sec/^A. 6.2(B) except that the value of h used in determining C

s may be taken as the minimumXertical or horizontal distance between lateral suppfl

Tie allowable shear stresses in unreinforced shear walls sha'N be taken as the allowable stresses given in Table 12A-7. The allowable shear stress may beNncreased

by 1/5 of ther avera ge compressive stress due to dead load at the level being analysed for

all loadimy'combi nations except those including seismic loadings. In no case, however,

shall thp^al lowable shear stresses exceed the limiting values given in Table 12A-7.

(D) CONSTRUCTION. Masonry designed in accordance with this Section shall ha^ head

- and bed joints with an average thickness not over 1/2 inch. All interior joints

fall be sol idly filled.

(Replace Sec. 12A.6.2 with the following:)

12A.6.2 ALTERNATE DESIGN PROCEDURES FOR UNREINFORCED MASONRY

Unreinforced brick masonry using solid clay units and unreinforced concrete masonry may be designed by the alternate provisions

following. The requirements of Sec. 12A.6.1 shall apply except as specifically modified.

(A) UNREINFORCED BRICK MASONRY USING SOLID CLAY UNITS.

Unreinforced brick masonry using solid clay units may be designed under the applicable cited provisions of the "Building Code Requirements for Engineered Brick Masonry", Brick Institute of America,

1969 (B1A-1969) subject to the design and construction limitations listed.

141 2 of 7

'36

m

m
1. Design shall conform to 4.7.12 excluding Sec. 4.7.9, 4.7.10 and

2. Materials shall conform

2 . 2 . 2 . 1 .

B1A-1969 Sec. 4.7.1 through

4.7.12.5.

to B1A-1969 Sec. 2.2.1 and

3.

Mortar joints shall conform to B1A-1969 Sec. 5.2.1

5A/43

cont

.

87 Mod.

cont.

5A/44

87-5

(9-0-1)

* 4 . Construction shall be solid masonry, cavity wall or grouted masonry - multiple wythe.

5. Allowable stresses shall conform to B1A—1969 Table 3 with the following modifications:

a. The words "without inspection" of B1A-1969 Table^3

shall mean "without special inspection". The words "with inspection

shall mean 'with special inspection".

b. Allowable compressive and bearing stresses without

special inspection shall be 2/3 of those with special inspection.

c. Allowable flexural tension stresses without special

inspection shall be 1/2 of those with special inspection.

d. Allowable shear stresses without special inspection

shall be 60% of those with special inspection. _ 6. Modulii of Elasticity shall conform to Table 12A-5, this

chapter

.

Brick ultimate this

7

.

^MasonryAcompressive strength f’ for use inAt+*e alternate

procedure shall be 7-3% of—tho v«l w>t obtai ned by sh e prev is ion s mf

b3 A .&.a ( A) o f thi s cha pt er wh ich otherwi se a r m a ppl vr a^l a. taken from Table 12A-4, or shall be 82% of the

values obtained by prism testing according to section 12A.8 (h/t =2)

5A/45

8.

References to B1A-1969 Sec. 4.7.9 and 4.7.10 shall mean reinforced masonry conforming to the provisions for s me of this

chapter

.

9. Footnote 4 to Table 12A-4 is applicable.

10. The Slenderness requirements of Sec. 12A.4.2 this chapter

shall be satisfied; however these requirements and the slenderness limits

of the alternate procedure may be waived in accordance with Sec. 1.5 of Chap. 1. Particular care shall be paid to requirements for stress and stability under reduced vertical loads.

11. For walls and elements subject to bending in one direction

only, where the ratio e/t exceeds 1/3, the maximum tension and flexural

compression stresses, assuming linear stress distribution, shall not be exceeded

.

12.

Design of shear walls shall comply with all applicable

provisions of this chapter. Loading combinations shall include reduced

vertical loads in combination with seismic loads, where applicable. The

allowable shear stress increase shall consider this vertical load

reduction.

141 3 of 7

37
5A/46

87 Mod. cont

.

5A/47

87-11

(8-1-D

(B) UNREINFORCED CONCRETE MASONRY.

Unreinforced concrete masonry using solid or follow units and grouted or ungrouted construction, may be d' sl 5"^n

u “"g

t ^

e D*^^C “nd cited supplemental provisions of the Speci ica • concrete Masonry

Construction of Load-Bearing Concrete Masonry , . on Assoc. . 1979 (NCMA - 1979) suboect to the design and construct limitations listed. .3.3.2

1. Design shall conform to NCMA - 1979 Sec. Sec.3'8.6 through 3-8.6 except that allowable stresses an_^

wlthout

therein are for work only with special inspect _

special inspection U.ty ahull kit * L ' llirrd ^ . other streS ses shall

compressive stresses shall br reduced by 1/3,

be reduced bv 1/2.

2 . Allowable shear and tension stresses shall conform to Table 12A-3, this chapter.

3 . Mortar shall conform to NCMA-1979 Sec. 2.2.2. 2.

5A/48

5. HARING STRESS (f^.)

F .25 f' On full area, 'br ®

On one-third area or less, - 30 f m

87/7

(9-0-1)

This increase shall be permitted only when the least

distance between the edges of the loaded and unloaded

area is a minimum of 1/4 of the parallel side dimension

of the loaded area. The allowable bearing stress go a

reasonably concentric area greater than one-third, but

less than the full area shall be interpolated between

the values given.

141 4 of 7
(O EESICft, UiREINKXOD HXLCW CLAY MASCNKf

5A/49

5A/50

5A/51

87/4

(9-0-1)

CgEKAL

Chreinforced masonry using hollow clay units may be used when

designed in accordance with the provisions of this section.

The allowable stresses shewn herein are far work only with

special inspection , for work without special Inspection these

allowable stresses rfiall be reduced by 1/3 for compressive stress,

other stresses shall be reduced by 1/2.

(C1L CTMTCSSICM IN WALLS AND ODUMf

S

A. AXIAL LOADS

Stresses due to oaipressive farces applied at the centroid of

the member may be computed assuming uniform distribution over

the effective area. The allowable axial ocupresslve stress is

given by:

Fa - .225 f' m

[1—(b 1 /40t ; ] waUs

= 0.18 f^Q- (h/30t^)J columns

Eq. 12A-1

in which: m ultimate ccnpressive strength of masonry

Rjt assuned values of f ' use Table 12A-1.

ID h (same as p. 149)

t « effective thickness (the nrinimn effective

thickness in the case of coluans

ASSUMED VALUES OF f ' for use in Eq. 12A-1. m

The design ultimate ccnpressive stress of masonry,

f*m

, ay be assuned based tpon the ccnpressive strength

of the units and mortar to be used. Values of f

'

m

which may be assuned are presented in Tables 12A-1.

141 5 of 7

39
5A/51

cont.

F. - .25 f' Eq. 12A-2

hr m

F

br .30 Bq. 12A-3

87/6

(9-0-1)

87/8

(9-0-1)

87/9

(9-0-1)

87/10

(6-3-1)

B. BEARING STRESS (f^)

On full area.

This increase shall be permitted only when the least

distance between the edges of the loaded and unloaded

area is a minimum of 1/4 of the parallel side dimension

of the loaded area. The allowable bearing stress on a

reasonably concentric area greater than one-third, but

less than the full area stall be interpolated between

the values given.

/df- EBOING CR OCICINED gHDING AND AXIAL IPADS

Stresses due to craftined bending and centroidally applied axial

load shall satisfy the requirements of Section 12A.6.3(b) where

F

&

is given by Equation 12A-1 (A) and (B).

(d)3. PLEmtAL DESIGN

A. Tensile stresses due to flexural shall not exceed the values

given in Section 12A.6.2. (c)3® where: •

- Mc/I Eq. 12A.4

and:

f^ » ccnputed flexural stress due to bending loads only.

M * design moment on a section.

c distance fran neutral axis to extreme fiber.

I * moment of inertia of the section considered. ~

B. TENSILE STRESS - FLEQRAL (F

t

>

With no tensile reinfarcanent in masonry

Values for tension normal to head Joints are for winn ing

bond; no tension is allowed across head Joints in stack

bond masonry.

141 6 of 7

I*

M

0

40
87-10

cont

.

5A/51

cont

.

87/12

(9-0-1)

5A/52

Tension Normal to Bed Joints (net bedded area)

Clay Ubits

Hollow Obits, «

Tension Normal to Head Joints

34

Hollo* Units, F 48 psi

bedded

87/15

(no vote)

Stresses are calculated °n netwareas

Compression stresses due to flexural (F. ) shall not exceed 0.33 f' . D ffi

(C)4. SHEAR IN FLEXURAL 1QBERS AND 3EAR WALLS

A. SHEAR IN FLEXURAL MEMBERS

V/A Eq, 12A-5

where:

v_ • design shear stress with no shear reinforcement . The

ZD allowable shear stresses, V^may be equal to

i.o /T but not to exceed 50 psi.

a) V « total design force

A « effective area

e

Where as ccnputed by the foregoing equation exceeds the allowable

shear stress, V , web relnforcanent shall be provided and designed to m

carry the total shear force in accordance with the requirements of

A

reinforced masonry in Section 12.6.3. (c).

B. SHEAR WALLS WITH NO SHEAR REINFORCEMENT SHALL BE EESI CUED USING

THE FOLLOWING EQUATICNS:

No shear reinforcement

a/L < 1, Vm

- r t

4 - tl f

'm' 50 Eq- 12A-6

A/L > 1, Vm

« 1.0 7^1» 35 max - » m

Eq. 12A-7

141 7 of 7

41
5A/52

cont

.

5A/53

5A/5A

V

87/15

cont

.

a height of wall or segnent for cantilevered condition,

1/2 height of wall or sequent for fixed conditions

top and bottom.

L * length of wall or segnent.

The allowable shear stress in masonry may be increased by

0.2 f^, where f^ Is the cccpressive stress in masonry

due to dead load only.

C. SHEAR WALL OVERTURNING

Not more than 2/3 of the dead load shall be used to resist overturning

87/13 due to horizontal forces. Any resultant tensile stresses shall be

(9-0-1)

resisted by reinforcing in accordance with the requirements of

Section. 12A. 6. 3.

(05. PORED£

87/14

(9-0-1)

12A.6.3

The slope of corbelling (angle measured fran the horizontal to the

face of the corbelled surface) shall not be less than 60°.

The maximum horizontal projection of corbelling fran the plane of

the wall shall not exceed one-half the wythe thickness for cavity

walls or one-half the wall thickness for other walls.

DESIGN PROCEDURE FOR REINFORCED MASONRY

The design of reinforced masonry shall comply with this Section and be based on accepted engineering practice for the "working stress" theory which incorporates the following principal assumptions:

• A section that is plane before bending remains plane after bending.

• Moduli of elasticity of the masonry and of the reinforcement remain constant.

-142-

I*

P

Vi

vi

*

vi

P

m

p

p

p

p

p

p

p

p

42
12A.6.3 Cont.

• Tensile forces are resisted only by the tensile reinforcement.

• Reinforcement Is completely surrounded by and bonded to masonry material so that they will work together as a homogenous material within thermge of working stresses.

Stresses shall not exceed those given in Sec. 12A.5 and this Section.

(A) FLEXURAL COMPUTATIONS. All members shall be designed to resist at all sections the maximum bending moment and shears produced by dead load, live load, and other forces as determined by the principles of continuity and relative rigidity. The clear distance between lateral supports of a beam shall not exceed 32 times the least width of the compressive flange or face.

In computing flexural stresses for masonry wall elements the effective

length tributary to a reinforcing bar shall be limited to: 88 the

(10-0-0)

i • rsuiin 1 1 ly oumu« ^ i a u iiiEj i i ui

89(10-0-0) masonry units

2. Stacked Bond. Three times the wall thickness or

for construction using stacked bond, whichever is less. the length of the

(B) COMBINED AXIAL AND FLEXURAL STRESSES. Members subject to combined axial and flexural stresses shall be proportioned, except as modified by Chapter 12, so that

the following formula is satisfied:

5A/54

cont.

where:

f

fl = Corputed axial unit stresses, determined from total axial load and effective area.

F

fl * Axial unit stress permitted by this Chapter if member

were carrying axial load only.

f

b

= Confuted flexural unit stress.

F. « Flexural unit stress permitted by this Chapter if member were carrying bending load only.

Other interaction equations based on elastic

methods and design assumptions may be used.

(C) SHEAR AND DIAGONAL TENSION. The shearing unit stress, v, in reinforced masonry flexural members shall be computed by:

* E*r (12A-8)

where:

b - The net effective width of a rectangular section or stem

of I - or T-sections. The value of bd shall not exceed

the net vertical shear area, net bedded area, nor the net cross-sectional area in hollow unit construction.

d The effective depth.

- 143-

43
IP

5A/54

cont

.

91

( 10- 0- 0 )

94

( 10- 0-0 )

95(9-0-1)

100

( 10- 0- 0 )

12A.6.3(C) Cont.

j

nay be assumed as 0.85n

Ratio of distance between centroid of compression and

j « &»#Jpr j may be

92

( 10- 0-0 )

centriod of tension to depth, d. determined by a strain compatibility analysis.

the vertical joints

In vertical joints of stacked bond construction, bhe ma s an ry^hall not be assumed to resist shearing stresses. Where the shear reinforcement is parallel to the vertical joints, reinforcement equal to the required shear reinforcement shall be provided

perpendicular to the vertical joints at a spacing not to exceed 16 inches. Band beam un its sha ll be -weed-4»r bell ow u»i t oorot ru ePiew i 93

( 10- 0-0)

Where the values of the shearing unit stress computed by Formula 12A-8 exceeds the shearing unit stress, vm , masonry webj^reinforcement shall be provided to carry

the entire stress. Web re iwforatmaii * s h a ll s nest i t aak od ben d j a intt . shear shear

1. -Wab. Reinforcement. -We^ reinforcement shall consist of: Shear

a. 8b i rrupt ar web reinforcement bars perpendicular to longitudinal

steel, or

shear

Shear

b. S ti rrups -web> reinforcement bars archored around or beyond the longitudinal steel and making an angle of 30 degrees or more thereto, or

c. Longitudinal bars bent so that the axis of the inclined portion of

the bar makes an angle of 15 degrees or more with the axis of the longitudinal portion of

the bar, or

d. Special arrangements of bars with adequate provisions to prevent

slip of bars or splitting of masonry by the reinforcement. shear

S tirru ps ar other Jars to be considered effective aspwob reinforce96

( 10-0-0 )

ment shall be anchored at both ends. Required Area.

2. S tieru pi.A The area of steel, Av , required i rru pa p

1

<

<- • v v » i I wp w » lilt UI uu VI u vc t i p ny |l lieu vn j i i i u)ij p t m m perpendicular to the longitudinal reinforcement shall be computed by the following formula:

Vs (12A-9)

where V is the total shear, in pounds.

97

( 10-0- 0 )

,

98

( 10-0- 0) 99

( 10-0-0 )

,

s is the spacing of ybtrrupa ar b ent bars in a direction

parallel to that of the main reinforcement, inches. shear

:he allowable unit stress in th

' psi.

bars

Inclined sti rru ps shall be proportioned in accordance with the provi- sions of paragraph 3 of this Subsection.

3. Bent Bars. Only the center 3/4 of the inclined portion of any longi- tudinal bar that is bent up for web reinforcement shall be considered effective for that purpose, and such bars shall beTbent around a pin having a diameter not less than six times the bar size. shj, ar

I

9f

i

l

*

i

*

m

»

ts

m

m

-144-

44
1 2A .6.3(C) Cont.

5A/54

cont

.

101

( 10-0-0 )

shear

r When the reinforcement consists of a single bent bar or of a single group of parallel bars all bent at the sane distance form the support, the required

area, Av , of such bars shall be computed by the following formula:

V f

vsin a

( 1 2A—9a

)

where a Is the angle between inclined web bars and the axis of the beam.

Where there is a series of parallel bars or groups bent up at different distances from the support, the required area shall be determined by the following formula:

Vs (12A-9b)

102

( 10-0

-0 )

v f

vjd (sin a + cosa)

shear shear

4. Spacing of*Weir Reinforcement. Where**** reinforcement is required it shall be so spaced that every 45 degree line extending from the mid-depth of the beam to the longitudinal tension bars shall be crossed by at least one line of*neto reinforcement. shear

(D) REINFORCEMENT DEVELOPMENT, ANCHORAGE, AND SPLICES. Reinforcenent shall be arranged, placed, spliced, and anchored to develop design stresses therein and as specified

in this Subsection and Chapter 12.

103

(9-0-1)

104

( 10-0 -0 )

1 1. General Development Requirements. The calculated tension or compression in the reinforcement at each section shall be developed on each side of that section

by enbectnent length or end anchorage or a combination thereof. For bars in tension, hooks

may be used in developing the bars. Plain bars in tension shall terminate in standard

hooks. Tension reinforcement may be anchored by bending it a e ras

8

the web and making it continuous with the reinforcement on the opposite face of the merrber, or anchoring it there.

The critical sections for development of reinforcement in flexural members are at points of maximum stress and at points within the span where adjacent rein- forcement terminates, or Reinforcement shall extend beyond the point at which it

is no longer required to asBi a t flexure for a minimun distance equal to the effective

depth of the member or 12 bar diameters, whichever is greater, except at supports of simple

spans and at the free end of cantilevers. Continuing reinforcement shall have an enbedment

length not less than the development length l d beyond the point where bent or terminated

tension reinforcement is no longer required to resist flexure.

Flexural reinforcement shall not be terminated in a tension zone

unless one of the following conditions is satisfied:

that permitted, or

105

( 10- 0-0 ) L

a. Allowable shear stresses at the cutoff point do not exceed 2/3 of Area of shear reinforcement

b. fieiwwwp awaaAin excess of that required is provided along each terminated bar over a distance from the termination point equal to 3/4 the effective depth of the member. The t<iwnmpfr(sha1 1 be proportioned to provioe 50 percent of the allowable shear capacity of the member based on the allowable shear stresses of Table 12A-5 for rein- forcement taking no shear. The resulting spacing s shall not exceed d/885 where 65 is the ratio of the area of bars cut off to the total area of bars at the section, or shear reinforcement —

- 145-

45
1 2A .6.3(D) Cont.

5A/55

5A/56

c. The continuing bars provide double the area required for flexure

at the cutoff point and shear stresses do not exceed 3/4 of that permitted.

2. Positive Moment Reinforcement. At least 1/3 of the positive moment reinforcement in simple members and 1/4 the positive moment reinforcement in continuous members shall extend along the same face of the member Into the support, and in beams at least 6 inches.

106

(6-4-0)

When a flexural member is part of the primary lateral load resisting

system, the positive reinforcement required above to be extended into the support shall

be anchored for its tension development length, l d , or if the support is not of masonry

construction, the reinforcement shall be anchored to develop its s t ren g th at the face of the support. calculated stress

At simple supports and at points of inflection, positive moment

tension reinforcement shall be limited to a diameter such that the required development

length, l d , determined in this Section does not exceed:

+ 1 , (12A-10)

Where M,. is the lesser moment capacity of the member, based on allowable stresses, deter- mined from both the masonry and the reinforcement, and V is the maximum applied shear

at the section. At the point of support, l a shall be the sum of the enbedment length

supplied beyond the center of the support and the equivalent embedment length of any furnished hook or mechanical anchorage. At the point of inflection 1» shall be limited

to the effective depth of the member or 12db, whichever is greater, where db is the diameter of the reinforcement.

3. Negative Moment Reinforcement. Tension reinforcement in a continuous,

restrained, or cantilever member, or in any member of the primary lateral force resisting

system, shall be anchored in or through the supporting member by embedment length, hooks, or mechanical anchorage.

Negative moment reinforcement shall be developed into the span as required by Sec. 12A.6.3(D)1.

At least 1/3 of the total reinforcement provided for negative moment

at the support shall have an embedment length beyond the point of inflection not less than the effective depth of the member, 12db. or 1/16 of the clear span, whichever is greater.

4. Special Members. Adequate end anchorage shall be provided for tension reinforcement in flexural members where reinforcement stress is not directly proportional

to moment; such as: sloped, stepped, or tapered members; brackets; deep beams; or members

in which the tension reinforcement is not parallel to the compression face.

107

( 8-0- 2 )

5. Development Lengths. The basic development length, l d> f0 r deformed reinforcement shall be at least .06 rj^2

. fj/i/TITTbut not less than 24 dh for reinforcement of 40,000 psi yield strength nor 36db for reinforcement over 40,000 psi yield strength, nor

less than 12 inches for reinforcing oars and 6 inches for masonry joint reinforcement

where:

0. 0015d, f

db

= the diameter of the smaller bar spliced, inches. ° s *- = the specified bar yi e l d s t wangth , psi.

^ calculated stress

s

-146-

m

m

m

m

46
Development lengths for plain reinforcing shall be twice that required for deformed reinforcement but not less than 12 inches.

EXCEPTIONS:

1. For deformed main compression reinforcement in columns that are not part of the seismic system, these values may be reduced to 18d(j for bars of 40,000 psi yield strength and and 27d(3 for bars over 40,000 psi yield strength.

2. In flexural members that are not part of the primary lateral load resisting system the development lengths may be reduced where excess reinforcement is provided. For these cases, the previously determined development lengths may be multiplied

by the ratio of the area of reinforcement required by design

to that provided.

6. Hooks. The term "hook" or “standard hook" as used herein shall mean:

a. A complete semicircular turn plus an extension of at least 4 bar diameters at the free end of the bar but not less than 2-1/2 inches, or

b. A 90-degree bend having a radius of not less than 4 bar diameters

plus an extension of 12 bar diameters, or

c. For stirrup anchorage only, a 135-degree turn with a radius on the axis of the bar of 3 diameters, plus an extension of at least 6 bar diameters at the free end of the bar.

EXCEPTIONS:

1. The hook for ties placed in the horizontal bed joints, where permitted, shall consist of a 90-degree bend plus an extension of 32 bar

diameters.

2. The hook for ties in the form of crossties as described in this Subsection may have a 90-degree

hook at one end provided the 90-degree hooks are alternated with the 135-degree hooks along the bar.

Inside diameter bends shall be as required for concrete reinforcement.

Hooks having a radius of bend of more than 6 bar diameters shall be considered merely as extensions to the bars. In general, hooks shall not be permitted in the tension portion of

any beam except at the ends of simple or cantilever beams or at the freely supported ends of continuous or restrained beams.

For tension bars, the hook at its start (point of tangency) may be considered as developing not more than 3/8 of the allowable tensile stress or the development length, 1^, for reinforcement of 40,000 psi yield strength and not more than 5/16 of the allowable tensile stress of the development length for reinforcement over 40,000 psi

yield strength.

Hooks shall not be considered effective in adding to the compressive resistance of bars.

- 147 -

47
1 2A .6.3(0) Cont.

Any mechanical device capable of developing the strength of the bar without damage to the masonry may be used in lieu of a hook. Tests must be presented to show the adequacy of such devices.

7. Splices. Splices shall be made only at such point and in such manner

that the strength of the member will not be reduced. Splices shall be made by lapping the bars, by welding, or by mechanical connections. Lapped splices shall not be used for tension tie members. T O.OOZd^Fg Lengths of laps, in Inches, for deformed reinforcement shall be at least 8.88 but not less than 40db for reinforcement of 40,000 psi yield strength nor less than 60 d

b for reinforcement over 40,000 psi yield strength, nor less than 12 inches 107 A for reinforcing bars and 9 inches for masonry joint reinforcement. Lap lengths for plain

(10-0-0) reinforcing shall be twice that required for deformed bars but not less than 12 inches. The terms dbr .iy( and shall be as defined in Sec. 12A.6.3(D)5. F

s EXCEPTION:

For deformed main compression reinforcement in columns

that are not part of the seismic system, the lap length may be reduced to 30db for bars of 40,000 psi yield strength

and 45db for bars over 40,000 psi yield strength.

5A/56

cont.

Welded or mechanical connections shall develop the yield strength of

the bar in tension.

108

( 10- 0- 0 )

EXCEPTION:

For compression bars in columns that are not part of the seismic system and are not subject to flexure the compressive strength need only be developed.

. Shear Shear

8. Anchorage of Web- Reinforcement. -wee reinforcement shall be placed

as close to the compression and tension surfaces of the member as cover requirements,

practicability, and the proximity of other steel will permit, and in any case the ends of single-leg, simple- or multiple-U stirrups shall be anchored by one of the following means:

a. A standard hook plus an effective embedment of 5/8 1^ for rein- forcement of 40,000 psi yield strength or 11/16 Ij for reinforcement over 40,000 psi yield

strength. The effective embedment of a stirrup leg shall be taken as the distance between

the mid-depth of the member, d/2, and the start of the hook (point of tangency) , or

b. Embedment above or below the mid-depth, d/2, of the compression

side of members that are not part of the seismic system for a full development length l d , or

c. Bending around the longitudinal reinforcement through at least 180 degrees. Hooking or bending stirrups around the longitudinal reinforcement shall be con- sidered effective anchorage only when the stirrups make an angle of at least 45 degrees with deformed longitudinal bars not less in diameter than the stirrup bars.

Between the anchored ends, each bend in the continuous portion of a transverse simple- or multiple U-stirrup shall enclose a longitudinal bar, not less in diameter than the stirrup bars. ,

I

109

( 10- 0- 0 )

Longitudinal bars bent to act as -wet. reinforcement shall, in a region of tension, be continuous with the longitudinal reinforcement and in a conqjression zone

shall be anchored, above or below the mid-depth, d/2, as specified for development length

in this Subsection.

-i Asis

P

P

«

H

R

R

R

a

m

IR

a

a

a

a

a
12A.6. 3(D) Cont.

5A/56

cone.

Pairs of U-stirrups or ties so placed as to form a closed unit shall

be considered properly spliced when the laps satisfy the requirements of this Subsection.

9. Flexural Compression Reinforcement. Required flexural compression

steel in members that are not part of the seismic system shall be anchored (enclosed) by ties or stirrups not less than 1/4 inch in diameter, spaced not further apart than 16 bar diameters or 48 tie diameters. Such ties or stirrups shall be used throughout the distance where compression steel is required.

Required flexural compression reinforcement in members that are part of the seismic system shall be anchored as required for column longitudinal reinforcement.

(E) REINFORCED MASONRY HALLS. Roi n foweod maconwy boa ring wa ll thi-s k nat iet

shall enfri ww to 6ec » V8Ai 4 |g and to the wequi wemonts of thi s Subs ection and Ch ap ter 1 3

<

1. Stresses. The axial stress in reinforced masonry bearing walls shall not exceed the value determined by the following formula: 0.225 h fm

ci - <*>] (12A-11)

where:

5A/59

112

(9-0-1)

5A/60

5A/61

f = Compressive unit axial stress in masonry wall.

= Masonry compressive strength as determined by Sec. 12A.5.1. The value of f^ shall not exceed 6000 psi.

t = Thickness of wall in inches. •Effective height or width,

h *Jpiear distance in inches, between supporting or stiffening elements (vertical or horizontal ). Effective height or length different from clear distance mav be jused if_

justified.

. Reinforcement. Reinforcement ot walls and wail elements shal vlded for aTT**TPad4wg and nthor requirements of these Pi

mi! nfinn' ftrapi rffl thr more

stringent requirements QTTlTaptwe-12 and th is fh .i| i r i i iy, a|i|il imTTTTi flu minimum reinforce

nent ratio in each direction shall be THnn?- nun i m TiTn iif the ratios for each direction

shall not be less than 007, FI* » i mi mi rTTnfYirrrmrnr TpiTi-'T i m ) 1 1 n«» exceed 4 feet on :enter. nn1 “ 1 which is continuous in the wa

HU i Hi | iTTTncomDutinQ the minimum area of reinforcement.

2. Reinforcement. Reinforcement of walls and wall elements shall be provided for all loadings as required by design. Where reinforcement ratios are less than: A. 0.0007 in any direction, B. 0.002 or the sum of the ratios in each direction then; permissible stresses for unreinforced

If reinforcement ratios are equal to or greater than these

of table 12A-5 may be used.

masonry

ratios. must be used,

the stresses

hf

- ehe-w»H—is eonstwue tod of mewo than twe u nit s in thickn e ss the

uri n i ww t ro t of required reinforcement s hall be equally di vide d i nte two layercn c xeep< when* deoi qnod as ’ ret aking walls . Where re i n fo rceme n t is added above- the- -mi n

>nfi Liirh nnjl minfnrrcmpnt naorl not ho <in Hiu-irtcH noq ui

j^hen using the stresses in Table 12. 5A,

IlBrT ontal reinrorcement shall be provided at the top of footings,

at the top of wall openings, at roof and floor levels and at the top of parapet walls. If continuous, these special bars may be considered in satisfying the minimum horizonal rein- forcement ratios of Sec. 12.7.,

t There shall not be less than one No. 4 or two No. 3 bars on all sides of, and adjacent to, every opening which exceeds 24 inches in either direction, and such bars shall extend not less than the development length, but in no case less than 24 inches,

beyond the corners of the opening. The ha w requi red by thi s paragraph s h a ll w > to the min i mum rei n fo rcement regained e ls ewhe re .

- 149-

49
1 2A .6.3(E) Cont.

3. Columns Constructed Within Walls. When the reinforcement in bearing

walls is designed, placed, and anchored in position as for columns, the allowable stresses

shall be as for columns. The length of the wall to be considered effective shall not exceed the center- to-center distance between concentrated loads nor shall it exceed the width of the bearing plus 4 times the wall thickness.

4. Shear Walls. Shear walls shall, additionally, comply with the provi- sions of Sec. 12A.6.4.

(F) REINFORCED MASONRY COLUWS. The least dimension of every reinforced masonry colum shall be not less than 12 inches.

5A/62

EXCEPTION:

The minimum colunm dimension may be reduced to not less than

8 inches provided the design is based upon 1/2 the allowable

stresses for axial load. Bending stresses need not be so reduced.

The axial load on colurms shall not exceed:

P = A

g f; + 0.65 p

g -f|) [(1 -

?Jr

)

3 ]

( 1 2A— 12)

where:

P Maximum concentric column axial load.

A * The gross area of the columns with deductions for

9 rakes and similar joint treatments.

116

( 10-0- 0 )

5A/63

117

(9-0-1)

f' = Compresssive masonry strength as determined by m

Sec. 12A.5.1. The value of f^, shall not exceed

6000 psi.

p

P = Ratio of the effective cross-sectional area of g

a vertical reinforcement to A

g

.

f = Allowable stress in reinforcement; see Sec. 12A.5.2.

t = Least thickness of column in inches.

h = Gl e a n height i n -i nehos » Effective height-Clear distance in inches

between supporting or stiffening elements.

Effective height different from clear

distance may be used if justified

118

( 10- 0- 0 )

1. Vertical Reinforcement. The ratio pn shall not be less than 0.5 percent nor more than 4 percent. The nuntier of bars shall not be less than four, nor the size less than No. ik-* Except as provided in Sec. 12A.2.4(D), the maximum bar size shall be No. 10. Splices shalljconform to Sec. 12A.6.3(D)7.

3

2. Ties. All longitudinal bars for columns shall be enclosed by lateral ties. Lateral support shall be provided to the longitudinal bars, as specified

below, by the comer of a complete tie having an included angle of not more than 135 degrees or by a hook at the end of a tie. The comer longitudinal bars shall have lateral support provided by a complete tie enclosing the longitudinal bars.

Lateral ties shall be placed not less than 1.5 inches and not more than 5 Inches from the surface of the column, and may be against the vertical bars or placed in the rizontal bed joints where permitted by Sec. 12A.3.5(C).

-150-

50
1 2A .6.3(F) Cont.

The spacing shall not be greater than 16 bar diameters, 48 tie diameters, or the least colunr dimension, but not more than 18 inches.

Ties shall be at least No. 2 in size for No. 7 or smaller longitudinal

bars and No. 3 in size for No. 8 or larger longitudinal bars except that when No. 11 bars are allowed under the exceptions to Sec. 12A.2.4(D) the minimum tie size shall be No. 4.

EXCEPTION:

5A/63 119

( 10-0- 0 ) 120

( 10- 0-0 )

121

( 10-0- 0 )

122

(9-0-1)

5A/64

12A.6.4

Ties placed in horizontal bed joints, where permitted by Sec. 12A.3.5(C) may be smaller in size than required

above but not less than No. 2 in size, provided that the total cross-sectional area of such smaller ties crossing

a vertical plane is equal to the area of the larger ties

at their required spacing.

See Ch a pte r 13 few add iti ona l requ

i

remewto

i

where epp l rea b lc.

3.

MASONRY SHEAR WALLS

All column s s h all -fee -gnowtod so lid. All column or longitudinal reinforcing shall

be solidly embedded in grout.

The design of masonry shear walls and wall elements for in-plane shears shall conform to this Section, Chapto n 13 , and all applicable provisions of these Regulations.

See Chapter 12 for stacked bond construction limitations based on construction categories.

(E) BOUNDARY ELEMENTS. Boundary elements are members at the ends of shear

walls whichwresist overturning effects,

help

Unit compressive stresses in the masonry at wall openings shall conform

to the requirements of this Chapter unless boundary elements conforming to the provisions of Sec. 12.7.2 are provided.

... „

. Reinforcement required to resist wall shear shall be terminated with a standard hook wh^eh-eRele&es-the-bswndapy-PeiRfeFeiRg at the end of the

? ons ' hook may be turned up, down, or horizontal and shall be embedded in mortar or grout. Wall reinforcement terminating in boundry columns

or beams shall be fully anchored into the boundary elements.

. INlLRSLCTIIIG NALLS AND MASONRY COLUMNS.

(A) i necrecefrinq Walls and-Has on ny Column s . Where shear walls intersect

a wall or walls to form symmetrical T- or I-sections, the effective flange width shall not exceed 1/6 of the total wall height above the level being analyzed, and its overhanging width on either side of the shear wall shall not exceed six times the nominal thickness of

the intersected wall for unreinforced masonry nor eight times the nominal thickness of the Intersected wall for reinforced masonry.

5A/65

Where shear walls intersect a wall or walls to form L or C sections,

the effective overhanging flange width shall not exceed 1/16 of the total wall height above

the level being analyzed nor six times the nominal thickness of the intersected wall for unreinforced masonry nor eight times the nominal thickness of the intersected wall for reinforced masonry.

Limits on effective flange width may be waived when approved after a review of a written justification.

The vertical shear at the Intersection of shear wall web and flange

shall be oansidered in design.

124

( 10- 0-0 )

(B) VERTICAL TENSION AND COMPRESSION STRESSES. Except as provided for masonry

designed under the alternate design procedure of Sec.y l3A. 6 .3 as mod ifi ed by G h apt e wlct

vertical stresses in shear walls shall be determined from the combined effects ot vertical loadSand from th e ove rtu rn i n g e ffects of--l ato nal loa do»—Mini mum vert ic al l oads ehall be consi de red.

fonnu la 3-Si s h a ll be used for, unre inforsad ma sonry design . 12A.6.2(A)J

- 151 -

51
5A/65

cont

.

5A/66

5A/67

125

( 8- 2 - 0 )

126

(9-0-1)

127

(9-1- 0)

128

( 10- 0-0 )

129

( 10- 0-0 )

130

( 10- 0- 0 )

131

( 10-0-0 )

1 2A . 6 . 4 ( B ) Cont. Ancnorage

! Allowable tension stresses for unreinforced masonry shall not be exceeded. BeiwfeeeeiwM 5j5K5S53jtto the foundation shall be provided to resist,/tension in unreinforced walls.

(C) HORIZONTAL ELEMENTS.

calculated

Provisions shall be made for shear and flexural effects in horizontal elements of shear wall systems, such as beams that couple^lees-. -Fe^ Mweeinforoed ma son ry , allowable s hear and tensile st resse s s h all ne t be exeeedcd .—T ensi le reinforci ng and i hoai

I n rein fereed mas onry |

leinforei ngi if re quired! s h all be p rov i ded for rein forced

when the hori eont al gpan of the e l ement is l eas than twiee

neaam- y . are tee e l hei ght o f th e e l ement , s hea r reinforc in g

s h all be in the fa rm of a i a-gon e l ba r s oxteodm-g- frem -toforo ing een fawa inq ta Sot. l iA.6.3 ( C ) ,

) i »h temp l et s anchora ge to the p

i er e l ements or eMa il do wed

In computing the shear resistance of the wall, only the web inforeed matonry The depth of the web may be considered out

(D) WALL SHEAR,

shall be considered. Fee ans

to out of flanges. minimum

Shear resistance of masonry shall be based onj^iet areas parallel to the shear. Both vertical and horizontal shear shall be considered. i no l ud ing tho not beadee

area, the not aross.tactional area of hoi law units, and the not vertical their area. Whew

only partial mortar coverage it provided,, tuth-at-in ho11 at. unit tocatnuttian whore only tho fata.OiaI.lt in the had joints and-fiarrial head jnint coverage it usually specifier!, only tho as t wa l apoo ified morta r oe vona go onall be eenaidered effeefire i H ewe rer, Continuous vertical and horizontal grout elements may be considered as part of the net areas.

For reinforced masonry, the shear stress shall be computed by Formula

12A-8. Horizontal shear reinforcing, when required, shall be provided with that portion

required to resist shear uniformly distributed and spaced out not more than 1/3 the wall depth or as required by Sec. 12.7, whichever is less.

Reinfo neomont requ ired te- ret i t t wa ll thoa r s h a ll bo t e rmin a t e d with a

el emen ts .

12A.6.5 SCREEN WALLS

Masonry units may be used in nonbearing decorative screen walls. Units may be laid up in panels with units on edge with the open pattern of the unit exposed in the completed wall.

forces.

The panels shall be capable of spanning between supports to resist horizontal Wind loads shall be based on gross projected area of the W l ttlu panel

The maximum size or panels snail be 144 square reet witn the maximum

in i i l In i TTiTl 1! Man q£ i* Each panel shall be cmgnrtari n n uihj i liy T i im il member of concrete, niii uni , in i li i 1 ~ii| |mi I »» rha »r n n I e the panel shall be by means of confinement of the mason ry"! 11 il lw *.i I/

1 !' mrh into and between the flanges oi

a steel channel. The h°+i III I nl 1 hi 1 imHl'l anil I he web of the channel shall

be at lii I I,

i i mill mil 1 lull be void of mortar. The use of eqinTTtent-caafiguration in sections or in masonry or concrete is acceptable.

(A) UNREINFORCED PANELS. Unreinforced panels are allowed only in Category A construction provided allowable stresses are not exceeded. Otherwise the panels shall be reinforced as provided in Sec. 12A.6.5(B).

- 152 -

walls

52
12A.6.5 Cont.

5A/67

(B) REINFORCED PANELS,

be reinforced per Sec. 12.4.1(D).

All panels in Categories B, C, or D construction shall

132

(9-0-1)

Sec. 12A.7 specific I NGPCCTIONO i CPCCIAl INSPECTIONS. AND TESTS

Spaaifi a an d tMe i a l Inspections shall be provided and Tests shall be made in accordance with the requirements of this Section. The Regulatory Agency may for masonry

work which it determines to be minor in nature waive requirements for certifications,

133 G pe ee f ia Inspections, Tests, Spec ial I wapeet ion, or some items of Special Inspection.

(9-0-1) The Spec i a l I iwpas ti ens wj Tam »f . 1JA , ? , ; , app lieab k ei Pe p wewHed f ew

>1 1 pa nts «f nmao ny.coni t^e ti eo i ' !>» Speci a l I napaa ti ew weq ui wewef>to of Soo i l iSi Q awo >w aaditi ao ' to Soc. 12A . 7 . 2 a»d app ly aal y

- ta th e dat igaatod ao i s mio t yt tom ,

134

(9-0-1)

S paaifi s and S paai a l Inspection shall be done to an extent that the Inspector(s) or testing agency can certify to the requirements of Sec. 1.6.4. I n gene wa l , few l awge j afe o or far.iande ra t e si fa jnht , this will raq u ifa-cnntinuoy t obs erva ti on during th e matanny warfe Heweve w t ‘Some i wapooti aM may Pe deep aa a j»o wi «4> e bas i s pwe^i dod they o atia fy the wega i we mee ts of thi s Ch apter ano pnaa i ded thi s pe riodic schedu l ed iecpoosi ea i t porferroo d at ea l - liaed in - W>o pnejoc t des i g

n docume nts o r the appneaed Qua litjW'Acsueaaeo 'P l an , C

FREQUENCY OF

NSPECTIONS AND TESTS

For all masonry construction, S pee i fie Inspection, Certifications, or Tests

Shall be provided when required by one or more of the following:

135

(9-0-1)

a When required by provisions of Chapter 12 and this Chapter,

a When in the opinion of the Regulatory Agency work involves unusual hazards,

a Where required by the approved Quality Assurance Plan or design documents.

The t pae ifi a Inspections, Certifications, or Tests may consist of one or more

of those listed in Sec. 12A. 7.2(A) and 12A.7.2(B), however in order to qualify as Special

Inspection all the applicable Certifications, inspections, and Tests of Sec. 12A.7.2 shall

be provided.

12A.7.2 SPECIAL INSPECTION AND TESTS

All applicable Special Inspections and Tests designated in Sec. 12A.7.2(A) and 12A.7.2(B) shall be provided when stresses entitled "Special Inspection" are used for design, when required by the items listed in Sec. 12A.7.1, and when Special Inspection is otherwise

required.

(A) SPECIAL INSPECTION. Special Inspection shall be provided as follows:

a For the examination of materials and/or certifications of materials for compliance.

a For the observation of measurement and mixing of field-mixed mortar and grout including checks on consistency.

a For the determination of the moisture conditions of the masonry units at the time of laying.

a For periodic observation of the laying of masonry units with

special attention to joints including preparations prior to buttering, portions to be filled, shoving, etc.

-153-

53
12A.7.2 Cont.

• For observation of the bonding of units in the walls between wythes and at corners and intersections.

• For the proper placement of reinforcement including splices,

clearances, and support.

• For observation of the construction of chases, recesses,

and the placement of pipes, conduits, and other weakening

elements.

5A/C7

cont

.

• For inspection of grout spaces imnediately prior to grouting

including the removal of mortar fins as required, removal of dirt and debris, and the conditions at the bottom of the grout

space. For high lift work this shall be done prior to the closing of cleanouts and shall also include the proper sealing of cleanouts.

5A/68

5A/69

5A/ 7o

• For the preparation, or supervision of preparation, of required

samples such as mortar, grout and prisms.

• For the observation of grout placement with special attention

to procedures to obtain filling of required spaces, the avoidance of segregation, and proper consolidation and reconsol idation.

(B) TESTS CERTIFICATIONS,

andi^w* supplied as follows.

Tests andte certifications shall be performed

r aw mhmi ; mu« i a nd pw i ams . J^One prism test series shall be made for each 5000 square feet of wall. A Ue*NWM<wely-'>" 8ewii e a a*

fee th mo rta r a nd g

r ou t tot t o ^h»l - l bo mad e o« the iiw,; twee

g f tno wont an d on c ast* t h i wd a ay themeaft ewi

136

( 10- 0

-0 )

I w additi on ; wh en f) j Hr be e s ta b lis hed by teste oqua4..te-er^r«a te r th a n i »00 poi of thwee pw u

137 (9-0-1)

138

( 8- 2- 0 )

sew iwohal 1 bo mad o du ring the p noanooO ' Of tho wor k. When fm is to be established by tests there shall be an initial prism test series prior to the start of construction.

The requirements for numbers of test series apply separately

for each variation or type of masonry construction. ewee pt »on the total mimbew <ow a du il d ing.

For masonry units. When shipments of masonry units are not identified and accompanied by certification aegotmtile sm the flequlatory Agoooy., one series of tests for strength, absorption, saturation, moisture content, shrinkage, and modulus of rupture shall be made for each 5000 square feet of wall or equivalent. When the reference document or standard for the units has no acceptance or rejection limits for a test, the test need not be made. Seismic Performance Category D,-. "

J • T ow u wwe t w Meee* grouted masonry^ one series of core tests for shear bond shall be made for each 5000 square

feet of wall or equivalent.

Move to Ch. 12

- 154-

54
12A. 7.2 Cont.

5A/71

• For cement used for mortar and grout, certification acceptable

to tile Regulatory Agency shall accompany the cement when the required volume of cement exceeds 500 sacks.

t For reinforcement. One tensile and bend test shall be made for each 2-1/2 tons or fraction thereof of each size of reinforcing.

Testing is not required if the reinforcement is identified by heat number and is accompanied with a certified report of the mill analysis.

• For plant mix ("transit mix") grout a certificate conforming

to both Sections 14.1 and 14.2 of ASTM C-94 shall accompany the plant mix. Substitute “grout" for "concrete" in ASTM C-94. The requirements for the testing of grout shall also apply.

• For other tests performance shall be as indicated in the Approved Quality Assurance Plan.

Where the number of tests or test series is not defined, one

test or test series, as applicable, shall be made for each 5000 square feet of wall or equivalent.

12A.7.3 LOAD TESTS

When a load test is required the member or portion of the structure under consideration shall be subject to a superimposed load equal to twice the specified live

load plus 1/2 of the dead load. This load shall be left in position for a period of 24 hours before removal. If, during the test or upon removal of the load, the member or portion of the structure shows evidence of failure, such changes or modifications as are necessary to make the structure adequate for the rated capacity shall be made; or, where

lawful, a lower rating shall be established. A flexural member shall be considered to have passed the test if the maximum deflection "D" at the end of the 24-hour period neither exceeds:

D = 250

nor D “

and the beams and slabs show a recovery of at least 75 percent of the observed deflection within 24 hours after removal of the load where:

L * span of the member in feet

t * thickness or depth of the member in feet.

12A.7.4 REPORTING

Reporting and compliance procedures shall conform to Sec. 1.6.4.

Sec. 12A.8 TEST CRITERIA

Masonry prisms, mortar and grout samples, and masonry cores shall be prepared and tested in accordance with the procedures in this Section.

12A.8.1 NASONRY PRISMS

Requirements for prisms shall be those of ASTM E447, except as modified by this Section.

-1 55-

55
12A.8.1 Cont.

Prisms shall be built of the same materials, under the same conditions, and, insofar as possible, with tne same bonding arrangements as for the structure including the lapping of units except that for prisms which are one masonry unit in length, the units may

be laid in stacked bond. The moisture content of the units at time of laying, consistency

of mortar, and workmanship shall be the same as will be used in the structure for each type of construction.

Prisms shall be not less than 12 inches high and shall have a height to minimum

thickness dimension ratio of not less than 2.0 nor more than 5.0. Ungrouted hollow masonry

unit prisms shall be not less than one masonry unit in length. Solid grouted prisms of hollow units shall have a minimum length of one complete cell with cross webs. Solid masonry unit prisms or solid filled prisms shall be not less than 4 inches in length. The thickness and type of construction of the specimen shall be representative of the masonry

element under consideration.

Cores for hollow unit masonry shall not be filled. All cores for solidly

grouted reinforced hollow unit masonry shall be filled with grout. For prisms representing

partially grouted hollow unit masonry both unfilled and completely filled samples shall be taken and the value of fm used for design shall be a weighted average of both as estab- lished by the design authority and approved by the Regulatory Agency. The strength of fd, of each sample shall be taken as the compressive strength of the specimens multiplied by the following correction factor:

where:

Ratio of H/d 2.0 Correction Factor 1.00

3.0 4.0 1.20 1.305.0

1.37

5A/71

cont

.

H = height of specimen in inches

d = minimum dimension of specimen in inches Intermediate values may be interpolated. 447 (A) STORAGE OF TEST PRISMS. For storage of test prisms follow Method S of ASTH C 4 77 except as modified herein. Test prisms made in the laboratory shall be stored

for seven days in air, at a temperature of 70 degrees plus or minus 5 degrees, in a relative humidity exceeding 90 percent; and then in air at a temperature of 70 degrees plus or minus

5 degrees, at a relative humidity of 30 percent to 50 Dercent until tested. and protected from freezing and excessive drying-.

‘‘ Test prisms made in the field shall be stored undisturbedifor 48 to 06 hours in the field under the same conditions, insofar as possible, and adjacent to the work 139 they are to represent. They ma y with weed. damp bu rl ap, bwt soak ge m gw i wo (8-0-2) •shall nat shade tha tides from tha tun. After field storage, they shall be transported to the laboratory for continued curing as specified for laboratory constructed prisms. F ie l d- ew ring m a y ssirtinue at spec ifi ed f e r tha initi^ i-se von dayo .

Test prisms and cores cut from the work shall not be taken before the work

is seven days old. Prisms cut from the work shall be stored as required for prisms made in the field.

(B) SAMPLING, TEST SERIES, AND COMPRESSION TESTS. Not less than five specimens

shall be made for each initial preliminary test series required to establish fm. Not less than three specimens shall be made for each field test series required to confirm that the materials are as specified in the design.

Pri sms s ha ll tie ee ppe d and te s t ed in c ompressiem—The s t and ard a ge of 140 tes t specimens s h a ll bo 28 d a ys , bu t 7 -day

. tosts ma y Bo uaed p rov i d ed the rel a ti o n be t wee n nn-O-Ol the 7 day a n d 28 -day s tre ngths a f the maaenry-i s ee t ab li e hod by adequa te ' «»< da ta fon the materials used.

- 156 -

56
12A.8.1 Cont.

5A/71

cone.

140A-New

( 8- 2-0 )

141-Mod

(7-3-0)

5A/72

5A/73

(C) DETERMINATION OF f^. The value of frft shall be the average value of all specimens tested but shall not be more than 125 percent of the minimum value determined by tests, whichever is less.

When approved by the Regulatory Agency, tests may be analyzed statistically

considering the variability of test results.

12A.8.2 TESTS -TOR GROUT AND MORTAR GROUT TEST AND FIELD MORTAR TESTS

field

Tests for grout and^mortar shall conform to this Section.

(A) GROUT SAMPLES FOR COMPRESSION TESTS. On a flat, nonabsorbent base form a space approximately 3 inches by 3 inches by 6 inches high, i.e., twice as high as it is wide, using masonry units having the same moisture conditions as those being laid. Line

the space with a permeable paper or porous separator so that water may pass through the liner into the nasonry units. Thoroughly mix or agitate grout to obtain a fully

representative mix and place into molds in two layers, and puddle each layer with a 1-inch

by 2-inch puddling stick to eliminate air bubbles. Level off and immediately cover molds

and keep them damp until taken to the laboratory. After 48 hours set, have the laboratory

carefully remove the masonry unit mold and place the grout samples in the fog room until tested in the damp condition.

MORTAR SAMPLES FOR COMPRESSION TESTS. Spread mortar on the ma

1 /2-inch In ' I in h 1 1 1 j |

I H n i a masonry unit on top of rho HTnw to stand

for two minutes. T —" 1 1 ip and i' i I 4-inch cylinder in two layers, compressing the mortar into T^^EBw^flS^^flat-end stick or fingers. Lightly

tap mold on opposite ^idoc

| IpmuI nfT nul irmrrli 1 1 1 1 I n 1

1

r mnl'1' mrt keep them damp until

taken to I In 1 ||nn ilm f* After 48-hours set, have the litr~it , i'l i ~nn 1 rj" iM place than— till? I uu room until tested in the damp condition.

(B : FIELD MORTAR SAMPLES FOR COMPRESSION TESTS. Spread a » inch layer of mortar on masonry units having the same moisture conditions as those being laid. Place a masonry unit on top of the mortar and press

to achieve a 3/8 inch mortar joint. After pressing let stand fer 2 minutes if the mortar contains 5/8 parts of lime to cement by volume or less; let stand 3 minutes if the mix containes more lime. Immediately

xanove mortar and place in a 2 inch round by 4 inch high cylinder mold

(or a 2 inch cube mold), compressing the mortar using a flat stick or fingers. Lightly tap mold and level off. Immediately cover mold on opposite sides and keep it damp until taken to the laboratory. After

48 hours, the laboratory shall remove the mortar specimen from the meld

and place it in a fog room until tested in the damp condition.

(C) SLUMP TESTS FOR GROUT. Slump tests for grout shall conform to ASTM C143. Substitute the word "grout" for "concrete" in ASTM C143.

(0) COMPRESSION TESTS . Excluding curing, storage, and test age requirements

,

compression testing procedures forimortar cubes shall conform to Sec. 8.t>.2, a.b.i, and 9 , , of ASTM C109. Procedures forimortar cylinders and tor grout shall conform to bee. Ab.J.J field Procedures for/imortar c. through A. 6. 3. 6, A. 6. 4, and A. 6. 5 of A

:y nnders

STM C780. W4-

taa u i t aa

REQUIRES- STRENGTHS . On- le

t he con s truct too - aacunent i hi aho i bo-isoe pc •44-

1 400 ' j» oi—foe fiel d

* euteen )

i

MW** rod s ti ch a'l !

ay l

l

ed ei [ 006-paw

12A.8.3 CORE TESTS FOR SHEAR BOND

,

. . ,

C °re test!> for shear bond between grout and masonry units used in unreinforced and reinforced grouted masonry construction shall conform to the provisions of this Subsection.

.. 1 . A

AK

SAMPI- ES - Samples shall be cores drilled from the wall with axes perpenclfi

ar ^ face

.°I the wal1 and diameters approximately 2/3 the wall thickness. These shall contain no reinforcing and shall be taken from locations selected by the design engineer who shall also specify the procedure for repair of the holes in the wall.

. WNBER OF TESTS. A test series shall comprise one test between grout and masonry unit for each combination of different grout type and/or masonry unit type. One test series shall be made for each 5,000 square feet of wall or equivalent but not" less

. than one series for any building.

-i st57
12A.8.3 Cont.

5A/73

cont.

142

(7-1-2)

(C) PROCEDURES. The wall shall be at least 14-days old before cores are taken. Cores shall be tested at >» M* ni ma * g ly 28 days of age. Storage shall be as required for prisms. a minimum of

The apparatus shall be of an approved design, similar to a guillotine,

designed to shear only one wythe of masonry units from the grout. The shear force and its reaction shall be capable of being applied as close to the bond lines between units and grout as is practicable, one on one side of the plane and the other on the opposite side. Uniform bedding for the shearing force and the reaction shall be provided, both symmetric about a plane which contains the axis of the core. No forces external to the core and per- pendicular to the shear plane shall be applied.

Core samples shall not be soaked before testing. The apparatus shall be placed and loaded in a testing machine as required for prisms.

The unit shear strength shall be calculated and reported as the maximum

load divided by the shear area. Visual examination of all cores shall be made to ascertain

If the joints are filled. The report shall include the results of these examinations and

the condition of all cores cut on each project regardless of whether or not the core speci- mens failed during the cutting operation.

143

(7-1-2)

The iwm * aheaw otwen g th s h a ll ne t be I wt th a n 180 tw i. Where an unusual I Move to

number of cores fail during the cutting operation, the design authority shall determine if |ch. 12

the test program is extensive enough to satisfy the requirements of Sec. 12A.1.5.

J 1_

1 Movf

lf Ch.

-158-

' 58
5A/73

cont.

- 159-

59
TABLE 12A-2

5A/74

5A/75

5A/76

5A/77

147 (7-1-2)

148

(9-1-0)

149

( 10-0-0 )

( 8- 2-0 )

MINIM* TllliWttt t 8T HM9li n» WANNfi MAXIMUM HEIGHT TO THICKNESS RATIOS

TYPE Of MASONRY

STRUCTURAL NALLS: Unbumed Clay Masonry

Stone Masonry

Cavity Nall Masonry Hollow Unit Masonry

Solid Masonry

Grouted Masonry Reinforced Grouted Masonry

Reinforced Hollow Unit Masonry

NONSTRUCTURAL AND PARTITIONS:-

Unreinforced

Reinforced

\ NOMINAL MINIMUM THICKNESS (INCHES) -* /

Other Structural Uses /

Thlckne^

NallV Incre^C for whose Vily each/85 feet structural or faction

Maximan on function \s Thickness tNtreof Nilikxni ratio/, exterior \ for the Jfelow the unsupported enclosure, \ uppermost /uppermost

height or nonstructural \ 35 6 foot y

' 35 8 foot length to walls, and \high portion high portion Thickness 1 partitions V wall / of wal

10 16 14 16 / 16\ 4 20 s 8 / 12 7 \ 4 20 8 / 12 7 \ 4 20 8 / 1

7 • 0 \ 4 202 , , 2 6 > '

10 7

- 8 '\

4 m2—* 36 6 / 6 \

36

2

6/ 6 \ -

36 s / 2 48 /

4 — — \

150

(8

0 If

-°-2

> /s

J For cantilever walls, the actual height or length, as applicable, used to compute the actual thickness ratio shall be doubled.

2 lf the only structural function of the wall is the enclosure of a building's exterior, the iximum thickness ratio may be increased to 22 for grouted masonry and 36 for reinforced walls.

*T1iu mum thmii iiss i»». 13* . 3 » Mli i^-*<

The thickness of plaster coatings may be considered in satisfying thickness ratios and minimur

thickness requirements but shall not be used to take stresses.

5 In determining the thickness ratio for cavity walls, an effective thickness shall be used.

For cavity walls loaded on both wythes the effective thickness for thickness ratio determination only shall be determined from the following formula:

150A -New

(7-2-1)

here Tw > 11 tbwa

T ii' i (TU

..L ) T

it wa ll i a—

T =

C 1

=

C 2 =

wL wietk a < ii uUy

151

( 8- 0- 2 ) 152 A.

( 8-0- 2 ) V

h =

For cavity wells loaded on one wythe only, the effective thickness shall be taken for that loaded wythe only.

See Sec. 12A.6.HB) for the definition of effective thickness to be used for masonry design. See Sec. 12A.6.1(E) for applicable cross-sectional areas for masonry design.

153

( 8-0- 2 ) 154

( 7- 1- 2 )

> ie v en t)

7 Theae tn Wight 4 .Theta tti

«ta l ""gY- iii »««

M>«« gahla I* way be nefl i )

ad in k U

t t ewy hw il . i egi the. »

a aeei

C het. U-w

qrnunea w.

t auar a (,

,i i, a

>1 wrapt for partially M—n—

«» Map >a—

Infnrrert . aw te 'le the n thirkneu rinnt fnr nai e- mi

- 160-

6P
TABLE 12A-3

ALLOWABLE WORKING STRESSES IN UNREINFORCED MASONRY

MORTAR TYPE «

"5 M OS 5 H Shear or Shear or Tension in Tension In Tension in MATERIAL 6 Cowression 1 Cawression 1 Flexure2 ,3 ' 8 Flexure 3 -*- 8 Canpression 1 Flexure 2 ' 3 ' 6

Special Inspection required No No Yes No Yes NO NO Yes No

Solid Brick Masonry

>4501 psi 7 250 225 20 10 40 20 200 15 7.5 2501-4500 psi 7 175 160 20 10 40 20 140 IS 7.5 1500-2500 psi 125 115 20 10 40 20 100 IS 7.5

Solid Concrete

Masonry

Srade N 175 160 12 6 24 12 140 12 6 Grade S 125 115 12 6 24 12 100 12 6

6routed Masonry Mult ivythe with Solid Units

>4501 psi 7 350 275 25 12.5 50 25 2501-4500 psi 7 275 215 25 12.5 50 25 1500-2500 psi 225 175 25 12.5 50 25 5A/77 Hollow Unit cone. Masonry 5 170 150 12 6 24 12 140 10 5

Cavity Wall Masonry

Solid Units’

>2501 psi 140 130 12 6 30 15 no 10 5

1 500-2500 psi Hollow Units100 90 12 6 30 15 80 10 5 70 60 12 6 30 15 50 10 5

Stone Masonry

Cast Stone 400 360 8 4 — — 320 8 4 Natural Stone 140 120 8 4 — — 100 8 4 Unbumed Clay Masonry 30 30 8 4 — -

’Allowable axial or flexural ccwmressive stresses in psi gross on cross-sectional area (except as noted). The allowable working stresses in bearing directly under concentrated loads may be SO percent greater than these values. Allowable axial stresses are only applicable if the maximun

thickness ratios of Table 12A-2 are not exceeded. Reduce these values by 20 percent Wien designing columns.

2 This value of tension is based on tension across a bed joint, i.e., vertically in the normal masonry wort.

’No tension allowed in sucked bond across head joints. •The values shown here are for tension in masonry in the direction of the bond, i.e., horizontally

between supports.

’Net bedded area or net cross-sectional area, whichever is more critical. *Strengths listed in this coluimi are those of masonry units.

%l»en the required strengths of the units exceed 2500 psi. compression tests of the units conforming to the applicable reference documents and Sec. 12A.7 shall be made. This shall not be required if certi fi cations acceptable to the Regulatory Agency accomoany the units. 'Allowable shear and tension stresses where lightweight concrete units are used are limited to 85 percent of the tabulated values.

- 161 -

61
5A/ 7 7 cont

87/2

(9-0-1)

TABLE 12A-4

ASSUMED COMPRESSIVE STRENGTH OF MASONRY

- P*'

TYPE OF UNIT

Solid Cl4y L and Net Area of Hollow Clay

Solid Concrete

CWPRESSIVE

STRENGTH OF UNITS, psi OR GRADE

14.000 psi gross 1 12.000 psi gross 1 10.000 psi gross' 8.000 psi gross 1 6.000 psi gross' 4.000 psi gross' 2.000 psi gross' 6.000 psi gross^

i 3

TYPE H MORTARTYPE S MORTAR

5300

2

. 5 4600-

5 4000- * - 3300-

s 2600- 1900

1200

TYPE M MORTAR

6300- •

5500- 4600 - 1 3800 - * - 3000- •• 2200 1 1300

L J f' O.UUU I yiUSS and Net Area4,ooo psi gross' of Hollow Concrete *;“jj

Concrete

Hollow Co 6routed Solid

Hoi low Clay

Hollow Clay - Grouted Solid

. 1000 -

Hollo

Hollo» Cl a; Grouti Rtxfforced

Cl4y Brick

rick

Gu.

Gd. LB with try Min f»ce Sh

Gd. LB

l-'j^jtfn face

5,000 psi net'

4 0 0 2400 4GG82OO0200C +**15501550

+e#+115C "50 900 900

Type I

13b0 13^

1500

1350 1350

1500 1500

2500 5 2500 !

2000

l When the required strength of the units exceeds 3000 psi, compression tests of tj.e units conforming to the applicable reference documents and Sec. 12A.7 shall be made. These tests shall not be required if certifications conforming to Sec. 12A.7 and Sec. 12A.8 and acceptable to the Regulatory Agency are provided during construction. ^en the assumed f^ exceeds 2600 psi, prism tests conforming to Sec. 12A.7 and Sec. 12A.8 shall be provided during construction. Certification of the units is not acceptable in lieu of tests, intermediate values may be interpolated.

w When the alternate design procedure for unreinforced brick masonry of Sec. 12A.6.2 is used for design the units shall comply with the dimension and distortion tolerances specified for type FBS. Where such brick do not comply with these requi rements , the compressive strength of brick masonry shall be determined by prism tests as requi red

by Sec. 12A.5. 1 (A) 1

*Where grouted construction Is used, the value of ffj, shall not exceed the compressive

strength of the grout unless prism tests conforming to Sec. 12A.7 and 12A.8 are pro- vided during construction. As an alternative, the grout strength may be specified

at not less than the value of fm *ith grout tests conforming to Sec. 12A.7 and 12A.8 provided during construction for verification.

- 162-

62
TABLE I2A-5

ALLOWABLE WORKING STRESSES (PSI) I OR REINFORCED MASONRY

REINFORCED GROUTED

5A/78

5A/79

15 5A- New

(6-4-0)

15 5B -New

(6-4-0)

156- Mod

( 8- 1- 1 )

157

(void)

158- Mod

(9-0-1)

AND HOLLOW UNIT MASONRY SPECIAL INSPECTION REQUIRED

TYPE OF STRESS YES NO

Compress ion-Axi a 1

,

Walls

See Section 12A.6.3(E) 173 eneawaof the values permitted under Section

T 2A .6.3(E) 2/3 9m mu of the values permitted under Section

1 2A . 6 - 3 ( E

)

Compress ion-Axi a 1

,

Columns

See Section 12A.6.3(F)

Compress lon-Flexura

I

0.33 f„ Out not to exceed <M»- 20000.166 fm but not to exceed -Urn- 1000

Shear:

Reinforcement

taking no shear 3 Flexural - 1.1 SfZ 50 Max. 25 Shear aa) Is M/VD l l 6 .9 VT 40 Max. m

20

M/Vd 0

s 2.0 SO Max. 25

Reinforcing

taking all shear

Flexural 3.0 /fT 150 Max. 75 Shear wa 11 s“ M/va i 1‘ 1.5 /f„

75 Max. 35

M/Vd * 0

6 2.0 .'7£ 120 Max. 60

Modulus of 600 f' but not to exceed 3,000,000

500 f„ but not to Elasticity exceed 1,500,000

Modulus of 240 fm but not to 200 fl but not to Rigidity exceed 1 ,200,000 exceed 600,000

Bearing on full 0.25 fm but not to 0.125 fm but not to Ar*a ; exceed OOO 1500 exceed 750

Bearing on 1/3 or 0.30 f^ but not to 0.15 f^ but not to less of ar*a s exceed -WW-1800 exceed 900

159

( 10- 0- 0 )>1 spin

Stresses for hollow unit masonry are based on net section. reinforcement shall be provided to carry the entire shear in excess of 20 pounds whenever there is required negative reinforcement for a distance of 1/16 the clear

span beyond the point of inflection. ’Allowable shear resisted by the masonry where lightweight concrete units are used is limited to 85 percent of the tabulated values.

••Interpolate by straight line for M/vd values between 0 and 1. ^This increase shall be pemntteo only where the least distance between the edges of the loaded and unloaded areas is a minimum of \ of the parallel side dimension of the loaded area. The allowable bearing stress on a reasonable concentric area greater

than 1/3, but less than the full area, shall be interpolated between the values given.

Is the maximum bending moment occurring simultaneously with the shear load V at the section under consideration.

- 163-

63
TABLE 12A-6

ALLOWABLE SHEAR ON BOLTS 1 * 4

UNBURNED CLAY UNITS ALL OTHER MASONRY

5he£r OIAJCTER

OF BOLTS

(Inches

)

MINIMUM

EMBEDMENT

(Inches

)

SHEAR

(Pounds) 2

MINIMUM

EMBEDMENT

( Inches

)

MASONRY CONSTRUCTION

(Pounds) 2 (bounds) 2

1/4 - -- 4 - 180

3/8 - - 4 — 270

1/2 -- - 4 230 370

5/8 12 130 4 330 500

3/4 15 200 5 500 730

7/8 18 270 6 670 1000

1 21 330 7 830 1 230 3

1-1/8 24 400 8 1000 1500 3

5A/80

5A/81

J Edge distance shall be not less than 2 inches nor 5 bolt diameters for edges

parallel to the direction of stress. Edge distances shall be not less than

3 inches nor 6 bolt diameters for edges perpendicular to the direction of

stress. Center to center spacings shall be not less than 12 bolt diameters.

2 The tabulated values are for construction where Special Inspection is not provided. Where Special Inspection is provided 150 percent of these values

are permitted. .net area

3 These values are permitted only with units having a minimiinXcompressive

strength of 2500 pounds per square inch or more.

4An anchor bolt is a bolt that has a right angle extension of at least

3 diameters. A standard machine bolt is acceptable.

- 164 -

64
162 - New

(9-0-1)

TABLE 12A-7

allowable stresses to be useo kith the ALTERNATE DESIGN PROCEDURE FOR UNREINFORCED BRICK HASONRY 1

PESO

Compressive. ^ial 2 Mils

Columns

Cempressive. Flexural Mils

Coluans

Tensile, Flexural 5 ' 6 Normal to bed joints 2 N or S mortar

N mortar

Parallel to bed joints 3 N or S mortor

sneer 7 N or S mortar

Searing

On full area

On one-third area or less 1-

Modulus of Elasticity

dulus of Rigidity Er

INSPECTION

r *mb but not eea 35

5.3 •'ft but not to exceeo\8

0.17 f'

500 f~ but not to exceed 1 ,500.000

psi

200 f^ but not to exceeo°600,000 psi

INSPECTION

0.13 0.27

0.10 ori6

0.21 flt> / 0.32 fit

0.17 / 0.26 *ib

0.3/flu but not to exceed 75

0.3/7JT but not to exceed 56

0-25

0-375 fmb

600 f^j but not to exceed 3,000,000

psi

2*0 but not to exceed 1,200.000 psi

'See Section 12A.6

2 01rection of stn/ss is normal to bed joints; vertically in normal construction.

5 D1rection of stress is parallel to bed joints; horizontally in normal masonry construction. If eestfnry Is laid in stacked bono, tensile stresses in the horizoNjal direction

shall not bmfpermi tted in the masonry.

‘This increase shall be permitted only irfien the least distance between the e<t|es of the loaded a^o unloaded areas is a mlnimim of one-fourth of the parallel side dimension of the loaded area. The allowable bearing stress on a reasonably concentric area\reater

than eye-third but less than the full area shall be interpolated between the val\fs

gi yen

5 For^owputing the flexural resistance of cavity walls, the lateral load shall be dytributed to the wythes according to their respective flexural rigidities.

s Uf the use of these allowable stresses, consideration shall be given to the influence!

of uiusual vibration and impact forces.

7See Section 12A.6.3(c).

- 165 -

65
Chapter

12A

Page

66
Chapter

12A

Page

67
Chapter

12A

Page

68
V7I

69
Joint

Committee

Type

of

Change

and

Ballot

No.

Committee

Comment

ATC

Kceommendat I

on

and

Comment a

<v30G9—u

•9v>ou

CL

CL9 o **o

as

4>309 c9AUu

u

co 3 3 w

T3

as

d 5 e

44

fad as

«• jC £ e ac

fad

U -4

90 fad *«d c e

44 -* 44 “O 30 ^ e c 9 4 4)

fad JSu o 0 U Q 4d U <fad 4) U 41 41 •o 44 u rs c fad v a 3 4 £ a

-d

H

01 41 < -Q

fad 13 — 44 3 uC

44 44 •a U 2 "

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fad o o 9 3 G 44

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70
Chapter

12A

Page

71
72
Chapter

12A

PaBe

73
Chapter

12A

74
2.2 Recommendations for Change in Chapter 12

Recommended Ballot Items

The Chapter 12 Ballot items are based on an ATC prepared document,

based on changes in 12A, which the committee then reviewed and

modified.

Number Short Title

5/1 Background

5/2 Strength

5/3 Design procedures

5/4 S.P.C. A

5/5 S.P.C. B

5/6 Misc. requirements

5/7 Misc. requirements

5/8

Minimum wall thickness;

Choose one option: A B C D

5/9 S.P.C. B - Walls

5/10 S.P.C. B - columns, etc.

5/11 High-lift grout construction

5/12 Mortar and grout strength

5/13 Joints, glass masonry

5/14 Reinforcement development

5/15 Concentrated loads

5/16 S.P.C. C - construction limitations

5/17 Walls, hollow unit masonry

5/18 Bolt placement

5/19 Shrinkage control

5/20 Grout

5/21 Special inspection stresses, core tests

5/22 Material limitations
Number Short Title

5/23 Material limitations

5/24 Masonry walls, grout and mortar strength

5/25 Material limitations

5/26 S.P.C. D - construction limitations

5/27 Shear wall and other requirements

5/28 Table 12.1

76
CHAPTER 1 l

‘lASGNR'r

5/1 12-1/M-l

( 10- 0- 0 )

5AC.\GSCL'N0 provide seismic

"he masonry desiqn and construction procea-res jnven^ ’n this Chapte- dnci C n d c 1

2

r »! 1 i

t a it-i; Mrfcrr » fi 6». for the seismic forces exclusively for the purpose of

this document.

12.1 REFERENCE DOCUMENTS

The quality and testing qf masonry and steel materials and the design and construction pf masonry and reinforced masonry components wmcn -esist seismic forces snail conform

to tiie reauirements of Chaoter 12A and the references listed therein except as mcd'*'ed o

y

the provisions of this Chapter. For definitions, see Sec. 12A.1.1.

R-2

( 10 - 0 - 0 )

12.2 strength of ^embers anc connections

The strength of memoers and connections subjected to seismic forces acting alone or

in combination with otner prescribed loads snail be determined -sing a capacity -eduction

’actor, anc 2.5 times tn^Tie /a 1 ue of : snail oe as follows: for as tnese allowables are further modified

\this chapter

When considering axial or flexural compression and tearing

stresses in the masonry. : * l.u

For reinforcement stresses except when considering s near.

5/2

when considering snear carried by snear reinforcement and oolts. p

3 D.S

when considering masonry tension parallel to the Ped joints,

i.e., horizontally in normal construction. o

3 0.5

when considering snear carried by the masonry. p

3 3.

A

When considering masonry tension perpendicular to me bed jdints, i.e., ve-tically in normal construct’on . o

3 Zero

12- IAN

( 10- 0 - 0 ) Stresses entitled "special inspection" in Chapter 12A snail

only be used when the ’work is fully inspected per Sec. 1.6.2, 1.6.4 and

12A.7. If fjJ, is to be established by test, a minimum of three prism

test series (as defined in 1 2A .8.1(B)) shall be made during the progress

of the work.

12.2.1 SPECIAL DESIGN PROCEDURES FCR jWwCI.VZr.c:; MASONRY SUSJECTED "0 Stl ST 1 : Z FORCES. uMt

i

w r'o w ro a Sfesonry snail be designed in accordance with, this Section.

5/3 12-2N

( 10 - 0-0

UNREINFORCED

(A) OC'-i C

V

i L DESIGN : R0CEDURE. Unreinforced masonry designed in accordance

with Sec. 1 ZA .6.1 shall oe assumed to oe cracked in the tension zone, "he -es.Itant linear distribution of camoressive stresses must oe *n equilibrium with tie aopTec ’‘proas anc the maximum compressive stress .must not exceed the values of "able ’ZA-3.

EXC£? T Z0N

:

3eo joints of unremfo-cea ve-tical ccmoonents constructed using stacsec

bond, which are subjected to oenc’ng in tne piane of me component, s.na'' remain uncracked.

12-1

77
(B) REINFORCED MASONRY DESIGN. Reinforced masonry shall

be designed and constructed in accordance with one of the following

procedures and the provisions of other Sections of this Chapter.

1. Masonry designed and reinforced as required.

2. Masonry designed and reinforced as required

and containing nominal prescribed reinforcing. Construction shall

be grouted masonry — multiwythe or hollow unit masonry containing

reinforcement as specified below. Masonry joint reinforcement

shall be, and ties may be, embedded in the mortar in the bed

joints. All other reinforcement shall be embedded in grout.

Minimum masonry, mortar, and grout coverages applicable to reinforced masonry shall be provided. Only type M or S mortar shall be used . L'nreinforced masonry design procedures shall be used except that reinforced

masonry areas or elements may be considered as resisting stresses in accordance with design criteria for reinforced masonry. The width of these

elements, tributary to the reinforcement, must meet the requirement of effective width of masonry given in Section 12A.6. 3(A). Permissible shear stresses shall be determined in accordance with Section 12A.6.3(E). Per- missible axial loads shall be determined in accordance with 12A.6.1. The

R factor of Table 3-B shall be as required for unreinforced masonry unless

all masonry structural elements are reinforced in accordance with Section

12. 2. 1(B) 3.

" Reinforcing for columns shall conform to the

requirement of Sec. 1 2A .5.3(F). For^walls the maximum spacing of

12-3N

M-4

(9-1-0

M-5

(9-0-1)

vertical reinforcement shall be 3 feet where the nominal tnickness

is 8 inches or greater and 6 feet where the nominal thickness is less than 8 inches. Vertical reinforcement shall also be provided

each side of each opening and at each corner of all walls. Horizontal reinforcement not less than 0.2 square inch in area shall be provided at the top of footings, at the bottom and top of wall

openings, near roof and floor levels, and at the top of parapet

walls and, where distributed joint reinforcement is not provided,

at a maximum spacing of 12 feet where the nominal masonry thickness

is 8 inches or greater and 9 feet where the nominal thickness is less than 8 inches. The vertical reinforcement ratio and the

horizontal reinforcement ratio shall each be not less than 0.0002*.

Where not prohibited by Chapter 1 2A or this Chapter, stacked bond

construction may be used. When stacked bond is used the minimum

}

12-2

78
horizontal reinforcement ratio shall be increased to 0 . 0007 . This

ratio shall be satisfied by masonry joint reinforcement spaced not over 15 inches or by reinforcement embedded in grout spaced not over

4 feet. Reinforcement shall be continuous at wall corners and

5/3 intersections.

cont M-5

cont

.

5/5

Splices for reinforcement shall conform to all requirements for splices in reinforced masonry.

These types of masonry walls shall be considered

12 4S i^G)

rCSd masonry for the P urP° se of applying Table 12A-2. and section

J 3 . Masonry designed and reinforced with prescribed

. . ..in addition to the requirements of 12.2.1(B)(2). minimum areas? This additional reinforcement shall be in both

horizontal and vertical directions. The sum of the areas of reinforcement in both directions shall be at least equal to 0.002 times

the gross cross-section of the masonry with at least 0.0007 times

the gross cross-sectional area of the masonry in each direction.

i2.2 seismic performance category a

Buildings assigned ta Category A .nay Oe of ar.y construction oermi-tec in Chaster

12A.

12.4 SEISMIC PERFORMANCE CATESCR’' 3

3uil dings assigned to Category 3 snap conform to ail the 'equipments ''or Category

A and to tne aaaitior.al requirements ana "’T.itacions of this Section.

12.4.1 CONSTRUCTION .IMITATIONS

Masonry components snail oe constructed to conform to the limitations of tms

Section.

5/6

112-4-1

( 10 - 0-0 )

12-4-2/M-6

( 10- 0-0 )

-WT+ .a weewe .** ! ewe as pwi e

.e n d e na :

-feee ee r e e e "iao.*..* ;

w n c.

-

. cons t- .

e

ea: ra.t »f'o«-Ci>a

-

d SOOf - —nor o a n . -.r aene . >» re .jweewe*

ifar g ea i sw e e urr iao fy.

s y se ew

i rwct« r » l toi r. oononto

-Snr1 «r-

(A) DESIGN. Structural and .nonstructural comoonents

of the building shall be designed and reinforced as specified in Table 12 . 1 . The numbers designated 1 , 2 and 3 in the Table refer subsections

tb 5«et4©f« (1), (2) and (3) of 4-2-.g-.-g-- 12.2.1(B).

;B) TIES. In aaaition to the pqui r ements of Sec. ’2A.5.3P', iccticna'

snail Oe orovioec around ancnor oolts which are set in the too of a cpl-mn or cilaste’

Suc.n ties shall engage tne oolts ana at ’east f ou r vertical col.mn oars *'or romf-rce:

masonry. Sucn ties snail oe located within the too - inches of the ~er:e r arc sr.a'' consist of not less than two No. 4 cr three No. 3 ties.

12-3

79
12-4-3/M-7

( 10-0- 0 )

applicable

(C) SHEAR WALLS. Shear walls- shall conform to thePrequlrements

of Sec. 12.7.

foreman: pnovnowo if Sec. i I • ‘M»«. iia'/ :: !‘«^wT9re ;

* Tijoon i« y uao i j n ea jc jnrq nrofcea-.a-jufi *-/

.

5/6 cont

.

(D) SCREEN wALLS . AD screen wails snail be reinforced. Jo n: 'eir'-.rcer..e shall be considered effective in resisting stresses. The -nits of a panel snail :e so arranged that either the horizontal or the vertical joint containing reinforcing is con- tinuous without offset. This continuous joint snail be reinforced with a minimum steei area of 0.03 square inch. Reinforcement shall be embedded in mortar or grout.

Joint reinforcing may oe corooseo of two s ace wi t.n ,,-eicec ' az&'

trussed wire cross ties. In calculating the resisting capacity of one System, :c.-pres$- and tension in the spaced wires nay be utilized. Ladder wire reinforcing snail not ce spliced and snail be tne widest tnat the mortar joint will accommodate allowing ’ 2-mc.n

of mortar cover.

12-4-4

( 10-0- 0 )

5/7

The maximum si rr

-of p a ne ls s h all be- h44 «-qqere- with the nidx'iiiium il miens iuii in either direction of 1G feet. Each

panel shall be supported on all edges by a structural member of

uuiiui clc ) nia 2) u m f y 9 ui b LCC l •

’

T /

l

"men inro one cne

vjhent cun f i gurati on in other

generate ia acceptable1 .

ts shall bo awtw and shall be o hevee j oints .

(E) NONSTRUCTURAl COMPONENTS. Nonstructural walls,

partitions, and components shall be designed to support themselves

and to resist seismic forces induced by their own weight. Holes

and openings shall be suitably stiffened and strengthened. Non- structural walls and partitions shall be anchored in accordance

with the requirements of Sec. 12A.2.S.

(F) CONSTRUCTION TYPE. Cavity wall construction

shall not be used for any structural masonry.

12-4

80
o

w

5/8A

Dsee below

l

12-4-5 Committee voted to modify the table and move to seismic performance category C.

Table 12.2

C£3 NOMINAL MINIMUM THICKNESS OF WALLS.

dri rg ti t t gr e ed

Reinforced

inches for walls that are not over

lat are not over three stories

juted walls and 3

^nickness of plaster coatings may be considered in satisfying

ness r^tiqs and minimum thickness requirements but shall not bg^-crSeo to take stress*

2 Seventy feet for s^toTre^Jiasonry

.

3These thicknesses may be reclGcedto 8 35 feet in total height in buildint

high.

‘‘These thicknesses ma^be^educed to 6 inches for inches for soli^rasonry walls in one-story buildings'Xi^n the wall is not over in total height, provided that when gablectws^ruction

is u^ad-'ln additional 5 feet in height is permitted to the peak'lTf'^he

e.

; Nominal A-inch-thick load-bearing reinforced hollow clay unit masonry

walls with a maximum unsupported height or length to thickness of 27 may be permitted, provided net area unit strength exceeds 8000 psi , units

are laid in running bond, bar sizes do not exceed 1/2 inch with no more

than two bars or one splice in a cell, and joints are flush cut, concave

or a protruding V-section. Minimum bar coverage where exposed to weather

1 1 ZZ inches.

[A - Modify as shown and move X Committee preference

B - Modify as shown but keep in this location

C - Do not modify but move.

D - Do not modify and keep in this location

12-5

81
12-4-6/

M-13A

(9-1-0)

M-13B

(9-1-0)

CO frftH

(/) .MASONRY WALLS. Mas onry bea ring wa ll t hickn ess ih a l

so (G) w ith a maximum ' h/-t ratio of 3 5'.

12-4-7

( 10- 0-0 )

» Except for walls designed under the provisions of Sections 12A.6.1 . land 12A. 6 . 2 (A) ' ^. * ~-s axial stress -n r».

-

.7tr. r-.i.-

, masonry tearing .-/a not exceed the value cece-mined oy trie following formula:

f = Q.2Q f ”1 -

' _ I 1 ^ n

" "

' n

- • iCf J

where

f » Compressive unit axial stress in masonry wall.

fj - Masonry compressive strength as determined ty Sec. 12A.5.1. ’he value of f' shall not exceed SCCC os '

.

t = Thickness of «all in inches.

h = Clear distance in inches, tetween supporting or stiffening elements (vertical or horizontal,.

Effective height different from clear

distance may be used if justified.

.. Othe r requ i r e me n ts a r e specified in

(

/

) REINFORCED MASONRY COLUMNS. Every structural wall

W' pier whose horizontal length is less than two times its thickness shall be designed and constructed as required for columns.

The least dimension of every reinforced masonry column shall not

be less than 12 inches and the maximum h/t ratio shall be 20.

EXCEPTION:

The minimum column dimension may Oe -educed to not 'ess t

u an

3 incnes provided t.ne design is Oased .oon 1/2 the alloviaole stresses for axial load. Sending stresses need not :e sc reduced.

The axial load on columns snail not exceed:

h

? = A

g (0.18 f; * 0.55 p g

*- s

) [(1 -

wnere

P = Maximum concentric column axial load.

A,, = "he gross area of tne columns with seductions -'or

3 rakes and similar joint treatments.

f' = Compresssive masonry strength as dete-minec oy Sec. 12A.5.1. The value of fl, snail not exceed

5000 psi.

3 3 Patio of the effective cross-sectional area of

9 vertical reinforcement to A

a

.

f » Allowaole stress in reinforcement; see Sec. '21.5.2.

t = Least thickness of column in inches,

h = Clear height in inches.

Other requirements are specified in 7 2A .6.3(F)

.

12-6

82
12-4-8

(9-0-1)

HI5

5/10

cont

.

12-4-9/

M-16

(9-1-0)

5/11

5/12 12-4-10

( 8- 2 -0 )

[/) GROUTED MASONRY—MULTIWYTHE. Grouted masonry is that form of construction made with brick or solid concrete units

in wnich interior joints of masonry are filled by pouring grout

therein as the work progresses. Only Type M or Type S mortar shall

be used.

Toothing of masonry walls is permitted only wnen designed and detailed by the design engineer or architect and only

at approved locations. Racking is to be held to a minimum.

When reinforced in accordance with the following

requirements it shall be classified as reinforced grouted masonry —multiwythe. All required reinforcement except masonry joint

reinforcement and column ties eew fewwi wg to » ho par ag ra p h ba lew

shall be embedded in grout. All other reinforcement shall be

embedded in mortar or grout. All vertical reinforcement shall be held firmly in place during grouting by a frame or suitable equivalent

devices. All horizontal reinforcement in the grout space shall be

tied to the vertical reinforcement or held in place during grouting

by equivalent means.

(/) HIGH LIFT GROUTED CONSTRUCTION. For grouted masonry

-multiwythe construction cleanouts shall be provided for each pour

third

by leaving out every -»tne r unit in the bottom tier of the section

being poured. Other requirements are specified in 12A.3.4(B).

For hollow unit masonry construction cleanouts snail

be provided for each pour by omitting face shells in the bottom

pour course of each cell to be grouted. The grout shall not^exceed

16 feet for walls 8 inches or more in nominal thickness nor^feet

for thinner walls. A

Other requirements are specified in 12A.3. 5(3).

Cleaning shall be accomplished by means of a high-pressure jet "N

scream of water, air jets, or other approved equivalent procedures.!

REQUIRED

addition to the "r? strengths shall be 2000 psi

samples (2000_osJ^-W^ield mortar

FOR ,MORTAR

Sec. 12A

cubes

GROUT.

requi red

1500 psi for field mortar

strengths

ed bv the construction documents.

Note: Item (K) becomes

Item (0) on p. 12-12

by a later ballot.

12-7

83
12 -4-11

( 10 - 0-0 )

5/13 12 -4-12

( 10- 0-0 )

12 -4-13

5/14 ( 10- 0- 0 )

K

[/) JOINTS. All hollow units shall be laid with ^ace

shell bed joints and head joints filled solidly with mortar for a distance in from the face of the unit not less than the thickness

of the face shells unless more stringent construction is required

by this Chapter, Chapter 12A, or by design. Cross webs and end

shells of all starter courses shall be bedded on mortar. This

applies to units laid on foundations or floor slabs, and all courses

of piers, columns, and pilasters.

Concrete abutting structural masonry such as at starter courses or at wall intersections not designed as true separation joints, shall be roughened to a full amplitude of 1/S

inch, and shall be bonded to the masonry per the requirements of

this Chapter as if it were masonry. Unless keys are provided,

vertical joints shall be considered to be stacked bond.

(/) GLASS MASONRY. Glass block shall be laid in Types

M, S or N mortar. 3oth vertical and horizontal mortar joints snail

be at least 1/4 inch and not more than 3/3 inch thick and snail be completely filled.

Glass block panels shall have reinforcement in the

horizontal mortar joints, extending from end to end of mortar

joints, but not across expansion joints, with any unavoidable

joints spliced by lapping the reinforcement not less than six [ 5 ] inches. The reinforcement shall be spaced not more tnan two (2;

feet apart vertically. In addition, reinforcements shall be placed in the joint immediately below and above any openings within

a panel. The reinforcement shall consist of two (2) parallel,

longitudinal, galvanized steel wires. No. 9 gage or larger,

spaced two (2) inches apart, and having welded thereto No. 14 or heavier gage cross wires at intervals not exceeding eight (3)

inches, or the equivalent approved by the Regulatory Authority.

&) REINFORCEMENT DEVELOPMENT, ANCHORAGE AND SPLICES. The requirements of 1 2A .6.3(0) are applicable except that calculated

stress shall be replaced with yield strength. The following subsections 1 and 2 replace subsections 5 and 7, respectively , in

1 2A .5.3(D).

12-3

84
5/14

cone

.

1 . rei nforcament snail of 40,000 Psi yield

less chan 12 inches where

:

Development Lengths, ^h.e oasic development length, I-, -~ r ;e-'t—-ec oe a: ’east .05 f7/vf

3 Put -ct less chan 24 for rain -'or came it strengtn nor 26d^ for reinforcement over 40,000 psi yield strength, nor

'or reinforcing oars and 5 inches for masonry joint re i nfs rearer."

12-4-14

( 10- 0-0 ) *

12-4-15

( 10- 0-0 )

frr defo-—eo '9 i n f

the diameter of the smaller oar split

the specified :ar yialt strength, psi

» tra strength of the -ortar ;r greet,

3 iiT'iciately surrounding era -einforce

tr.an the prism strengtn, osi.

Oeve ; corent lengths -'or olain -eir 'arcing

eme.nt t-t not lass t.nan 12 inenes.

nches.

EXCE?T IC.'iS

:

for defo mad -a in ctmprass'or -ein'ortarer.t •> col -.“.ns that

are net oart of tne seismic system, cnese .-al-es ~py :e reduced to lSc3 -or oars of 40,000 osi yielo strength. ant ana 2*05 for oars over 40,220 csi yield strength.

In -le/.ural mesiPars that are -at part of the srinary latere'

load resisting s/stasi tne tu.-alopmert lengths -ay :a -ep.cep

..nere excess -ei-fircerent 'S provided, for these cases, fa

previously detemnec development lengths -ay oe multi pl-ec

tne ratio of tne a-ea of -ei nfprterent -ecui-ac 0 ., dasigto that provicec.

2 . that tr.e strength p- oars , 0 y *elCir.g, 0

- tension tie -ameers.

Splices. Sol Idas sr.all te mace c:"y a: s-:n point art ir. s.cn -a -nar pne mamca-- i 1 1 -ct ta *-90-030. Splices s s'" pa -ace p l ipp* : p-e

:y rachor ipsl connactisns. -as. a: solaces snail net :a -sec *p-

.angers of 'aos, in --chas, 'or pp-'er—eo re ; n'orcarert snal" :a at "east 0.03 05 t-t not less t.nan -0do -or rein't-tamen: of -0,200 osi yelp st-er

nor less trar 50 o-

: fpr reinforcement over 4C,20C :s yield strengtn, nor 'ass t.nan '2

-'or -einfort'rg pars and 9 inpn.es -'or mason *7 goint -a i nforcament. .35 lengths for p's reinforcing snail :e twice that required 'or zefzr~.se pars p L p not less than. 12 Irenes, cams d5 , 7

'

, and snail oe as oar'ineo m Sec. 12A.S. 3(0)5.

Eli CEP” ION

:

ror defense ~air oonipression reinforcaran: in col --ns

tr.at are net part of tne seismic system, tne 'at length

-ay oe -educed tt SCdk -'or tars of 40,g22 psi yield strergtand -Sdk 'or pars over 40,CGC psi yield strengtn.

Pel ded pr -echanical conreddior.s snail develop tne yield strergttne oar in tension.

Tina

7cr co.-prass'cn pars seis~i p system arc a sive strengtn -see 0 :

1

12-9

85
12-5N/

M-19

( 10- 0-0 )

5/16

12-6-N

( 10-0- 0 )

N

(/) 0ISTRI3UTI0N OF CONCENTRATED LOADS. Concentrated

loads shall not be considered to be distributed by metal ties in

stacked bond construction, nor to be distributed across continuous

vertical joints. This provision shall apply when considering

overturning effects in shear walls if stacked bond is not prohibited.

12.4.2 MATERIAL LIMITATIONS.

The following materials shall not be used for any

structural masonry:

Unburned Clay Masonry

Structural Clay Load 3earing Tile

Mortar with Air Cpntents Greater than 15% Masonry Cement (Mm'tai and Gpeui) Min La i s ut l'iei t han H si* 5 -

12.5 SEISMIC PERFORMANCE CATEGORY C

Buildings assigned to Category C snail conform :o a!", of ;ne 'ecu'. 'srencs for Category B and to the aaditional requi rements ana limitations of errs section.

12.5.1 CONSTRUCTION LIMITATIONS

Masonry components shall oe constructed to conform to the 1 '.mi tat: ens of tnis Section.

(A) REINFORCEMENT. All masonry snail be reinforced masonry conforming to section 12.2.1(B) except for one-story residences of running bond construction located in map area 5 shall conform to section 12.2.1(B)2.

(8) TIE ANCHORAGES. In addition to the requirements of Sec. '2A.5.2.2 ’’or fie anchorages, a minimum turn of 125 degrees plus an extension of at least 5 tie c:a.-et=rs but not less than A inches at the free end of the tie shall oe proviceo.

(C) REINFORCED COLUMNS. In addition to the requi remen ts of Sec. !2.5.2, r *cr reinforced masonry columns, no longitudinal oar snail oe farther than 5 inches *>cm a laterally supported bar. Except at corner oars, ties providing lateral s-pcert may oe in the form of cross-ties engaging oars at oocosite siaes of the column.

The tie spacing for the full height of masonry snear wall bouncary columns

and all other columns stressed by tensile or compressive axial overturning -ortes due to seismic effects and for the tops and bottoms of all other columns for a distance of 1 5 of clear column height but not less than 13 inenes nor c.ne maximum column dimension sna'' :e not greater than 16 bar diameters nor 3 inenes. Tie spacing far the -emaming co

: .

neignt snail be not greater than 16 oar diameters, AS tie diameters, or c.ne ’east dc'.mn dimension, but not more than 13 inches.

(0) SHEAR WALL BOUNDARY ELEMENTS. Boundary memoers snail conform to one of

the following:

1. Sec. 11.8. A when of reinforced concrete or structural steel.

2. Sec. 12.5.1(C) when of masonry.

(E) JOINT REINFORCEMENT. Longitudinal masonry joint '•emforcement nay dc .sec

in reinforced grouted masonry ana reinforcee mol low unit masonry only to fulfill "in mum

rei nforcement ratios but snail not be considered in the determination of t.heystrength of the member. shear

(F) STACKED 30N0 CONSTRUCTION, "he minimum ratio of hor' cental -ei rfcrcamert

snail oe 3.3015 for all structural walls of stackeo oond construction, "he "ax" nun spacing

of horizontal reinforcing shall not excaea 24 inches, where -einforcea no! low -nit construction forms part of tne seismic resisting system, c.ne construction snail oe grc.tec

sol i a ana all head joints shall oe made solid tnrougn tne use of ooe.n end .nits.

12-10

86
WALLS

(G) MCRG . Every structural wall w p»ey in reinforced

masonry construction whose horizontal length is between >> and 5 times its thickness or less than 1/2 the height of adjacent openings

shall have all horizontal steel in the form of ties except that in walls less than 12 inches in nominal thickness and in reinforced

.mill f j-uvf heJ grouted T constructi on such steel may be in one layer in the form of

hairpins.

(H) HOLLOW UNIT MASONRY. Hollow unit masonry construction, where certain cells are continuously filled with concrete or

l grout, and reinforcement, in accordance with 12.2-2*: (B) (3) , is embedded therein shall be classified as reinforced hollow unit

masonry. Reinforced hollow unit masonry shall generally be one wythe in thickness. If constructed of more than one wythe, each

wythe shall be designed as a separate element or wall or the wythes

shall be bonded together by means approved by the Regulatory Agency.

This bonding shall be designed so the wythes shall act as a unit.

Vertical cells to be filled shall have vertical

alignment sufficient to maintain a clear, unobstructed continuous

vertical cell measuring not less than 2 inches by 3 inches. If walls are battered or if alignment is offset, the 2 inch by 3 inch clear opening shall be maintained as measured from course to course.

(I) 80LT PLACEMENT. Bolts shall be accurately set

t emp lates om by app eal ed oqt^dloot moano and held in place to prevent movement.

Vertical bolts at the top of and near the ends of

reinforced masonry walls shall be set within hairpins or ties located

within 2.5 inches from the top of the wall. See Sec. 12A.5.3(F)

and 12 . a. 1(B) for bolts at the top of pilasters and columns.

'"^'"^---^X^JShRInkage OF CONCRETE UNITS. Concrete mas^acy

'

units used for strucETTraH'--pmojoses shaVMiajts—«—mS^tTmum linear

shrinkage of 0.065 perceaJ

conditi-fla—

’

to the oven-dry

Nores: Item I, unchanged, also

becomes Item D on p. 12-14. Item J becomes Item E on

p. 12-14.

12-11

87
5/20

5/24

12-6-5

( 8- 1- 1 )

12 - 6-6 / M-22

( 10-0-0 )

5/21

12-6-7/

M-24

( 10-0- 0 )

M-32

( 10-0-0 ) M-33

( 10- 0- 0 )

5/22

5/23

(K) GROUT. Grout shall have a consistency, considering

the .Tiethods of consolidation to be utilized, to completely fill all spaces to be grouted without segregation except that slumps shall not be less than 4.5 inches for all grout. wer ww »wa n la in e h et

*mmi f .i . n* 0 fnr rnzr'n. jrnnt

Mixing equipment and procedures shall produce grout

with the uniformity required for concrete by ASTM C94.

(L) ALLOWABLE STRESSES WITHOUtIinSP^CTION. ~he allowable

work without special inspection stresses for Bw iwseee t ad n a infenced linni f trurf ion shall be those

given in Table 12A.5 except that the factor of 2/3 for axial compression in walls and columns shall be reduced to 1/2.

(M) CORE TESTS FOR SHEAR BOND IN GROUTED MASONRYMULTI WYTHE. In addition to the requirements of Sec. 12A.3.3 the core tests for following provisions must be met for -*44 grouted masonry-multi wyt.ne

construction when such tests are required.

The unit shear strength shall not be less than 100

psi. Where an unusual number of cores fail during the cutting

operation, the design authority shall determine if the test program

is extensive enough to satisfy the requirements of Sec. 12A.1.5.

One test series shall be made for each 5,000

square feet of wall or equivalent but not less than one series for any building.

(N) MASONRY WALLS. Masonry wall thickness shall conform

to table 12-2. The ratio of height or length to thickness of reinforced

_ structural walls shall not exceed 25.

(O) Insert Item (L) from p. 12-7.

12.5.2 MATERIAL LIMITATIONS.

The following materials shall not be used for any structural purpose:

Ba l d i ng Dr i e k and Hollow S ni ck waae frem Ol ay or Shale o f G rade WW

C onc r ete Bu i l d i ng Sri e li and t e l *4. L a i ri .daa ri nc

Gerere t e Mas onry Unit s e the r than Grid e N Hollow Load-bearing Concrete Masonry Units

other than Grade N

Pa n e - li me 8u4 1 diwg 3 r iek othe r -U»a n gri des *.» a n a Xi

Type N Mortar

Masonry Cement

12-12

88
7

5/25

5/26

12-7N continued

( 10- 0- 0 )

(9-0-1)

The following materials shall not be used for any

nonstructural purpose:

!»-—-* ass units

Unburned Clay Masonry

Structural Clay Load-bearing and Non! oad-bearinc

Wall Tile

( 10- 0- 0 )

Masonry Cement (Mortar with Air Content Greater than 15%)

Ater-£^--7ype-s--N.r-Q-a;}d-£-

seismi: ; s.rfcrma.ncz category o

Buildings assigned :o Category 0 shall conform to all of one nee •‘5- arts -‘or Category C and to the additional requirements and limitations of tms section.

12.5.1 CONSTRUCTION LIMITATIONS

Materials for mortar and grout for structural masonry shall be measured in suitable calibrated devices. Shovel measurements are not acceptable. An approved ad- mixture of a type that reduces early meter loss and produces a net expansion action shall be used for grout for structural masonry unless it can be demonstrated that shrinkage

cracks will not develop in the grout. The thickness of the grout between masonry units

and reinforcing shall be a minimum of 1/2 inch for structural masonry.

(A) MINIMUM GROUT SPACE FOR GROUTED MASONRY. The minimum grout space -‘or structural reinforced grouted masonry snail pe 2-1/2 incnes for low-lift construction ant 3-1/2 inches for nigh-lift construction.

(B) REINFORCED -iOLLOW UNIT MASONRY. Structural '•emforced r.ollow unit tason-y

snail conform to requi rements below:

1. Wythes and elements shall oe at least 3 incnes in normal thickness

with clear, unobstructed continuous vertical tells, wit.nout offsets, ; arge erc.gn to enclose a circle of at least 3-1/2 incnes in diameter anc with a nimmum area of 13 sp.a-e

incnes

.

2. All grout shall oe coarse grout. Grout consol idat'or sna" be :y mechanical vibraticn only. All grout snail oe reconsol i catea after excess .;c is cure nas been absorbed but before workability has been lost.

3. Vertical reinforcement snail be securely held in position at :ods, bottoms, splices, and at intervals not exceeding 112 bar diameters. Approved intern-:mediate centering clips or caging devices snail be used m high-lift construction, as req.meo, to hold the vertical bars, -toritontal wall reinforcement snail be securely tied to the /e r - tical reinforcement or .oeid in place during grouting by equivalent means.

A. In wythes of less than 10-inc.h nominal thickness, -n any .ert'ta! cell, there snail be a maximum of one No. 10 oar or two No. 3 oars with splices scaggarec

for the two-oar situation.

S. The fir.;t exception of Sec. 1 2A .5.3(F) shall not aopiy; minimum

nominal column dimension snail be 12 incnes.

12-13

89
5/26

5/27

5/27 cont

(C) STACKED 30N0 CONSTRUCT: ON. All Slacked ooro construction snal' ton*: —

to tne following requ i rements :

1.

The minimum ratio of noriccntal -ei nforcement snail oe 2 - 2C ' o *tr ~z~- structural masonry and 2.3025 £ or structural tasonry. *he maximum spacing o" ncr'zc*ta reinforcing shall not exceed 24 inc.nes for nonstructural nasonry nor 16 ’.ncres ‘z r st'-Ctural Tiasonry.

2. Reinforced hollow unit construction wnicn is part or tne seismic resisting system snail (1) be grouted solid, (2) use double open eno - olocx, -r, its so that all heaa joints are made solid, and (3) use bond seam units to facilitate tne * o« or grout.

3. Other reinforced hollow unit construction -sad st'uct-rj . ' j , ;„t not oart of the seismic resisting system, snail oe grouted solid and ail read joi-ts sna ' :e made solid oy tne use of open end units.

(10-0-0)

(7-1-2)

(10-0-0)

12-8-1 j M-28

(10-0-0)

(D) Insert Item (I) from p. 12-11 reinserting the phrase "with templates

or by approved equivalent means."

(E) Insert Item (J) from p. 12-11.

(F) Insert Item (K) from p. 12-12 reinserting the phrase "not more

than 10 inches for fine grout or 9 inches for coarse grout .

12.5.2 MATERIAL LIMITATIONS

iQ th a r th a n « r a o a

"> fl» 'i ,

\

Hollow nonl oao-oearma concrete masonry units so ar not oe .sec, ia.-:-' ~e y

Policing orickj- sn a l ’ -s; ;a .iaa iry strv .tt m

‘aa e .m- i t^u1 ] di p.g ^'ricx ana Hollow Brick made from Clay or Shale of Grade NW and Building 3rick. and

Solid load-Pearing Concrete Masonry Units other than Grade N shall net

be used for any structural masonry.

12.6.3 SPECIAL INSPECTION

Special inspection snail oe provided for ail structural masonry.

12.7 SHEAR WALL REQUIREMENTS

Shear walls snail comply with tne requirements of tnis Section.

12-9

( 10-0-0 )

12-10

( 10-0-0 )

12.7.1 REINFORCEMENT The following reinforcement requirements apply to snear walls required to comply with the provisions of 1 2. 2. 1 (3 ) (3 )

The minimum ratio of rei nforcement for shear walls snal' oe 0.0015 - eac- direction. The maximum spacing of rei nforcement in eacn direction snail oe the s -

a e* cf

the following dimensions: one-third tne length and neignt of tne siement tut -ot more than 48 inches. The area and spacing of reinforcement perpendicular to tne snea- "e- n-trea^e"

snail be at least equal to tnat of the required snear reinforcement. The portion of tne reinforcement required to resist snear snail be uniformly distributed.

EXCEPTION:

For shear wails constructed using running oono, the 'atio o* -e'h-orci may be decreased to 0.0007 providec that all snear is resisted ov t-e reinforcement . The sum of tne raves of noricontai ano /e r t:ca' r e'

forcement snail not be less tnan 0.002.

12-14

90
i

5/27

cont.

12 - 10-1 '

( 10- 0-0 )

M-29

( 10-0-0 )

Reinforcement required to resist wall shear snail

be terminated with a standard hook which terminates beyond the

boundary reinforcing at the end of the wall sections. The hook

may be turned up, down or horizontally and shall be embedded in mortar or grout. Wall reinforcement terminating in boundary

columns or beams shall be fully anchored into the boundary elements.

Vertical stresses in shear walls shall be determined

from the combined effects of vertical load and from the overturning

effects of lateral loads. Minimum vertical loads shall be considered.

Formula 3-Za shall be used for unreinforced masonry design.

In computing the shear resistance of the wall, only

the web shall be considered. For unreinforced masonry the depth

of the web may be considered out to out of flanges.

12.7.2 BOUNDARY MEMBERS

Where cross walls or boundary members form a part of tne shear wail system, :ne intersections snail be constructed as required for the walls themselves. Connections to concrete shall conform to Sec. 1 ZA .2.1. Where the boundary members are of structural

steei , the shear transfer between the wall and the boundary membe- snail be cevelccec by fully encasing the element in grout, by dowels, bolts, or shear lugs, or by similar approved methods.

When the structural system, as described in Chapter 3 and Table 3-5, consists

of substantially complete vertical loac-carrying frame, boundary nemoe r s snail :e provided

at each end of the wail. The members shall oe of the same construction as the f rame columns. Where the *rame is a soecial moment frame, those columns snal 1 conform to tne requirements *‘or suc.n members in Chapters 10 and 11. Also see Sec. 12.5.1(D) for Category

CiD.

The required vertical boundary .members and such other similar vertical elements

as may be required shall be designed to carry all the vertical forces ’•esjldng •’•cm tne wall loads, the tributary dead and live loads, ano the seismic forces prescr’oea in these provisions.

M-30

( 10-0- 0 )

Horizontal reinforcing in the walls snail be anchored to the vertical elements. Where the boundary element is structural steel this snail be accomolisned by welding or py extension, with bends if required, into grout fully surrounding the column.

12.7.3 WHPfrCOOI V C STRESSES

For loading combinations including in-plane seismic forces, allowaole compression stresses at any point shall not exceed those allowed for axial comoress'on.

For unreinforced rasonry designed by Sec. 12A.5.1, the allowable working stress .-a lues are given in Table 12A-3. The allowable working stress values for reinforced masonry sna’’ oe the allowaole working stresses given in Table 12A-5 and applicable reductions *or slenderness effects snail apply. The minimum nonzontal distance between atera' Succorts

may be considered for walls as well as the minimum vertical distance. Formula 1ZA-' snal’ not be used.

12-15

91
EXCEPTION

For pier type wall elements that do not extend e rom floor to floor compression stresses jnaer comoined loading at any point may pe limited to those allowed for flexural compression provided on at Formula 12A-7 is also satisfied.

12.7.4 HORIZONTAL COMPONENTS 5/27 When shear reinforcing is required for loads that include seismic effects ana diagonal bars conforming to Sec. 12A.6.4(D) are not provided, rei nforcement approximate!/

perpendicular to the required shear reinforcement shall be provided equal m amount and spaced not further apart than is required for the shear reinforcing. Horizontal rein- forcing snail anchor into or be continuous througn the pier elements. Hor’zontal components

may be separated from the snear wall system by means of iw joints. The ;omts sna"

provide for building movement determined in accordance with Sec. S.S. The norizonta' components snail be anchored to the building and designed as otherwise required oy :-ese provisions.
TABLE 12.1 DESIGN AND REINFORCEMENT

REQUIREMENTS FOR SEISMIC

PERFORMANCE CATEGORY B.

Map Area 2 Map Area 3 Map Area 4

Type of Construction

Buildings

under 35 ft Buildings over 35 ft Buildings

under 35 ft Buildings

over 35 ft Buildingsunder 35 ft

Bui ldings over 35 ft

Structural Components

Running Bond 1 /' 2 2 2 3 Stacked Bond 2 2 3 3 3 3

Nonstructural Components

Running Bond 1 1 1 1 2 2 Stacked Bond 1 1 1 2 2 2

Note : 1. The numbers 1, 2 and 3 refer to subsections (1). (2) and (3) of 12.2 1(B)

12-11-1

f

2. Map areas refer to figure 1.2.

( 9-0- 1 )

12-17

93
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99
3.0 Committee Records

3.1 Minutes of Meetings

Five formal committee meetings were held:

1. December 1979, in Gaithersburg, Maryland

2. February 21-22, 1980 in Arlington, Texas

3. March 21-22, 1980 in Denver, Colorado

4. May 16, 1980 in Chicago, Illinois

5. June 5-6, 1980 in Washington, D.C.

The minutes for these meetings follow this page. The record of a Task

Group meeting held January 4, 1980 in Northbrook, Illinois is presented

as Exhibit B in Section 3.3.

The original minutes referred to various attachments. In this text the

attachments are identified by an exhibit letter and are contained in

Section 3.3. Ballot items referred to in the minutes may be found

in Section 2.1 for Chapter 12A and 2.2 for Chapter 12.

100
Minutes of First Meeting

of

Technical Committee No. 5 on Masonry

for

Review and Refinement of Tentative Seismic

Provisions (ATC-3-06)

at

National Bureau of Standards

December 11, 1979

In accordance with the procedure approved by the BSSC, the Secretary,

E. V. Leyendecker, representing the NBS Secretariat on this Committee,

called the meeting to order at 12:10 P.M. for election of a Chairman.

All current members of the committee, as follows, were present

Name

James Amrhein

Richard Gensert

Andrei Gerich

George Hanson

Robert Helfrich

Mark Hogan

Jerry Stockbridge

Alan Yorkdale

E. V. Leyendecker

Lou Cattaneo

Melvyn Mark

Ron Mayes

Vincent Bush

Representative of

Masonry Institute of America

American Concrete Institute

Interagency Committee on Seismic

Safety in Construction

The Masonry Society

Western States Clay Products Institute

National Concrete Masonry Association

American Society of Civil Engineers

Brick Institute of America

National Bureau of Standards

National Bureau of Standards

Applied Technology Council

Applied Technology Council

Building Seismic Safety Council

101
The Secretary followed the common agenda for the Technical Committees

and called for nominations of a Chairman for this Committee. Richard

Gensert and George Hanson were nominated for co-chairmanship by Robert

Helfrich. Richard Gensert declined the nomination because of an already

crowded professional committee work schedule and nominated Jerry Stockbridge

to be co-chairman with George Hanson. Stockbridge and Hanson were elected co-chairmen by unanimous vote. By mutual agreement of the co- chairmen, Stockbridge presided over the remainder of this meeting.

For the next meeting of Committee No. 5 (to be held on February 21-22 by

Committee consensus) 3 possible meeting places will be considered in the

following order of preference:

(a) Univ. of Texas at Arlington (Dallas) - Availability to be

investigated by Alan Yorkdale

(b) Six Flags Motel at Arlington (Dallas) - Availability to be

investigated by Alan Yorkdale

(c) Federal Office Bldg, at Dallas, Texas - Availability to be

investigated by Andrei Gerich

The chairman pointed out that the facilities for the February meeting must

provide a room large enough to accommodate large attendance of a widely

advertised public meeting. Vincent Bush indicated that ICBO (in

addition to the ASCE and other newsletters mentioned at an earlier

general meeting) would also publicize the February meeting.

Alan Yorkdale, BIA, was unanimously elected as the Masonry Committee

representative to Committee 2 on Structural Design.

Ron Mayes initiated a discussion on establishing a work plan for the

Committee and expressed the opinion that the work plan should include

producing a replacement for Chapter 12-A of ATC-3-06.

Discussion was interrupted for lunch at 12:00 and resumed at 1:00 P.M.

in Lecture Rm. B, Bldg. 101. In addition to the previously mentioned

attendees, this session was attended by:

Alternate Member

Kevin Callahan

Visitors

Roland Sharpe

Edward Pfrang

Joseph Wintz

for various lengths of time.

National Concrete Masonry Assoc.

Applied Technology Council

National Bureau of Standards

Brick Institute of America

102
Melvyn Mark offered the opinion that Chapter 12-A could not be rewritten

satisfactorily in the time allotted by the BSSC schedule (approx. 8 mos.

in contrast with 4 years spent on the original writing) and called upon

everyone to read Chapter 12-A completely and in detail with a view toward

improving the language but without making mass changes.

Richard Gensert's recommendation of referencing both ACI-531 and the BIA

Recommended Practice in Chapter 12-A drew the counter opinion from Hanson

that such an approach would still be fragmented and that a unified set of

masonry construction seismic requirements should be presented in Chapter

12-A for all types of masonry.

Andrei Gerich proposed that perhaps consideration should be given to making

proposed revisions to ATC-3-06 on an individual basis. Robert Helfrich,

on the other hand, felt that he spoke for the entire masonry industry in

recommending that the necessary improvement of Chapter 12-A be accomplished

by the concerted effort of a representative drafting task group.

George Hanson and Jerry Stockbridge both recommended that a vote be

taken to determine whether a task group for drafting proposed revisions

of Chapter 12-A should be appointed. The decision was affirmative. The

co-chairmen appointed James Amrhein (Masonry Institute of America)

Richard Gensert (American Concrete Institute) , George Hanson (The Masonry

Society) , Mark Hogan (National Concrete Masonry Assoc) , and Alan Yorkdale

(Brick Institute of America) to the Task Group. Yorkdale was elected

Task Group Chairman. Chairman Stockbridge charged all committee members

with reviewing their familiarity with ATC-3-06 in order to pass-on

proposed revisions to the Task Group. The Task Group will distribute

to all Masonry Committee (No. 5) members, copies of documents recording

correspondence and actions of the Task Group. The Chairman recommended

that the Task Group be permitted to work alone in order to accomplish

its task without undue delaying discussion but that it declare where

and when it would work in order to receive input from contributors.

(The Task Group will meet in Northbrook, Illinois January 4, 1980). The

Task Group will engage in its task until January 30th (foregoing the

ATC response to first proposals) , and discuss and synthesize proposals

received by that date until February 21 at which time a draft proposal

will be presented to the full Committee (No. 5). The proposal adopted

by Committee action at the February 21-22 meeting will be prepared by

the Task Group for submittal by the Committee as an "additional" proposal

on the March 10 milestone date of the BSSC schedule.

Melvyn Mark proposed that a second task group of 3 members be appointed

to prepare a contingency proposal (concurrently with the first Task

Group) to be submitted in the event that the first proposal not adopted;

the second (contingency) proposal to be based on minor revisions of the

present Chapter 12-A. Rather than appoint a second Task Group, co- chairmen Hanson and Stockbridge charged the existing Task Group with

this proposed task by way of having them re-examine ATC-3-06, Chapter

12-A as it presently reads before going on to draft more extensive

revisions

Meeting adjourned at 3:45 p.m.

Respectfully submitted.

103
Minutes of the Meeting

of

Technical Committee No. 5 - Masonry

for

Review and Refinement of Tentative Seismic

Provisions (ATC 3-06)

Inn of the Six Flags February 21 and 22, 1980

601 Avenue H, East

Arlington, Texas 76011

1.0 The meeting was called to order at 10:15 a.m. , February 21, by

Co-Chairmen Hanson and Stockbridge.

1.1 All those present were asked to introduce themselves. A list of

members and guests is attached.

1.2 Don Wakefield was introduced as the alternate to R. Helfrich,

representative of Western States Clay Products Association.

1.3 Mario Catani was introduced as a voting member representing

the Portland Cement Association.

2.0 The tentative agenda distributed February 14, 1980 was revised as in the attachment.

3.0 The minutes of the December 11, 1980 Committee 5 were reviewed. They

were modified as follows and approved.

p. 3, para, 4, line 5 - change George Hanson (The Masonry Society)

to Robert Helfrich (Western States Clay Products Assoc.)

p. 3, para. 1 - Continue the paragraph to read "It was noted

during the discussion that some members had copies of only the

masonry portions of the ATC 3-06 report."

4.0 The minutes of the January 4, 1980 Task Group Meeting (distributed

with A. Yorkdale’s January 15, 1980 memo) was reviewed (Exhibit B,

section 3.3). They were modified as follows and approved.

p. 1 - change title from "Technical Committee No. 5 on Masonry" to

"Task Group for Drafting Proposed Revisions to Chapters 12 and 12A

of Technical Committee No. 5 on Masonry"

p. 1 - Section 1.0, line 2 - change from "the Committee present:" to

"Technical Committee No. 5 were present:"

p. 1 - Section 1.1, change the affiliation of V. Bush from ATC to

BSSC.

p. 1 - Section 1.1, Add Leyendecker, E. V. (non-voting), (NBS)

104
p. 1 - Section 1.3, Delete the entire section.

p. 2 - Section 2.2, Change "A" to "B" for the Seismicity Index of

2 and Seismic Hazard Exposure Group I.

p. 4 - Change "Committee" to "Task Group" on the lines numbered

(2.4.3), (2. 4. 3.1), (2.5.1), (2. 5. 1.1), (2.6.1) and the third line

of Section 2. 7.

p. 5 - Section 3.1, line 2 - Change "the Committee" to "those."

5.0 Purpose of Project

5.1 Ed Pfrang reiterated that the purpose of the current project is

to review and refine the ATC 3-06 report for use in carrying

out trial designs. The end result of the process is a resource

for use in codes and standards. This is strongly supported

by BSSC, FEMA, and NBS. The timetable is critical to meet an October deadline for distributing reports to BSSC for consideration

during its November annual convention. It is important to

resolve issues within the Technical Committee in order to

convince the full voting committee of the merit of changes. If

agreement is not reached, then ATC 3-06 may be used unchanged.

Fundamental concepts should not be changed.

5.2 In response to questions, Dr. Pfrang stressed the importance

of applying for membership. This may be done through NBS or

BSSC. Ultimately, the BSSC Board approves membership. It is

not necessary to be a BSSC member to serve on a committee.

5.3 R. Gensert raised the question about some correspondence he felt

questioned the committee’s competence. He wanted to know if

the committee had to respond? Pfrang responded that questions

such as this should go to the BSSC.

6.0 Discussion of ACI 531, modified as an alternate to 12A and modifications

to 12 was presented by Alan Yorkdale. His proposal, dated February 19, 1980,

entitled Proposed Revision: Chapter 12 - Masonry was distributed to

all present (Exhibit C, section 3.3).

6.1 Yorkdale prepared the proposal as a result of a charge at the

January 4 Task Group meeting. Yorkdale considered his material

as a starting point. It contains changes necessary in Ch. 12

in order to reference ACI 531, these are primarily in 12.1.2 and .3.

He discussed three design approaches: (1) empirical, (2) engineered

and reinforced as required, and (3) engineered with minimum

reinforcing

There is no change in seismic categories A and B and minor change

in C and D.

6.2 There was considerable discussion that followed on ACI 531.

There seemed to be general consensus that it was fine for block

105
and composite construction. There was disagreement on its

application to brick and if it was applicable to unreinforced

construction. Discussion on these points was considerable but

did not resolve disagreements.

The meeting adjourned for lunch at 11:55 and was scheduled to reconvene at

1:30.

The meeting was reconvened at 1:40 by the co-chairmen

7.0

Discussion of modifications to 12 and 12A was presented by

James Amrhein. This was in the form of a memorandum to Committee 5 and BSSC from an eleven man-team (Amrhein, Bailey, Beavers, Borchelt,

Dickey, Hanson, Helfrich, Noland, Salveson, Tawresey, Wakefield) that

spent four days preparing recommendations. This document was distributed to all present (Exhibit D, section 3.3).

7.1 Amrhein summarized that after considerable study the group felt

it was possible to modify 12 and 12 A. In some portions the

proposed revisions are very detailed and, in view of the time

available, very broad brush in others.

8.0 Having heard a brief description of two options before the committee,

co-chairman Hanson and Stockbridge adjourned the meeting at 1:50 p.m.

with the explicit charge to read both proposed options and be prepared

to select one on reconvening at 4:00 p.m.

8.1 The meeting reconvened at 4:00 p.m. and discussion was requested.

8.2 Yorkdale said the group that revised Ch. 12 and 12a had done

a big job in four days. Their material needed more work but

with some change he could support it.

Gerich expressed the opinion that the committee should vote first on deleting 12A and adopting a recognized standard or rework 12A.

Noland thought there were still some format problems but that

the document was a good start.

8.3 Yorkdale moved that Committee 5 adopt the approach of modifying

Ch. 12A and use the task group report as the starting point.

The motion was seconded and carried unanimously.

9.0 Working sessions then started to formulate a ballot.

9.1

Amrhein and Yorkdale made a presentation recommending that the

Committee 5 propose changes in the Seismic Hazard Exposure (SHE)

Category and Seismicity Index (SI) as follows:

(a) Table l.A: Change the seismic performance category for

SHE III buildings located in areas with an SI of 1 from A to B.

106
(b) Table 1-B: Change the SI for map area 1 from 1 to 0.

" " " " " " 2

" 2 to 1.

" " " " " " 3 " 2 to 1.

" " " " " " 4 " 3 to 2.

" " " " " " 5

" 4 to 3.

9.1.1 Catani moved and Hogan seconded that Committee 5 recommend change (b) to Committee 2.

There was considerable discussion on the matter.

Gerich expressed the strong opinion that Committee 5 is not qualified to make these judgements. We

should be looking only at 12 and 12A. Both ATC

representatives, Mark and Mayes, indicated that

they have some problems with the suggestion and

would want to make a response.

The motion passed with one negative.

9.1.2 Amrhein moved and Wakefield seconded that Committee 5 recommend change (a) to Committee 2.

The motion passed unanimously.

9.1.3 Most members wanted to base what is done in Ch. 12

and 12A on the assumption that the recommendations

to Committee 2 are adopted. Stockbridge noted

that this will have to be pointed out.

Mayes strongly urged that we assume that Table 1-A

and 1-B will not change.

Although no formal action was taken, the committee

seemed to proceed on the basis that the recommendations

would be adopted.

9.2 Amrhein recommended that masonry use the same R factors as concrete. There was considerable favorable discussion.

Mark and Mayes strongly opposed this. They expressed the viewpoint

that the factors were consistent with performance. As an example,

Mayes pointed out that reinforcing is less for masonry than for

concrete

Amrhein moved and Yorkdale seconded that we consider R and C^ factors

later. The motion passed unanimously.

9.3 At this point it was decided to tackle Ch. 12A first using the

eleven-man task group report as the base and modify as necessary.

The general approach was to cover suggested change for an entire

page of ATC 3-06 at a time. Exhibit C, Section 3.3 contains the proposed

changes is the basis for ballot. Discussion follows.

0 9.4 Page 117 changes - adopted unanimously

107
Page 118 - Yorkdale suggested definitions for empirical

masonry, engineered masonry, and seismic reinforced masonry.

It was decided to consider this for Ch. 12.

Page 119 - Considerable discussion on references.

In the following material, only discussion and recommendations

different from the task group report are recorded.

Page 120 changes adopted unanimously

Page 122, Section 12A.1.6 - Mel Mark cautioned against deleting

the reference to 100 psi. Maybe put it back in for

Category D.

Section 12A.1.13 - Decided to delete entirely

Page 123, Section 12A.1.16 - Refer section task committee.

9.5 Catani moved and Hogan seconded that pages 124 to 134 (up to Sec. 12A.4)

changes be put on the ballot without discussion. M. Mark was requested

to prepare ATC comments in writing to the committee.

The motion passed with one abstention.

The meeting was adjourned for the evening.

9.6 The meeting was called to order at 8:59 a.m. on February 22. It was decided to adjourn at 4 p.m. in order to allow people to catch

planes

.

9.7 Page 136, Section 12. A. 4. 5 - Mel Mark stated that deletion

of the reference to ACI 318 is not good. There ought to be some reference. It was decided to keep the section intact.

9.8 A1 Yorkdale moved and Dick Gensert seconded to delete all

construction items not related to seismic.

There was considerable back-and-forth discussion. The major

points were to have a complete document versus one that did

not duplicate material available elsewhere.

The motion passed 6 to 3.

9.9 Considerable discussion on Section 12A.6. This centered on Mark Hogan's contention that, as written, it does not inlcude

an alternate procedure that covers unreinforced concrete masonry.

A series of motions followed, all of which had considerable

discussion.

9.9.1 Catani moved and Hogan seconded to delete 12A6.2

in its entirety.

M. Mark and Mayes discussed. Catani summarized his

thought that the unification between brick and block

108
brought about in 12A6 and 12A6.1 was fine. Keeping

12A6.2 destroys the unification.

Hanson asked if 12.2.1(A) on p. Ill was adequate; that

is, was (B) necessary? M. Mark clarified that (B)

controls the alternate procedure only. Hogan said he

did not like separate procedures for solid and hollow masonry.

For - 2 Against - 4 Abstain - 3

9.9.2 Hogan moved and Catani seconded to add a design

procedure for unreinforced concrete masonry which

references ACI 531-79 as modified by Ch. 12.

Ron Mayes noted that this would cause conflict with

the ATC table of stresses.

Other discussion occurred. Catani called for the

question.

For - 4 Against - 4 Abstain - 1

9.9.3 Catani moved the chairman appoint someone to develop

a section 12A6.2A to contain provisions covering

unreinforced concrete masonry.

Wakefield seconded if "concrete" was deleted.

Catani did not accept this amendment.

For - 6 Against - 2 Abstain 1

Mark Hogan was appointed.

9.9.4 Wakefield moved and Yorkdale seconded to allow hollow

brick provisions to be developed.

Bush commented that it might be possible to have

provisions for hollow and solid.

Noland noted that this has been done in Colorado.

Hogan offered support but thinks the time is not available.

9.10 At this point a recess was held from 10:45 to 11:08

9.11 After the recess Hanson reviewed Section 9.9 items. His major

point was that the unity shown the day before had disappeared. The

committee must get together again.

9.11.1 J. Amrhein moved and Stockbridge seconded, the following

motion:

(a) Delete Section 12A6.2 from the main text on p. 140.

(b) Delete item 12.2.1 (B) and the exception from p. 112

(c) Put the material in 12A6.2 in the commentary

109
(d) Delete the second sentence in the first paragraph

under 12A.6 on p. 138. Replace with "(see commentary)."

(e) Void all prior actions taken on unreinforced masonry

(all of Section 9.9 of these minutes)

(f) Appoint a commentary task force.

Hanson led a discussion for clarification of the motion.

Catani called for the question.

The motion passed unanimously.

9.11.2 A Task group of M. Mark (chairman), Amrhein,

Noland, Hogan, and Yorkdale was appointed.

9.11.3 Hogan asked about the last sentence on p. 138 dealing

with effective thickness. Since this is used for

buckling, he thought both wythes should be used.

Yorkdale supported the point. Hanson directed the

Task Force to review it. It was suggested to look at

Russel Brown’s work. Mel noted that he had used UBC

which he thought was a good procedure.

9.12 Comments on p. 142 and 143 adopted

9.13 All comments on p. 144 were adopted except retain the second

paragraph and reword the first line to read "In beams of

stacked bond construction, the vertical joints shall not be."

Delete the last sentence. *

For - 7 Abstain - 2

9.14 Adopted all comments on 145 except in "a" keep 2/3. Do not change

to 1/2. It was felt there was no basis for a change.

9.15 Page 146, item C - Keep original text

item 2 - Keep original text

item 12A.6.3(D) 2 - Mel will have comments on this.

item 5 - Put the development length formula in

working stress form. Change .05 to .0015

and change f to f . Define f y s s 9.16 Page 148, first paragraph - change 0.08 to 0.06 and change f to f . adopt other changes. '

9.17 Page 149 - Change the eq. 12A-11 coefficient from 0.2 to 0.225 for

consistency. Some discussion, unanimous vote.

Page 149 - under def. of f’ - keep the original text. Other changes

adopted.

9.18 Meeting adjourned, reconvened at 1:45.

9.19 Page 150 - under def. of f’ - keep the original text. m

Page 150 - change the eq. 12A-12 coefficient from 0.18 to 0.225

(vote was 7 for)

110
Page 150 - change f to

9.20 Page 151 and 152 comments adopted.

9.21 Page 153 12. A. 7 - Mel explained that the difference between

special and specific has been carefully worked on. Specific

refers to a test. All comments on p. 153 were adopted.

9.22 Page 154 - All comments adopted except the last item referring to

SPC D is to be moved to Chapter 12.

9.22 Comments on p. 156 - 159 adopted.

9.23 Page 160 Table 12A-2 - change adopted except as modified below.

Hogan moved and Yorkdale seconded to change the thickness ratio

for reinforced grouted masonry and reinforced hollow unit

masonry from 25 to 36. Passed unanimously

Yorkdale moved and Wakefield seconded to keep footnote 1 as written.

The following actions were taken on footnotes.

Delete number 3, keep 2 and 4, study 5, delete 6, 7, 8, 9.

Effective thickness of cavity walls was referred to task group.

9.24 Items not covered during the meeting in Chapter 12A will be

included as is on the ballot

10.0 It was decided to have the next meeting in Denver on March 21.

The meeting was adjourned at 4:00.

Respectively submitted.

E. V. Leyendecker, Secretary

Technical Committee 5: Masonry

111
Agenda Item 1.1 - Attendance

Members

James Amrhein

Vincent Bush

Mario J. Catani

Richard Gensert

Andrei Gerich

George Hanson

Mark B. Hogan

E. V. Leyendecker

Melvyn H. Mark

Ron Mayes

Jerry Stockbridge

Donald Wakefield

Alan H. Yorkdale

Guest s

William Bailey

P. 0. Box 425

Ft. Worth, Texas 76101

(Phone) 817-332-4101

J. Gregg Borchelt

Masonry Institute Houston-Galveston

5100 Westheimer 200

Houston, TX 77056

(Phone) 713-629-6024

W. R. Chalker

Brick Association of So. Carolina

1310 Lady St., Suite 402

Columbia, South Carolina 29201

(Phone) 803-799-9139

Walter L. Dickey

Consulting Engineer

1014 Fortune Way

Los Angeles, CA 90042

(Phone) 213-256-7117

John C. Grogan

Brick Institute of America

100 Northcreek, Suite 280

Atlanta, Georgia 30327

(Phone) 404-261-0225

James Noland

2619 Spruce St.

Boulder, CO 80302

(Phone) 303-444-3620

Edward 0. Pfrang, Chief

Structures & Materials Div.

National Bureau of Standards

Rm. B368, Bldg. 226

Washington, D. C. 20234

(Phone) 301-921-2196

L. E. (Gene) Salveson

Executive Director

Masonry Institute of Washington

2366 Eastlake Ave. E. Seattle, Washington 98102

(Phone) 206-329-0898

Joseph Wintz, III

Brick Institute of America

1750 Old Meadow Lane

McLean, VA 22101

112
Agenda Item 2.0 - Revised

Meeting of Technical Committee 5: Masonry

Inn of the Six Flags

601 Avenue H, East

Arlington, TX 76011

(817) 640-1666

February 21, 1980

10:00 a.m.

AGENDA

1. Introduction of members and guests

2. Changes in Agenda

3. Approval of minutes of December 11, 1979 Technical Committee meeting

4. Approval of minutes of January 4, 1980 Task Group Meeting

5. Purpose of project

6. Discussion of ACI 531 Building Code Requirements for Concrete Masonry

Structures - What changes are necessary?

• Alan Yorkdale

• Other comments

7. Discussion of "Chapter 12: Masonry" and "Chapter 12a" Masonry Construction"

in Tentative Provisions for the Development of Seismic Regulations for

Buildings - Necessary modifications.

• James Amrhein

• Other comments

8. Select approach

9. Working session and formulation of ballot document

February 22, 1980

8:30 a.m.

9. Continuation of working session and formulation of ballot document

10.

Selection of next meeting date and location

113
Minutes of the Meeting

of

Technical Committee No. 5 - Masonry

for

Review and Refinement of Tentative Seismic

Provisions (ATC 3-06)

Rodeway Inn-Airport March 21, 1980

4590 Quebec Street

Denver, Colorado 80216

1.0 The meeting was called to order at 9:50 a.m. , March 21, by co-chairmen

Hanson and Stockbridge. The call to order was preceded by informal

discussion beginning about 8:30 a.m. on various concerns facing

the committee such as schedule and direction.

1.1 All those present were asked to introduce themselves. A list

of members and guests is attached.

1.2 A. Isbemer was introduced as the alternate and proxy for

M. Catani by way of a letter from PCA.

1.3 Ed Johnson was introduced as a new member representing SEAOC.

1.4 K. Callahan indicated that he had been designated as a proxy

for R. Gensert. Chairman Stockbridge asked E. Leyendecker if a verbal notice was in order with the rules. Leyendecker voiced

the opinion that a written notice should be received from the

organization that a person represents naming an alternate for

the organization. The meeting proceeded without allowing Callahan

to vote for Gensert. A request was made by Stockbridge for a formal ruling for future use.

1.5 Handout material was discussed. This included the material

included with the March 20 memo from Leyendecker, a March 19

memo from M. Mark (copy attached) , and handout titled Chapter 12 - Masonry from D. Wakefield (copy attached).

2.0 The committee schedule was discussed next.

2.1 The following working schedule was discussed and accepted by the

committee.

3/21 - Proposal on Chapter 12A sent out

3/28 - Proposal on Chapter 12 sent out

3/28-4/21 - Additional ATC remarks on proposals

4/21 - Ballots on Chapters 12 and 12A due

5/5 - Results compiled and mailed to members

5/16 - Meeting and final vote in person

5/30 - ATC and NBS analysis

6/3 - Coordinating Committee

114
2.2

Mel Mark voiced the strong opinion that this was no way to proceed.

He felt that Chapter 12A must be completed before proceeding with

Chapter 12. This was considered necessary since the committee

was deleting certain seismic items from 12A; we must be certain

to pick them up in 12. He felt this could best be done by com- pleting 12A first.

He also expressed the opinion that the committee was out of order

since various deadlines had been missed and ATC had not had time

to respond, particularly on ballot items for 12A.

The committee membership felt it could proceed according to the

revised schedule and meet its deadline even if intermediate dates

had been missed. The extension of the ballot deadline on 12A

from April 14 to April 21 provides additional time for ATC

response. It was also noted by Leyendecker that the first ballot

is not final until consideration of negatives at the May 16

meeting, allowing time for additional input.

The committee also felt it could proceed with Chapter 12 since

it would have ballot results from both 12 and 12A for consideration on May 16. With both chapters in hand, little would be

overlooked.

3.0 A. Yorkdale reviewed the Committee 2 meeting held in Phoenix. It was described as a very good meeting. He concentrated on the map areas and seismic performance categories and expressed his feeling that

Committee 2 would vote for some changes.

3.1 Mel Mark reviewed some of the background for this material.

3.2 Amrhein moved and the committee voted approval to assume for our purpose that the original recommendations of Committee 5 be

assumed as adopted in developing Chapter 12. These are changes

in Table IB:

Change the SI for map area 1 from 1 to 0

2 2 to 1 3 2 to 1 4 3 to 2

5 4 to 3

J. Amrhein moved the following assumption for Table 1A: change

the seismic performance category for SHE III buildings located

in areas with an SI of 1 from A to B. The motion passed.

3.3 Hogan proposed insertion of the statement "Not Applicable" in

Table 1A for those cases where 12A does not apply. This would

be the case for SI values of zero.

Mel Mark felt this could be done better in Section 1.2 - Scope on p. 27 of ATC 3-06. He proposed not doing it in Table 1A.

115
It was moved and passed unanimously to insert the following

statement as an exception on p. 27, Section 1.2 - Scope:

"3. All buildings located in areas with a Seismicity

Index of zero."

4.0 Considerable time was spent discussing the purpose of Chapter 12A. Is

it meant to be a national standard or a document for use in trial

designs. Various opinions were expressed on what it is and what it

might become. It was considered by most as a document for use in

trial designs.

5.0 The meeting was adjourned, and then reconvened at 1:00 p.m.

6.0 There was considerable discussion on the next step, whether to

proceed with Chapter 12. Much of the discussion repeated that under

Section 2.2.

Wakefield moved and Amrhein seconded that we proceed with Chapter 12 as we did with Chapter 12A in Arlington on Feb. 21 and 22. Additional

discussion followed, Yorkdale called for the question.

The motion passed: 7 for, 1 against, 1 abstention.

7.0 The committee then decided to proceed using the handout provided by

Wakefield as a base (this was the same as the Arlington agreement with

the information marked on the text of Chapter 12 and is Exhibit G in

section 3.3) and the comments provided by Mayes in his March 12 memo

(Exhibit F, section 3.3). Discussion follows (page and section numbers

refer to the original ATC manuscript)

7.1 p. Ill - Background - Modified to remove explanatory material.

7.2 Section 12.2 - The committee decided there was no basis for

changes in the capacity reduction factors.

7.3 Section 12.2.1 was modified on the basis that the alternate

design procedure previously eliminated in Chapter 12A would

be added back in. The Secretary was instructed to editorially

revise Section 12.2.1(B) to read (This incorporates material

from 12A.3.7 on Partially Reinforced Masonry, deleting reference

to partially reinforced masonry):

(B) MASONRY DESIGN:

1. Masonry designed and reinforced as required.

2. Masonry designed and reinforced with minimum prescribed

reinforcing and other requirements. This includes grouted

masonry or hollow unit masonry containing reinforcement

as specified below. Masonry joint reinforcement shall be

and ties may be embedded in the mortar in the bed joints.

All other reinforcement -shall be embedded in grout.

Minimum masonry, mortar, and grout coverages applicable

to reinforced masonry shall be provided.

116
This masonry shall be designed as unreinforced masonry,

except that reinforced masonry areas or elements may be

considered as resisting stresses in accordance with the design

criteria specified for reinforced masonry provided such

elements fully comply with the design and construction

requirements for reinforced masonry except as herein noted;

however R factors of Table 3-B shall be as required for

unreinforced masonry. Only Types M or S mortar shall be

used.

Reinforcing for columns shall conform to the requirement of

Sec. 12A.6.3(F). For walls the maximum spacing of vertical

reinforcement shall be 8 feet where the nominal thickness

is 8 inches or greater and 6 feet where the nominal

thickness is less than 8 inches. Vertical reinforcement

shall also be provided each side of each opening and at

each comer of all walls. Horizontal reinforcement not

less than 0.2 square inch in area shall be provided at

the top of footings, at the bottom and top of wall openings.,

near roof and floor levels, and at the top of parapet

walls and, where distributed joint reinforcement is not

provided, at a maximum spacing of 12 feet where the

nominal masonry thickness is 8 inches or greater and 9

feet where the nominal thickness is less than 8 inches.

The vertical reinforcement ratio and the horizontal

reinforcement ratio shall each be not less than 0.00027.

Where not prohibited by Chapter 12 or this Chapter,

stacked bond construction may be used. When stacked bond

is used the minimum horizontal reinforcement ratio shall

be increased to 0.0007. This ratio shall be satisfied by

masonry joint reinforcement spaced not over 16 inches or by reinforcement embedded in grout spaced not over 4

feet. Reinforcement shall be continuous at wall comers

and intersections.

Splices for reinforcement shall conform to all requirements

for splices in reinforced masonry.

These types of masonry walls shall be considered as reinforced masonry for the purpose of applying Table

12A-2.

3. Masonry designed and reinforced with prescribed

minimum areas. This additional reinforcement shall be in

both horizontal and vertical directions. The sum of the areas of reinforcement in both directions shall be at

least equal to 0.002 times the gross cross section of the

masonry with at least 0.0007 times the gross cross sectional

area of the masonry in each direction.

7.4 Mark Hogan moved and Yorkdale seconded to revise Section 12.3

to read:

117
"Buildings assigned to Category A may be of any construction

permitted by existing national masonry standards when located

in map area 2 and of any construction permitted by Chapter 12A

when located in map area 3."

Several variations of the above were discussed, some considered

using accelerations instead of map areas.

Discussion centered on whether or not the phrase "existing

national masonry standards" was specific enough. Opinions

varied from ok to meaningless. The general feeling was that

the phrase was necessary and adequate in order to conduct

trial designs.

The motion passed unanimously.

7.5 There was considerable discussion on seismic performance

Category B. The committee concluded that it could not proceed

with this category until Committee 2 had ballotted on the map area issue. Committee 5 will be notified as soon as results are available.

7.5.1 Before proceeding, Yorkdale asked the reasons for

the material limitations in Section 12.4.2. M. Mark

indicated that the limitations were there to eliminate

the use of excessively weak or brittle materials

or materials more subject to weathering.

7.6 Seismic performance category C was discussed at length. The concern was centered primarily about the map areas where it was required and not on the requirements for SPC C. Mel

indicated that exceptions should be in Section 1.2 - Scope

rather than 12.5

Wakefield moved that T.C.5 recommend rewording Section 1.2-Scope

page 27, item 2 to read:

". . .Seismicity Index of 1, 2, or 3. . ."

The motion passed: 5 for, 3 against, 1 abstention

(This recommendation was passed on to Committee 2)

7.7 The reasons for including Section 12.5.1(E) were requested.

M. Mark responded that the joint reinforcement does work for

shrinkage but there is no test data showing it works for shear.

There was not agreement on the matter. The committee unanimously moved the section to SPC D and delete from SPC C.

7.8 The committee discussed using a steel ratio of .0007 or .0015

in Section 12.5.1(F). The latter is used in concrete and the

committee decided to stick with it.

7.9 Albert Isbemer requested th$t 12.5.2 be included as a ballot

item to allow comment. There was one abstention.

118
7.10 M. Mark began by stating that SPC D was for high-risk construction.

Whatever this committee does won't change legal requirements in

California. After some discussion Yorkdale moved and Stockbridge

seconded that T.C.5 retain Section 12.6 intact.

Amrhein amended to delete "Shovel measurements are not acceptable."

from the second line of the first paragraph in 12.6.1.

The amendment and the motion passed unanimously.

7.11 Section 12.7.1 was modified for clarity after M. Mark explained

its intent. The intent was accepted but it was felt clarification

was needed. Section 12.7.1 was modified as follows:

Add an introductory paragraph to read "The following reinforcement

requirements apply to walls required to comply with the provisions

of Section 12.2.1(B)(3)."

1st para, line 4 - change 32 to 48.

7.12 The meaning of Section 12.7.3 was explained. The committee

unanimously agreed to leave as is.

7.13 In the sixth line of Section 12.7.4 change the phrase "true

joints" to "joints."

7.14 The committee recessed at 6:15 and reconvened at 6:45 p.m.

8.0

M. Mark gave a Task Group report dated 3/19/80 (Exhibit I, section 3.3).

8.1 After discussion it was moved and seconded that p. 5, 6, and 7 of the report replace 1st paragraph of 12A.6.1 and 12A.6.2

on Alternate Design Procedure. The main discussion centered

on the validity of the stresses used in concrete masonry.

The motion passed: -7 for, 1 against, 1 abstain

8.2 Tables 12A.1A and IB (p. 3 of report) were discussed. It was decided to leave on the ballot. On p. 1 of the report it was decided to retain the sentence referring to 0 and K mortars,

delete the sentence referring to foundation walls, retain the

change to the last paragraph and leave the remaining text as written in the ATC 3-06 report.

8.3 Page 2 of the report concerning 12A.8.2 was discussed. It was agreed to put the title and B, D, and E up for ballot.

8.4 Page 4 of the report concerning 12A.6.1(H) - view was discussed

along with options in Table 12A-2 for cavity walls. It was agreed to add (H) for the ballot and use option 3 for cavity

wall thickness.

9.0 Wakefield discussed table 12A.5. The following changes were

agreed to:

119
Ballot item 156 - Compression - flexural stress. Put the limits

back in but under "yes" change 900 to 2000 and under "no" change

450 to 1000.

Ballot item 157 - Bearing stress. Put limits back in but under

"yes" change 900 to 1500 and 1200 to 1800. Under "no" change

450 to 750 and 600 to 900.

10.0 Hogan discussed table 12A.5. It was agreed to delete ballot

item 157. That is leave the shear limits unchanged. It was also agreed to put on the ballot whether uninspected masonry

reducton coefficient should be 1/2 or 2/3 for compression-axial,

walls and column. There was one negative on the latter point.

11.0 It is noted here that a number of the items placed on the ballot

do not have full committee support but the committee wanted a formal ballot.

12.0 The meeting was adjourned at 8:15 p.m. with the next meeting

location to be set by Leyendecker, probably in Chicago.

Respectfully submitted.

Edgar V. Leyendecker, Secretary

Technical Committee 5: Masonry

120
Attendance of March 21, Meeting

Members or Alternates

Jerry Stockbridge

James Amrhein

Melvyn Mark

Ed Johnson

Mark Hogan

Alan Yorkdale

Andrei Gerich

E. V. Leyendecker

George Hanson

Don Wakefield (alternate for Helfrich)

Albert Isberner (alternate for Catani)

Guests

James Noland

Kevin Callahan (alternate for Hogan)

Walter Dickey

Gene Salveson

William Bailey

Ed Hedstrom

Ideal Basic Ind.

P. 0. Box 8789

Denver, CO 80201

(303) 623-5661

Richard Wilsey

CMI 3003 E 3rd, Suite 301

Denver, CO 80206

(303) 697-6127

121
Minutes of the Meeting

of

Technical Committee No. 5 Masonry

for

Review and Refinement of Tentative Seismic

Provisions (ATC 3-06)

O'Hare American Inn May 16, 1980

2175 Touhy Avenue

Chicago, Illinois 60018

1.0 The meeting was called to order at 9:00 a.m., May 16, by co-chairman

Hanson and Stockbridge. The call to order was preceded by informal

discussion beginning about 8:30 a.m.

1.1 The attendance list was passed and is attached.

1.2 The Secretary announced that Don Wakefield, who has been attending

as the alternate for Robert Helfrich, has replaced Mr. Helfrich as the representative of Western States Clay Products Association.

1.3 Joseph Wintz was announced as the formal proxy for Alan Yorkdale

for this meeting. A letter to this effect was introduced for the

record of the committee.

2.0 The minutes of the February 21 and 22, 1980 committee meeting were reviewed.

The secretary indicated that Mel Mark had submitted suggestions for change to

the draft minutes. His suggestions were read and accepted. The minutes

were then approved.

3.0 The minutes of the March 21, 1980 Committee meeting were reviewed.

The secretary indicated that Mel Mark had submitted suggestions for change

to the draft minutes. His suggestions were read and accepted. The minutes

were then approved.

4.0 A general discussion followed on the subject of "substantive change."

4.1 Ron Mayes stated that ATC had a strong desire to back the output of

this committee. However, he did feel that the committee was making

substantive changes to the original document, referring back to the

scope of the project as described in the original work plan.

4.2 Andrei Gerich voiced support for the idea that the committee is

making substantive changes and that the original document should

be used as much as possible.

4.3 Don Wakefield and Joseph Wintz expressed the position that the committee

is trying to make the report workable and acceptable to industry.

4.4 Others expressed the opinion that substantive changes can be a matter of opinion. For example the committee has accepted basic

concepts such as the strength approach (while realizing it is not a true strength approach) , seismicity index, and seismic performance

categories

.

122
4.5 Don Wakefield expressed concern that BSSC might ballot only on changes. He felt that BSSC had not ballotted to accept the original

ATC report yet.

4.6 Mel Mark indicated that he felt ATC was compromising by accepting

deletion of certain items from Chapter 12A. The committee should

be prepared to allow ATC to, redo Chapter 12 incorporating items

deleted from 12A. No action was taken on this point.

4.7 Ron Mayes introduced a hau lout from ATC dated May 7, Exhibit J, sec. 3.3. This contained an ATC ballot which was used as a means to introduce ATC position and comments on the ballot items.

5.0 The following committee members corrected their recorded ballots on

the ballot tally sheets.

5.1 Dick Gensert indicated that he voted negative on items 78, 79, 106,

107, 115, 155, 156, 157, 158, 141B, and 150A of Ballot No. 1. He also

recorded a question mark on item 91.

5.2 Ed Johnson indicated he had recorded his vote wrong on items 10, 11

and 13. His vote was yes instead of no. He also indicated that his

comments were the same as those supplied in the ATC handout dated

May 7. The following errors were noted therein: The second ballot

item numbered 66 should be 67, the vote on 106 should be No

rather than Abstain.

6.0 The committee then proceeded through Chapter 12 to discuss comments and

negative ballots. Items without comment or negative ballot on the

tally sheet were not discussed. A tally sheet is attached for

Chapter 12A. Items reballotted are shown on this sheet.

6.1 Discussion then began (SEAOC or ATC comment refers to the May 7 handout) . Reballot means a new vote was taken and recorded as shown.

Items 1-3: Not discussed

Item 4: The ATC comment was pursuasive. The text of Chapter 12A

will be checked by the Secretary to editorially delete the

reference to "load-bearing." Reballot.

Item 5: The ballot item was clarified as the definition of MASONRY and

(A) MASONRY, REINFORCED and (B) MASONRY, UNREINFORCED.

Wakefield moved and it was seconded to clarify this as Ballot Item 5. Amrhein called for the question. The

vote was unanimous.

Discussion followed. Johnson stated that reinforced masonry requires

definition so that the form of construction used in 12A.6.3 and

Table 12A-4 are defined. The table doesn't apply unless minimum

reinforcement is used. M. Mark reinforced this point. Mayes

continued that research data aren't available to support using

the table for steel percentages less than the minimum.

123
There was considerable back and forth discussion. The feeling

expressed by Wakefield, Hogan, and others was that Chapter 12

refers to a category of construction requiring minimum steel,

although the definition does not differ from masonry using

less than the minimum.

Reballot

.

Items 6, 7: Refer to discussion on Item 4. Reballot.

•J Item 8: No discussion or change.

Item 9: Refer to ATC comment and discussion on Item 5. Reballot

Items 10-20: No discussion or change

Item 21: Refer to ATC comment. Hedstrom offered that ASTM C476 was

the appropriate reference, not ASTM C270. There was a motion

to return to the original text; this carried by 9 yes, 1 no. Catani then moved to change ASTM C270 to C476. This carried

by 9 yes, 1 no (Johnson). Johnson then moved to add "except

masonry cement shall not be used for grout." Those opposed

felt the phrase wasn't needed. Reballot.

The item now reads: Cements for mortar are limited to those

allowed by ASTM C476, this Chapter and Chapter 12 except masonry

cement shall not be used for grout.

Items 22 and 23: No discussion or change.

Item 24: Refer to ATC comment. It was agreed the ballot was in error. Amrhein moved and it was seconded to reinsert ASTM

C270. The motion carried.

The item now reads the same as the original ballot with the

insertion back in of the line reading: ASTM C270 Types 0 and

K mortar shall not be used.

Items 25-27: No discussion or change.

Item 28: Refer to ATC comment. Johnson added he would vote yes if

the item is included in Ch. 12. Those supporting the ballot

item felt that specifying the grouting should be done without

segregation takes care of any problem. Also that the lower

limit is misleading. Reballot.

Item 29: Johnson indicated that the ATC comment was minor but

that he wanted to see something said about mixing equipment.

Those opposed said the reference is to ready mix concrete and is

not applicable to grout. Reballot.

Item 30: No discussion or change.

Item 31: Refer to ATC comment*. Gerich said he agreed with comment but

did not feel strong about it. Reballot.

124
Item 32: No discussion or change.

Item 33: Refer to ATC comment. Discussion was over the need for

deleting the last sentence. Response was that it wasn't

needed. Reballot.

Item 34: Refer to ATC comment. Other arguments included a preference

for the original wording although there seemed to be agreement that

the 1/8 in. amplitude could not be enforced. Those preferring the

new wording indicated that it was shorter and said all

that needed to be said. Reballot.

Item 35: This item must be inserted since item 34 is deleted.

Reballot

Item 36, 37: No discussion or change.

Item 38: Refer to ATC comment. After discussion Gerich moved and

it was seconded to modify item 38 by adding back the line:

"3. For cavity walls the provisions of 1 and 2 above apply

to each wythe." The paragraph following the line is still

deleted. The motion carried.

Items 39, 40: No discussion or change.

Item 41: Refer to ATC comment. Ed Johnson moved and it was seconded

to change the word "and" proposed for deletion in the ballot item

to the word "are." The motion carried.

Item 41 reads (b) SPLICES. Splices and reinforcement may be made

only at approved locations or as indicated on the approved design

documents. Splices shall conform to the provisions of section

sec. 12A.6.3(D)7.

Item 42: No discussion or change.

Item 43: Refer to ATC comment. Amrhein says that the proposed wording in

ballot item 43 accomplishes the ATC comment. Reballot.

Item 44: Refer to ATC comment. The counter argument was that

units do not come in multiples of 2.5 inches. Mel Mark

argued that it does require detailing to accomplish

what is stated in the original text of ballot item 44 but

that it can be done. He also stated that 4 inches of

anchorage won't hold. Reballot.

Items 45 through 47: No discussion or change.

Item 48: Refer to ATC comment. There was considerable discussion on

the ATC comment here. Wakefield moved and it was seconded to

change ballot item 48 to read "grouted multi/wythe masonry is a form of construction in which interior joints betwen wythes are filled with grout. Only type M or S mortar shall be used. The

vote on this item was abstain ACI, BIA, ICSSC, NCMA, SEAOC.

Yes vote - ASCE, BCA, Masonry Society, WSCPA

Not voting - MIA

125
6.2 At this point is was decided to break for lunch and continue

this discussion on item 48 after lunch. Prior to the break

Mel Mark argued that the table 12A-3 was for solid units only.

6.3 Break for lunch at 1:40 p.m.

6.4 Reconvene at 2:45 p.m. It was announced that Gensert had gone and

Mario Catani was his official proxy for the remainder of the meeting.

Confirmation of this was obtained from ACI headquarters.

6.5 Discussion of the ballot items then continued.

Item 48: The discussion on this item continued. Tony Wintz made

the point that ANSI A41 tables refer to solid stresses for

multiwythe construction. The vote on the original motion made

before lunch was taken up again with the following change in

table 12A.3 on page 161 of the original report. On the line

that reads "grouted masonry" the wording should be changed to

read "grouted masonry multiwythe with solid units." A reballot was then taken. The motion changing the wording in the text

and the wording in the table passed.

Item 49: Refer to ATC comment. Amrhein added that he felt this

item should be moved to Chapter 12 and not just deleted.

Gerich moved to keep item 49 but move it to Chapter 12. This was seconded. The item was then reballotted and the motion

carried.

Item 50: No discussion or change.

Item 51: Refer to ATC comment. There was general agreement and

Ed Johson moved to modify this ballot item to retain the last

sentence. The motion was seconded and carried unanimously.

Ballot item 51 now reads: 1. Masonry headers shall not project

into the grout space.

Items 52-55: No discussion or change.

Item 56: Refer to ATC comment. There was considerable discussion on the subject of mortar fins projecting into the grout space.

Wakefield stated that he felt any projection distance should be

based on module sizes. There was general discussion on cleaning

procedures. Reballot.

Item 57: Refer to ATC comment. Gerich stated that he agreed with

the ATC comment. There was a response that UBC does not require

the space stated in item 57. There was then agreement that

item 57 could be changed to a unanimous vote provided

changes occurred in item 58. With this agreement, item

57 was ballotted without change and passed unanimously.

Item 58: Following the agreement on item 57, Catani moved that

ballot item 58 be modified to read EXCEPTION: If the grout

space contains horizontal^ steel, it shall be at least 3 inches.

The motion was seconded and the item ballotted. The motion

passed unanimously.

126
Item 59: No discussion or change.

Item 60: Refer to ATC comment on item 60 and subsequent items.

Ed Johnson stated that the requirement that was being deleted

had always been in UBC. Amrhein says that he does not understand

the reason for the requirement as originally included in UBC.

He stated that high lift construction is self-tested. The

argument was found convincing. Reballot.

Item 61: Refer to ATC comment. It was argued that the extensive

original wording was unnecessary. Reballot.

Item 62: Refer to ATC comment. There was general agreement on the

ATC comment and Ed Johnson moved to reinsert the deleted portion

of ballot item 62, Catani seconded. The motion carried unanimously.

Item 62 now reads: The thickness of grout between masonry units and

reinforcement shall not be less than 1/4 inch where fine grout is

used nor 1/2 inch where coarse grout is used. See section 12A.1.17

and 12A.2.4.

Item 63: Refer to ATC comment. Ed Johnson wanted to know the objection

to including the paragraph in the text. Amrhein expressed the

feeling that it added to the problem through confusion. Wakefield

moved to add the item back. The motion was seconded and failed.

The reinsertion of this paragraph was favored by Wakefield, Johnson

and Gerich and opposed by others. Those favoring the addition of

the paragraph are recorded as negative votes on ballot item 63.

Item 64: Refer to ATC comment. There was general discussion on whether or not the proposed new title was suitable. Ed Johnson

stated that he really did not care, but he would not change his

vote. Reballot.

Item 65: Refer to ATC comment. There was considerable discussion

on the subject of cleanouts. This included projections into

space whether or not it was practical to clean and so forth

Wakefield said he would remove his objection to deleting item 65

since cleanouts were covered elsewhere. Gerich then moved to

modify item 65 to read: Overhanging mortar fins projecting

more than the thickness of the mortar joint into the grout

space shall be removed. This was seconded. There were five

votes for and five against. Catani then moved to have the

item read: Overhanging mortar fins projecting into the grout

space shall be removed. The motion was seconded and passed

unanimously.

Item 66: Discussion centered around whether 15 square inches was necessary or not. Hogan moved to change the 15 to 10. The

motion was seconded and passed unanimously.

Item 67: There was general discussion that bond beams did not have

to be followed by the word unit. After some discussion of bond

beams and construction, there was general agreement on deletion

of the word unit. Also, there was agreement to delete the

127
reference to other sections and chapter 12. Item 67 was modified

to delete the last line. This passed unanimously. Item 67 now

reads: Except as provided in chapter 12, all reinforcing except

ties and masonry joint reinforcement, where permitted, shall be

embedded in grout. Longitudinal horizontal reinforcing shall be

placed in bond beams except as permitted for masonry joint

reinforcement

.

Item 68: Catani argued that the change in item 62 made a change in

item 68 necessary for consistency. He thus moved to modify the

ballot item to reinsert the portion proposed for deletion. The

motion was seconded and passed unanimously. Item 68 now reads:

The thickness of the grout between the masonry units and reinforcing

shall be a minimum 1/4 inch for fine grout and 1/2 inch for coarse

grout. See section 12A.1.17 and 12A.2.4. See chapter 12 for

stacked bond limitations.

Item 69: Refer to ATC comment. Johnson wanted to know the objection

to this paragraph. Wakefield responded that the extra 8 inches was

the problem. Johnson and Hogan thought shrinkage could be a problem.

Wakefield said no, just keep right on going all the way. Reballot.

Item 70: Ed Johnson stated he would change his ballot to be consistent

with his vote on item 56. Reballot.

Item 71: Refer to ATC comment. There was general discussion on the

ATC comment and the proposed ballot item 71. Following this

discussion, it was moved by Ed Johnson and seconded to reword

item 71 to read: Grouting shall be done in a continuous pour

and may be done in partial lifts. The vote was unanimous.

ft Item 72: Ed Johnson removed his negative ballot for consistency with

item 60.

Item 73: Gerich removed his negative ballot.

Items 74-75: No discussion or change.

Item 76: Stockbridge stated that he did not like the proposed

deletion of reference to direct tension. He then moved to

keep the original text of the ATC report. The motion was seconded and passed unanimously. The phrase "unref inf orced

masonry shall not be loaded in direct tension" is thus retained

in the text.

Item 77: No discussion or change.

Item 78: Refer to ATC comment. Wakefield added that he would

like to add the maximum thickness ratios back in rather than

delete them. There was some discussion and Wakefield moved

to change ballot item 78 to read: All masonry walls shall be

designed so that allowable stresses are not exceeded and

that the provisions of table 12A-2 are satisfied. The motion

was seconded and passed unanimously.

128
Item 79: Wakefield moved that rather than deletion the item should read:

The maximum thickness ratio of table 12A-2 may be increased when

justified by substaniating data. The motion was seconded and

passed unanimously.

Item 80: Refer to ATC comment. There was considerable back and forth

discussion on what constitutes a pier. It was decided to reserve

this item for chapter 12. Reballot.

Item 81, 82: No discussion or change.

Item 83: Refer to ATC comment. Wakefield responded by saying that

the original wording did not allow transfer across joints.

Mel Mark says the problem is in striking the phrase "middle ties."

Reballot

Item 83A, 84, 85, 86, 86A: No discussion or change.

Item 87 - Modified: On the modified text 3rd page of the new page 142

under the heading "Unreinforced Concrete Masonry, Subparagraph 1."

Mark Hogan argued for a 1/3 rather than a 1/2 reduction of stresses

for work without special inspection. This argument was supported

by PCA. Mark Hogan moved and it was seconded for the phrase to

read: For work without special inspection compressive stresses

shall be reduced by 1/3, other stresses shall be reduced by 1/2.

The motion was seconded and the question called for. Wakefield

voted no ami Wintz abstain. The others voted affirmative.

Mark Hogan then began discussing the 2nd paragraph on the same page referring to shear stresses. He insisted that the shear and

tension stresses in the NCMA document (which is dated 1969 not 1979)

do not need to be modified. Mel Mark then discussed the

various task committee correspondence and referred to factors

of safety. There was a general discussion between Hogan and M. Mark

referring to different modes of failure and the low stress

values. Hogan then moved to delete item 2 on the 3rd page of

the modified page 142. The motion was seconded. Under discussion

Mayes then talked about 35-50 psi failures and diagonal tension

in houses he has tested on the Berkley shake table. Gerich

stated his strong feeling that we were looking at the ATC

document and not the NCMA document. A vote was then taken

yes - NCMA, PCA, ACI; no - SEAOC, ICSSC, Masonry Society;

abstained - MIA, WSCPA, BIA, ASCE. It was then ruled that the

motion did not pass due to the distribution of ballotting.

Hogan objected to this. A vote was then taken on item 87 to

afirm the prior votes. There was no vote change.

Item 88: No discussion or change.

Item 89: Refer to ATC comment. Ed Johnson wants to keep the original

wording, Catani was in agreement with this. Johnson moved to

modify ballot item 85 to return to the original ATC text. The

motion was seconded and passed unanimously. Item 89 now reads:

2. Stacked Bond: three times the wall thickness or the

length of the masonry units for construction using stacked

bond, whichever is less.

129
Item 90: Reballot.

Item 91: Refer to ATC comment. There was general agreement with the

ATC comment. Amrhein moved to modify ballot item 1 to read:

"j may be assumed as 0.85 or." The motion was seconded and

passed unanimously. Item 91 now reads: j = ratio of distance

between centroid of compression and centroid of tension to depth,

d. j may be assumed as 0.85 or j may be determined by a strain

compatibility analyses.

Item 92: Refer to ATC comment. There was a general discussion on solid grouted units particularly open end units, and what portion

may be assumed to transfer shear. Johnson moved to modify ballot

item 92 to read: In vertical joints, stacked bond construction

shall not be assumed to resist shearing stresses. Where the

shear reinforcement is parallel to the vertical joints,

reinforcement equal to the required shear reinforcement shall

be provided perpendicular to the vertical joints at a spacing

not to exceed 16 inches. The motion was seconded and passed

unanimously

Items 93-102: No discussion or change.

Item 103: Wakefield wanted to add in place of the deleted phrase,

the phrase "it across the member." There was some discussion.

Wakefield removed his negative ballot. The item remains as is

with the editorial change of leaving the word "it" in place

rather than deleting the word.

Items 104, 105: No discussion or change.

Item 106: Refer to ATC comment. Mel Mark would like to see a specific length mentioned. Hogan moved to change the phrase

"calculated" to "allowable." The motion died for a lack of a second. Reballot.

Item 107: Refer to ATC comment. There is an error in the equation

as listed. Both Catani and Hogan want to use the ACI equation.

After some discussion it was moved that the equation

read: .0015 d, f . The motion was seconded and carried,

b s Item 107a: This is on page 148, third paragraph, of the original

document and was a missed ballot item referred to herein

as 107A. The equation should be .002 d,F . It was moved

and seconded and passed unanimously that this change be

made. It was also pointed out that it will be necessary

to define F and modify the paragraph of the text to

delete f and f . Y g

Item 111: Refer to ATC comment. ATC is strongly opposed to changing

the coefficient .20 to the coefficient .225. A number of people

indicated that the larger coefficient has been used in

the rest of the nation for a long time. ATC indicated

that it feels strongly on this and may carry it BSSC.

They feel the increase is unjustified and adds to other

increases the committee is making. Reballot.

130
Item 112: Don Wakefield would like to get in the phrase "effective

height." It was agreed that this was an editiorial change and

with this Wakefield withdrew his negative ballot. The new definition reads: Effective height - clear distance in

inches between supporting or stiffening elements. Effective

height different from clear distance may be used if

justified. Note that this wording is the same as Item 117 which

passed with one abstention.

Item 113: Refer to ATC comment. There was general discussion once again on reinforced masonry, going back to ballot item 5 of the

morning session. Ron Mayes used the argument that the

tables simply are not applicable unless minimum levels of

reinforcement are present. Hanson indicated that he does not

mind including the steel percentages or limits on use of

the tables as long as we don't use terminology such as partially reinforced masonry. There was considerable

discussion and several attempts to come up with a rewording.

Ed Johnson moved the following wording be used for ballot

item 113: 2. Reinforcement. Reinforcment of walls and

wall elements shall be provided for all loadings as required by design. Where reinforcement ratios are less

than: A. 0.0007 in any direction, B. 0.002 or the sum

of the ratios in each direction then; permissible stresses

for unreinforced masonry must be used. If reinforcement

ratios are equal to or greater than these ratios, the

stresses of table 12A-5 may be used. This motion was

seconded. Wakefield strongly objected to this change.

He stated that it puts back in what the committee had

worked so hard to remove in prior meetings. He also

stated that it harms his segment of the industry. Most

people, however, found the argument that the table was not

applicable unless minimum reinforcement is present a sound argument. A few were not convinced that the stated

limitation on use of the tables is correct. Reballot.

Wakefield will draft a section for insertion.

Item 114: Refer to ATC comment. Johnson moved to modify

ballot item 114 to be as follows: Delete the first

paragraph, keep the seond paragraph with the last sen- tence deleted. Mark Hogan suggested an amendment using a lead-in sentence to the second paragraph as follows:

When using the stresses in table 12.A-5 horizontal etc.

and that the paragraph be combined with the one following.

The amendment was accepted and the motion was seconded.

A ballot was taken and the motion passed.

Item 115: Refer ATC comments. Wintz said the factor should be

0.2 rather than the proposed .225. Hogan argued that

plain concrete uses a factor of .25 and that .225 is

consistent with ACI. Wintz moved to modify item 115 by

changing the factor .225 to the factor .2. The motion

was seconded and passed. Johnson moved to insert the

suggested ATC h/t ratio limit of 20. The motion was seconded and failed. Catani moved to insert an h/t limit

of 25. The motion was seconded and passed with one negative ballot.

131
6.6 Break for dinner at 7:00 p.m.

6.7 Reconvene at 8:30 p.m. It was announced that Amrhein would not be

at the session and George Hanson had his proxy. Written confirmation

was entered for the record.

Items 116-119: No discussion or change.

Item 120: Johnson moved to modify the ballot item to read: All

column or longitudinal reinforcing shall be solidly embedded

in grout. The motion was seconded and passed unanimously.

Item 121, 122: No discussion or ballot.

Item 123: Refer to ATC comment. The feeling seemed to be that the

requirement was a seismic requirement. Johnson moved to add

the phrase following standard hook "which terminates beyond

the boundary reinforcing" and continue the paragraph. The

motion was seconded and failed. The original ballot item is

thus retained.

Item 124: Refer to ATC comment. Wintz moved that the deleted portion

of item 124 be replaced with the phrase, "except as provided for

masonry design under the alternate design procedure of section 12A.6.2

(A) , vertical stresses in shear walls shall be determined

from the combined effects of vertical loads. The rest of the paragraph

should be deleted. The motion was seconded and passed unanimously.

Item 125: Stockbridge asked if the tension that was being resisted was intended to be calculated tension. The answer was yes; therefore

he said he would remove his negative. Wintz moved to insert

the word "calculated" before the word "tension." The motion

was seconded and passed. Item 125 now reads: Allowable tension

stresses for unreinforced masonry shall not be exceeded. Anchorage

to the foundation shall be provided to resist calculated tension

in unreinforced walls.

Item 126: No discussion or change.

Item 127: Refer to ATC comment. Most found the argument unconvincing.

Reballot

.

Item 128: Refer to ATC comment. It was argued that insertion of the

word "minimum" covered the need expressed by the deletion in

ballot item 128. The argument was convincing and Johnson changed

his vote. Reballot.

Item 129: No discussion or change.

Items 130 and 131: Johnson indicated that he would remove his

negative ballot if these items are picked up in chapter 12.

Item 132: No discussion or change.

132
Item 133: Wakefield indicated that he wanted the word "inspections"

added back in. It was commented that this word had been

erroneously marked out. With that statement, Wakefield

withdrew his negative. Item 133 now reads the same as shown

on the ballot item except the fourth line following the word

"specific" the word "inspections" should be added back in so that the line reads: Inspections, tests, or some items of

special inspection.

Item 134 and 135: No discussion or change.

Item 136: Refer to ATC comment. Mario Catani argued that some of

the deleted words were project specifications, not design

specifications to assure safety. With this, Ed Johnson indicated

he would change his ballot to abstain. Catani then moved that

item 136 be modified by changing the first bullet item under

the section to read: When f' is to be established by tests,

there shall be an initial prism test series prior to the start

of construction and one prism test series shall be made for each

5000 square feet of wall. The motion was seconded and passed

unanimously

Item 137: Hogan asked about the phrase "identified and acommpanied .

He wanted to known what it means. There was some discussion

about certification and what sort of identification is attached

to blocks, bricks and so on that are delivered on a job site.

There was no suggested change and a reballot was taken.

Item 138: Refer to ATC comment. There was some discussion about

moving this item to chapter 12 and then argue about seismic

performance categories at that time. Johnson moved to transfer

item 138 as originally written to Chapter 12. The motion was seconded and passed.

Item 139: Refer to ATC comments. Mel Mark indicated that the purpose

of the original text was to try to simulate field conditions as closely as possible. Catani and others argued that the

purpose of the tests is quality control not for field

strength. He wanted to know what is being accomplished

by testing things in the field. Reballot.

Item 140: There was some discussion that this item was already covered

in the ASTM specs, already cited. It was moved to delete the

entire paragraph used as ballot item 140. The motion was seconded

and passed unanimously.

Item 140A: Catani moved that this item be reworded as : 12A.8.2 Grout Tests

Tests for grout shall conform to this section.

The motion was seconded and was favored by PCA, ACI, NCMA and MIA.

Those opposed were ICSSC, BIA, MS

There were two abstentions.

Therefore the motion did not^carry and ballot item 140A stays as is.

133
Item 141 - Modified: Catani moved and it was seconded to delete this

section entirely. For - PCA, ACI, NCMA, MIA; Against - ICSSC, BIA, MS, MIA, SEAOC, and two abstentions. The

motion did not carry and ballot item 141 - Modified stays

as is.

Item 141A: Briefly discussed and reballotted.

Item 141B: There was a brief discussion and no change in vote.

Therefore this item was defeated.

Item 142: Refer to ATC comment. Hogan moved to editorially revise

the first paragraph and delete the second. The motion was not seconded. Therefore item 142 stands. Reballot.

Item 143: Refer to ACT comment. Brief discussion. Reballot.

Item 144: Wintz moved to delete the entire table 12A-1A. The motion

was seconded and was unanimous.

Item 145: Wintz moved to delete the entire table 12A-1B. The

motion was seconded and passed unanimously. It was also

recommended that for editorial convenience these tables

be left in as blank so that all tables do not have to be

renumbered. The reason for deletion of these two tables was that ASTM C270 covers them.

Item 146: The proposed change as item 146 automatically is defeated

with the deletion of the two tables in items 144 and 145.

Item 147: Johnson changed his ballot to abstain. Mark Hogan

indicated he would like to see some flag for inexperienced

designers and would like to keep the deleted items. He moved

to keep in the deletions. The motion was seconded and defeated.

Item 148: As an editorial change the footnote "1" should be left in.

Johnson then moved that the title be modified to read: "Maximum

Ratio on Supported Height or Length to Thickness." The motion

was seconded and passed.

Item 149: There were attempts to modify this ballot in two parts.

Part 1: Hogan moved and it was seconded that the h/t

ratio of 18 should be changed to 20. The vote was unanimous.

Part 2: Johnson moved that the ratios of 36 should be

changed back to 25. The motion was seconded. There was discussion and the motion failed.

Item 150: No discussion or change.

Item 150A: Refer to ATC comment. Wintz moved and it was seconded to

modify this ballot item to use an equation T = T - T with

a ratio of h/t = 18. The motion was seconded. ?or:

C ASCE, BIA, ACI, PCA; Against: MI, MS, ICSSC, NCMA,

SEAOC; Abstain: WSCPA. Hogan then moved to use the

equation as originally proposed with the ATC definitions

and deleting the h/t ratio. The motion was seconded and

passed.

134
Items 151-153: No discussion or change.

Item 154: Brief discussion with no change in ballot.

Item 155: General discussion centered around the proposed table

being unworkable partly because ATSM C90 is based on gross area. The counter argument was that net area strength is needed for

design. The committee ballotted with a five-five tie as shown on the ballot tabulation; therefore the motion failed and the

original table in the ATC report is maintained.

Items 155A and 155B: Refer to ATC comments. The ATC comments were discussed with Gerich changing his ballot on these two ballots

to negative but the motion passed by a simple majority.

Item 156: Modified, no discussion or change.

Item 157: This was deleted as a ballot item. Ron Mayes indicated

that he would provide some input on this.

Item 158 - Modified: No discussion or change.

Item 159: No discussion or change

Item 160: Brief discussion, no change in ballot.

Item 161, 162: No discussion or change.

6.8 It was decided that the committee should have one final meeting to

consider Chapter 12. The meeting was set for Washington, D.C. on June 6.

This seemed to be about the only date available since both chairman would

be unavailable for the month of June beginning the following week.

6.9 The meeting adjourned at approximately 3:00 a.m.

1^5
ATTENDANCE AT MAY 16

MEETING OF COMMITTEE 5

MEMBERS MORNING SESSION AFTERNOON SESSION

George Hanson / /

Jerry Stockbridge / /

James Amrhein /

Mario Catani / /

Richard Gensert / —

Andrei Gerich / /

Mark Hogan / /

Ed Johnson / /

Don Wakefield / /

Joseph Wintz (for A1 Yorkdale) /

E. V. Leyendecker / /

Mel Mark / /

Ron Mayes / /

EVENING SESSION

/

/

/

/

/

/

/

GUESTS

Ed Hedstrom /

James Noland /

136
Minutes of the June 5 and 6 Meeting

of

Technical Committee No. 5 - MasonryReview and Refinement of Tentative

Seismic Provisions (ATC 3-06)

1.0 The June 5 meeting session was called to order at 8:30 p.m. by

Co-Chairmen Hanson and Stockbridge at the Washington-Dulles

International Airport, 100 Sally Road, Serling, Virginia 22170.

1.1 The following members were in attendance:

Jerry Stockbridge

George Hanson

Alan Yorkdale

Andrei Gerich

Mark Hogan

Mario Catani

Don Wakefield

Ron Mayes

Mel Mark (arrived about 10:30)

E.V. Leyendecker

1.2 The following guests were in attendance:

Joseph Wintz, III - Brick Institute of America

C. B. Monk, Jr. - Wiss, Janney and Elstner

1.3 The following proxies were announced:

George Hanson - for James Amrhein, night of June 5 only

Mario Catani - for Richard Gensert, all sessions

Co-Chairman Hanson inquired if there was a proxy for

Ed Johnson. Both Leyendecker and Mayes indicated no. Both

SEAOC and ATC had discussed the matter and decided it would

be inappropriate for Ron Mayes to represent Ed Johnson.

Therefore a proxy was not pursued. It was also noted by

Leyendecker that significant ballotting on Chapter 12 was not anticipated until the June 6 session when Johnson would

be present.

2.0 The minutes of the May 16 meeting were briefly discussed. These

were held until June 6 when full attendance would be achieved.

3.0 Secretary Leyendecker handed out the following material:

a. ATC proposal for Chapter 12 based on committee action on Chapter 12A - Although members had already received this

from ATC, Leyendecker announced that this copy had ballot

numbers included. [refer to' Section 2.2]

137
b. Ballot sheet for (a) above

c. Copy of letter ballot number 2 previously ballotted by the

committee.

d. Proposed Section 12A.6.2 for design of unreinforced hollow clay

masonry prepared by Wakefield. [Exhibit K in Section 3.3]

Leyendecker noted that Items (a) and (c) would enable members to observe

differences between the ATC recommendations for Chapter 12 and the prior

committee ballot on the same chapter. He also noted that these differences

were indicated in Item (a) although some may have been missed. In

addition, some items which should be ballotted may also have been missed.

Both of these could be picked up during discussion and ballotting.

4.0 The committee then proceeded to discuss and ballot on Section 12A.6.2

based on Wakefield's handout (see Exhibit K for the handout and

Section 2.1 for the ballot numbers). It should be noted that

Ed Johnson's ballot is shown as abstain since he was not at this

evening session. Numbers shown in parenthesis refer to the original

text pages.

Item 87-1 (p. 141 sheet 5 of 7): A minor modification was accepted by a vote of 9 to 0.

Item 87-2 (p. 162): There was considerable spirited discussion on Wakefield's proposed Table 12A-1. Catani moved and Yorkdaie

seconded to modify Table 12A-4 rather than use Wakefield's proposal. The suggested values are based on ACI 531 values and are based on unit stresses using the appropriate areas. The vote was unanimous

Item 87-3: Wakefield's suggested paragraph at the top of his p. 2 was discussed as a footnote to Table 12A-4. Catani moved to delete the

paragraph as unnecessary. The motion carried unanimously.

Item 87-4 (p. 141 sheet 5 of 7): Wakefield moved and it was seconded

to accept this item. The final item includes a new formula for

columns plus some editorial corrections for consistency. The

motion carried unanimously.

Item 87-5 (p. 141 sheet 3 of 7): Yorkdale moved and it was unanimously

accepted to modify item 7 as shown on the indicated page. The

modification was based on supporting test data and was backed by

Mayes

Item 87-6 (p. 141 sheet 6 of 7): Wakefield moved and it was unanimously

accepted to use Section B on bearing stress with the following

modifications: change 0.26 to 0.25, change 0.38 to 0.30

Item 87-7 (p. 141 sheet 4 of 7): Hogan moved and it was unanimously

accepted to insert a paragraph the same as Item 87-6 with a paragraph

number 5 in the section on Unreinforced Concrete Masonry.

Item 87-8 (p. 141 sheet 6 of 7) : Wakefield moved and it was unanimously

accepted to place this item on the ballot.

Item 87-9 (p. 141 sheet 6 of 7): Wakefield moved, it was seconded, and

unanimously accepted to use the wording of paragraph A. 138
Item 87-10 (p. 141 sheet 6 of 7): Wakefield moved and it was seconded to

accept paragraph B. Considerable discussion followed both pro and con. Hogan expressed the opinion that the committee seems to be willing to

accept documentation for hollow brick but not concrete masonry. He

felt the section should refer to Table 12A-3 for stresses. The

motion passed with negative votes from ACI , NCMA and PCA.

Item 87-11 (p. 141 sheet 4 of 7) : Hogan moved and it was unanimously

accepted to modify paragraphs 1 and 2 as shown, similar to that for

hollow clay.

Item 87-12 (p. 141 sheet 7 of 7) : Paragraph A was unanimously accepted as shown.

Item 87-13 (p. 142): Yorkdale moved and it was unanimously accepted to

take paragraph C as shown.

Item 87-14 (p. 142) : Wakefield moved and it was unanimously accepted to

take the paragraph on corbels as shown.

Item 87-15 (p. 147 sheet 7 of 7) : Paragraph on shear wall stresses was discussed at length. Some agreed the stresses were too high, others

about right. Mayes felt the whole question of shear stresses needed to

be reviewed. At Mayes request discussion was postponed until

June 6 when he would present some additional information. The item was set aside without resolution. Due to illness by Ron Mayes, he was unable to present material. This issue was never resolved by

the committee and is, therefore, shown as no vote. Ron Mayes later

distributed material, Exhibit M, Section 3.3, for consideration.

5.0 The meeting was adjourned at 12:35 a.m. to reconvene on June 6.

6.0 The June 6 meeting session was called to order at 9:00 a.m. by

Co-Chairmen Hanson and Stockbridge at the headquarters of the

National Concrete Masonry Association in Herndon, Virginia.

6.1 The following members were in attendance:

Jerry Stockbridge

George Hanson

Alan Yorkdale

Andrei Gerich

Mark Hogan

Mario Catani

Don Wakefield

Jim Amrhein

Ed Johnson

Ron Mayes (absent due to illness except for closing of meeting)

Mel Mark

Richard Marshall (for E. V. Leyendecker)

6.2 The following guests were in attendance:

Joseph Wintz, III

C. B. Monk, Jr.

139
6.3 The following proxy is still in effect:

Mario Catani for Richard Gensert.

6.4 Mel Mark announced that he had a series of changes to the

material distributed Thursday evening (3.0a). (These are shown in Section 2.2 by the prefix M-.) These were entered

into the record and the meeting continued.

7.0 The minutes of May 16 were discussed.

7.1 M. Mark indicated he had not had a chance to read the minutes.

Hanson said he could do so and send comments to Leyendecker.

7.2 Wakefield disagreed with the vote tabulation in the minutes

on item 140A. Hogan said the minutes were correct and Wakefield

was satisfied.

7.3 Wakefield questioned item 115. He questioned the recorded tally.

Catani said verbage should govern and Wakefield agreed.

7.4 Catani moved to adopt the minutes as corrected by Wakefield with

the option that members can review and send in substantive

comments within one week from June 6. Yorkdale seconded and it was unanimously accepted.

8.0 The issues in Chapter 12 were then addressed (refer to Section 2.2

for ballot items). In general, M. Mark's items will be voted on

first. M. Mark announced that ATC wants the committee to know that

‘ the ATC reviewers are unhappy with the revisions. For example

Table 12.1 has been made more liberal. Co-Chairman Hanson

responded that he assumes M. Mark's earlier comments at this

meeting represents ATC's rewrite of Chapter 12.

Item M-l: Hogan moved to accept as shown, Yorkdale seconded, the vote was unanimous (M-l is shown also as 12-1).

Item M-2: It was moved and seconded to accept as shown, the vote was unanimous

.

Item M-3: M. Mark wanted to change the last sentence to read:

"A minimum of. . .work and for each 5,000 sq ft of wall."

Catani moved to reject the proposal, Amrhein seconded. The

motion carried unanimously. Item remains 12- IAN.

Item 12-1AN: Johnson moved to accept 12-1AN with M-3. Yorkdale

seconded and it was unanimously approved.

Item 12-2N: This was approved in the earlier ballot on Chapter 12.

Item 12- 3N (M-4) : Yorkdale moved to adopt the proposed change which

is to change the last two sentences of the paragraph to read

"This masonry shall be designed as unreinforced masonry, except

that reinforced masonry areas or elements may be considered as resisting stresses in accordance with the design criteria for

reinforced masonry provided such elements fully comply with the

140
design and construction requirements for reinforced masonry and

Section 12.2.1(B)3; and only type M and S mortars are used; however,

R factors of Table 3-B shall be as required for unreinforced masonry."

The motion was seconded by Hogan and was approved with one negative

vote from Wakefield. (It was later discovered, see Exhibit N,

Section 3.3 that this change was not what was desired by the committee.

Wakefield worked with Mayes and M. Mark to reach the compromise

shown in Exhibit N. Leyendecker and Mayes reworded that compromise

to arrive at the wording actually shown.)

Item M-5: Catani moved to accept the wording. The motion was approved

with Wakefield abstaining.

Items 12-4N, 12-4-1 and 12-4-2(M-6): Unanimously accepted (Items were

considered one at a time).

Item M-7: Modify the original ballot item 12-4-3 to leave in line

(C) SHEAR WALLS etc. Delete only the EXCEPTION paragraph.

Unanimously accepted.

Item 12-4-4: Discussion centered around deleting the entire paragraph.

It was moved and passed unanimously to delete the entire paragraph

except for the second sentence "Each panel. . .steel".

Item 12-4-5: Considerable discussion centered on the need for Table 12.2.

Wakefield moved to delete the table. Amrhein seconded the motion.

Negative votes were cast by Johnson, Hanson and Gerich. Yorkdale

and Hogan abstained. Therefore the table will be deleted. (later

moved to Category C, see discussion after Item 12-6-7)

Item M13A: M. Mark proposed adding a sentence to reinsert the h/t

restriction of 25. There was a motion to delete the insert and

leave Item 12-4-6 as shown. The motion passed with one negative

from Johnson.

Item M13B: M. Mark proposed adding the insert "Except. . . 12A. 6 . 2(A) .

It was moved and seconded. The motion carried with one negative

from Wakefield.

(Note: Ron Mayes arrived at this time)

Item 12-4-7: Unanimously accepted.

Item 12-4-8(M15): The item was accepted with Wakefield abstaining.

Item 12-4-9(M16): Committee discussion led to the proposed changes.

M. Mark’s proposal added the statement on cleaning. This was accepted with one negative from Wakefield.

(Note: A. Yorkdale left the meeting, Wintz has his official proxy)

Item 12-4-10: It was moved and seconded to delete this section. The

motion to delete carried with negative votes from Gerich and

Johnson. (Note: this was added on p. 12-12 as Item 0. See

discussion on M-33)

141
Items 12-4-11, 12, 13, 14, and 15: Unanimously accepted (Items were considered one at a time)

Item 12-4-16: Accepted with Wakefield abstaining.

Item M-17: M. Mark proposed moving the following from paragraph (L) on p. 12-12 "(Q) STRESSES. Allowable masonry stresses for work

without special inspection designed under 12A.6.2(B) shall be

50% of allowable stresses for work with special inspection."

The motion was made and rejected with negative votes from all

except Gerich and Johnson.

Item 12-4-17 (M-18) : M. Mark proposed deleting "(Mortar and Grout)"

and the last line. Catani proposed adding the air content

limitation on masonry cement. Both items were accepted with a negative vote from Wakefield.

Item 12-11-1 (M-30) : M. Mark proposed rewording note (1) and adding

note 2. Catani moved to accept these changes and also to change

the 2 to a 1 for buildings over 35 ft with running bond structural

components in Map Area 2. Wintz seconded and the motion carried

with one abstention from Gerich.

Item 12-5N (M-19) : M. Mark proposed wording the first line to read

"All masonry shall be reinforced masonry conforming to

Section 12.2.1(B)." Wakefield moved to accept this with the

addition of the phrase "except for. . . 12. 2. 1(B) 2. " The motion

carried unanimously.

Item 12-6N, 12-6-l(M-20) , and 12-6-2 (M-21) : These items were discussed

and approved unanimously one at a time.

Item 12-6-3: Amrhein moved to delete the phrase on templates shown

in the ballot item and Hogan seconded. The motion carried with

a negative from Johnson and abstention from Gerich. Johnson

moved and Gerich seconded to reword, the motion was defeated.

Paragraph I was later included unchanged as Item D on p. 12-14.

Item 12-6-4: Amrhein moved to delete this item, Wintz seconded.

M. Mark argued this meant no quality control was desired.

The motion was withdrawn. Hogan then moved the same motion

and it was seconded. The motion to delete passed with yes-votes

from Gensert, Amrhein, Catani, Hanson and Hogan. Johnson and

Gerich voted no while Wintz, Wakefield and Stockbridge abstained.

Paragraph J was later included unchanged as Item E on p. 12-14.

Item 12-6-5: The motion was made to accept with the change shown.

The motion passed with a no vote from Johnson. Gerich abstained.

Item 12-6-6 (M-22) : Mark revised as M-22. He then suggested (M-23)

to move the item. It was moved and seconded to move this item as

(Q) on p. 12-10. The motion was defeated. Yes votes were received

from Johnson and Gerich. It was unanimously agreed to keep the

revised section as Item (L) . •

142
Item 12-6-7 (M-24) : Unanimously accepted.

Item - Special Issue: Ed Johnson wanted to move Table 12.2 to be

referenced by Paragraph N. He first moved to modify the table

as shown and relocate. The motion passed with a no vote from

Wakefield. It was then moved to insert a new paragraph N. The

motion passed unanimously. The changed table includes M. Mark

and committee changes.

Item 12-7N: This item included ballotting on materials shown in

Section 12.5.2. M. Mark asked during the ballotting if Catani

had checked all issues with his proxy. Hanson said letter was

on file from ACI designating Catani as his proxy. Ballotting

was as follows:

(1) Catani moved to delete the line "Concrete Building. . ." The motion carried unanimously.

(2) Catani moved to delete the line "Hallow Load-Bearing. . ."

The motion carried unanimously.

(3) Wintz moved to delete the line "Building Brick. . ." The motion carried with negatives from Johnson and Gerich.

(4) Johnson moved to add "Masonry Cement" to the list.

The motion carried with negatives from Catani, Gensert and Hogan

(5) Johnson moved to add "Type N mortar" to the list.

The motion carried with negatives from Catani, Gensert and Hogan

(6) The motion was made to add the air content restriction to

masonry mortar on p. 12-13. The motion carried, BIA abstained.

(7) It was moved (M-33) to move paragraph (L) from p. 12-7

to become a new paragraph (N) on p. 12-12.

The vote was unanimous.

(8) Wakefield moved to delete glass chips from the list.

The motion carried unanimously.

Item M-27: The motion was made to reinsert the phrase on shovel

measurements. The vote was unanimous.

Item - Specil Issues: Ed Johnson moved the following material be

inserted on p. 12-14 before Section 12.6.2:

(1) Add a new paragraph (D) using the original wording of

paragraph I on p. 12-11. The motion carried unanimously.

(2) Add a new paragraph (E) using the wording of paragraph (J) on p. 12-11. The motion carried with a nagative from Hogan and

abstention from Catani and Gensert.

(3) The motion was made and unanimously approved to add a new paragraph (F) as shown on p. 12-14.

143
Items 12-8-1 (M-28) , 12-9, 12-10: Ballotted separately and each unanimously

approved.

Item 12-10-1: The paragraph was unanimously approved.

Item M-29: The wording was unanimously approved along with relocating

to follow the first paragraph in Section 12.7.3

Item M-30: The title change of 12.7.3 was unanimously approved.

Item 12-11: Unanimously approved.

9.0 The meeting was adjourned at 4:15 p.m.

Respectfully submitted,

Edgar V. Leyendecker, Secretary

Technical Committee 5: Masonry

144
3.2 Roster

COMMITTEE 5 : Masonry

American Concrete Institute

Mr. Richard M. Gensert

Consulting Engineer

718 The Arcade

Cleveland, Ohio 44114

Phone: 216-241-7078

American Society of Civil Engineers

Mr. Jerry G. Stockbridge (Co-Chairman)

600 Fairway Drive

Glenview, Illinois 60025

Phone: 312-272-7400

Brick Institute of America

Mr. Alan H. Yorkdale (Representative to Committee 2:

Brick Institute of America Structural Design)

1750 Old Meadow Road

McLean, VA 22101

Phone: 703-893-4010

Interagency Committee on Seismic Safety in Construction

Mr. Andrei Gerich

Structural Engineering Division

Office of Architecture & Engineering Stds.

Department of Housing and Urban Development

Room 6172

Washington, D.C. 20410

Phone: 202-755-5924

Masonry Institute of America

Mr. James E. Amrhein

Director of Engineering

2550 Beverly Boulevard

Los Angeles, California 90057

Phone: 213-388-0472

National Concrete Masonry Association

Mr. Mark Hogan

National Concrete Masonry Association

P.0. Box 781

Herndon, Virginia 22070

Phone: 703-435-4900

Alternate: Mr. Kevin Callahan

(same address as Hogan)

145
Committee 5 (continued)

Portland Cement Association

Mario Catani

Portland Cement Association

Buildings Division

5420 Old Orchard Road

Skokie, Illinois 60077

Phone: 312-583-6200 Ext. 366

Structural Engineers Association of California

Ed Johnson

Atkinson, Johnson & Spurrier

4121 Napier Street

San Diego, California 92110

Phone: 714-275-1530

The Masonry Society

George Hanson, P.E. (Co-Chairman)

President, The Masonry Society

3003 South Williams

Denver, Colorado 80210

Phone: 303-427-6443 (office in home)

Western States Clay Products Association

Donald A. Wakefield, P.E.

Vice President

Interstate Brick & Ceramic Tile

9210 South 5200 West

P.0. Box 517

West Jordan, Utah 84084

Phone: 801-561-1471

Applied Technology Council

Mr. Melvyn Mark

Structural Engineer

Ferver Eng. Co.

3487 Kurtz Street

San Diego, California 92110

Phone: 714-224-3501

Alternate: Albert W. Isberner

(address same as Catani)

146
Committee 5 (continued)

Applied Technology Council

Dr. Ron Mayes

Applied Technology Council

2150 Shattuck Avenue, Suite 806

Berkeley, California 94704

Phone: 415-540-0223

Building Seismic Safety Council

Mr. Vincent Bush

International Conference of Building Officials

5360 South Workman Mill Road

Whittier, California 90601

Phone: 213-699-0541

National Bureau of Standards

Dr. E. V. Leyendecker

Secretariat

Committee 5, Masonry

National Bureau of Standards

Room B168, Building 226

Washington, D.C. 20234

Phone: 301-921-3471

(Mr. Lou Cattaneo)

Phone: 301-921-2184

147
3.3 Selected Committee Correspondence and Applied Technology Council Comments

The work of Technical Committee 5 (TC-5) resulted in considerable cor- respondence and handouts, all of which is on file with the committee

secretary. Material referenced in the minutes in Section 3.1 and

other selected material is contained in this section. A brief description of each exhibit follows.

Exhibit A - December 26, 1979 letter from A. Yorkdale to a TC-5 Task

Group describing options for the committee.

Exhibit B - January 15, 1980 letter from A. Yorkdale to TC-5 enclosing

a record of a January 4, 1980 Task Group meeting.

Exhibit C - February 19, 1980 letter from A. Yorkdale to TC-5 enclosing

his draft proposal of revisions to Chapters 12 and 12A.

Exhibit D - February 20, 1980 report from J. Amrhein and others to

TC-5 containing proposed revisions to Chapters 12 and 12A.

Exhibit E - February 29, 1980 letter from M. Hogan to M. Mark and

R. Mayes containing proposed design procedures for unreinforced masonry.

Exhibit F - March 12, 1980 letter from R. Mayes to TC-5 transmitting his

1. assessment of options for Chapter 12

2. draft of revised Chapter 12 incorporating options

3. comparison of ATC 3-06 and UBC-79

4. evaluation of seismic safety of ATC 3-06 based on research at

Berkeley

5. summary report of shaking table tests on four houses.

Items 1-3 are contained in Exhibit F. Items 4 and 5 are not but they are on file with the TC-5 secretary.

Exhibit G - March 14, 1980 letter from Mel Mark to TC-5 transmitting

comments on proposed changes to Chapter 12A contained in Exhibit D.

Exhibit H - March 21 handout from D. Wakefield to TC-5 containing proposed

Chapter 12 revisions.

Exhibit I - March 19, 1980 letter from M. Mark to TC-5 transmitting proposals

on several subjects, including mortar, cavity walls, alternate design

procedures.

Exhibit J - May 7, 1980 letter from R. Mayes and M. Mark to TC-5 transmitting

comments on Chapter 12 and 12A committee ballot items.

Exhibit K - June 5, 1980 handout from D. Wakefield to TC-5 transmitting

proposals for design of unreinforced hollow clay.

Exhibit L - June 2, 1980 letter from R. Mayes to TC-5 transmitting

working draft of Chapter 12 based on changes in Chapter 12A.

148
Exhibit M - June 19, 1980 letter from R. Mayes to TC-5 transmitting

assessment of allowable shear stresses for use in design of unreinforced

masonry.

Exhibit N - June 24, 1980 letter from D. Wakefield to TC-5 transmitting

proposed correction to error in Section 12. 2. 1(B) 2 adopted at June

meeting of TC-5.

Exhibit 0 - ATC comments on proposed ballot items.

149
EXHIBIT A

Brick Institute of America 1 750 Old Meadow Road, McLean, Virginia 22 1 02

‘i MEMO

Phone: 703-893-4010

TO: Task Group of Technical Committee 5:Masonry

James E. Amrhein (MIA)

Richard M. Gensert (ACI)

Robert Helfrich (WSCPA)

Mark Hogan (NCMA)

COPIES TO: Jerry G. Stockbridge

Andrei Gerich

Melvyn Mark

Ron Mayes

Vincent Bush

E . V. Leyendecker

Lou Cattaneo

Tony Wintz

Mark Fin tel

Kevin Callahan

FROM: Alan H. Yorkdale (BIA)

,

Task Group Chairman

DATE: 26 December 1979

SUBJECT: TASK GROUP: MEETING, OPTIONS, SUGGESTIONS

Gentlemen:

I hope that each and all of you had a very Merry Christmas, but it's

time to go back to work.

First, Jerry Stockbridge has arranged a conference room for our use at

Wiss, Janney, Elstner and Associates. They are located at 330 Pfingsten

Road, Northbrook , Illinois 60062. I suggest that we meet promptly at

9:00 a.m. C.S.T. to begin our work.

Second, I have received several telephone calls from members of our

Task Group and from others, each of whom has "decided" what the T.G.

should do and how we "must" go about it. To all of these I have listened

and I suggest that few have considered all of our options. Also, I

believe that the final decision must be made by the T.G. as a whole.

As I see it, we have a series of options concerning the Masonry Sections.

We must also address other parts of the ATC 3-06 document, but that is

covered later in this memo.

150

THt NATIONAL AUTHORITY ON MICK CONSTIUCTION
EXHIBIT A

Task Group of Technical Committee 5:Masonry - 2 - December 26, 1979

1. Our first choice, in my view, is to keep Chapter 12A or eliminate it . As you all are aware, the masonry chapter is the only one with the added

section.

A. If we choose to eliminate 12A, we must replace it by way of

reference to a "nationally recognized consensus standard"

that we can. then modify via revisions to Chapter 12.

The standards that would be suitable for this type of

reference are:

1) "Building Code Requirements for Reinforced

.Masonry", ANSI A41. 2-1960 (1972).

This standard covers both clay and concrete

units; both solid and hollow. It also covers

both "reinforced" and "partially reinforced

masonry"

2) "Building Code Requirements for Masonry",

ANSI A41. 1-1953 (1972).

This standard covers all types of masonry

units, including stone and unreinforced concrete. It does not deal with reinforced

masonry.

3) "Building Code Requirements for Concrete

Masonry Structures", ACI 531-79.

This standard covers concrete masonry, both

plain and reinforced, and composite masonry.

The standard is accompanied by a "Commentary"

(ACI 531R-79) to assist in its use.

4) The Canadian, "National Building Code", . Chapter on Masonry.

This standard covers both clay and concrete

units, both hollow and solid. It is directed

toward "limit states" design.

5) British Standard of Practice CP-1.11, Masonry.

This standard covers both clay and concrete

units, both hollow and solid. It is not very

strong in reinforced masonry.

6) New British Standard of Practice, BS 5861.

This standard covers both clay and concrete

units, both hollow and solid. It is a limit

states approach that uses the principle of

"Ultimate Strength Design".

151

Brick Institute of America
EXHIBIT a Task Group of Technical Committee 5:Masonry - 3 - December 26, 1979

B. If we choose not to eliminate 12A, we again have several

choices. We can revise and modify what is currently there,

or we can replace 12A with something else.

Suggestions that have been received for replacing 12A

include

1) The Masonry Society draft standard.

This draft standard covers brick, hollow brick,

block, solid c.m.u., structural clay tile, stone

and gypsum block. The standard is essentially

the work of six or eight individuals. It has

had no consensus review nor does it currently

have a "commentary" or justification of the

numbers and procedures.

2) rniform Building Code , 79 edition, Masonry

Cnapter, or 74 edition.

This chapter, covers all types of masonry units.

It has not been thru a real consensus process.

It is not well organized and contains many

repressive requirements.

3) "Building Code Requirements for Engineered Brick

Masonry", BIA(SCPI) 1969.

This standard covers only solid clay brick units.

It covers both reinforced and non-reinforced

brick masonry. The standard is widely used and

well documented. It has not cleared any consensus

process.

4) "Specification for the Design and Construction of

Load-Bearing Concrete Masonry", NCMA 1970.

This standard covers only concrete units. It

covers reinforced and non-reinforced concrete

masonry. The standard is widely used. It has not

cleared any consensus process.

5) "Building Code Requirements for Engineered Brick

and Hollow Brick Masonry" , draft standard by BIA.

This draft standard is based on the 1969 BIA

Standard, it covers only clay units both reinforced

and non-reinforced brick and hollow brick masonry.

It is the work of eight industry engineers. It is

well documented in research and practice, but has

not been subjected to any consensus review.

152

Brick Institute of America
EXHIBIT A

Task Group of Technical Committee 5:Masonry - 4 - December 26, 1979

In sunfftiary, these are at least some of the options and choices that we

have. I hope each of you will consider each of these carefully before

our meeting on Friday, the 4th of January at WJE.

Third, I think we should consider other portions of the ATC 3-06

document than only Chapters 12 and 12A.

For example, I believe the situation can be materially improved with

some attention to Chapter 3 and Chapter 1.

I suggest that we recognize the "white" and "pink" areas on the maps.

These areas have seismicity of 0.05g or less. Any reasonably designed

and constructed structure will perform within the elastic range at

peak accelerations of 0.05g or less. We should propose revision of

Table 1-B (page 35) as follows:

Coeff. Aa

Figure 1

0.40

0.30

0.20

0.15

0.10

0.05

0.05

Map Area

Number

7

6

5

4

3

2

1

Coeff. Av

Figure 2

0.40

0.30

0.20

0.15

0.10

0.05

0.05

Seismicity

Index

4

4

3

2

1

0

0

I am enclosing some proposed changes in draft form that were prepared by

the concrete industry. We might consider supporting these or similar

revisions. Also enclosed are the minutes from T.C.-2 which may also

contain some ideas.

I look forward to seeing you all on the 4th in Northbrook.

Regards to all.

AHY : ts

Enclosures

153

Brick Institute of America
EXHIBIT A

BACKGROUND INFORMATION AND SUGGESTED INDUSTRY POSITION

ON THE IMPACT OF PROPOSED ATC-3-06 SEISMIC DESIGN REQUIREMENTS

P C A

fVovvt

PREFACE

In recent years, the Applied Technology Council (ATC), consisting of a group

of engineers and scientists considered expert in earthquake technology, was

formed with the help of the Structural Engineers Association of California

(SEAOC). Under a contract with the National Bureau of Standards (NBS), with

funding by the National Science Foundation (NSF), ATC developed a document

entitled "Tentative Provisions for the Development of Seismic Regulations

for Buildings". The latest revised edition of this document (June 1978) is

designated as ATC-3-06, and presumes to represent the most current

state-of-the-knowledge in seismic engineering. It is intended that the

design provisions contained in the document shall eventually be adopted in

building codes throughout the country.

Many new concepts and procedures are incorporated in ATC-3-06. Before they

are finally considered for code adoption, they must be assessed and tested

for their workability, practicability, enforceability and cost impact on the

nation. Therefore, NBS has undertaken a program to assess and imple- ment

the tentative ATC code provisions and has invited all parties repre- senting

widespread interests within the private sector as well as government

agencies to participate in the assessment program. PCA, along with other

segments of the concrete industry, will participate in the proceedings.

As an allied activity, the Building Seismic Safety Council (BSSC), an organization newly formed under the auspices' of the National Institute of Building Sciences, will review the findings generated under the NBS program and

i

I

154
EXHIBIT A

will act as the final authority before the implementation process is

Initiated. PCA has representation on both the Board of Direction and the

voting body of BSSC.

The entire process is intended to be a "checks and balances" system that

will result in a viable document. As ATC-3-06 now stands, it will have a

decided national impact on the entire building conmunity.

The concrete industry perceives a significant opportunity to improve the

seismic resistance, the buildability, and the economy of concrete structures

by providing coordinated input to the Building Seismic Safety Council's

activities and the NBS program in modifying ATC-3-06. There is also the

need to reduce the potentially negative effect on concrete construction,

should ATC-3-06 be implemented in its present form.

PRESENT SITUATION

Since 1966, Ductile-Moment-Resistant-Space-Frames (DMRSF) have been required

by the Uniform Building Code (UBC) for tall concrete buildings. This is a

replacement for the 1959 code provisions limiting height of concrete buildings to 13 stories, or 160 ft. The current code requirement has practically

prevented construction of highrise concrete structures in California, since

the DMRSF becomes unbuildable at about 15-18 stories.

Concrete is being utilized in the construction of medium-rise buildings in

California, particularly where the design of structural systems requires

only partial ductility (K = 0.8), or wher"e no special ductility requirements

are needed (K = 1.0). In low-rise construction, concrete is minimally

affected by seismic codes.

155
EXHIBIT A

While various degrees of seismic risk exist in most of the western United

( States and in some other regions of the country, earthquake resistance has

been a predominant design consideration for buildings in California. In

lesser seismic zones, where seismic resistance has only recently become a

factor in engineering practice, the extent of seismic design is still mostly

at the discretion of the design professionals. Only occasionally do engineers adhere fully to the seismic requirements as developed for the high

seismicity of California.

The reason that highrise concrete buildings £re not built in California

under existing codes is not that reinforced concrete is a material unsuitable for seismic resistance. Rather, it is that the seismic codes require

ductility details whether or not they are needed or usable. This creates

expensive, even unbuildable, structures. It is a direct result of the use

of elastic analysis under code-specified equivalent seismic forces. This

type of analysis cannot give us a proper assessment of ductility requirements. Engineers and code writers have not yet adopted the more realistic

inelastic analysis techniques for structural response developed in recent

years. Absence of such analytical methods in the codes unnecessarily

inhibits the use of concrete for highrise structures.

Outside of California, utilization of concrete for highrise buildings has

been very successful, primarily due to concrete's economic advantages and

its rigidity in resisting lateral forces. In these areas, the height of

con- Crete buildings is limited only by the strength of materials and by the

efficiency of the chosen structural system.

156
EXHIBIT A

EFFECTS OF ATC-3-06

All indications are that ATC-3-06, in its present form, will continue the

present restrictive design requirements that prevent the design and construction of highrise concrete structures in California. The ATC provision

will also have a detrimental effect on highrise concrete construction in all

other parts of the country (including the east coast) which have seismicity

indices of 2, 3 and 4. In addition, specific ATC-3-06 provisions related

to prestressed and precast concrete construction (0 factors) and to prestressed piles may be very detrimental to those respective industries.

The most significant impact on the entire concrete industry may come from

the introduction of Response Modification Factors, "R". These elastic force

reduction factors, ranging from lh to 8 for the various materials and structural systems, were compiled arbitrarily by a small group of individuals,

based solely on their experience and judgment. They were developed without

the resource of any published background material or other substantiation,

and without appraisal by the profession and the building industries.

The other negative influence of ATC-3-06 on the concrete industry is the

perpetuation of the arbitrary height limitations for concrete buildings,

carried over from the UBC, and the arbitrary assignment of levels of detailing requirements (seismic performance categories A, B, C and D) for the

various seismic intensities and exposure groups.

60ALS OF THE CONCRETE INDUSTRY

To improve the earthquake resistance and ihe economy of highrise concrete

structures in seismic regions, we advocate:

157
EXHIBIT A

1. Encouraging the use of shear wall-frame interactive systems for earthquake resistance which are appropriate for concrete, rather than continuing to require the use of the DMRSF which is primarily suitable for steel

construction.

2. Utilizing realistic inelastic methods of analysis to allow for control

of Inelastic behavior, thus requiring ductility details only where

needed and usable. Current provisions that require ductility details

over the entire structure, whether usable or not should be abandoned.

For instance, in shear wall-frame structures, it is unlikely that

ductility provided in most columns can ever be utilized. A recognition

of this fact would make the construction of concrete structures much

more prac- tical in seismic regions.

In the short term, the following changes are needed in the present building

codes to improve the economy of concrete buildings:

1. Removal of some of the arbitrary restrictive provisions, such as:

height limitations, restrictions on aspect ratios of beams and columns,

limitations on prestress piles, etc.

2. Modification of some strength formulas where research results indicate

that significantly higher strength is available.

3. Modification of unjustifiably restrictive strength reduction factors.

158
EXHIBIT A

SUGGESTED MODIFICATIONS IN ATC-3-06

With respect to ATC-3-06, the following activities should be undertaken:

1. Response Modification Factors, R - The R-f actors should be derived on a

rational basis using inelastic response studies. The concept of response

modification factors introduced in ATC-3 to account for the inelasticity

and damping of the various structural systems and materials is conceptually clear, simple, easy to apply, and presents a significant improvement over the present use of K-factors. However, the apparently arbitrary selection of R-f actors in Table 3B makes the practical application

of the concept very questionable at this time. Viable "R" values can be

derived only with the help of inelastic response studies.

To evaluate the suggested arbitrary Response Modification Factors, R, of

various individual systems and materials by comparing them with the previous "K" values (also unsubstantiated) adopted arbitrarily 40 years ago

is like the blind leading the blind.

Studies to determine realistic R and values must be carried out for

the various structural systems and materials contained in Table 3B. The

value of R to be derived from response history analyses is the ratio of

base shear for the undamped elastic system to the base shear for the

damped inelastic system, both systems representing the same structure

and both being subjected to a properly selected ground motion. The

Inelastic response history analysis would yield required member ductilities corresponding to the R factor. If these required ductilities are

0 attainable with the specified detailing, then the R factor is realistic;

otherwise, it needs revision.

159
EXHIBIT A

The total effort required to determine practical numbers is very extensive. However, it must be undertaken and systematically carried out if

the proposed ATC-3 design provisions are to be based on a viable technological approach.

)i

2. Height limitations - Height limitations for the various framing systems,

as given in Section 3.3, are arbitrary, unjustified, and should be

removed. The best performer in reinforced concrete, the shear wallframe interactive system, has justifiably been assigned a high R-factor;

it is, however, limited to a height of 240 ft. In comparison, the spei cial moment frame, which in reality becomes unbuildable at about 15-18

stories, is the only concrete system allowed above 240 ft levels. We do

not believe that the reasons and circumstances which prevailed in the

early sixties and led to similar height limitations (primarily a lack of

knowledge) are still valid today.

To assure safety of tall structures, we suggest that multistory buildings above a certain height be required to be analyzed and designed by

the more realistic inelastic procedures, to make certain that ductility

demands are within available limits. The only limiting factors to

determine the height of buildings should be member capacity for strength

and ductility.

3. Seismic Performance Categories A, B, C and D - These categories have

been assigned arbitrarily to the various seismic exposure groups and to

the seismicity index levels. They need to be studied to correlate ductility demands of structural systems at the various intensity levels

160
EXHIBIT A

with required ductility details. While there is little question about

requirements for the highest seismicity (4), and the 1 owest seismicity

(1), detailing requirements for seismicity index levels 2 and 3 (i.e..

Salt Lake City, Seattle, Boston, New York, Chicago, etc.) may prove to

be either excessive or inadequate.

4. An Alternate Approach - A procedure based on inelastic dynamic analysis

needs to be introduced for multistory buildings. Such a procedure became

practicable with the development in recent years of highly efficient

inelastic analysis computer programs. A good example of such a program

% is DRAIN-2D, developed at the University of California, Berkeley.

Inelastic characteristics of structural elements of both concrete and

steel have been incorporated into this program by the University of

California at Berkeley (concrete), and by the University of Michigan

(steel), respectively. The alternate inelastic approach gives engineering offices a valuable tool for designing multistory structures in which

the amount and distribution of inelasticity can be controlled; consequently, ductility details may be included only where they can be utilized. The height of buildings so designed is controlled by the strength

and ductility capabilities of the materials. The procedure is applicable

to both concrete and steel high rise structures.

A number of design examples, carried out for shear wall-frame interactive

systems and for coupled wall structures, show the feasibility and technical superiority, as well as the economic advantages of the inelastic

approach.

161
EXHIBIT A

5. Provisions of Chapter 11 - A number of provisions governing specific

details are inconsistent with available research results and should be

modified. The requirements for A706 steel, and the shear capacity.

Equation 11-5, are two examples of restrictive provisions inconsistent

with research results. Also, limitations on aspect ratios for beams and

columns are arbitrary, without compelling justification, and should be

eliminated or at least amended. Detailed comments on Chapter 11 have

been previously submitted by PCA and PCI, and will be resubmitted.

6. Strength Reduction Factors 0 - The values 0.5 and 0.6, of strength reduction factors 0 for precast concrete and for shear in walls of 0.5 and

0.6, respectively, are extremely low arbitrary values.

SUMMARY

The Portland Cement Association, in conjunction with other concrete and

allied industries, advocates strongly the pursuit of the above indicated

goals, using the measures recommended in this position paper. It is the

policy of this Association to advocate design requirements which will result

in the construction of economical and structurally sound reinforced concrete

buildings in seismic zones.
EXHIBIT A PCA V)Jti

TABLE 1-B - Page 35 —

REVISE THE "SEISMICITY INDEX" COLUMN OF TABLE 1-B TO READ AS SHOWN BELOW:

TABLE 1-B

Coefficients A and A and Seismicity Index

3 Y

Coeff. A

3

Flqure 1

a Map Area

Number

v Coeff. A

y

Flqure 2

Seismicity

Index

0.40 7 0.40 4

0.30 6 0.30 4

0.20 5 0.20 # 3

0.15 4 0.15 ? 2

0.10 3 0.10 l 1

:o.o5 2 0„05 * 1

0.05 1 0.05 1

REASON: The seismicity indices were introduces as a device to relate the

seven map areas (acceleration intensities) with the various levels of detailing requirements, as classified in the four seismic performance categories

(A, B, C, and D) . The indices and the performance categories have been apparently arbitrarily interrelated with the seismic hazard exposure groups (Table

1—A)

While there is little question about detailing requirements for the

highest seismicity (4), and for the lowest seismicity (1), detailing requirements for seismicity index levels of 2 and 3 remain a gray area without adequate background information.

It is not acceptable to require arbitrarily the same level of

ductility detailing for acceleration levels of .40 (map area 7) as for

acceleration level 0.15 (map area 4).

If we start from the lower end of the map areas, we can see that buildings in map areas 1 and 2, showing an acceleration of 0.05 will undoubtedly

always remain in the elastic range, requiring no additional ductility details.

The acceleration level of 0.10 (map area 3) will, in all probability, create

an elastic response in buildings designed in conformity with modern reinforced

concrete and steel codes. Regarding the acceleration levels of 0.15 and 0.20,

(map areas 4 and 5), the major question is how much ductility will be required

in the structural members. It should be considered that current codes (i.e.,

ACI 318) basically result in ductile members, as provisions over the last 20

years have been devised to eliminate brittleness. To suddenly require additional detailing (adding 302 of forces in perpendicular direction, and other

reinforcement details) in cities like New York and Chicago, based largely on
EXHIBIT A

- 2-

judgment, not necessarily supported by adequate background studies, seems questionable. Seismic code writers bear the responsibility to substantiate

the need for any restrictive changes made to codes which have been developed

In a consensus process over the last several decades. It is not for industries

to prove that such changes are unnecessary and will increase the cost of

buildings without adding to their safety. Added ductility requirements

should be imposed only if seismicity vs ductility correlation studies for

nap areas 1, 2 and 3 Indicate levels of ductility demands requiring such

detailing.

164
EXHIBIT A

Minutes of First Meeting

Technical Committee 2 - Structural Design

Review and Refinement of Tentative Seismic

Provisions (ATC-3-06)

at

Hatlonal Bureau of Standards

December 11, 1979

The meeting was convened at 12:00 noon in the Green Auditorium of the

national Bureau of Standards by James Harris of NBS , the committee

secretariat, with the following members present:

Richard McConnell, representing the Interagency Committee on Seismic

Safety in Construction.

Nicholas Forell, representing the Structural Engineers Association

of California.

Rene Luft, the alternate representative for the American National

Standards Institute.

William Ayer, temporarily representing the American Society of

Civil Engineers.

Boland Sharpe of the Applied Technology Council.

James Harris of the National Bureau of Standards.

Tim Reinhold, also of NBS

Members not present or organizations not represented were:

Ajit S. Virdee of the Building Seismic Safety Council

Mr. Ayer stated that the ASCE representative for the committee would be

Mr. Hal Iyengar of Skidmore, Owings and Merrill of Chicago, Illinois.

Procedures for conduct of the project were discussed. The requirement for

a 2/3 majority of the joint committee to pass a proposal as a recommended

change was criticized by some, the feeling being that the provisions are too

tentative to require such a backing for a change, that the Issues are too

technical for such wide agreement, and that the technical committees would

be wasting time working on proposals that would not pass the final ballot.

Others felt that the 2/3 majority rule is appropriate. General agreement

165
EXHIBIT A

was not reached on the 2/3 majority rule, but it was agreed that unsuccessful

proposals should be retained in the eventual report to the Building Seismic

Safety Council. It was also agreed that reconmendations for the conduct

of test and trial designs would be appropriate output from the committee.

In addition to the primary output, namely, recommended changes to the

ATG-03-06 seismic provisions.

The committee recessed at 1:00 p.m. and reconvened by Harris at 1:30 p.m.

In the NBS cafeteria with the following additional members in attendance:

Joseph Tyrrell, representing Committee 3: Foundations

Mark Flntel, representing Conmittee 4: Concrete

Alan Torkdale, representing Committee 5: Masonry

William Sontag, representing Committee 6: Steel

Edwin Zacher, representing Committee 7: Wood.

Bobert Englekirk, representing Committee 1: Seismic Risk Maps^

Edward Pfrang of MBS, observer.

The first Item of business was the election of a chairman. As the nominations

were opened, discussion ensued concerning the desirable qualifications

for a chairman. Zacher, seconded by Sontag, then nominated Simpson for

chairman and Iyengar for vice-chairman , both subject to their acceptance.

McConnell, seconded by Torkdale, nominated Forell for chairman. After

the nominations were closed, Forell withdrew. No additional nominations

were forthcoming, and-the committee approved Simpson and Iyngar, subject

to their accept ence. —

After comparing the scheduled meeting dates for the other committees, it

was decided to hold the next meeting on the days immediately preceding

the BSSC Executive Board meeting, which is in Phoenix on February 29.

Luft was then designated acting chairman for the duration of the meeting.

The committee recessed at 2:00 and reconvened at 2:30 in the Green Auditorium

with the same members as were present at the 12:00 noon session.

Harris lntroducted a list of areas in which the committee might receive

proposals for change, based on his reading of the external review comments

received by ATC in 1976 and 1977: — The factor R for modification of the elastic response:

Both changes and additions are possible. - The formulas for approximate period of vibration.

— Englekirk was a visitor at this meeting. The BSSC subsequently approved

the representation of Committee' 1 on Committee 2, and Englekirk is now a member of Committee. —

2 /Both gentlemen were contacted by phone later in the day. Simpson Aedined the. offer, and Iyengar accepted the offer, thus succeeding to

the chairmanship of the committee.
EXHIBIT A

— The loed combinations, especially the 0.5 factor for dead load

for brittle components. — The orthogonal load combination. — The design spectrum for buildings with very short periods and

high values of R. — The design spectrum for modal analysis in the low frequency range. — The lower limits on base shear and the upper limits on calculated

periods. — The height limits for various building types. - The seismic performance categories

- The calculation of the value $ for use in determining the need for

P-delta analysis. — A simpler method of analysis — The provisions requiring modal analysis for certain buildings.

- The reduction in the overturning moment at the base of a structure.

Sharpe then added the following: — The factor for amplification of elastic deflections.

- The drift limits.

McConnell added the need for an intermediate level of ductility for

reinforced concrete.

FOrell then contributed several points of concern (only the additional

ones are listed) - Load factor design

• Lack of provision for horizontal irregularity — Restraints on certain combinations of seismic resisting systems

(are lacking in ATC) - The provision for disconinuity in a vertical sense - The formula for the distribution of base shear to story forces - The applicability of the torsion provision to wood diaphragms * The provisions Implying that plastic analysis be used for unbraced

steel frames.

167
EXHIBIT A

— The use of single degree of freedom per node modal analysis

Instead of a three degree of freedom method. — 1 values for large flexible diaphragms • lesolutlon of forces In the foundations, particularly for systems

vlth low values for &.

The committee was joined during the session by William Sontag, the

representative of Committee 6 and by William LeMessurler, the BSSC liaison

for Committee 1. LeMessurler Indicated an Intent to participate In the

meetings of this committee,

Sontag stated a concern with the requirements for the use of rolled steel

sections qualified for plastic design in all "special moment frames," which

effectively prohibit the single story rigid frame "metal building" In

the highest seismic zones.

Luft questioned the use of llghtgage cold rolled sections for earthquake

resistance.

Considering the wide range of possible proposals, the committee decided to

allow two days for the next meeting. The next meeting will be on February

27 and 28 In Phoenix, Arizona , exact time and place to be announced.

<james Robert Harris

Secretary

168
EXHIBIT B

Brick Institute of America 1750 Old Meadow Road, McLean, Virginia 22102 Phone: 703-893-4010

MEMORANDUM

TO;

FROM;

DATE;

All Members of TC 5; Masonry

Alan B. Yorkdale, P.E.

15 January 1980

SUBJECT; TC-5: Masonry - Meeting Date and Place

As indicated in the first Minutes of the Committee, the open meeting will be;

Date: 21 and 22 February 1980

Time: 10:00 a.m., C.S.T. on the

8:30 a.m., C.S.T. on the

21st

22nd

PlaceInn of the Six Flags

601 Avenue H, East

Arlington, Texas, 76011

(817) 640-1666

A block of rooms has been set aside in the name of the Brick Institute of America . Please mention that when making reservations.

The meeting room will be in the hotel.

Regards to all.

AHY/j cr

TM* NATIONAL AUTHORITY ON MICK CONSTRUCTION 169
EXHIBIT B NOTES on the Meeting of:

TECHNICAL COMMITTEE No. 5 on MASONRY

for

Review end Refinement of Tentative Seismic Provisions (ATC 3—06)

Wiss, Janney, Elstner and Associates Northbrook, Illinois

Conference Room 4 January 1980

1.0 The meeting opened at 9:15 a.m. , C.S.T., with the following members of

the Committee present:

Amrhein, James E.

Gensert, Richard M.

Hogan, Mark

Hanson, George

Helfrich, Robert

Stockb ridge, J.G.

Yorkdale, A.H.

1.1 Committee Members not Present:

Gerich, Andrei

Mark, Melvyn (non-voting)

Mayes, Ron (non-voting)

Bush, Vincent (non-vo ting)

1.2 One guest was present:

Jr

Wintz, J.A., III

1.3 It was noted that all but one voting member of tft»e T.C. 5 was present.

Therefore, any action taken could be considered that of the Committee

after it is circulated.

2.0 It was suggested that the group consider some of the "design” questions,

before attacking Chapters 12 and 12A.

r The Committee reviewed some preliminary comments and positions prepared by

Mark Fintel, of Portland Cement Association. Especially the Tables in

Chapters 1 and 3 and height limitations.

It was the consensus that TC-5 should support these positions in general

and several items in particular: i.e.. Tables 1—A and 1-B, also some

changes in Chapter 3.

The Schedule for the Committee was discussed and is as follows:

0 January 4 T.G. Meeting

January 11 T.G. Draft to full Committee

January 30 Committee Comments to T.C.

February 21 and 22 Full Public Meeting of Coamiittee in Dallas

May 10 Submission of full proposals to ATC

170

CMIA)

(ACI)

(NCMA)

(TM5)

(WSCPA)

(ASCE)

(BIA)

(iscr':s-HUD)

(ATC')

(ATC:)

(aic;)
EXHIBIT B -2-

2.1 The first subject to be considered was Table 1-B, which appears on

page 35.

2.1.1 Following is the result of the discussion and consideration

TABLE 1-B

COEFFICIENTS A and A and SEISMICITY INDEX

a v

Coefficient A

Figure 1 a Map Area

Number

Coefficient A

Figure 2 a Seismicity

Index

0.40

0.30

0.20

0.15

0.10

0.05

0.00

7

6

5

4

3

2

1

0.40 4

0.30 4

0.20 3

0.15 2

0.10 1 0.05 1

0.00 0

The ATC says in their commentary that they assigned the

arbitrary peak acceleration of 0.05 g to map area 1.

The actual seismicity of map area 1 is actually zero.

In addition, the peak acceleration of map area 2 is

actually 0.00 to 0.05 as maximum.

It is the intention that any reasonably designed and built

structure will survive a peak acceleration of 0.05 intact

and all materials remain within the elastic range. Therefore, the Coefficients of Map Area 1 is reduced to 0.00

and the Seismicity Index for that area is reduced to 0.

The other Seismicity Indices are adjusted accordingly.

2.2 The next subject to be considered was Table 1-A, on page 35.

TABLE 1-A

SEISMIC PERFORMANCE CATEGORY

Seismic Hazard Exposure Group

II

Seismicity

Index III I
EXHIBIT B -3-

The reasoning for these proposed changes is as follows:

.1 It is felt that Seismic Hazard Exposure Group III

Buildings should be investigated and analyzed, even

for Seismicity Index 1.

,2 It is also felt that based on performance history,

S.H.E.G. I Buildings in S.I. 2 need not be required

to be reinforced masonry.

2.3 The next item to be considered was the Building Categories, which

appear in Sections 3.4 through 3.7 of the AIC Documents.

2.3.1 The proposed revisions will install the following general

requirements

:

.1 Building Category - A may be of any masonry system.

% .2 Building Category - B requires analysis and foundation

study, but will only be inforced as needed to resist

the loads.

.3 Building Category - C requires analysis, foundation

study, and be reinforced to minimum requirements.

.4 Building Category - D requires analysis, minimum

reinforcement, foundation study and special details.

2.4 The next item considered was Table 3-B on page 52, concerning R

factors and C, factors,

d

2.4.1 It was determined that the R factors shown are only opinions.

They have no basis technically.

2.4.2 In addition, the R factor is a material and system related

confidence factor .

.1 Based on this, the Committee recommends that the R factors

for reinforced masonry be at least equal to those for

concrete.

.2 The Committee also recommends that the terms "partially

reinforced" and "unreinforced masonry" be eliminated.

.3 The Committee recommends that the term to be used be

"Engineered Masonry".

.4 Engineered Masonry requires analysis and design and is

reinforced as needed.

.5 Reinforced Masonry also requires analysis and design, but

is required al£o to have at least a minimum area of reinforcement.

.6 It is recommended that these terms be used in the Document

and in Table 3-B.

172
EXHIBIT B

• 7 It is also recoimnended that all R factors and C,

factors be the same for Concrete and Reinforced Masonry

2.4.3 It is the Committee’s understanding that the Concrete Industry

is performing computer inelastic studies to determine what the

R factors and C^ factors should be.

• 1 The Committee recommends the same factors for masonry.

2.5 The next item to be considered was Section 4.4 on page 57, dealing with

accidental torsion.

2.5.1 The Committee recommends that the section be revised as follows

Last paragraph: "The design shall provide for the torsional

moment M resulting from location of the building masses or

the torsional moments M^

a caused by assumed displacement of

the mass each way from its actual location by a distance

equal to 5 per cent of {he dimension of the building perpendicular to the direction of the applied forces, whichever is the

larger.”

'

.1 The Committee believes that the minimum of 5 per cent for

torsion is legitimate for "accidental” torsion. Also,

we agree that actual torsion should be included, but to

improve both requirements simultaneously is arbitrary

and capricious.

2.6 The next item to be considered was Section 1.6.2, "Special Inspection",

on page 31.

2.6.1 The Committee recommends that the section be revised as follows:

Section 1.6.2 Special Inspection, (E) :

(E) STRUCTURAL MASONRY. Continuous Special Inspection required

during placement of all masonry units for buildings assigned

to Category D, and during all grouting operations for

masonry which is part of the seismic resisting system in

Categories C and D .

,1 The reason is that continuous special inspection should be

required full time for Category D building, but only groutic

operations inspection need be required for Category C.

2.7 The next item to be considered was Section 1.6.3, Special Testing

(C) STRUCTURAL MASONRY.

The Committee recommends that the section be revised as follows :

(C) STRUCTURAL MASONRY. Special Testing of structural masonry shall be

as follows:

.1 When f’ is to be established by prism tests, at least five

representative prisms shall be prepared and tested prior to

start of work. During construction at least one sample prism

173
exhibit b

shall be prepared per day, but not less than one sample prism

per 5,000 sq ft of wall area nor less than five such sample

prisms for any building during the progress of the work.

OR

.2 When f* is established based on the strength of units and

mortar Fypes

a. Sample at job site and test mortar and grout at the rate of

at least once per day, but not less than once for each

2,000

sq ft of wall area, and

b. Sample at manufacturer's plant and test masonry units

proposed for use. Sampling rate shall be at least five

representative units per production lot, but not less

than one unit per 5,000 sq ft of wall area. Tests shall

be performed for compressive strength in accordance with

ASTM Standards appropriate for the type of unit used.

%

3.0

Consideration of Chapters 12 and L2A

3.1 General - In a general discussion of the Chapters, 12 and 12A, the

following appeared to be strong consensus of the Committee present:

3.1.1 General goal is to do what is in the best interest of the

public and the industry.

3.1.2 Not to try to do away with the psuedo Ultimate Strength Design

portion in Chapter 12.

3.1.3 We must check the p factors to see what the resultant design

will be.

3.1.4 It will also be necessary to check the R . factors.

3.1.5 It was agreed that the present Chapter 12A is very bad. It

is not worth attempting to revise.

3.2 It was at this point that the basic impasse was reached.

As perceived by the group, there are two choices:

r 3.2.1 Adopt a National Standard and eliminate Chapter 12A and make

suitable revisions to Chapter 12,

.1 This position was supported by four of those present.

3.2.2 Keep a Chapter 12A, but insert a- completely rewritten document,

based on the ACI-531 Standard and the draft Standard of the

Masonry Society.

,1 This position 'was supported by three of those present.

174
EXHIBIT B

3.3 After considerable discussion, no agreement could be reached

,

3.3.1 It was the general feeling that both would be developed,

and at a point near completion, perhaps a decision could

be reached.

4.0 The meeting adjourned at approximately 5:30 p.m., C.S.T.

Respectfully submitted.

AHY/j cr

Distribution: To All on Committee List

f

' 175
EXHIBIT C

Road, McLean, Virginia 22102 Phone: 703-893-4010

MEMORANDUM

TO: All Members of COMMITTEE 5: Masonry

Mr. Jerry Stockbridge, Co-Chairman

Mr. George Hanson, Co-Chairman

FROM: Alan H. Yorkdale

Task Group Chairman

DATE: 19 February 1980

SUBJECT: Proposed Revision: CHAPTER 12 - MASONRY

Reference is made to the Notes on the Meeting of the Task Group of T.C. 5 on Masonry of January 4, 1980 .

As reported, there was general consensus on most matters considered at the

meeting, which was attended by more than Task Group members. At the point

of consideration of Chapters 12 and 12A, there was a difference of opinion

on the approach to take. There was, however, some agreement, as follows:

3.0

Consideration of Chapters 12 and 12A

3.1

General - In a general discussion of the Chapters, 12 and

12A, the following appeared to be strong consensus of the

Committee present:

3.1.1 General goal is to do what is in the best interest

of the public and the industry.

3.1.2 Not to try to do away with the psuedo Ultimate Strength

Design portion in Chapter 12.

"3.1.3 We must check the /factors to see what the resultant

design will be. (This was done by Jim Amrhein)

3.1.4 It will also be necessary to check the R Factors.

3.1.5 It was agreed that the present Chapter 12A is very

bad. It is not worth attempting to revise.

3.2

It was at this point that the basic impasse was reached.

THE NATIONAL AUTHOSITY On KICK CONSTKUCTION 176
EXHIBIT C

All Members of COMMITTEE 5: MASONRY

19 February 1980

Page Two

) As perceived by the group, there are two choices:

3.2.1 Adopt a National Standard and eliminate Chapter 12A

and make suitable revisions to Chapter 12.

.1 This position was supported by four of those

present.

3.2.2 Keep a Chapter 12A, but insert a complete rewritten

document, based on the ACI-531 Standard and the draft

Standard of the Masonry Society.

.1 This position was supported by three of those

present

3.3 After considerable discussion, no agreement could be reached.

3.3.1 It was the general feeling that both would be developed,

* and at a point near completion, perhaps a decision could

be reached."

The attached proposed revision to CHAPTER 12 is offered to the full Committee 5 for their consideration as stated in the above Minutes.

By way of explanation of this approach, we have suggested the ANSI/ACI 531-79,

"Building Code Requirements for Concrete Masonry Structures: and the Commentary - 531R-79 be used as the referenced document. This document is "modified" in the

proposal so that it can also be used for brick and hollow brick masonry. Further

modifications are also made to address the specific seismic requirements presently

found in Chapter 12A. Chapter 12A is eliminated by virtue of the use of a Reference

Standard.

The original intent was to prepare this Proposal and have it in the hands of the full

Committee 5 prior to this meeting to provide time for review. This was not possible,

due to unforeseen circumstances. For this inconvenience I apologize as your Task

Group Chairman.

On a personal note, I would like to state that, as a representative of the brick

industry on this Committee, it is repugnant to me to offer a proposal that references, a concrete masonry design standard. However, in the time provided, this is the only

solution available. It should be noted, however, that this proposal is presented

as an expedient measure only for the purpose of the trial designs . 0 The proposal is attached.

AHY/jcr

Attachment

25 copies for distribution at meeting

Bncx Ins’itufe of America
Proposed Revision : 13 February 1980 EXHIBIT C

CHAPTER 12

MASONRY

12. 1 REFERENCE DOCUMENTS

The quality and testing of masonry products and assemblages and reinforcing

steel and the design and construction of Engineered Masonry and Reinforced Masonry

components which resist seismic forces shall conform to the requirements of the

references listed in this Section, except as modified by the provisions of this

Chapter. ANSI*Ref. 12.1 "Building Code Requirements for Concrete Masonry Structures,"

* 331-79 and 531R-79 Commentary.

12.1.1 The referenced design standard covers the engineered design and construction of concrete masonry and composite elements of concrete and other masonry units.

12.1.2 For the purposes of this Chapter, the design procedures in the reference

document as modified herein shall also pertain to engineered design and construction

of masonry of fired clay brick, hollow brick and structural clay tile.

12.1.3

Table 4.3, "Values of f'm For Masonry" of the referenced Standard is

hereby revised and expanded for the purpose of this document, and to provide for

high strength brick, hollow brick and structural clay tile, as follows:

Compressive Strength

of Units, psi, on Net

Area

Compressive Strength

of Masonry f’m, psi

Type M and Type N

S Mortar Mortar

14,000 and over 4600 3200

12,000 4000 2800

10,000 3400 2400

8,000 2800 2000

6,000 2400 1600

12.2 STRENGTH OF MEMBERS AND CONNECTIONS

* The strength of members and connections subjected to seismic forces

acting alone or in combination with other prescribed loads shall be determined

using a capacity reduction factor, , and 2]i times the allowable working stresses,

given in Table 10-1, of the referenced standard. The value of 0 shall be as follows:

*This design standard was developed by American Concrete Institute, Committee 531.

178
EXHIBIT C

Proposed Revision

Chapter 12 - Masonry

Page Two

2-13-80

12.3

For axial or flexural compression and bearing stresses

in the masonry - - - - -- -- -- -- -- -- -0a

For reinforcement stresses except when considering

shear ----------------------

For shear carried by shear reinforcement and/or

bolts ----------------------

For tension in masonry parallel to the bed joints,

i.e., horizontally in normal construction - - - -

For shear carried by the masonry- - -- -- -- - (^) =

For tension in masonry perpendicular to the bed

joints, i.e., vertically in normal construction -

DESIGN PROCEDURES FOR MASONRY

12.3.1 The general design of masonry shall comply with the following

definitions and criteria:

.1 Empirical Masonry , for the purpose of this chapter, is

empirically designed masonry and is not covered.

.2 Engineered Masonry shall be analyzed and designed in

accordance with the referenced document standard as modified. Engineered Masonry may or may not contain

reinforcing to resist tensile forces as required by

the design.

.3 Reinforced Masonry shall be analyzed and designed in

accordance with the referenced document standard.

In addition. Reinforced Masonry shall be reinforced

with minimum ratio of area of steel of 0.002 to area

of masonry, with no less than 0.0007 in either direction. Maximum reinforcement spacing shall not exceed

four (4) ft on centers, as stated in Sec. 11.3.2.2 of

Reference Document.

12.4 SEISMIC PERFORMANCE CATEGORY A

Buildings assigned to Category A may be of any construction permitted

in the standard reference document, as modified.

12.5 SEISMIC PERFORMANCE CATEGORY B

Buildings assigned to Category B shall be of Engineered Masonry construction

in accordance with Section 11 of the referenced standard, as modified.

179
EXHIBIT C

Proposed Revision

Chapter 12 - Masonry

13 February 1980

Page Three

12.6 SEISMIC PERFORMANCE CATEGORY C

Buildings assigned to Category C shall conform to all of the requirements

for Category B and to the additional requirements and limitations of this Section.

12.6.1 CONSTRUCTION LIMITATIONS

Masonry components shall be constructed to conform to the limitations of

this Section.

(A) REINFORCEMENT. All masonry shall be Engineered Reinforced Masonry.

(B) TIE ANCHORAGES. In addition to the requirements of Section 11.4.3 for

tie anchorages, a minimum turn of 135 degrees plus an extension of at least six tie

diameters but not less than 4 inches at the free end of the tie shall be provided.

(C) REINFORCED COLUMNS. In addition to the requirements of Section 11.4

for reinforced masonry columns, no longitudinal bar shall be farther than 6 inches fror a laterally supported bar. Except at corner bars, ties providing lateral support may

be in the form of cross-ties engaging bars at^opposite sides of the column.

The tie spacing for the full height of masonry shear wall boundary

columns and all other columns stressed by tensile or compressive axial overturning

forces due to seismic effects and for the tops and bottoms of all other columns for a distance of 1/6 of clear column height but not less than 18 inches nor the maximum

column dimension shall be not greater than 16 bar diameters nor 8 inches. Tie spacing

for the remaining column height shall be not greater than 16 bar diameters , 48 tie

dimaters, or the least column dimension, but not more than 18 inches.

(D) SHEAR WALL BOUNDARY ELEMENTS. Boundary members shall conform to one of

the following:

1. Section 11.8.4 when of reinforced concrete or structural steel.

2. Section 12.5.1(C) when of masonry.

(E) JOINT REINFORCEMENT. Longitudinal masonry joint reinforcement may be

used in reinforced grouted masonry and reinforced hollow unit masonry only to fulfill

minimum reinforcement ratios but shall not be considered in the determination of

the strength of the member.

(F) STACKED BOND CONSTRUCTION, The minimum ratio of horizontal reinforcement shall be 0.0015 for all structural walls of stacked bond construction. The

maximum spacing of horizontal reinforcing shall not exceed 24 inches. Where reinforced hollow unit construction forms part of the seismic resisting system, the

construction shall be grouted solid and all head joints shall be made solid through

the use of open end units. *180
EXHIBIT C

Proposed Revision

Chapter 12 - Masonry

13 February 1980

Page Four

12.7 SEISMIC PERFORMANCE CATEGORY D

Buildings assigned to Category D shall conform to all of the requirements

for Category C and to the additional requirements and limitations of this Section.

12.7.1 CONSTRUCTION LIMITATIONS

Materials for mortar and grout for structural masonry shall be measured

in suitable calibrated devices. Shovel measurements are not acceptable. An

approved admixture of a type that reduces early water loss and produces a net

expansion action shall be used for grout for structural masonry unless it can be

demonstrated that shrinkage cracks will not develop in the grout. The thickness

of the grout between masonry units and reinforcing shall be a minimum of ^ inch

for structural masonry.

(A) MINIMUM GROUT SPACE FOR GROUTED MASONRY. The minimum grout space for

structural reinforced grouted masonry shall be 2^ inches for low-lift construction

and 3h inches for high-lift construction.

(B) REINFORCED HOLLOW UNIT MASONRY. Structural reinforced hollow unit

masonry' shall conform to requirements below:

1. Wythes and elements shall be at least 8 inches in nominal

thickness with clear, unobstructed continuous vertical cells, without offsets,

large enough to enclose a circle of at least 3^ inches in diameter and with a minimum area of 15 square inches

2. All grout shall be coarse grout. Grout consolidation shall be

by mechanical vibration only. All grout shall be reconsolidated after excess moisture has been absorbed but before workability has been lost.

3. Vertical reinforcement shall be securely held in position at

tops, bottoms, splices, and at intervals not exceeding 112 bar diameters. Approved

intermediate centering clips or caging devices shall be used in high-lift construction, as required, to hold the vertical bars. Horizontal wall reinforcement shall

be securely tied to the vertical reinforcement or held in place during grouting by

equivalent means.

4.

In wythes of less than 10-inch nominal thickness, in any vertical

cell, there shall be a maximum of one No. 10 bar or two No. 8 bars with splices

staggered for the two-bar situation.

(C) STACKED BOND CONSTRUCTION. All stacked bond construction shall

conform to the following requirements:

1. The minimum ratio of horizontal reinforcement shall be 0.0015 for

non-structural masonry and 0.0025 for structural masonry. The maximum spacing of

horizontal reinforcing shall not exceed 24 inches for non-structural masonry nor 16

inches for structural masonry.

2. Reinforced hollow unit construction which is part of the seismic

resisting system shall (1) be grouted solid, (2) use double open end (H block) units

so that all head joints are made solid, and (3) use bond beam units to facilitate

the flow of grout. 181
EXHIBIT C

Proposed Revision

Chapter 12 - Masonry

13 February 1980

Page Five

3. Other reinforced hollow unit construction used structurally but

not part of the seismic resisting system, shall be grouted solid and all head joints

shall be made solid by the use of open end units.

12.7.2

SPECIAL INSPECTION

Special inspection shall be provided for all structural masonry.

12.8 SHEAR WALL REQUIREMENTS

Shear walls shall comply with the requirements of this Section.

12.8.1 REINFORCEMENT

The minimum ratio of reinforcement for shear walls shall be 0.0015 in each

direction. The maximum spacing of reinforcement in each direction shall be the

smaller of the following dimensions: one-third the length and height of the

element, but not more than 32 inches. The area and spacing of reinforcement perpendicular to the shear reinforcement shall be at least equal to that of the required

shear reinforcement. The portion of the reinforcement required to resist shear shall

be uniformly distributed.

EXCEPTION

For shear walls constructed using running bond, the ratio of

reinforcement may be decreased to 0.0007 provided that all shear

is resisted by the reinforcement. The sum of the ratios of

horizontal and vertical reinforcement shall not be less than

0 . 002 .

12.8.2

BOUNDARY MEMBERS

Where cross walls or boundary members form part of the shear wall system,

the intersections shall be constructed as required for the walls themselves. Connections to concrete shall conform to Section 9.8. Where the boundary members are of structural steel, the shear transfer between the wall and the boundary member shall

be developed by fully encasing the element in grout, by dowels, bolts, or shear lugs, or by similar approved methods.

When the structural system, as described in Chapter 3 and

consists of substantially complete vertical load-carrying frame, be

shall be provided at each end of the wall. The members shall be o: struction as the frame columns. Where the frame is a special momer. columns shall conform to the requirements for such members in Chapt,

le 3-B

,

••y members

-same con-

.ne, those

.0 and 11.

Horizontal reinforcing in the walls shall be anchored to t. vertical

elements. Where the boundary element is structural steel this shall be accomplished

by welding or by extension, with bends if required, into grout fully surrounding the

column.

12.8.3

COMPRESSIVE STRESSES

For loading combinations including in-plane seismic forces, allowable com- pression stresses at any point shall not exceed those allowed for axial compression

in Table 10-1.

182
EXHIBIT D

To: Jerry Stockbridge, Cochairman

George Hanson, Cochairman

Building Seismic Safety Council

Committee 5, Masonry

From: Jim Amrhein, Masonry Institute of America

Bill Bailey, Acme Brick Company

Stu Beavers, Concrete Masonry Association of California & Nevada

Gregg Borchelt, Masonry Institute of Houston - Galveston

Walter Dickey, Consulting Structural Engineer

George Hanson, Flickinger Associates

Bob Helfrich, Applied Science & Engineering

Jim Noland, Atkinson Noland & Associates

Gene Salveson, Masonry Institute of Washington

John Tawresey, KPFF

Don Wakefield, Interstate Brick Company

As you know, there is no recognized standard on the national level which covers

all types of masonry design. As a result, the Applied Technology Council was asked to prepare design requirements for seismic provisions of masonry design

and construction. This document, ATC 3-06, has been incorporated into Chapter

12 and 12A of the Tentative Seismic Provisions as published by the National

Bureau of Standards and administered by the Building Seismic Safety Council.

There has been widespread dissatisfaction with Chapters 12 and 12A since publication of the document, included among the problem areas are:

1. Excessive cross referencing to various parts of the chapters. This

&often

leads to confusion since the effect of change in one section are not fully

real i zed.

2. Repitition of material

3. Terminology unfamiliar to the entire masonry and design industry - "true"

joint, "partially reinforced", "Specific" inspection.

4. Reference to standards for concrete.

5. Compliation of different design techniques for various materials without

full explanation

6. Format inconsistencies

7. Lack of continuity in layout

In general it was felt that this particular draft added more confusion to the

already muddled area of masonry design.

183
EXHIBIT D

The persons listed at the head of this memo met to rectify as much of this as possible. Individuals in this group come from the following areas of the con- struction industry:

consulting engineers

research

contractors

1 abor

The goal of the revisions is to maintain Chapters 12 and 12A in much of their

orginal form, but include recent research results, existing practices when

technically sound and make the result more acceptable to the design and con- struction industry.

The changes accompanying this memo are a result of that activity. The content

changes are valid, any of the changes will be fully explained if requested.

We do, however, recognize that the format needs improvement and additional

changes should be made. This merely represents the next step.

It is hoped that a nationally recognized design standard for all masonry con- strcution can someday replace Chapter 12A.

manufacturers

academi

a

trade associations

184
EXHIBIT D

CORRECTIONS TO CHAPTER 12 AND 12A OF ATC 3-06

DELETIONS ARE LINE OUT THUS, . OR DELETED BY NOTE

ADDITIONS ARE UNDERLINED

CHAPTER 12 MASONRY

The following correction appear on Page 111 of Chapter 12.

Under BACKGROUND the paragraph should read:

BACKGROUND

The masonry design and construction procedures given in this

Chapter and Chapter 12A provide performance levels for seismic forces.

Under 12.2 STRENGTH OF MEMBERS AND CONNECTIONS , please note that

For reinforcement stresses except when considering shear.

for Grade 40, 0

= 0.8

for Grade 60, 0=1.0

CORRECTIONS APPEARING ON PAGE 112

New Section 12.2.2 MINIMUM REINFORCEMENT REQUIREMENTS FOR SPECIFIC SEISMIC

CONDITIONS - appears right before Section 12.3

12.2.2 MINIMUM REINFORCEMENT REQUIREMENTS FOR SPECIFIC SEISMIC CONDITIONS

(A) Horizontal reinforcement not less than 0.2 square inches in area

shall be provided at the top of wall openings, at structurally connected roof

and floor levels and at the top of parapet walls. Vertical reinforcement not

less than 0.2 square inches in area shall be provided on all sides of, and

adjacent to, every opening which exceeds 24 inches in either direction, at all

corners, and at the ends of walls. Bars around openings shall extend not less

than their development length, but not less than 24 inches, beyond the corners

of the opening.

(B) Reinforcement ratio in each direction of

the ratios for each direction shall not be less than

of reinforcement shall not exceed 4 feet on center,

shall be considered in computing the minimum area of

required by 12. 2. (A) may be considered in satisfying

ratio if continuous.

0.0007 and the sum of

0.002. Maximum spacing

Only continous rei nforcement

reinforcement. Reinforcement

the minimum horizontal
EXHIBIT D

Under 12.4.1 CONSTRUCTION LIMITATIONS, paragraph (A) should read:

(A) HEIGHT -LIMITATION. REINFORCEMENT . Components of the

seismic resisting system in buildings shall be reinforced masonry

and conform to 12.2.2 (A) .

Delete paragraph (C)

(G) --SHEAR -WALL St- -Shear -walls -shall -e9Rferffl-te- the -requirements

©f— 5e£r-12r?.

Also EXCEPTION:

EXGEPTlONf

The- FelRfereemeRt-p rev Is

1

©rs

ef -Seer- 12 r?rl -need -net -apply-te

paFtlally-FelRfeFeed-fflas0RFy-desl§Red-as-yRFelRfeFeed-masGRFy.

Under paragraph (D) SCREEN WALLS., the second paragraph should read:

Joint reinforcing may be composed of two wires made with welded

ladder or trussed wire cross ties. In calculating the resisting capacity

of the system, compression and tension in the spaced wires may be utilized.

CORRECTIONS APPEARING ON PAGE 113

Under 12.4.1 Delete paragraph (F)

{F}--G9 N 5 TRyGT 19 N-T¥PET--Gavlty-wall-e0 RStFuetl0 R-shall-R9 t-be

used-feF-aRy-stFuetuFal-mas9RFyr

Under Section 12.4.2 MATERIAL LIMITATIONS, delete the following sentence:

5 truetu ral-Glay-Lead -Bearing -Wall-Tile

The last sentence should read:

Mer ta rs -ether- than-Types-M-er-S- Mortar Types 0 and K

Under Section 12.5 SEISMIC PERFORMANCE CATEGORY C , paragraph (A) should read

(A) REINFORCEMENT. All masonry shall be reinforced masonry and

conform to 12.2.2 (A).

Add new paragraph (D) SHEAR WALLS.

(D) SHEAR WALLS. Shear walls shall conform to the requirements of

of Sec. 12T77

EXCEPTION:

Shear walls in one and two family residences, one or two stories

in height.

186
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 114

Under Section 12.5.1, Paragraph (D) SHEAR WALL BOUNDRY ELEMENTS, should

read:

(E) SHEAR WALL BOUNDRY ELEMENTS. Boundry menbers shall conform to one of the following:

Delete Paragraph (E)

( E}--991NT -RE INEORGEMENIt- -EeR§lty4i-Ral -masonry -j-ei-Rt-Fei-RfeFe-emeRt

fflay-be-use4-lR-FelRf9Fee4-§F0ute4-mas0RFy-aR4-FelRf9Fee4-h9llew-9Rit-mas9RFy

eRly-t0-fylflll-mi-Ri-mum-Fei-Rf0FeeffleRt-Faties-but-shall--Ret-be-eeRS ;i4eFe4-i-R-tke

deteFffli-Rati-eR-ef-the-stFeRgth-ef-the-fflembeFrParagraph (F) STACKED BOND CONSTRUCTION, reads as follows:

(F) STACKED BOND CONSTRUCTION. The minimum ratio of horizontal

reinforcement shall be 9r991§- 0.0007 for all structural walls of stacked

bond construction. The maximum spacing of horizontal reinforcing shall

not exceed 24 48_ inches. Where reinforced hollow unit construction forms

part of the seismic resisting system, the construction shall be grouted

solid and all head joints shall be made solid through the use of open end units.

Under Section 12.5.2 MATERIAL LIMITATIONS

The following materials shall not be used for any structural

eF-noRStryetuFal purpose:

Under Section 12.6.1 CONSTRUCTION LIMITATIONS, the paragraph reads as follows:

CONSTRUCTION LIMITATIONS

Masonry components shall be reinforced masonry and conform to Sec.

12. 2. 2(BT~T Materials for mortar and grout for structural masonry shall be

measured in suitable calibrated devices. Shevel-ffleasyFemeRts-aFe-ROt-aeeeptable.

Ar -approved -admixture -of -a-type-tbat-Fedu&es-eaFly-wateF-loss-aRd-pFedyees-a

Ret-expaRsleR-aetl9R-sha]4-be-used-f9F-§F9uf-#9F-&tFyetyral--maseRFy-eRl-ess-lteaR-be-defflORStFated-that-shrlRkage-eraeks-wil-f-ROt-devel-ep-tR-the-gFOut. The

thickness of the grout between masonry units and reinforcing shall be a minimum of 1/2 inch for structural masonry.

Paragraph (A) reads as follows:

(A) MINIMUM GROUT SPACE FOR GR9UTEB-MASQNRYBETWEEN WYTHES. The

minimum grout space between wythes for streetoral- reinforced greeted masonry

shall be 2-1/2- 1-1/2 inches for low-lift construction and 3-1/2 2_ inches for

high-lift construction.

187
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 114 CONT.

Under Paragraph (B) REINFORCED HOLLOW UNIT MASONRY. Section 1. should read:

1. Wythes and elements shall be at least 8 6_ inches in nominal

thickness with clear, unobstructed continuous vertical cells, without offsets,

large enough to enclose a circle of at least 3-1/2 3_ inches in diamter. and

wlth-a-mi-Hi-muffl-aFea-ef-l&-&guare-i-Rehes.

2. All-§F9ut-shal4-be-eeaFse-§ic eyt. Grout consolidation shall be by

mechanical vibration only. All grout shall be reconsolidated after excess

moisture has been absorbed but before workability has been lost.

CORRECTIONS APPEARING ON PAGE 115

Under Paragraph (C) STACKED BOND CONSTRUCTION. Section 1.

1. The minimum ratio of horizontal reinforcement shall be 9r991§

. 0007 for non-structural masonry and 9 t 9925 0. 0015 for structural masonry.

The maximum spacing of horizontal reinforcing shall not exceed 24 48_ inches

for nonstructural masonry nor 16 24_ inches for structural masonry.

Under Section 12.7 SHEAR WALL REQUIREMENTS, the sectence reads as follows:

SHEAR WALL REQUIREMENTS

Shear walls shall comply with the requirements of this Section

when referenced.

CORRECTIONS APPEARING ON PAGE 116

Under Section 12.7.3 COMPRESSIVE STRESSES the paragraph reads as follows:

COMPRESSIVE STRESSES

For loading combinations including in-plane seismic forces, allowable

compression stresses at any point shall not exceed those allowed for axial

flexural compression. For unreinforced masonry designed by Sec. 12A.6.1, the

allowable working stress values are given in Table 12A-3. The allowable

working stress values for reinforced masonry shall be the allowable working

stresses given in Table 12A-5 and applicable reductions for slenderness

effects shall apply. The minimum horizontal distance between lateral supports

may be considered for walls as well as the minimum vertical distance. Eermyl-a

12A-7-&ha4T-R©t-be-ysed.

EXCEPT £9Nr

F9F-pTeF-type-wal4-eTeffleRts-that-d©-Ret-exGeed-fF©m-fT©©F-t&-f1r©eF

©empress 4 ©r-s tresses -yRdeF-e©fflbi-Red-7©©di-R§-at-aRy-p©i-Rt-ffiay-be

4Tmited-t9-th©se-aTT9wed-f©F-fTexyF©T-e©fflpFessT0R-pF©vT4ed-th©t-P©FmyTa

12-A-4s-dTs©-sati-sfi-edr

188
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 116

Under Section 12.7.4 HORIZONTAL COMPONENTS* the parapgraph reads as follows:

HORIZONTAL COMPONENTS

When shear reinforcing is required for loads that include seismic effects

and diagonal bars conforming to Sec. 12A. 6.4(D) are not provided, reinforcement

approximately perpendicular to the requi red shear rei nforcement shall be

provided equal in amount and spaced not further apart than in required for the

shear reinforcing. Horizontal reinforcing shall anchor into or be

continuous through the pier elements. Horizontal components may be separated

from the shear wall system by means of true joints. The joints shall provide

for building movement determined in accordance with Sec. 3.8. The horizontal

components shall be anchored to the building and designed as otherwise required

by these provisions.

CORRECTIONS APPEARING ON PAGE 117

CHAPTER 12A

MASONRY CONSTRUCTION

Under Section 12A.1.1 DEFINITIONS

Under the first paragraph AREA, GROSS CROSS-SECTIONAL, and before the third

paragraph AREA, NET BEDDED, add the following paragraph:

AREA, NET The gross cross-sectioned area at any place minus the area of

ungrouted cores, notches, cells, etc. Net area is the actual surface

area of a cross-section.

Between Paragraph EFFECTIVE ECCENTRICITY, and JOINT, BED. add the following

paragraph:

GROUTED MASONRY. Masonry composed of hollow units in which designated

cells are solidly filled with grout or masonry of two or more wythes

in which the cavities between wythes are solidly filled with grout .

CORRECTIONS APPEARING ON PAGE 118

Continued under Section 12A.1.1

JO I NT, COLLAR. -The-4RteFi-0ic -49B§ :i-tadi-Ral--ve)c ti-eaT-1je4Bt-4R-a-wal4-betweeR

wythes r —tR-freuted-fflaseRFy-eeR&tPeeti-eRr-i-t-i-s-the-fReut-sp&eer

JOINT, COLLAR. The vertical separating a wythe of masonry from another

wythe or from another continuous material and filled with mortar or grout .

189
exhibit d

CORRECTIONS APPEARING ON PAGE 118 Cont.

Section 12A. 1. 1 Cont.

LOAD -BEAR lNGr--5yR0Ryffl9us-wi-th-Struetural.

MASONRY. An assemblage of masonry units bonded together with mortar or grout .

(A) MASONRY, REINFORCED. Masonry in which reinforcement is used to resist

forces as well as the purpose of crack control .

(B) MASONRY, UNREINFORCED. Masonry in which rei nforcement is used only

for the purpose of crack control .

MASONRY r -GR9yTEBr--G©RS trust i 0 R-eeRfepmi-R§-te -Seer -12Ar3rS- Is -m©st-9ften

referred - 19 -as -grouted -bri-ek-e0RstPueti-9Rr

Under MASONRY UNIT., add the following paragraph.

MASONRY UNIT. Any brick, tile, stone, or block conforming to the requi rements

specified in this Chapter.

(A) HOLLOW MASONRY UNIT. A masonry unit whose net cross-sectional area

in every plane parallel to the bearing surface is less than 7 5% of

the gross cross-sectional area in the same plane .

(B) SOLID MASONRY UNIT. A masonry unit whose net cross-sectional area

in every plane parallel to the bearing surface is 75% or more of the

gross cross-sectional area in the same plane.

NONBEARING. This term refers to a Renl-ead-beapi-Rg nonstructural component.

usua!4y-a-wal4.

PARTIALLY -RE I-NEGRGEG-MASQNRYt

Was&Rpy-eeRStryeti-9R-e9Rf0PRiiR§-t9-See:-

12 Ar3i-7-a’Rd-©ther-appl4eable-pp0vi-si-0RS-ef- this -Chapter

.

REINRORGEG-MASONRYr —Grouted -masonry -G9Rst rue tier -e&Rfermine -te -See =--r2Ar3rS(G

ep-H9l40w-yRi-t-Ma&eRpy-e©R#0pmi-R§-t9-See:--12Ar3rSfA)T--Rei-RfGPeed-ffie&0Rpy

s hall-alse-e9Rf9Pffl-t9-©thep-appl4eable-pp0vfst9ns-ef-thfs -Chapter - -tee ladlngSee.— 12Ar2r2 r -12Ar2r4 T -12ArGr3 T -aRd-12Ar6r4r

REINFORCEMENT RATIO. This is the ratio of the areas of rei nforcement to the

gress-eress-seettenal net area of the masonry perpendicul ar to the reinforceme:

SHEAR WALL is a vertical component resisting lateral forces by in-plane

shear and flexure, (unless-def fned-elsewhere).
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 119

Under Section 12A.1.1 Cont.

MATERIALS AND DESIGN TESTING

Under Structural Clay Tile , the line should read across:

For Walls - Load-Bearing ASTM C34, C212, C126

Under Unburned Clay Uniform Building Code

Standard 24-15 14_

CORRECTIONS APPEARING ON PAGE 120

Testing

Masonry Assemblies , Geres

MertaF-and -Great

Slemp-Test-fer-GFeut

Rate-ef-Abserptien

Under Section 12A.1.3 SYMBOLS

Between Ag and A

Vj insert the following:

A

$ = Effective cross-sectional area of reinforcement in a column or — flexural member.

CORRECTIONS APPEARING ON PAGE 121

Section 12A.1.3 Cont.

Under f insert the following:

h_ = Effective height, the height or length of a column or wall used for

purposes of determining slenderness effects .

Under n, insert the following:

p

- As/bd, Ratio of the area of reinforcement to the area (bd).

Sec. 12A.7 & 12A.8

Se&r-12Ar§r2

ASTM-GST-Ti-
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 122

Under Section 12A.1.6

BR1GK MASONRY UNIT SURFACES FOR GROUTED MASONRY

Masonry Units for rei-nfereed-and-yRrei-Bfere-ed grouted masonry shall

have all surfaces to which grout is to be applied capable of adhering to grout

with sufficient tenacity to resist the required shearing stress ef -TOO-pst-after

euri-R§-28-daysT Tests, when required, shall conform to Sec. 12A.7 and 12A.8.3

Under Section 12A.1.10 GLASS BUILDING UNITS

Glass block shall have unglazed or satisfactorily treated surfaces

to allow adhesion on all mortared faces. Units shall be constructed so that

a minimum panel thickness of 3r§ 3_ inches can be obtained at the mortar joints.

Under Section 12A.1.13 SHRINKAGE OF CONCRETE UNITS

Concrete masonry units used for structural purposes shall have a maximum linear shrinkage ef-QrOSi-peFeeRt-froffl-tbe-satryeted-tG-bbe-eveRdry-eoRdi-t^GRr in accordance with the appropriate ASTM specification .

CORRECTIONS APPEARING ON PAGE 123

Under Section 12A.1.14 CEMENT

Cements for mortar and grout are limited to those allowed by ASTM

C270, this Chapter and Chapter 12.

EXGEPTT9N*-

Apppoved -types -ef-pTastdeTzi-Rg-ageRbs-may-be -added-b© -port TaRd-eemeRb

Type -T-©f -Type-T T-bn- tbe-manyfaety ring -pF©eessr-byt-B9b-bR-exeess-9f

12-peFeeRt-©f-bbe-tetaT-v©l-ymer--PTastie-eF-wabeFpF9efed-eeHeBts-se

fflaByfaebyFed-sbaTT-ffleeb-bbe-FeqybFeffleBbs-f©r-p©FbTaBd-eemeRt-exeepti-B-Fespeet-tG-the-Ti-ffli-tati-GBS-GR-i-BseTybTe-Resi-dyer-ai-B-eRtRai-RffieBtr

aRd-addbtbGBS-sybsegyeBt-tG-eaTei-RatbGR--

6emeRts-f9R-§)c 9yt-shaTT-be-Type-ir-Ta T -TTAr-TiTr-rTTA T -9R-^-p9Rtl-aRd

eemeRt r -RR-Type-TS-iS-A T -TS-(-MS) r -iS-A-(-MS) T -ip T -0R-TP-A-bl-eRded-RydRayl-i-e-eeeeRt.

12A.1.15 LIME

b dme -py t by -sba 1 T -be-ma -ie-f rem-ge bekl-bne -©p-bydrabed -Time r--Tf -made

frera-etheR-thaR-pReeessed-pyTveri-sed-pyi-ekTimer-the-Ti-rfle-sbaTT-be-sl-aked-aRdt heR -sepeeBed -thF9u§b -a-N©r-ii -mesh -sTeeve t---ATter -sTaktR§-eBd-seReeRi-R§r-aH^-

befeFe-y&bBgr-bt-sbaTT-be-st9Fed-aBd-pr9beeted-f9F-Bet-l-ess-bbaR-l-9-days.

Lime for mortar and grout is limited to those allowed by ASTM C207 .

0 PF9eessed-pyTveFb2ed-qytekTbme-sbaTT-be-sTaked-f©F-R©t-ress-theR-48-

heuFS-aBd-sha]4-be-e99T-wheR-usedr192
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 123

Under Section 12A.1.16 MORTAR

ASTM-G27-9-Types-0-an4-K-ffl0FtaF-shaTl--R0t-be-use4r

Masonry units used in foundation walls and footings shall be laid

up in Type-S-er-Type-M-fflertar. mortar having a minimum compressive strength

of 1800 psi . See Sec. 12A. 1 and Chapter 12 for further limitations.

CORRECTIONS APPEARING ON PAGE 124

Under Section 12A.1.16 Cont.

To maintain plasticity, mortar may be retempered with water by the

method of forming a basin in the mortar and reworking it. However, any

mortar which has bee©me-haFsb-shal4-R0t-be-yse4-4R-the-w0Fkr hardened or stiffened due to hydration of the cement shall not be used.

Under (B) Type. Number 1.

1. Fine Grout. Fine grout shall be composed, by volume, of one part

cement, to which may be added not more than 1/10 part hydrated lime er-TTme

putty, and 2-1/4 to 3 parts of sand.

2. Coarse Grout. Coarse grout shall be composed, by volume, of one

part of cement, to which may be added not more than 1/10 part hydrated lime

0 F -Time-putty, two to three parts sand, and one to two parts gravel. Larger

proportions of gravel may be used in large grout spaces where approved by

the Regulator Agency.

9eaie se-gic eut-fflay-be-u&ed-i'R-§ic 9ut-5paees-iR-§iceuted-ffla&0Rpy-2-i-Rehes

0F-ffl©Fe-i-R-wi-4th-aR4-i-R-§Feut-spaees-i-R-fiT-l-e4-eeTT-e0RStFyGti-9R-bavi-R§-aRapea-0f-l-S-5puaio e-i-RGhe5-w4th-a-l-east-4i-meR&i-9R-©f-3-iRehesr'

G©aFse-§F9ut-&haTT-be-y&e4-wheFe-the-l-0ast-4imeRsi-eR-9f-the-§F9utspaee-exeee4s-i-i-Rekes-aR4-wbeFe-0theFwi-se-Fepyi-Fe4.

(C) CONSISTENCY. Grout shall have a consistency, considering the methods

of conslidation to be utilized, to completely fill all spaces to be grouted

without segregation. exeept-that-sTyfflps-shaTl--R9t-be-l-ess-thaR-4.-6-i-ReHes-f0F

aTT-§F9ut-R9F-ffl9Fe-thaR-iG-i-Rehes-f9F-f i-Re-§F9ut-©F-9-i-Rehes-f9F-09aFse-§F9ut.

(E) MEARSURING AND MIXING. Materials for grout shall be measured in

suitable calibrated devices. After the addition of water, all materials shall

be mixed for at least three minutes in a dFum-type-bateb mechanical batch mixer.

MTxi-R§-epui-pment-aR4-pF0ee4uFes-shaTl-pFe40ee-§F9wt-wi-th-the-yRi-f©Fmi-ty

Fepy4Fe4-f0F-e0RGFete-by-ASTM-G94r

193
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 125

Section 12A.1. 17 Cont.

EXCEPTION:

ATeffliRdffl-eqyi-pffleRb-may-be-used-if-i-b-GaB-be-deffleBStFated-bbet

theFe-wi41--be-B9-del-eteFi-9us-effeeb-9B-tbe-sbFeB§th-9f-the-§F9ytaBd-Tt-is-speGi-fi-eal-l-y-appFeved-by-tbe-Regul-ateFy-AfeBey.

Sec. 12A.2 CONSTRUCTION

At-tke-fei-me-9f-l-ayi-B§-al4-ma99RFy-uRi-bs-sbal-T-be-el-eaB-aBd-€Fee-9f-dyse.-

Burned -elay-aRd-saBd-14ffle-yRits-sbal4 -be -dampened -prier-te-Taying -with -anabs9Fpti-9R-Fate-e9R^9Fffli-R§-t9-Seer-12ArTr5T---SyFraees-9f-€9R&FeeG-ffla&9ftFy-yRi-ts

te -reeeive -meFtaF-shaTV-be-dampeBed-by -means -9f-f9§-spFay-9F-eqyWaTent-dyF>B§

het-and -dry-weather r-as-deseri-bed-i-n -See r-12A-2r5 --At -t be -ti-me-ef-Tayi-Bs-al-l

URbeFRed-eI-ay-UBi-ts-sba :l4-be-damp-at-the-suFfaeer--Al-l--maseBFy-yBi-ts-sbal-l--B9tbe -S9-We t- that -free -wateF-tS-pFeSeBt-en-the-SUFfaeeSr

12A.2 CONSTRUCTION

Storage, handling and preparation at the site shall conform to the

following requi rements.

Masonry materials shall be sotred so that at the time of laying the materials

are clean and not damaged .

Concrete masonry units shall not be wetted unless otherwise approved.

Surfaees-ef-aT-T-fflaseRFy -units -far -greeted -eensbryetiGB-ab -the -ttme-ef

Tayin§-sbal-l--be-eapabl-e-ef-devel-9pin§-tbe-Feqyi-Fed-b9Bd-w:i-tb-§F9yt-as-speei-f ied

SB-SeGr -12 A r 1 rGr

12A.2.1 JOINTS

All units shall be laid with shoved mortar joints. Solid units shall

have all head and bed joints solidly filled. Exeept-fer-eaeity-wal-l-Sr-sp&s-ss

te-be-§F9utGd r -«R4-as-pF9vi-de4-i-R-SGGr-12Ar-3r3r-all-wall-j9i-Rt&r-e&lTsF-j-9i-RtSr

and-joints -between -wythes-sbaTT-be-seTidl-y-f Hied unless otherwise approved.

All hollow units shall be laid with fell face shell bed joints and

head joints filled solidly with mortar for a distance in from the face of the

unit not less than the thickness of the face shells unless more stringent

construction is required by this Chapter, Chapter 12, or by design. Cross webs

and end shells of all starter courses shall be bedded on mortar. This-appiieste-units-taid-eB-feundati9RS-eF-fl-9eF-siabs-9F-siffliiaFr-aBd-al-i-e9UFses-9f

pieFSr-eeiumns-aRd-pil-asteFSr unless otherwise specified.

GeBeFete-abyttiRg-stryetyFaij-fflaseRFy-syeb-as-at-staFteF-Geyrses-eF-etwait-iRteFseetieBS-B9t-designed-as-tFye-sepaFatieR-j9iBts r -sbal-T--be-F9ygbened-ie

a -fyii -ampii tyde-ef -1/8- inch r-sbaii -be -moistened -per -the -requirements -ef -Seer

12Ar2 r -aRd-shaiT-be-b9Bded-t9-the-fflas9RFy-peF-the-FequiFeffleRts-9f-tbis-Ghapber

as-if-it-weFe-fflas9BFyr--yBSess-key&-aFe-pF9vided r -veFtieal--j9iBts-sbal-l--be--

eeRsidered-te-be-staeked-bondr

194
EXHIBIT D

Third paragraph subsitition:

Surfaces in contact with mortar or grout shall be clean and free of

laitance, debris, or other deleterious material s.

CORRECTIONS APPEARING ON PAGE 126

Section 12A.2.2 Cont.

(A) REQUIREMENTS. Adajcent wythes shall be bonded to each other in

accordance with the applicable provisions ef-5eer-42A-2rl-aR d Sec. 12A.2.

Where not prohibited in Chapter 12 or this Chapter unreinforced

stacked bond masonry may be used with one of the mechanical bonding devices

indicated in Sec. 12A. 2. 2(A) 1, 2 S and 3 below:

-F9F-uRreiRfepeed-fflaseBFy-the-meehaRi-eal--b9nd-shal-l--be-p!c9vi4ed-by

one of the following:

-3r—F9F-eavi-ty-waTl-s-tke-pF9vi’Si»9RS-9f~i-aR4-2-ab9ve-appl-y-t9-eaek-wythe.

F9F-staGked-fe9Rd-Fei-Rf9Feed“§F99ted“9F-Fei-Rf9Fee4-hel-l-9w-9Ri4s--fflaseRFy T see-Chapter-i?*— -F9F-staeked-beRd-paFtial-ly“Fei’Rf9Fee4-ffias9RFy r -see-See.--2r2A !

- 3r?fA}-aR4-ChapteF-i2r-=-F9F-&heaF-waTTs-&ee-5eer-12Ar6r4-aRd-£hapteF-12.---

12A.2.3 CORBELING

GeFbeTs-i-R-9RFei-Rf9Fee4-fflas9RFy-fflay-be“byiTt-eRl-y-i-Rt9-sel44-fflas9RFywaTTs-12-iRGbss-9F-ffl9Fe-in-tbi-ekRessr —GoFbeTs-i-R-paFti-al-l-y-FeiRfeFeed-ffla&GRFy

fflay-be-bui-H-eRTy-i-nt9-FRas9RFy-wal-l-s-12-4RGbes-9F-ffleFe-i-R-thi-ekRess-9Rl-ess-the

eeRStFyeti-9R-pF9vi-494-f9F-tbe-69Fbel--i-s-4esi§Red-aRd-G9RStF9eted-as-Fei-Rf9Fee4'=

maseRFyr —Tbe-pFGjeeti-GR-feF —each -GGUFSe-i-R-suGb-GGFbel-s -and -4R-uRFei-Rf9FGe4

G9Fbel-s-i’R-FG^Rf9FGe4-mas9RFy-G9RStFUGti-9R-shal-l--R9t-exGGed-l-i-RGh r -aR4-thGfflaxiffiym-pF9^G&td9R-&hal-l--Ret-6KG9e4-l'/3-9f-the-t9tal”-thi-ekRG5&-9f-tbG-wal-l--wbeRused-ta-syppGFt-a-GhwiRey-bui-Tt-i-RtG-the-waHr —Tbe-t9p-G9yFse-9f-al4-yRF6i-Rf9FeG4-

G9Fbel-s-sbal4-be-a-bea4eF-G9UFser

12A.2.3 CORBELING

The slope of corbelling (angle measured from the horiztonal to the

face of the corbeled surface) shall not be less than 60o. The maximum horizontal

projection of the corbel from the plane of the wall shall not exceed one-half the

wythe thickness for cavity walls one one-half the wall thickness for all other wall;

195
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 127

Under Section 12A.2.4 REINFORCEMENT

REINFORCEMENT

Reinforcement shall conform to the requirements of this Section.

All metal rei nforcement shall be free from loose rust and other coatings

that would reduce bond to the reinforcement.

Under Paragraph (B)

(B) SPLICES. Splices in rei nforcement may be made only at approved

locations aRd and indicated on the approved design documents. Splices

shall conform to the provisions of Sec. 12A.6.3(D)7.

Under Paragraph (D)

(D) SIZE L1MIAT19N5. LIMITATIONS.

Under Section 12A.2.5 TEMPERATURE LIMITATIONS

Delete the entire paragraph beginning with "Mo masonry shall be laid when" - and ending with "free from ice and snow." The substition paragraph is as follows:

12A.2.5 TEMPERATURE LIMITATIONS

Cold weather construction shall conform to the requirements of

"Recommended Practices and Guide Specifications for Cold Weather

Construction" by the International Masonry Industry All-Weather Council.

CORRECTIONS ON PAGE 128

Under Section 12A.2.7 BOLT PLACEMENT

In grouted construction, all bolts shall be grouted in place. The

bolts shall be accurately set w4th-templates-eic -ky-appF9ve4-sqbrWa']-eRt-rae»ns

and held in place to prevent movement. Grout coverage shall be as required

for reinforcing bars of equivalent size.

Vertical bolts at the top of and near the ends of reinforced masonry

walls shall be set within hairpins or ties located within 2r§ 4 inches from the

top of the wall. See Sec. 12A. 6.3(F) and 12.4.1(B) for bolts at the top of

piers, pilasters, and columns.

Under Section 12A.3.1 UNBURNED CLAY MASONRY

Unburned clay masonry is that form of construction made with unburned

clay stab! i zed with emulsified asphalt . MaseRry-ef-yRburRe^-el-ay Such units shall

not be used in any building more than one story in height. All footing walls

which support masonry of unburned clay units shall extend to an elevation not less

than 6 inches above the adjacent ground at all points.

196
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 129

Under Section 12A.3.3 SOLID MASONRY

SOLID MASONRY

Solid Masonry shall be briekr-eeReFebe-bFiekr-eF-seTi-d-l-ead-beaFiRg

eeRerete-maseRFy-bmi-ts, sol id concrete or clay masonry units laid contiguously

in mortar.

CORRECTIONS ON PAGE 130

Under Section 12A.3.5 GROUTED MASONRY - MULTI/WYTHE WALLS

A form of Grouted masonry is-that-form-ef between wythes construction i_s_ made with bFiek-©F-s9]44-e©RGFete masonry units in which interior jeiRts-ef-masGRFy

are filled by-pouring wi th grout. theFeiR-as-the-w9Fk-pF0gFesseS:---QRl-y-Type-M

er -Type -S-mortar -skaTT -be -used r- -WheR-Feinforeed-iR -aeeerdanee -with -subseebion

{G)--beTew-raas9nFy-shal-T-be-el-assified-as-Feinf©Feed-gF9uted-mas©RFy.-

Te© th iR§-0f -mas9RFy -walTs-4s-peFfflit ted -enTy-when -designed -aRd-detai-Tedby -the -design -engi-ReeF-0F-aFehiteet-aRd-0RTy-appF9ved-l-©eati©RSr--Raeki-R§-iS“t9

be-heid-te-a-fflinimump'- •

Grouting-and-eenstFuetieR procedures for the space between wythes shall

conform to the requirements given below. Coarse grout may be used in grout spaces

2 inches or more in width. Coarse grout shall be used where the least dimension

of the grout space exceeds 5 inches .

Under (A) LOW LIFT.

lr--ATT-units-iR-the-tw©-©uteF-tieFS-shaTT-be-Taid-with-fuiT-sh9v-edhead-and-bed-ffl9FtaF-a-eiRiSr-44a&9RFy-headeFS-shaiT-R0i-pF0,jeet-iRt©-the-gF9ut“Spaee

2 ? 1. All longitudinal vertical joints shall be grouted and shall not be

less than 3/4 inch in thickness for unreinforced construction and 1-1/2 inches in

width for reinforced construction, but not less than that required to maintain grou

thicknesses between masonry units and rei nforcement . In members of three or more

tiers wythes in thickness, interior bricks shall be embedded into the grout so that

at least 3/4 inch of grout surrounds the side and ends of each unit. Floaters

shaH may be used where the grout space exceeds 5 inches in width. The-tbiekness0f-gF9ut-betweeR-mas9RFy-uRits-aR4“fl-9ateFS-sbaTT-b6-R9t-Tess-tbaR-3:-i-Rebp All

grout shall be puddled with-a-gF9ut-5tiek- immediately after pouring.

3 r 2^_ One exterior tier wythe may be carried up 18 inches before grouting

but the other exterior tier wythe shall be laid up and grouted in lifts not to

exceed six times the width of the grout space with a maximum of 8 inches.

4r 3_;_ If the work is stopped for one hour or longer, the horizontal

construction joints shall be formed by stopping all tiers wythes at the same elevation and with the grout 1 inch below the top.

197
EXHIBIT D

Under Section (B) HIGH LIFT.

lr --ATl--9Ri-ts-i-B-the-twe-ti-eFS-skal4-be-l-ai-d -with -fuH-head-aRd -bed

jeiBts.

CORRECTIONS ON PAGE 131

2r The two tiers wythes shall be bonded together with wall ties.

Ties shall be not less than No. 9 wire in the form of rectangles 4 inches wide

and 2 inches in length less than the overall wall thickness. Kinks, water,

drips, or deformation shall not be permitted in the ties. Approved equivalent

ties may also be used. One tier wythe of the wall shall be built up not more

than 18 inches ahead of the other tier. Ties shall be laid not to exceed 24

inches on center horizontally and 16 inches on center vertically for running

bond and not more than 24 inches on center horizontally and 12 inches on center

vertically for stacked bond.

3 r 2. Cleanouts shall be provided for each pour by leaving out every-ether

units_ in the bottom tier course of the section being poured, or by cleanout

openings in the foundation. During the work, mortar fins and any other foreign

matter shall be removed from the grout space. by-meaRS-ef-a-bi-gb-pFes&yFe-yet

streaffl-ef-wateRr-ai-F-yetST-eF-etheF-appFeved-pReeeydresr —Material -fairies -to

the-§Feyt-spaee-sbal4-be-bheFeu§hl-y-Femeved. The cleanouts shall be sealed after

inspection and before grouting.

4 r 3. The grout space (longitudinal vertical joint) shall not be less than

3 2 inches in width and-Ret- nor less than the thickness required by the placement

of steel with the required clearnaces and shall be poured solidly with grout.

Masonry -walls -shall -eyre-at-leasi-three-days -be -gain -streRgbh -before -greet -is-pey re

Delete EXCEPTION:

If-the-gFeyt-spaee-eeRtaiBS-RG-heFiaeRtal-sbeelr-it-ffiay-be-Febyeed

2-iReheSr

§ r 4. Vertical grout barriers or dams shall be built of solid masonry

across the grout space the entire height of the wall to control the flow

of the grout horizontally. Grout barriers shall be not more than 30 feet apart.

URl-ess-a-tFye-jeiBt-eeeHFS-at-the-baFFi-eF T Reinforcement, if it is present, shall

be continuous through the barrier. In work that is part of the seismic resisting

system, the grout barriers shall be constructed so as to form keys, at least 3/4

inch deep, with the grout except that construction providing equivalent irregular

surfaces may be used where appropriate.

6r 5.

7r 6.

8 r 7. Inspection during grouting shall be provided in accordance with Sec.

12 A. 7; heweYeF r -the-weFk-shall-Reb-qyalify-fer-the-siFesses-eRbitled r --3geeiel

lRspeetf9R-- r -uRl-ess-fy]4y-i-Rspeeted-peF-5eer-l:-6:-2r-lr-6r4 r -aRd-i2A T 7r

(C) REINFORCED CONSTRUCTION. All-Fegyired-reiRfepeeFReRt-exeept-ffiaseBry

geiRt-FeiRfereeffleRt-aRd-eelymB-ties-eeRferffliBg-te-the-paFagFaph-belew-sheli-beembedded-in-greet. All ether reinforcement shall be embedded in mortar or grout.

All vertieal reinforcement shall be held firmly in place during grouti ng-by-a-frame

or suitable equivalent devices. All-heFizeBbal-FeiRfereeffleRb-iB-bhe-gpeyi-speeeshall-be-tied-te-the-veFtieal-peiRfereeffleBt-eF-held-iR-plaee-dypiRg-gpeyiiBg-by

egyivalenb-ffleaBS. 198
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 132

Second paragraph reads as follows:

The thickness of grout between masonry units and reinforcement shall

not be less than 1/4 inch. See Sec. 12A.1.17 and 12A.2.4

Under Section 12A.3.6 HOLLOW UNIT MASONRY

Delete Paragraph beginning with "Hollow unit masonry" and ending with "so the

wythes shall act as a unit.

(A) REiNPQRGEB -CONSTRUCTION. GROUTING PROCEDURES . Units shall be laid

with mortar in accordance with Sec. 12A.2.1. -QRTy-Types-M-9r-S-meptaF-sbal-l--be

used. Where only certain vertical cells are to be filled, the walls and cross

webs of these cells shall be full bedded in mortar to prevent grout leakage.

Vertical cells to be filled shall have vertical alignment sufficient to maintain

a clear, unobstructed continuous vertical cell measuring not less than 2 1 1/2

inches by 3 inches. If walls are battered or if alignment if offset, the 2 1 1/2

inch by 3 inch clear opening shall be maintained as measured from course to course.

Delete paragraph beginning "Overhanging mortar" and ending with "of the cells".

In its place substitute:

Coarse grout may be used in hollow masonry units having an area of 15

square inches with a least dimension of 3 inches. Coarse grout shall be used

when the least dimension of the grout space exceeds 5 inches and where otherwise

requi red.

Except as provided in Chapter 12, all reinforcing except ties and masonry

joint reinforcement, where permitted, shall be embedded in grout. Longitudinal

horizontal reinforcing shall be placed in bond beam-uni-ts- beams , except as permitted for masonry joint reinforcement. See Sec. 12A. 6.3(F) and Chapter 12.

CORRECTIONS APPEARING ON PAGE 133

The thickness of the grout between the masonry units and reinforcing

shall be a minimum 1/4 inch. fer-fi-Re-fFeut-aRd-l/i-iReh-fer-eears-e-greut. See

Sec. 12A.1.17 and 12A. 2.4. See Chapter 12 for stacked bond limitations.

Under Number 2. High Lift. Delete entire sentence a.

b. Cleanouts shall be provided in the foundation or by-emitti-ng in the

face shells in the bottom course of each cell to be grouted. te-faetti-tate-el-eaReut

whTeh-skaTT -be-aeeempl-i&hed-by-ffleaRS-ef-a-hi-gb-pRessHRe -jet -stReam-sf -water r-ai-r

jetSr-eF-ether-appreved-preeedaFesr —MatertaT-faTTi-Rg-te-tke-bebbeffl-ef Debris in

the grout space aRd-etber-debris shall be thereughl-y removed.

d. Grouting sba!4 may be done in a continous pour, in partial lifts so

as to avoid blowout of units.

199
EXHIBIT D

Section 12A.3.6 Cont.

e. Inspection during grouting shall be provided in accordance with

Sec. 12A.7. DELETE REMAINDER OF SENTENCE.

DELETE ENTIRE SECTION 12A.3.7 PARTIALLY REINFORCED MASONRY

Under Section 12A.3.8 GLASS MASONRY

Masonry of glass blocks may be used in nonloadbearing exterior or interior walls and in openings, either isolated or in continuous bands, provided

the glass block panels have a minimum thickness of 3r§ 3.0 inches at the mortar

joi nt.

Glass block shall be laid in Types M-er-S-mertarr N mortar, by proportion . Both vertical and horiztonal mortar joints shall be at least 1/4 inch and not

more than 3/8 inch thick and shall be completely filled.

Under Section 12A.4 DETAILED REQUIREMENTS

Masonry shall be designed to resist all vertical and horizontal load effects

including effects of eccentricity of application of vertical loads. UBrei-Rf&Feed

fflas©ftFy-&haTT-R9t-be-l-0aded-i-R-di-Feet-ten5i©n. Structural and nonstructural elements

including CONTINUED ON PAGE 135.

Except where specifically allowed otherwise, stresses shall be calculated on actual net dimension of masonry considering reductions for raking, tooling, and

other joint treatments and partial bed or head joints where applicable. Where

required by the Regulatory Agency, Chapter 12, this Chapter, or by other governing

provisions, speeifie- inspections and tests shall be provided. In addition where

called for or where required by the use of design stresses so specifying,

Special Inspection shall be provided.

Under Section 12A.4.2 THICKNESS OF WALLS

The paragraph reads as follows:

All masonry walls shall be designed so that allowable stresses are not

exceeded. REMAINDER OF PARAGRAPH IS DELETED.

DELETE ENTIRE PARAGRAPH ENTITLED EXCEPTION:

DELETE SECTION 12A.4.3 PIERS

Under Section 12A.4.5 HOLES, PIPES, AND CONDUITS

Pipes, conduits, and similiar items may be sleeved through masonry with sleeve

large enought to pass hubs and couplings. DELETE REMAINDER OF PARAGRAPH. ADD LAST

LINE TO FIRST SENTENCE. Masonry around openings shall be designed considering

any stress magnification effects on the opening.

200
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 136

Under Section 12A.4.8 END SUPPORT

Beams, firders, or other similar concentrated loads supported by a wall or pier col umn shall have a bearing at least 3 inches in length upon solid or grouted elements of masonry not less than 4 inches thick or upon a metal

bearing plate of adequate deisgn and dimensions. The loads shall be safeTydistributed to the wall of pi-er column, or to a continuous reinforced masonry

member pF9jeGtiB§-R©t-l-ess-tbaR-3-4Rehes-fF©m-tbe-*faGe-9f-bbe-wal4 T or by other

approved means.

Joists, precast planks, and similar elements shall have a bearing at least

2.5 inches in length upon solid or grouted masonry elements, at-T-ea&t-2r25-i-Behes

thick, or other provisions shall be made to distribute the loads safeTy to the

masonry.

Concentrated loads shall not be considered to be distributed by-metaT-tLes

i-B-staeked-bGRd-GeRS-tFueti-eftr-Rer-te-be-di-stpi’btfbeel across continuous vertical

joints.nless reinforced horizontal elements designed to distribute the concentrate

loads are employed. Thi-s-previ&i-9B-&baTT-appTy-wheR-e9Rsideic i-B§-eveFfefc*FRi-R§-effeets

4B-5beaic -waTl-5~i’f -stacked -bond -i-s-R9t-pF©bi-bi-tedrCORRECTIONS APPEARING ON PAGE 138

Under Section 12A.6 DESIGN REQUIREMENTS

The design of masonry elements shall conform to the appropriate provisions of

this Section. The higher stresses allowed in the Tables in this Chapter under

the heading "Special Inspection Required" may only be used when all of the

requirements for Special Inspection have been met; see Sec. 1.6 and 12A.7. The

load combinations of Sec. 3.7 shall be investigated. All plans shall clearly

show value of fTM used in design. aRd-the-a§e-wbeR-bbe-fflas©RFy-el-emeRts-may-be-T®ade

All stresses ana capacities shall be based on actual net dimensions, thickness and

sections.

CORRECTIONS APPEARING ON PAGE 140

Under Section 12A. 6.1(E)

(G) SHEAR WALLS. Design of shear walls shall conform to the applicable

provisions of Sec. 12A.6.2. aRd-Gbapter-12.

Under Section 12A.6.2 ALTERNATE DESIGN PROCEDURE FOR UNREINFORCED BRICK MASONRY

(A) SLENDERNESS RATIOS. The slenderness ratio of a wall shall be taken as the ratio of its effective height, h, to the effective thickness, t, and shall

not exceed the swal-Ter-ef-tbe values deteFFRtBed-fF9m-TabTe-12A-2 or as determined

by the following formula:

CORRECTION APPEARING ON PAGE 142

Under Section 12.6.2, small b.

Delete sentence: See-GbapteF-lG-feF-mGdi-fieati-GBS-fcmdeF-sei-sffli-G-l-eads.

201
EXHIBIT D

Section 12A.6.2 Cont.

(C) SHEAR WALLS. Design of shear walls shall comply with all applicable

provisions of Sec. 12A. 6.4-aRd-GbapteF-l2r In unreinforced shear walls, the

effective eccentricity ei about the principal axis which is normal to the length

i of the shear wall shall not exceed an amount which will produce tension. In

unreinforced shear walls subject to bendinq about both principal axes, R shall

not exceed 1/3. Where the effective eccentricity exceeds the values given

in this Section, shear wakks shall be redesigned or reinforced.

CORRECTIONS APPEARING ON PAGE 143

Under Section 12A.6.3

(A) FLEXURAL COMPUTATION.- sentence No.l

1. Running Bond. Six times that the wall thickness f9F-e9RStFGGb49R

usi-ng-FURRi-ng-bond.

2. Stacked Bond. Three times the wall thickness er-the-TeRgth-ef-the

masonry -units -f9F-GeRSt Fuet Ton -us4ng-staeked -bond r -whi-ebeveF-i-s-l-es&.

Under Section B.

Formula F^ add the following sentence.:

Other interaction equations based on elastic methods and design assumptions

may be used.

j = Ratio of distance between centroid of compression and centriod

of tension to depth, d. j = 9r8 0.or j may be determined by a strain compatibility analysis.

DELETE ENTIRE FOLLOWING PARAGRAPH.

Where the values of the shearing unit stress computed by Formula 12A-8

exceeds the shearing unit stress, v maseRFy web shear reinforcement shall be

provided to carry the entire stress

1

?’ Web-FeiRf9FeemGRb-sbal-l--GF9ss-staeked-b9nd

jointSr

1. Web Shear Reinforcement. Web Shear reinforcement shall consist of:

a. Sti-FFups-9F-web Shear reinforcement bars perpendicular to longitudinal

steel , or

b. 5t4FFups-9F-web Shear reinforcement bars aFeboFed anchored around or beyond the longitudinal steel and making an angle or 30 degrees or more thereto, or

SECOND SENTENCE UNDER SMALL d.

StiFFups-9 F-etber Bars to be considered effective as web shear

reinforcement shall be anchored at both ends.

2. Stirrups. Required Area. The area of steel, A required in-stirrups-pl-aGe

perpendicular to the longitudinal reinforcement shall d£ computed by the following

formula:
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 144

UNDER FORMULA

s is the spacing of sti-rrups-eF-benb bars in a direction parallel to that

of the main reinforcement, inches.

f is the allowable unit stress in the web shear reinforcement, psi.

vInclined stirrups bars shall be proportioned in accordance with the

provisions of paragraph 3 of this Subsection.

3. Bent Bars. Only the center 3/4 of the inclined portion of any longitudinal bar that is bent up for web shear reinforcement shall be considered

effective for that purpose, and such bars shall be bent around a pin having

a diameter not less than six times the bar size.

CORRECTIONS APPEARING ON PAGE 145

When the web shear reinforcement consists of a single bent bar or of a single group of parallel bars all bent at the same distance form the support,

the required area, A of such bars shall be computed by the following formula:

4. Spacing of Web Shear Reinforcement. Where web shear reinforcement

is required it shall be so spaced that every 45 degree line extending from the

.mid-depth of the beam to the longitudinal tension bars shall be crossed by at

least one line of web shear reinforcement.

1. General Development Requirements. The calcualted tension of compressio

in the reinforcement at each section shall be developed on each side of that

section by emdedment length or end anchorage or a combination thereof. For bars

in tension, hooks may be used in developing the bars. Plain bars in tension shall

terminate in standard hooks. Tension reinforcement may be anchored by bending

aeress-tbe-web- and making it continuous with the reinforcement on the opposite

face of the member, or anchoring it there.

The critical sections for development of reinforcement in flexural

members are at points of maximum stress and at points within the span where

adjacent reinforcement terminates, or is bent. Reinforcement shall extend beyond

the point at which it is no longer required to assist- resist flexure for a minimum distance equal to the effective depth of the member or 12 bar diameters,

whichever is greater except at supports of a simple spans and at the free end of

cantilevers. Continuing reinforcement shall have an embedment length not less

than the development length 1 beyond the point where bent or terminated tension

reinforcement is no longer required to resist flexure.

a. Allowable shear stresses at the cutoff point do not exceed 2/3 1/2 of

that permitted, or

b. Stirrup-area Area of shear reinforcement in excess of that required'is

provided along each terminated bar over a distance from the termination point

equal to 3/4 the effective depth of the member. The sti-FFups shear reinforcement

shall be proportioned to provide 50 percent of the allowable shear capacity

of the member based on the allowable shear stresses of Table 12A-5 for reinforcement taking no shear. The resulting spacing shall not exceed d/8B. where B is the

ratio of the area of bars cut off to the total area of bars at the0 ’ d

section, or

203
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 146

c. The continuing bars provide double the area required for

flexure at the cutoff point. aRd-sheaF-shFes&es-de-net-exeeed-3/4-9f-that

permitted.

2. Positive Moment Reinforcement. At least 1/3 1/4 of the positive

moment reinforcement in simple members and l/4-the-p9sitive-memeRt-Fei-RfereemeRt

in continuous members shall extend along the same face of the member into the

support, and in to_ beams at least 6 inches.

When a flexural member is part of the primary lateral load resisting system

the positive rei nforcement required above to be extended into the support shall

be anchored for its tension development length, 1 , or if the support is not of

masonry construction, the rei nforcement shall be a ’ anchored to develop its yield-strength calculated stress at the face of the support

12A. 6.3(D) 2

Clarify intent of third paragraph containing formula

la

V

Me is based on working stress while V is ultimate.

204
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 148

Lengths of laps, in inches, for deformed reinforcement shall be at

least 9r08 0.06 dj? fy/ fj but not less than 40d^ for reinforcement of 40,000

psi yield strength nor less than 60 d^ for reinforcement over 40,000 psi yield

strength, nor less than 12 inches for reinforcing bars and 9 8 for masonry joint

reinforcement. Lap lengths for plain reinforcing shall be twice that required

for deformed bars but not less than 12 inches. The terms d f and f shall

be as defined in Sec. 12A . 6. 3 ( D ) 5 .

s 9

8. Anchorage of Web Shear Reinforcement. Web Shear reinforcement shall

be placed as close to the compression and tension surfaces of the member as cover requirements, practicabil ity, and the proximity of other steel will permit,

and in any case the ends of single-leg, simple- or multiple-U stirrups shall be

anchored by one of the following means:

PARAGRAPH 3 UNDER SMALL c.

Longitudinal bars bent to act as web shear reinforcement shall, in a region of tension, be continuous with the longitudinal reinforcement and in a compression zone shall be anchored, above or below the mid-depth, d/2, as specified for development length in this Subsection.

CORRECTION APPEARING ON PAGE 149

(E) REINFORCED MASONRY WALLS. Reinforced masonry bearing wall thicknesses

shall conform to Sec. 12A.4.2 and to the requirements of this Subsection, and

Gbapter-12.

UNDER FORMULA

f' = Masonry compressive strength as determined by Sec. m 12A.5.1. -The-vaTue-ef-f£-&bal-l--B©t-exeeed-§990-psi-.- m

r

t = Thickness of wall in inches.

h = Effective Height : Clear distance in inches, between supporting or stiffening elements (vertical or horizontal). Effective height

’ different from clear distance may be used if justified .

PARAGRAPH 2 READS AS FOLLOWS:

2. Reinforcement. Reinforcement of walls and wall elements shall be

provided for all loadings as required by design. More strigent requirements

for areas of seismic activities are defined in Chapter 12.

DELETE THE FOLLOWING 3 PARAGRAPHS.

205
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 150

UNDER FORMULA

f' = Compressive masonry strength as determined by Sec. 12A.5.1

The-value-ef-f i -shal4-Ret-exeeed-6909-psi.

m

P L = Ratio of the effective cross-sectional area of vertical

9 reinforcement to A

9-

h = Gleap-hei-ght-i-R-i-Rehes . Effective Height - Clear distance in inches

between supporting or stiffening elements. Effective height

different from clear distance may be used if justified.

1. Vertical Reinforcement. The ratio p shall not be less than 0.5

percent nor more than 4 percent. The number of Ears shall not be less than four, nor the size less than No. 4 _3. Except as provided in Sec. 12A. 2.4(D), the

maximum bar size shall be No. 10. Splices shall conform to Sec. 12A.6.3(D)7.

CORRECTIONS APPEARING ON PAGE 151

See-GhapteF-feF-addibi-enaT-Fequi-FemeRtST-wheFe-appl-i-eabTe:-

Sr—GRauti-Rfr —ATT-eeTuffiRS-shaTT-be-gFeuted-seTi-d.

, UNDER SECTION 12A.6.4 MASONRY SHEAR WALLS

The design of masonry shear walls and wall elements for in-plane

shear shall conform to this Section GhapteF-12, and all applicable provisions

of these Regulations. See Chapter 12 for stacked bond construction limitations

based on construction categories.

(A) (E) BOUNDARY ELEMENTS. Noundary elements are members at the ends

of shear walls which help resist overturning effects.

Unit compressive stresses in the masonry at wall openings shall

conform to the requirements of this Chapter unless boundary elements conforming

to the provisions of Sec. 12.7.2 are provided.

Reinforcement required to resist wall shear shall be terminated

with a standard hook whi-eh-eReTeses-the-bewfidaFy-Fei-nfeFei-Rg at the end of the

wall sections. The hook may be turned up, down, or horizontal and shall be

embedded in mortar or grout. Wall reinforcement terminating in boundry columns

or beams shall be fully anchored into the boundary elements.

It (A) lRteFseet*R§-Wal4s-aftd-Mas0BFy-&eTumfts. INTERSECTING WALLS

AND MASONRY COLUMNS.

PARAGRAPHS CONTINUE AS USUAL.

(B) VERTICAL TENSION AND COMPRESSION STRESSES. -Exeept-as-ppevided-faFmaseRFy-des4§Red-uRdeF-the-aTteFRate-des4§R-aRd-pFeeeduFe-ef-Seer-l-2Ar6r2-as

ffledi-fi-ed-by-GbapteF-12, Vertical stresses in shear walls shall be determined from

the combined effects of vertical load and from the overturning effects of lateral

206
EXHIBIT D

loads. Minimum vertical loads shall be considered. Formula 3=2a shall be

used for unreinforced masonry design.

Allowable tension stresses for unreinforced masonry shall not be

exceeded. Rei-RfepeemeBt-aBebeped Anchorage to the foundation shall be provided

to resist tnesion in unreinforced walls.

(C) HORIZONTAL ELEMENTS. READS AS FOLLOWS:

(C) HORIZONTAL ELEMENTS. Provisions shall be made for shear and flexural

effects in horizontal elements of shear wall systems, such as beams that couple

piers wall s.

(D) WALL SHEAR. In computing the shear resistance of the wall, only the

web shall be considered. -FeF-uRFeiRfeFeed-ma&eBpy~tbe The depth of the web may

be considered out to out of flanges.

SECOND PARAGRAPH READS AS FOLLOWS:

Shear resistance of masonry shall be based on minimum net areas parallel

to the shear. Both vertical and horizontal shear shall be considered. C ontinous

vertical and horizontal grout elements may be considered as part of the net areas.

PLEASE NOTE THAT "Reinforcement required —- is used as last paragraph of

BOUNDARY ELEMENTS.

cUNDER SECTION 12A.6.5 SCREEN WALLS

The panels shall be capable of spanning between supports to resist horizontal

forces. Wind loads shall be based on gross projected area of the bieek panel .

DELETE SECOND AND THIRD PARAGRAPH UNDER SECTION 12A.6.5 SCREEN WALLS.

CORRECTIONS APPEARING ON PAGE 153

Under Section 12A.7 - SFEGTF4G-TNSPEG7TQN y -SPEGTAL INSPECTIONS AND TESTS

-Speeifie-aRd-Speeial Inspections shall be provided and Tests shall be made

in accordance with the requirements of this Section. The Regulatory Agency may for

masonry work which it determines to be minor in nature waive requirements for

certifications, 5pee4f4e Inspections, Tests, Spee4a4-I-Bspeet4eR, or some items of

Special Inspection. The-5pee4a4-4Bspeet4eRS-aBd-Te5ts-ef-Seer-i2A:-7r2-wbeFe

app44eab4e y -shal4-be-pFevided-fep-al4-papts-ef-fflaseBFy-G9BsfcFuet4eR.---7be-Spee4al

iRspeet^eR-pequi-pemeRts-ef-Seer-lrGrG-ape-i-R-addi-t^eR-te-Seer-l^A-ZrG-aRd-appl-y9Rl-y-t0-the-des4§Rated-se4sffl4e-&ystefflr

FOLLOWING PARAGRAPH READS AS FOLLOWS:

Specific and Special Inspection shall be done to an extent that the

Inspectors ) or testing agency can certify to the requirements of Sec. 1.6.4

207
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 153

Under Section 12A.7.1 -SPEGiFiG FREQUENCY ' INSPECTIONS AND TESTS

For all masonry construction, Speeifi-e Inspection, Certifications, or Tests

shall be provided when required by one or more of the following:

The-Speeif i-e Inspection, Certifications, or Tests may consist of one or more of those listed in Sec. 12A.7.2(A) and 12A.7.l(B)m however in order to

qualify as Special Inspection all the applicable Certifications, Inspections, and

Tests of Sec. 12A.7.2 shall be provided.

CORRECTIONS APPEARING ON PAGE 154

Under (B) Tests AND/QR CERTIFICATIONS. Tests and/er certifications shall be

performed and/er supplied as follows:

THE FOUR FOLLOWING PARAGRAPHS READ AS FOLLOW:

For mortar, grout and prisms. One prism test series shall be

made for each 5000 square feet of wall.

When f^ is to be established by tests there shall be an initial prism

test series prior to the start of construction.

The requirements for numbers of test series apply separately for each

variation or type of masonry construction.

For grouted masonry in Seismic Performance Category D, one series of

core tests for shear bond shall be made for each 5000 square feet of

wall equivalent.

CORRECTIONS APPEARING ON PAGE 156

Under (A) STORAGE OF TEST PRISMS. SECOND PARAGRAPH READS AS FOLLOWS:

Test prisms made in the field shall be stored undisturbed and protected

from freezing and excessive drying for 48 hours in the field under the same

conditions, insofar as possible, and adjacent to the work they are to represent.

After field storage, they shall be transported to the laboratory for continued

curing as specified for laboratory constructed prisms.

Under (B) SAMPLING, TESTS SERIES, AND COMPRESSIONS TESTS. SECOND PARAGRAPH AS

FOLLOWS:

Q Prisms shall be capped such that surfaces are parallel within 1 and tested

in compression. The standard age of test specimens shall be 28 days, but 7-day

tests may be used provided the relation between the 7-day and 28-day strengths of

the masonry is established by adequate test data for the materials used.

208
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 157

Under Section 12A.8.1

(B) MORTAR SAMPLES AND COMPRESSION TESTS. Spread mortar on the masonry

units 1/2-inch to 5/8-inch thick. Place a masonry unit on top of the mortar

and allow to stand for two minutes. Immediately remove mortar and place in a 2-inch by 4-inch cylinder or 2-inch cube mold layers, compressing the mortar

into a-eyTi-nder a mold using a flat-end stick er-finfers approximately 1/2 inch

by 1 inch cross-section . Lightly tap mold on opposite sides, level off, and

immediately cover molds and keep them damp until taken to the laboratory. After

48-hours set, have the laboratory remove molds and place them in the fog room

until tested in the damp condition.

(C) PROCEUDRES. The wall shall be at least 14-days old before cores are taken. Cores shall be tested at appreximatel-y a minimum of 28 days of age.

Storage shall be as required for prisms.

The-uRit-sheaF-strength-shaTT-Ret-be-l-ess-thaR-lGO-psi;-- Where an unusual numt

of cores fail during the cutting operation, the design authority shall determine

if the test program is extensive enough to satisfy the requirements of Sec. 12A. l.E

209
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 159

TABLE 12A-1A

Mortar Type

M

SN0

K

UNDER TABLE 12A-1B

Hydrated Lime j. or Lime Putty

DELETE SENTENCE BEGINNING WITH "When plastic — ending with "the volume of cement.

ADD IN THE CHART

Aggregate Measured

Hydrated Lime in a Damp, Loose

Portland Cement Masonry Cement or Lime Putty Condition

over 11 to 2H

over 2*2 to 4

Mortar

Iype_

0

K

Minimum

Average Compressive

S trength at 28 Days

2,500

1,800

750

350

75

210
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 160

TABLE 12A-2

-MiNJMUM-THiGKNESS-QF-MASQNRV-WALLgMAXIMUM HEIGHT TO THICKNESS RATIO

DELETE ENTIRE TABLE ENTITLED NOMINAL MINIMUM THICKNESS ( INCHES)

3

COLUMN HEADED Maximum

th4ekRess ratio,

uRSuppertee

height or length to

Thickness

UNDER STRUCTURAL WALLS:

Cavity Wall Masonry 20- i§_

UNDER NONSTRUCTURAL AND PARTITIONS:

4

DELETE Sentences 1 and 3.

FORMULA IN MIDDLE OF PAGE SHOULD READ:

T = 3/3 (Tq - W

c

)

DELETE SENTENCES AT REMAINDER OF SECTION.

Sentence 9 should read as follows:

The maximum thickness ratios for one-story walls designed as deep beams may be

increased to 36.

211
CORRECTIONS APPEARING ON PAGE 161

TABLE 12A-3

ALLOWABLE WORKING STRESSES IN UNREINFORCED MASONRY

ONLY UNDER SECTION TITLED MATERIAL

6

Solid Brick

j

i- Masonry 4501 psi

2501-4500 psi

7

Grouted Masonry

2501-4500 psi

?

DELETE SENTENCE NUMBER 7 ONLY.

1

1

212
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 162

Replace existing TABle 12A-4

table with:

ASSUMED COMPRESSIVE STRENGTH OF MASONRY

- Psi 1*2,3

Compressive Strength Mortar Type

4

of Units - Dsi

M or b

(1800 psi min.

N

(750 ps

14000 or more 5300 3900

12000 4700 3300

10000 4000 2700

8000 3350 2100

6000 2700 1400

4000 2000 1200

2000 1350 900

1000 800 600

4 Compressive strength of solid units is based on gross area. Compressive stength of hollow units is based on minimum net area.

1. Intermediate values may be interpolated.

2. When the alternate design procedure for unreinforced brick masonry

of Sec. 12A. 6.2 is used for design the units shall comply with the

dimension and distortion tolerances specified for type FBS. Where

such brick do not comply with these requirements, the compressive

strength of brick masonry shall be determined by prism tests as required by Sec. 12A.5.1(A)

3. Where grouted construction is used, the value of f^ shall not exceed

the compressive strength of the grout unless prism tests conforming to

Sec. 12A.7 and 12A.8 are provided during construction. As an alternative, the grout strength may be specified at not less than the

value of r with grout tests conforming to Sec. 12A. 7 and 12A.8

provided during construction for verification.

213
EXHIBIT D

ft

CORRECTIONS APPEARING ON PAGE 163

TABLE 12A-5

ALLOWABLE WORKING STRESSES (PSI) FOR REINFORCED MASONRY

UNDER THE SECOND COLUMN ENTITLED YES

THIRD LINE: 0.33 bat-net-te

exeeed-990

THE FOLLOWING FORMULAS HAVE THE FOLLOWING DELETED:

-69-Max.

-40-Maxr

-69-Maxr

-4§0-Maxr

-76-Maxr

-129-Maxr

0-25 bat-net-te

-exeeed-990

0.30 f' but-Ret-te

m exeeed-1299

LINE TWO HAS ONLY CHANGE.

2Web Shear reinforcement shall be provided to carry the entire shear in excess

of 20 pounds psi whenever there is required negative rei nforcement for a distance of 1/16 the clear span beyond the point of inflection.

214
EXHIBIT D

CORRECTIONS APPEARING ON PAGE 164

TABLE 12A-6

ALLOWABLE SHEAR ON BOLTS 1,4

SThese values are permitted only with units having a minimum net area compressive strength of 2500 pounds per square inch or more.

4An anchor bolt is a bolt that has a right angle extension of at least

3 diameters. A standard machine bolt is acceptable.
National Concrete Masonry Association

2302 Hors* Pen Road

P.O. Box 781

: Herndon, Virginia 22070

February 29, 1980 Phone (703) 435-4300

Melvin Mark, Structural Engineer,

Ferver Engineering Co.

3487 Kurtz St.

San Diego, Calif. 92110

Ron Mayes

Applied Technology Council

2150 Shattuck Avenue, Suite 8C6

Berkeley, Calif. 94704

I would like you to be aware of my proposed changes to the Masonry Chapter

of ATC which may substantially resolve my objections as well as others who

favor including Engineered Design of Concrete Masonry. The reason my objections are so strong is because this document, as currently modified by the

Masonry Society, does not permit the use of Engineered Unreinforced Design of

Concrete Masonry. Engineered Design has predominated over Empirical Design

for the past 15 years. Reverting back to Empirical procedures has several

undesirable effects which I feel are clearly not in the best interests of the

public nor the industry. First, structural engineers are rarely involved with

Empirical Design; the Design would most likely be handled within the archi tectural

firm, thereby eliminating one of the most important members in the design team.

Secondly, in Empirical Design there is no incentive to test prisms nor adhere

strictly to construction specifications because the design is not based on prism strength, F'^. There would be less involvement of the design firm during

the construction pnase and perhaps a false sense of security on the part of the

designer feeling his building is “over designed" anyway, and workmanship need

not be monitored that closely. In my estimation, better workmanship is one of

the prime targets for improving masonry performance. There are undoubtedly many

other undesirable ramifications if engineered masonry is excluded, not the least

of which is reorientating the design profession which is now acustomed to

Engineered Masonry Design.

I will propose for Conmittee consideration the following changes to

Section 12A.6.1 on page 138:

12A.6.1 Design Procedure for Unreinforced Masonry

The design of unreinforced masonry shall be based upon a rational analysis

using accepted engineering practice and linear stress and strain relationships.

An- - tomato procedure -for- design 4s- gi ven- 4-n- -See-. 4-2A. 6-.

-2 . (Add) A1 ternate

procedures for design of Engineered masonry and Empi rical Masonry shal 1 be in

accordance with TAE reference documents i n Section 12A.6.1 of the commentary.

216
EXHIBIT E

- 2 -

I will further propose modification to the commentary on page 473 as follows

:

12A.6.1 Design Procedure for Unreinforced Masonry

Delete paragraph as worded and add: The alternate design of unreinforced

•asonry shall be in accordance with one of the following procedures:

(1) “Building Code Requirements for Engineered Brick Masonry";

Brick Institute of America, August 1969.

(2) "Specification for the Design and Construction of Load-Bearing

Concrete Masonry"; National Concrete Masonry Association,

April 1970.

(3) "Building Code Requirements for Concrete Masonry Structures

(ACI 531-79) and Commentary - ACI (531R-79)"; American Concrete

Institute, June 1979.

(4) "American National Standard Building Code Requirements for

Masonry, A41.1"; American National Standards Institute, Inc.,

September 1953.

(5) "American National Standard Building Code requirements for

Reinforced Masonry, A41.2"; American National Standards

Institute, Inc., April 1960.

These documents have been referenced in the BOCA and Standard Building

Codes for years, with the exception of ACI 531 which is currently being

considered. Please review the enclosed package of masonry codes, I think

you will agree that a trend toward more involvement of structural engineers

and away from cook book type designs are evident. I believe it is important

to maintain a continuity of this trend in design. It is in the best interests

of the industry because it leads to better performance and thus wider use of

masonry. Better for the design community because it results in fewer law

suits and better owner/client relationships. Most importantly, it is in the

best interest of the public because it r-esults in improve performance and

life safety protection at a minimum cost.

Ron, I understand that you and Tony Wintz have discussed definitions for

masonry in Chapter 12, which include Empirical Masonry, Engineered Masonry,

Engineered Nominally Reinforced Masonry, and Seismically Reinforced Masonry.

The referenced documents can serve as a detailed definition for each of these

types of masonry.

Once the Committee approves a modified form of Chapter 12A, we can intelligently discuss the R and C^ coefficients for masonry. That is our

level of confidence in the masonry standard (Chapter 12A) as it relates to

seismic performance. The current factors apparently indicate a confidence

level similar to 1979 U.B.C. practice for reinforced masonry. However, for

unreinforced masonry ATC is requiring resistence levels significantly greater

(2 to 5 times) than current resistence levels. As ATC staff members, will

you provide the Committee with background data either performance or research

data which necessitates this change.

217
EXHIBIT E

- 3 -

I look forward to your comments.

Sincerely,

Mark B. Hogan, P.E.

Structural Design Engineer

\ 218
/

ippt'ed Technology Council

. Notiore*? SafBOfmnor.

EXHIBIT F

2150 SHA7TUCK AVE.. SUITE 806 BERKELEY, CALIFORNIA 9*70

4

1415) $40-0222

ATC

Same: Sflaeife. Preeieep*

0fuee C. Vie# Pra»>aant

James C. Afle#r#en, Seer*t*rr-”r*a*urer

-March 12, 1980 ATC-3-3

TO: COMMITTEE 5 - MASONRY

FROM: RON MAYES

At the February 21-22, 1930 meeting of Committee 5, I volunteered to work with

Walt Dickey and Tony Wintz to produce a version of Chapter 12 that contained

most of the options presented or discussed to date. Due to time constraints

imposed by my impending vacation, I have not met with Walt, Tony, or Mel Mark.

Therefore the enclosed material is my attempt at performing the Committee's

function. I apologize for not being able to met with the Committee and also,

in advance, for not having proof read the enclosed material. If there are any

errors or typos, please accept my apology as this was typed after my departure.

The material enclosed consists of the following five items.

1. My assessment of options for Chapter 12 and its relation to

other parts of the document.

2. A version of Chapter 12 containing most of the options presented

to date.

3. A comparison of ATC-3-06 and 1979 UBC requirements that I prepared

for the Committee's information.

4. An approximate evaluation of the seismic safety of ATC-3-06

Masonry Loads and Stresses based on the research performed at

Berkeley. This information is part of a study that I am currently writing in report form on an evaluation of the seismic

safety of current codes.

5. A copy of a summary report on the shaking table tests of four

single-story masonry houses. This report will not be published

for another year or so because a fifth test will now be

performed. The objective of the fifth test is to determine

219

Oireceora: Milton A. Abet. Jama# C. Anaaraon. Rich*re L Cf>n«®on#i"*on. Eflware F. Oieienann, Warner Howa. Steonan Jonnaten. Helmut Jti*winw#f. Maivyn M. Mart. Jorni A. Martin. Bruca C. Olsan. SamoaI SeftuKZ. Oamei Shaoiro. At it S. Viroaa
EXHIBIT F

Committee 5 ATC-3-3

March 12, 1980

Page 2

the performance of unreinforced walls subjected to both

in-plane and out-of-plane forces. This report is included

because, based on the test data obtained to date, minimum

reinforcement requirements are required for single -story

houses where the EPA is greater than 0.1 Og and this is orange

areas and above on the map.

Throughout the documents referred to in Items 1 and 2 above, I have used

the terms "East" and "West" for convenience. The East proposals refer to

the documents prepared by the subcommittee headed by Alan Yorkdale, whereas

the West proposals refer to the documents prepared by the group that included

J. Amrhein, B. Bailey, S. Beavers, G. Borchelt, etc.

I hope you find this material useful for your meeting in late March and that

you are able to resolve many of the difficult issues before the Committee.

220
EXHIBIT F

AN ASSESSMENT OF THE OPTIONS

FOR CHAPTER 12 OF ATC-3-05

by

Ronald L. Mayes

At this stage it is difficult to finalize what provisions and

limitations should be included in the various Seismic Performance Categories

(SPC) because these are related to the different map areas by Tables 1A

and IB. To the best of my knowledge, Committee 2 did not accept the changes

to these tables proposed by Committee 5, although I believe this will become

a ballot item. I would suggest that Committee 5 decide what requirements

it believes are necessary for the various SPC's based on the Aa coefficient

for Seismic Hazard Exposure Group 1. The SPC's can then be adjusted after

Tables 1A and IB are finalized by ballot.

It should be noted that the Aa values for the various map areas are

generally lower bound values except for Map Area l;e.g., Map Area 3 has Aa values from 0.10 to 0.15, Map area 5 has Aa values from 0.20 to 0.30.

SEISMIC PERFORMANCE CATEGORY A

For Seismic Performance Category A there appear to be no conflicts

with ATC-3 and the East and West proposals.- That is, whatever is

acceptable in Chapter 12A is acceptable for SPC A. The differences occur

in what A

a value or map area SPC. A is permitted. ATC-3 limits it to

Map area 1 (A

a less than 0.05) whereas the East and West proposals permit

it up to Map Area 3 (Aa between 0.01. and 0.15).

It should be noted that the only extensive shaking table study of

masonry structures to date concludes that a minimum specified amount of

reinforcement is required in single-story houses for Aa values greater

than 0.10. If Tables 1A and IB stay as they are. Map Area 1 (A

a * 0.05)

will be the limit for SPC A.

SEISMIC PERFORMANCE CATEGORY B

The greatest variation of options exists in SPC B. ATC-3-06 permits

SPC B for SHE group 1 buildings in Map areas 2, 3 and 4, which covers Aa

221
EXHIBIT F

values ranging from 0.05 to 0.20. The East and West proposals permit

SPC B in Map Areas 4 and 5 with Aa values ranging from 0.15 to 0.30.

All walls in ATC-3 SPC 5 must as a minimum be partially reinforced

and if they are over 35 feet in height the seismic resisting system must

be reinforced.

The East proposal requires engineered masonry in SPC B. This is

analyzed and designed in accordance wiht Chapter 12A. It may or may not

contain reinforcement to resist tensile forces as required by the design.

The West proposal requires minimum reinforcement for SPC 3. The

minimum reinforcement requirements are similar to current partial

reinforcement requirements

Assuming Tables 1A and IB remain as they are and SPC B in Map Areas 2,

3 and 4 with Aa varying from 0.05 to 0.20, the options are as follows:

1. Use East requi rements . This would seem to be unreasonable in

view of the single-story shaking table tests.

2. Use the West requirements.

3. Use the West requirements for Map Area 2 and as a minimum for

Map areas3 and 4 but require an engineering analysis to

determine if more than the minimum specified is necessary.

This would be similar to but more restrictive than the

current ATC-3 requirements if the height restrictions of

ATC-3-06 were removed.

4. Use the current ATC-3-06 requi rements

SEISMIC PERFORMANCE CATEGORY C

The East and ATC-3 requirements for SPC C and D are identical

although they apply to different map areas. ATC-3 SPC C applies to Map

Areas 5, 6 and 7 for SHE Group 1, with A a values ranging from 0.20 to

0.40 and greater. The East and West proposals for SPC C are for Map

Areas 6 and 7 with Aa values ranging from 0.30 to 0.40 and greater.

The major difference in the ATC-3 and West proposals for SPC C is

the amount of reinforcement required for' a wall to qualify as a rinforced wall.

222
EXHIBIT F

SEISMIC PERFORMANCE CATEGORY D

ATC-3 SPC D requirements apply to ,SHE Group III buildings in Map Areas

6 and 7 with Aa values varying from 0.20 to 0.40 and greater. The East and

West proposals for SPC D apply to Map Areas 6 and 7 with Aa values varying

from 0.30 to 0.40 and greater.

There are some differences between the West and ATC-3 requirements

although these are not major.

ADDITIONAL REQUIREMENTS FROM CHAPTER 12A

Although Mel Mark and I have not conferred in depth, there are a number

of requirements that have been deleted from Chapter 12A that we believe must

now be incorporated in Chapter 12. These include but are not limited to:

a. Minimum height to thickness ratios

b. Grouting requirements

c. Partial reinforcement

d. Inspection and test requirements

e. Development lengths for the yield strength of reinforcement

ATC-3-06 LOADS AND ALLOWABLE STRESSES

Based on the two enclosed documents which evaluate and then compare

the ATC-3-06 requirements to the UBC requirements, it appears that the $

factors, allowable stresses, and R-factors are very much in the ball park

based on available test data. It is very difficult at this stage to be

very precise; however, the studies indicate that the values are within what

should be considered as reasonable bounds. It should also be noted that

when compared to the 79 UBC requirements the ATC-3 requirements are less

stringent if the comparison is based on flexural stresses and shear stresses

when the shear is taken by the reinforcement. The ATC-3 requirements are

more stringent if the comparison is based on shear stresses when masonry

takes all the shear.

223
EXHIBIT F

OPTIONS FOP

CHAPTER 12

MASONRY

BACKGROUND

The masonry design and construction procedures given in this Chapter and Chapter

12A are essential to providing the performance levels implicit in the selection of the

factors used in determining the seismic forces in these previsions. The requirements

emoodied in Chapters 12 and 12A have been demons tratea to be necessary by recent ear-pr,- quakes and represent the latest developments in masonry construction to provide adequate

seismic performance.

12.1 REFERENCE DOCUMENTS

S'

The quality and testing of masonry and steel materials and the design and construction of masonry and reinforced masonry components which resist seismic forces she!

-

! conform

to the requirements of Chapter 12A and the references listed therein except as modified oy

the provisions of this Chapter. For definitions, see Sec. 1 ZA .1.1.

12.2 STRENGTH OF MEMBERS AND CONNECTIONS

The strength of members and connections subjected to seismic forces acting alone or

in combination with other prescribed loads shall be determined using a capacity reduction

factor, ®, and 2.5 times the allowable working stresses of Chapter 12A. The value of o shall be as follows:

When considering axial or flexural compression and bearing

stresses in the masonry. o

* 1.0

For reinforcement stresses except when considering shear. q = 0.8

When considering shear carried by shear reinforcement and bolts. © * 0.5

When considering masonry tension parallel to the bed joints,

i.e., horizontally in normal construction. c * 0.6

When considering shear carried by the masonry. 0 0.4

When considering masonry tension perpendicular to the bed

joints, i.e., vertically in normal construction. ® « Zero

WEST PROPOSAL

For reinforcement stresses except when considering shear,

for Grade 40, $ * 0.8

for Grade 60, 0 * 1.0

mazes comment

From the approximate evaluation performed using these <p factors the

values appear to he reasonable although a differentiation could he made

for the Category when shear is carried hy the masonry.

224
* EXHIBIT F

This could be two categories as follows: i% A. For code specified reinforcement qualifying as a reinforced

wall <t> * 0.5

B . For partial reinforcement <5 = 0.4

These categories would recognize some of the more recent test data.

12.2.1 ' SPECIAL DESIGN PROCEDURES FOR UNREINFORCED MASONRY SUBJECTED TO SEISMIC FORCES

.

Unreinforced masonry shall be designed in accordance with this Section.

(A) GENERAL DESIGN PROCEDURE. Unreinforced masonry designed in accordance

with Sec. 12A.6.1 shall be assumed to be cracked in the tension zone. The resultant

linear distribution of compressive stresses must be in equilibrium with the applied forces

and the maximum compressive stress must not exceed the values of Table 12A-3.

EXCEPTION:

Bed joints of unreinforced vertical components constructed using stacked

bend, which are subjected to bending in the plane of the component, shall

remain ur.cracked.

(B) ALTERNATE DESIGN PROCEDURE. For unreinforced masonry designed in accordance

with Sec. 12A.6.2 limit the ratio of e/t for bending in one direction and the ratio Re for bending about both principal axes to 1/6. To satisfy these ratios, the stiffness and

strength of all masonry that would otherwise be in a tension zone may be ignored and the

calculations carried out as if it did not exist.

EXCEPTION:

Cracked bed joints are not permitted in unreinforced vertical components

constructed using stacked' bond which are subjected to bending in the plane

of the component. Therefore the procedure of the last sentence of the

above paragraph is not permitted for unreinforced stacked bond components

subjected to in-plane bending.

MATES COMMENT

These procedures are to be part of the subcommittee's deliberations that

will be considering design procedures for unreinforced masonry .

EAST PROPOSAL

The general design of masonry shall comply with the following definitions

and criteria:

. 2. Empirical Masonry

,

for the purpose of this chapter3 is empirically

designed masonry and is not covered.

2. Engineered Masonry shall be analyzed and designed in accordance

with the referenced document standard as modified. Engineered

0 Masonry may or may not contain reinforcing to resist tensile

forces as required by the design

.

225
EXHIBIT F

2, Reinforced Mascnrj shell be analyzed end desig^.ed in accordance

with the referenced document standard. In addition, Reinforced

Mas cram shall be reenforced with mznzmum ratco 02 area of s^eej

o*®* 0.002 to area of masonry, with no less then 0.0007 in either

direction. Mcaimum reinforcement spaaing shall not eaceea four

ft or, centers, as stated in Sec. 11.5.2.2 of Reference Documenz.

( 4 ,

12.3 SEISMIC PERFORMANCE CATEGORY A

Buildings assigned to Category A may be of any construction permittee in Chaste"

12A.

MAZES COMMENT

In the current ATC-3-06 Tables 1A and IB, Category A applies to Map

Area 1 with an Aa less then 0.05. In the East and Wesz proposals this would

apply to Map Areas 1, 2 and 2 with an Aa ranging up to 0.15. This would

allow unreinforced construction in these map areas. This does not seem

aptrotriate in view of the shaking table test resulzs on sing le-story

masemru houses in which minimum reinforcement is recuzrec for A a values

eaceedinc 0.10.

12.4 SEISMIC PERFORMANCE CATEGORY B

Buildings assigned to Category 3 shall conform to all the requirements for Category

A and to the additional requirements and limitations of this Section.

12.4.1 CONSTRUCTION LIMITATIONS

Masonry components shall be constructed to conform to the limitations of tnis

Section.

(A) HEIGHT LIMITATION. Components of the seismic resisting system in buildings under 35 feet in height shall be reinforced masonry when constructed using stacxed

bond and shall, as a minimum, be partially reinforced masonry when constructed using running

bond. Components of the seismic resisting system in buildings over 35 feet in heignt snail”

be reinforced masonry and other structural components shall be partially reinforces

irasonry

(S) TIES. In addition to the requirements of Sec. 12A. 6. 3(F), additional ties

shall be provided around anchor bolts which are set in the top of a column or pilaster.

Such ties shall engage the bolts and at least four vertical column bars for reinforcec

masonry. Such ties shall be located within the top 4 inches of the member and shall

consist of not less than two No. 4 or three No. 3 ties.

226
EXHIBIT F

(C) SHEAR WALLS. Shear walls shall conform to the requirements of Sec. 12.7.

EXCEPTION: , The reinforcement provisions of Sec. 12.7.1 need not apply to partially

reinforced masonry designee as unreinforced masonry.

(D) SCREEN WALLS. All screen walls shall be reinforced. Joint reinforcement

shall be considered effective in resisting stresses. The units of a panel shall be so arranqed that either the horizontal or the vertical joint containing reinforcing is con- tinuous without offset. This continuous joint shall be reinforced with a minimum steel area of 0.03 square inch. Reinforcement shall be emoedeed in mortar or grout.

Joint reinforcing may be composed of two wires made with weided ladder or trussed wire cross ties. In calculating the resisting capacity of the system, compression

and tension in the spaced wires may be utilized. Ladder wire reinforcing shall not be

spliced and shall be the widest that the mortar joint will accommodate allowing 1/2-inch

of mortar cover.

(E) NONSTRUCTURAL COMPONENTS. Nonstructural walls, partitions, and components

shall be designed to support themselves and to resist seismic forces induces by their own weight. Holes and openings shall be suitably stiffened and strengthened. Nonstructural

walls and partitions shall be anchored in accordance with the requirements of Sec. 12A.2.6.

(F) CONSTRUCTION TYPE. Cavity wall construction shall not be used for any

structural masonry.

12.4.2 MATERIAL LIMITATIONS

The following materials shall not be used for any structural masonry:

* Unbumed clay masonry

Building Brick and Hollow Brick made from clay or shale of Grade NW

Sand-Lime Building Brick other than grades SW and MW

Concrete Building Brick and Solid Load-Bearing Concrete Masonry Units,

other than Grade N

Hollow Load-Bearing Concrete Masonry Units, other than Grade N

Structural Clay Load-Bearing Wall Tile

Masonry Cement (for mortar and grout)

Mortars other than Types M or S

EAST PROPOSAL

Buildings assigned to SPC B shall be of Engineered Masonry as defined

in their proposal in Sec . 12.2. This proposal would delete all of the

ATC-2 requirements.

WEST PROPOSAL

Delete Sec. 12.4.1(A) on Height Limitation.

227
EXHIBIT F

(.

Delete Sec. 12.4.1(C) or. Shear Walls and add the Tecrj.irerr.ent for

reinforcement as follous:

Horizontal reinforcement not less than 0.2 sc in. in area shall

be provided at the top of wall openings, art structurally

connected roof and floor levels and at the top of parapet walls.

Vertical reinforcemer.t not less than 0.2 sc in. in area shall be

provided err. all sides ofj and adjacent to, every opening which

exceeds 24 in. in either direction, at all comers, and at the

ends of walls. Bars around openings shall extend not less than

their development length, but not less than 24 in., beyond the

comers of the opening.

In Sec. 12.4.1(D) the second paragraph should be changed to:

Joint reinforcing may be composed of two wires made with welded

ladder 'or trussed wire cross ties. In calculating the resisting

capacity of the system, compression and tension in the spaced

, wires nay be utilized.

\ C

V - Delete Sec. 12.4.1(F). %

Under Sec. 12.4.2 MATERIAL LIMITATIONS delete the following sentence:

St&uati&GZ—JZay-L&sd-S&e&ing-Weldr-JiLe

The last sentence should read:

Mortar Types 0 and K

MATTS COMMENT

The ATC-3-06 SRC B requirements are for SET Group 1 buildings in Map

Areas 2, 3 and 4 which cover Aa values ranging from 0.05 to 0.20. The Tast

and West proposals permit SRC 3 in Map Areas 4 and 5 with A^ values ranging

from 0. IS to 0. 30.

<c

EM

P

P

P

9

P

P

P

P

9

a

a

p

s

H

e

a

228 i
EXHIBIT F

12.5 SEISMIC PERFORMANCE CATEGORY C

Buildings assigned to "Category C shall conform to all of the requirements for

Category S and to the additional requirements and limitations of this Section.

12.5.1 CONSTRUCTION LIMITATIONS

Masonry components shall be constructed to conform to the limitations of this

Section.

(A) REINFORCEMENT. All masonry shall be reinforced masonry.

(B) TIE ANCHORAGES. In addition to the requirements of Sec. 1 2A .6.3(D) for

tie anchorages, a minimum turn of 135 degrees plus an extension of at least 6 tie diameters

but not less than 4 inches at the free end of the tie shall be provided.

(C) REINFORCED COLUMNS. In addition to the requirements of Sec. 12.6.3(F) for

reinforced masonry columns, no longitudinal bar shall be farther than 6 inches from a laterally supported bar. Except at corner bars, ties providing lateral support may be in

the form of cross -ties engaging bars at opposite sides of the column.

The tie spacing for the full height of masonry shear wall boundary columns

and all other columns stressed by tensile or compressive axial overturning forces due to seismic effects and for the tops and bottoms of all other columns for a distance of 1/6 of

clear column height but not less than 18 inches nor the maximum column dimension shall be

not greater than 16 bar diameters nor 8 inches. Tie spacing for the remaining column

height shall be not greater than 16 bar diameters, 48 tie diameters, or the least column

dimension, but not more than 18 inches.

(D) SHEAR WALL BOUNDARY ELEMENTS. Boundary members shall conform to one of

the following:

1. Sec. 11.8. 4 when of reinforced concrete or structural steel. ' 2. Sec. 12.5.1(C) when of masonry.

(E) JOINT REINFORCEMENT. Longitudinal masonry joint reinforcement may be used

in reinforced grouted masonry and reinforced hollow unit masonry only to fulfill minimum

reinforcement ratios but shall not be considered in the determination of the strenqth of

the member. *

(f)

STACKED BOND CONSTRUCTION. The minimum ratio of horizontal reinforcement

shall be 0.0015 for all structural walls of stacked bond construction. The maximum spacing

of horizontal reinforcing shall not exceed 24 inches. Where reinforced hollow unit

construction forms part of the seismic resisting system, the construction shall be grouted solid And an head joints shall be made solid through the use of open end units.

12.5.2 MATERIAL LIMITATIONS

The following materials shall not be used for any structural or nonstructural

purpose:

All the materials listed in Sec. 12.4.2

Structural Clay Non load-bearing Wall Tile

61 ass Units

229
EXHIBIT F

r * r— • -

The only difference in the abcve end the last proposal is that all

materiel limitations core removed in the East proposal

"1ST PROPOSAL

This is somewhat confusing as it states that all masonry shall be

reinforced masonry and shall conform, to the following:

Reinforcement ratio in each direction of 0.0007 cord the sum of the

ratios for each direction shall not be less than 0.002. Maximum,

spacing of reinforcement shall not exceed 4 ft on center. Only

continuous reinforcement shall be considered in computing the

minimum area of reinforcement. Reinforcement required by 12.2(A)

may be ccnsidiered in , satisfying the minimum horizontal ratio if

continuous .

However for shear walls except for one - and two-family dwellings

the ATC-Z-06 requirements of Sec. 12.7 are specified. These are more

stringent than those proposed above and prsumably would govern in all

cases where the wall was a shear wall.

In addition to the above, delete Sec. 12.5.1(E).

Modify Sec. 12.5.1(F) as fol lows

(F) STACKED BOND CONSTRUCTION. The minimum ratio of

horizontal reinforcement shall be Q-r&SZ* 0.0007 for all

structural walls of stacked bond construction. The maximum

spacing of horizontal reinforcing shall not exceed 24 48 inches.

Where reinforced hollow unrlt construction forms part of the

seismic resisting system, the construction shall be grouted

solid and all head joints shall be made solid through the use

of open end units.

In Sec. 12.5.2 delete the word "nonstruotural" in the first

sentence.

230
EXHIBIT F

MATES CQW'ETT

ATC-3-0S SPC C requirements are for SEE Croup 1 buildings in Map

Areas Sj 6 and 7 with A& values ranging from 0.20 to 0.40 end greater.

The East and Vest proposals are for SEE Croup 1 buildings in Map Areas 6

and 7 with an Aa ranging from 0.20 to 0.40 and greater.

12.6 seism:: performance category d

Buildings assigned to Category D shall conform to all of the requirements for

Category C and to the additional requirements and limitations of this Section.

12.6.1 CONSTRUCTION LIMITATIONS

Materials for mortar and grout for structural masonry shall be measured in

suitable calibrated devices. Shovel measurements are not acceptable. An approved admixture of a type that reduces early water loss and produces a' net expansion action shall

be used for grout for structural masonry unless it can be demonstrated that shrinkage

cracks will not develop in the grout. The thickness of the grout between masonry units

and reinforcing shall be a minimum of 1/2 inch for structural masonry.

(A) MINIMUM GROUT SPACE FOR GROUTED MASONRY. The minimum grout space for

structural reinforced grouted masonry shall be 2-1/2 inches for low-lift construction and

3-1/2 inches for high-lift construction.

(B) REINFORCED HOLLOW UNIT MASONRY. Structural reinforced hollow unit masonry

shall conform to requirements below:

1.

Wythes and elements shall be at least 3 inches in nominal thickness

with clear, unobstructed continuous vertical cells, without offsets, large enough to enclose a circle of at least 3-1/2 inches in diameter and with a minimum area of 15 square

i nches

.

2. All grout shall be coarse grout. Grout consolidation shall be by

mechanical vibration only. All grout shall be reconsolidated after excess moisture has

been absorbed but before workability has been lost.

3. Vertical rei nforcement shall be securely held in position at tops,

bottoms, splices, and at intervals not exceeding 112 bar diameters. Approved intermediate

centering clips or caging devices shall be used in high-lift construction, as required, to hold the vertical bars. Horizontal wall reinforcement shall be securely tied to the vertical reinforcement or held in place during grouting by equivalent means.

4. In wythes of less than 10-inch nominal thickness, in any vertical

cell, there shall be a maximum of one No. 10 bar or two No. 8 bars with splices staggered

for the a*o-bar situation.

5. The first exception of Sec. 12A.6.3(F) shall not apply; minimum

nominal column dimension shall be 12 inches.

(C) STACKED BOND CONSTRUCTION. All stacked bond construction shall conform

to the following requirements

1. The minimum ratio of horizontal reinforcement shall be 0.0015 for non- structural masonry and 0.0025 for structural masonry. The maximum spacing of horizontal

reinforcing shall not exceed 24 inches for nonstructural masonry nor 16 Inches for structural masonry.

231
exhibit f

2. Reinforced hollow unit construction wnich is part of the seismic

resisting system shall (1) be grouted solid, (2) use double open encs^( H block ; units so

^ that all head joints are made solid, and (3) use bond beam units to •aci-.v.a... whe

grout.

3. Other reinforced hollow unit construction used structural <y , bu.^nc.

part of the seismic resisting system, shall be grouted soiid and ail neac joints sna > oe made solid by the use of open end units.

12.6.2 MATERIAL LIMITATIONS

Hollow nonload-bearing concrete masonry units shall not be used. Sand- ime

building brick snail not be used for any structural masonry.

12.6.3 SPECIAL INSPECTION

Special inspection shall be provided for all structural masonry.

EAST PROPOSAL

Delete the material limitation section.

WEST PROPOSAL

Under Sec. 12.6.1 CONSTRUCTION LIMITATIONS the paragraph reads as fo l lews

Masonru components shall be reinforced masonru and con farm to Sec.

Sec. 12.2.2(3) . Materials for mortar and grout for structural masonry

shall be measured in suitable calibrated devices. SkeveZ-mesew&sKense

s&e-net-eeedptesZe-r—An-epfpeved-edmisture-ef—sL-^ufe-tks^-peduaes-espZ

s ssKd—pspeeuee s—e^Ast—expels s uses.—

evaeks-miZZ-net-deveZef-iA-tke-erpeut. The thickness of the grout

between masonry units and reinforcing shall be a minimum of 1/2 in.

for structural masonry.

Paragraph (A) reads as follows:

MINIMUM GROUT SPACE FCR GRGWTZD-MAS4ZZ2 BETWEEN WITEES. The

minimum grout space between wu the

for stenexupeZ reinforced fpeazee.

masonry shall be 2-4/2 in. for low-lift construction and 4-4/2 2_ in.

for high-lift construction.

Under Paragraph (B) REINFORCED 3CLL0W UNIT MASONRI Sec. 1 should read:

1. Wythes and elements shall be apt least 8 S in. in nominal

thickness with clear, unobstructed continuous vertical cells3 'without

offsetsj large enough to enclose a circle of at least 4-4/2 3_ in. in

diameter. eHd-yiik-e-miAisasm-epea-ef-Z4-sq-iA.

232
EXHIBIT F

2 . AlZ-ffPeuZ-B*ell-BS-eesrse-fPeus. Grout consolidation snail be

dv mechanical vibration only . A.ZZ grout shall be reconschdctea after

excess moisture has been absorbed buz before wcr<aoihty nos been lost .

Under Faracrath (C) STACEED BOND CCNSj.S.Z'CTXGu 3 Sec. 1.

The minimum ratio of horizontal reinforcement shall be MQ-*S

.0007 for nans truetruera l masonry and O-rOSSS 0 . 0015 for structural

masonry. The maximum, spacing of horizontal reinforcing shall not

exceed £4 43 in. for nonstructural masonry nor i« 24 an. for structure*

masonry.

MATES COMMENT

The mat execs for which SEC D requirements apply are *he same as SE* C.

The only difference is that SEC D requirements apply to SEE Group III

bid Icings

.

12.7 SHEAR WALL REQUIREMENTS

Shear walls shall comply with the requirements of this Section*

12.7.1 REINFORCEMENT

The minimum ratio of reinforcanent for shear walls shall be 0.0015 in each . direction. The maximum spacing of reinforcement in each direction shall be the smaller of

the following dimensions: one- third the length and height of the element but not more than

32 inches. The area and spacing of reinforcement perpendicular to the shear reinforcement

shall be at least equal to that of the required shear reinforcement. The portion of the

reinforcement required to resist shear shall be uniformly distributed.

EXCEPTION:

For shear walls constructed using running bond, the ratio of reinforcement

nay be decreased to 0.0007 provided that all shear is resisted by the

reinforcement. The sum of the ratios of horizontal and vertical reinforcement shall not be less than 0.002.

12.7.2 BOUNDARY MEMBERS

Where cross walls or boundary members form a part of the shear wall system, the

intersections shall be constructed as required for the walls themselves. Connections to concrete shall conform to Sec. 12A.2.1. Where the boundary members are of structural

steel, the shear transfer between the wall and the boundary member shall be developed by

fully encasing the element in grout, by dowels, bolts, or shear lugs, or by similar

approved methods.

When the structural system, as described In Chapter 3 and Table 3-B, consists

of substantially complete vertical load-carrying frame, boundary members shall be provided

at each end of the wall. The members shall be of the same construction as the frame

columns. Where the frame is a special moment frame, those columns shall conform to the

requirements for such members in Chapters 10 and IT. Also see Sec. 12.5.1(D) for Category

C & 0.

233
EXHIBIT F

The required vertical boundary members and such other similar ve^tica' elements

as may be required shall be designed to carry all the vertical forces resulting from tie

wall loads, the tributary dead anc live loads, and the seismic forces prescribed in tnese

provisions.

Horizontal reinforcing in the walls shall be anchorec to the vertical elements.

Where the boundary element is structural steel this shall be accomplished by welding or oy extension, with bends if reauired, into grout fully surrounding the column.

12.7.3 COMPRESSIVE STRESSES

For loading combinations including in-plane seismic forces, allowacle

compression stresses at any point shall not exceeo those allowed for axial compression.

For unreinforced masonry designed by Sec. 1 ZA .6.1, the allowable working stress /clues a^e

given in Table 12A-2. The allowable working stress values for reinforces masonry shall oe the allowable working stresses given in Table 124-5 and applicable reauctions for

slenderness effects shall apply. The minimum horizontal distance between lateral supports

may be considered for walls as well as the minimum vertical distance. Formula 12A-7 snail

not be used.

EXCEPTION:

For pier type wall elements that do not extend from floor to floor

compression stresses under combined loading at any point may be

limited to those allowed for flexural compression provided that

Formula 12A-7 is also satisfied.

WEST PROPOSAL

Delete the last sentence of the provision end the exception.

12.7.4 HORIZONTAL COMPONENTS

* When shear reinforcing is required for loads that include seismic effects anc diagonal bars conforming to Sec. 124.6.4(D) are not provided, reinforcement approximately

perpendicular to the required shear reinforcement shall be provided equal in amount ana spaced not further apart than is required for the shear reinforcing. Horizontal reinforcing shall anchor into or be continuous through the pier elements. Horizontal comoone.nts

may be separated from the shear wall system by means of true joints. The joints snail

provide for building movement determined in accordance with Sec. 3.8. The horizontal

components shall be anchored to the building and designed as otherwise required by these

provisions.

WEST PROPOSAL

Under Sec . 12.7.4 HORIZONTAL COMPONENTS3 the paragraph reeds as follows:

When sheer reinforcing is required for loads that include seismic

effects end diagonal bars conforming to Sec. 12A. 6 .4(D) are not provided

,

reinforcement approximately perpendicular to the required sheer reinforcement shall be provided equal in amount and spaced not further

apart than is required for the shear reinforcing. Horizontal reinforcing

shall anchor into or be continuous through the pier elements. Horizontal

components rnzy be separated from the shear wall system by means of srue

joints. The joints shall provide for building movement determined

234
EXHIBIT F

I

in accordance with Sec. 3.S. The horizontal components shall be

anchored to the building end desigr.ee. as otherwise required by these

provisions

.

235
EXHIBIT F

COMPARISON OF ATC-3-06 AND 1975 UBC REQUIREMENTS

by

Ronald L. Mayes

The area of wall required to resist a load is determined by dividing

the load by a measure of its resistance; thus:

Area Required •

and a comparison of two codes by determining how much area each would

requi re.

1. CODE LOADS

a. Uniform Building Code

The base shear for the 1979 UBC is V * Z1KCSW

where Z is a zone factor and has values of 3/16, 3/8, 3/4 and

1.0 for the four seismic zones. It will be assumed to equal 1 and K * 1.33 for load bearing wall systems.

and CS < 0.14.

Thus

V « Z ( KCS ) W

and for the flat part of the spectra where CS s 0.14

ZONE 1 234

Z(KCS) 0.035 0.07 0.14 0.186

b. ATC-3-06

The base shear

Y - Cs W

1.2A S , 2.5 "here c

s * -^rr i -j—

where R « 3.5 for a reinforced wall and 1.25 for an unreinforced

or partially reinforced wall. For the flat part of the spectra

where

236
EXHIBIT F

2„5A

O

Map C s for Cs for

Area Aa Reinforced Unrei nforced

1 0.05 0.036 0.1

2 0.05 0.036 0.1

3 0.10 0.071 0.2

4 0.15 0.107 0.3

5 0.20 0.143

6 0.30 0.214

7 0.40 0.286

2. CODE STRESSES

a. Flexural Comoressive Stresses

These allowable values are the same for non-seismic forces and

are 0.33 f^ but they should not exceed 900psi. For seismic

loads in the UBC this value may increase by 1.33. The

corresponding increase for the ATC-3-06 requirements is 2.5.

Thus the ratio of the UBC*to ATC-3-06 allowable flexural

stress is 0.53.

b. Shear Stresses

The allowable shear stresses of the UBC and ATC-3-06 requirements

are the same for non-seismic forces. For seismic forces the UBC

permits an 1.33 increase; however, the shear forces must be

Increased by 1.5 which in effect decreases the allowable stress

by 1.5.

For ATC-3-06 when the reinforcement takes all the shear, the

allowable stresses increase by 1„.5 as the $ factor is 0.6.

Thus when the masonry takes all the shear the allowable stresses

do not Increase as the $ factor is 0.4.

Reinforcement Masonry

Takes Shear Takes Shear

9 rtfrr * 0 - 59 ¥r - °- 8S

UCB Allowable Shear

ATC-3-06 Allowable Shear

237
EXHIBIT F

3. COMPARISON OF UBC AND ATC-3-06 REQUIRED AREAS

This Is somewhat difficult to do exactly because the UBC Seismic

Zones include several of the ATC-3-06 map areas. Consequently, each

map area will be included and the three allowable stresses given in

Section 2 will be used. The ratio of required areas Is given as follows

ATC Required Area a ATC Load UBC Stress

UBC Requireo Area UBC Load x ATC Stress

RATIO OF REQUIRED AREAS

ATC-3 Flexural Reinforcement Masonry Takes

Mao Area Stress Takes All Shear All 'Shea*-

For UBC Seismic Zone 2

5 1.20 1.81

4 0.81 0.91 1.37

3 0.54 0.60 0.91

2

For UBC Seismic Zone 3

0.27 0.30 0.45

6 0.81 0.90 1 .36

5 0.53 0.60 0.90

4

For UBC Seismic Zone 4

0.40 0.45 0.68

7 0.81 0.91 1.37

6 0.61 0.68 1.02

IMPLICATIONS OF THE COMPARISON

The variations in the ATC-3 to UBC required areas is understandabl

that the ATC-3 Map Areas provide a greater refinement of Seismic Risk

than the UBC Seismic Zones. Thus the lowest ATC Map Area that occurs in a

a UBC Seismic Zone has required areas significantly less than the UBC

requirements; e.g., ATC-3 Map Area 4 in UBC Zone 3. On the other hand,

the highest ATC Map Area that occurs in a UBC Seismic Zone provides less

(but not significantly) stringent required areas than UBC based on a

238
EXHIBIT F

comparison of flexural stresses or when the reinforcement takes all the

shear. When masonry takes all the shear the ATC«3 requirements are more

stringent than the U8C.

239
EXHIBIT G

Applied Technology Council 21 so shattuck ave., suite 806 Berkeley, California 94704 (415) 540-0223

A Nonprofit Corporation

Carnal Shapiro, P'esidem

Bruce C. Olsen. Vice P'esiCent

james C Anderson Secretary-Treasurer

March 14, 1980

To: Committee 5 - Masonry

From: Mel Mark

Attached are my comments on the changes that were recommended for Chapter 12A

but were not discussed at our last meeting. I have given each recommended

change a number and by comments are then given by this number. My comments

precede the numbered recorrcnended changes.

Unfortunately Ron Mayes and I have not had a chance to discuss these so his

input will have to await his return from New Zealand.

240

Directors: Milton A. Abel, Jamas C. Anderson, Richard L. Christopharson, Edward F. Oiawnann. Warner Howa. Staonan Jonnsron. Helmut Krawinkler, Melvyn H. Mark. Jonn A. Martin, Bruce C. Olsen, Samuel Scnuitz. Oamei Shaoiro. A|it S. viroee Roland L. Sharpe—Managing Director / Ronald L Mayes—Executive Director

e*—
EXHIBIT G

File No. 79133

lo O.K. since moved to 12A.3.5 & 12A.3.6.

2. Object here is to obtain workable grout yet not have excessive water

which compounds the shrinkage problem. Limits obtained from

successful job specifications and from specialized standards. They

are quite liberal. Prefer they remain. sr~

3. Apparently no standards exist for mixers. Performace criteria will

allow inspector to order obviously defective equipment off the job.

4. Substantive change for dampening concrete unfcts during excessively

hot and dry weather. Under these conditions cone, units tend to

suck water from mortar too rapidly. Excessive dust will reduce

mortar and grout bond. Prefer these two provisions be retained.

Other changes delete cross references.

5. To be considered "solid masonry", all joints should be filled,

"unless otherwise approved" would allow special construction.

Could be moved to 12A.3.3.

6. Floor slabs or spandrel beams within walls should not be treated

differently from foundations. Highly stressed masonpy in columns

and pilasters shoufct be continuous for the vertical load.

7. Paragraph substitution does not address the problem and is redundant

arc as it is covered in 12A.2. Problem?* separation of the concrete

and the masonry due to lack of bond and shear for shear walls.

Procedure is the same as for concrete cold joints. This is necessary for seismic resistant construction. If removed from 12A it

should go into Chap. 12.

8 . Typo

.

9. Assume 2nd Paragraph to remain.

241
EXHIBIT G

10. Delete "one of the following" in view of changes to above

11. For stacked bond cavity walls, both wythes sho uU have mechanical

bond. Prefer retention.

12. Cross reference PP. Changes should be deferred until substantive

changes are completed.

13. Also list in 12.A.1.2, Reference Documents?

14. "Templates" provides a standard for "approved equivalent means".

Prefer retention,

15. Five-eighths and smaller bolts require only 4* embedment. Ties 4"

down will not be effective.

16. First sentence: ATC wording defines grouted masonry consist^ht with

provisions of UBC, SBCC and common usage. Proposed &ording could

open up definition to whatever type of construction one might care

to call grouted masonry and to any types of units such as hollow,

tilej etc. Allowable stresses are for the ATC definition which should

be retained.

Second sentence: Allowable stresses of Tables 12A-3 and 12A-5 are

for types M and S mortars only. Type N mortar could be used for

unreinforced construction in Category A buildings using the allowable

compressive stresses of the SBCC; however appropriate allowables for

shear and tension are lacking. ATC wording should be retained.

Third sentence: The sentence is needed so that just adding steel in

any haphazard way will not qualify the construction as being

"reinforced*. Subsection (C) does not set reinforcing amounts; it

just describes the construction. Sentence should remain.

17. Provision is from Calif, requirements for schools. If deleted, it

242

l

I

r

l

I

I

a

i

9

i

a

i

P

m

P

m
EXHIBIT G

should be put in Chap. 12 under Category C. Note that Brick

Institute of CA handbook recommends no toothing without permission

of Architect or Engineer.

18. Provision against header projection is a requirement of UBC, SBCC

arid just makes sense.

19. Floaters should be used in thick grout of low lift construction in

view of grout shrinkage. Puddling is used instead of vibration.

This requirement can be moved to Chap. 12. Sentence re cover should

be retained except it can be reduced to 3/4" per Brick Institute of

CA recommendations.

20. Leaving out every other unit follows approved 1976 UBC code change

wording by masonry industry. Fin and foreign matter removal procedures are suggestions, conforming to the ACI 531 Comm^tary, as

to what is required; the word "other" allows alternatives. Sentence

re "Material falling etc." is axiomatic. Successful high lift work

requires the special procedures of this paragraph. It should be

retained.

21. UBC and ATC require a 3" minimum grout space for reinforced high lift

work. The CA school requirement is 3*5". Believe the UBC provisions

for high lift are based on Masonry industry studies which apparently

included the 3" space and the 3 day cure. ATC wording should be

retained.

22. Unless the principle bar reinforcing is embedded in grout, the form

of construction will be something other than what is commonly known

as Reinforced Grouted Masonry-Multiple Wythe and what has been tested

as such. This is the only form of construction shown in the Brick

Institute of CA Handbook and the ACI 531 Comrairfetary as being

243
EXHIBIT G

reinforced grouted masonry-mult iple-wy the . The proponents of the

change should explain what else they have in mind and that it really

conforms to this type of construction as commonly used and tested;

otherwise the ATC wording should be retained.

The Brick Institute of CA Handbook recommends that "all vertical

reinforcing steel must be accuracy placed and properly braced by

mechanical devices to maintain correct positions shown on the plans".

This is the reason for the wording "by a frame or suitable equivalent

devices" which should be retained.

The last sentence can be deleted.

23. One-half inch clearance is needed to prevent segregation of coarse

grout (with 3/3 pea gravel) in the narrow grout spaces. ATC wording

» should be retained.

24. This paragraph is needed so that just adding steel in any fashion to

hollow unit construction will not qualify the construction as being

reinforced. The construction described here and in (A) following

conforms to what is commonly known as reinforced hollow unit work

and what has been tested as such. The paragraph should be retained.

25. Title; There may be a real problem here. Sec. 12A.3.6, following

the UBC, recognized only ungrout ed unreinforced work. Allowable

stresses of Table 12A-3 apparently are only set up for this form.

If 12A.3.6 is to allow unreinforced grouted hollow unit construction

then more revisions may be required.

244
EXHIBIT G

Cell Width: UBC, CA schoolhouse requirements and ACI 531 Commentary

specify 2“ min. Colorado Masonry Institute specified 1-3/4" minimum.

ACE 531 Commentary recommends 3" for high lift. With reinforcement,

1-1/2" is just too tight for ordinary work.

26. Research, field problems and one significant lawsuit have clearly

demonstrated the need for removing mortar fins. A similar provision

appears in the UBC and the Colorado Mas. Inst. St'd. The ATC

paragraph should be maintained.

The additional paragraph's suggested, is needed in view of the

revisions to 12. A. 1. 17. (B) 2.

27. The term "bond beams" ccrnsncnly refers to a reinforced beam type

element at floors and walls. The term "bond beam units'* is correct.

O Jtr These are needed to obtain grout coverage in partially grouted work

A

and aid in grout flow in fully grouted work.

28. See comment No. 23.

29. CA schoolhouse requirements based on experience with the high lift

method^ limit the total pour to 12 feet for 8 inch walls and 16 feet

for 12 inch walls. ACI Commentary Sec. 6.4 places the limit at 12

feet. The ATC provision is more liberal and should be retained.

30. See comment No. 20.

31. Demonstration walls made to qualify the high lift technique and the

CA schoolhouse requirements, based on experience, include grouting

in one pour without cold joints. The word "shall" should be

retained.

245
EXHIBIT G

32. If deleted, this section should be replaced in Chap. 12. See

comments on chap. 12 to follow.

33. UBC requires S mortar. SBdC re^j,re.j, H, <*•* N o r twr

H, -S w Aifr htr- ho be j) tr m >{± I vd. ,

thuf SBCC requires joint reinforcement for

exterior panels. ATC does not. Suggest joint reinforcement be

added for Category B in Chap. 12.

34. The formula and the paragraphs immediately preceeding and following

it come from ACI 318, si£. 12.2.3. The wording has been modified

for consistency with reinforced masonry working stress design.

Excluding seismic loads, both M

c and V are working stress capacities

and loads respectively. With seismic loads M will be factored

V

upward to an equivalent ultimate or yield level and will be the

A

load^" at which inelastic behavior starts as controlled by ATC

Sections 3.7.1, 4.2.1 and 12.2.

35. The table is compiled from several sources including UBC, BIA & NCMA. The suggested substitute follows the TMS Draft. If the

proposal were correct, it suggests that the other data is erroneous.

For instance f'm for solid clay units is generally greater than for

solid concrete or sand-lime units. The higher strengths would

include concrete units whereas both AC| 531 and NCMA have upper

bounds at unit strengths of 6000 psi. Both ASTM C90-75 and C652-75

use grass area strengths for hollow units; The table and footnote

4 is not applicable. It appears that if this new table were to be

adopted, it should be justified with data for all the construction

types it would include.

ATC footnotes 1 and 2 are deleted in the proposed revision. AfC

246
EXHIBIT G

•footnote 1 requires that the strength of higher strength units be

verified,, Note that these strengths exceed the ASTM rainimums and

that manufacturer supplied certifications could be acceptable in

lieu of tests. Footnote 2 requires that field prisms be made and

tested to verify only the higher assumed values of f'm applicable

to solid clay units. This is coniij t^fnt with general practice for

concrete.

The present ATC table should be retained.

36. Pending research data, an upper bound is needed. Suggest 2000 psi

corresponding to the f’m limit of 6000 psi for design of walls and

columns.

37. Research data is needed to support deleting the present upper bounds.

Existing data generally supports these values which skuld be retained.

38. See item 36 above. Suggest new limits- of 1500 and 1800 respectively.

39. See item 35 above for hollow units. Problem?

40. Why? Where would this new footnote be referenced? It is meant a standard head in lieu of the bend? Note that no pullout values are furnished.

247
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 123

Under Section 12A.1.16 MORTAR

ASTM-G27C-Iypes-Q-aR4-K-m®pt3P-&haTl--R®t-be-yse4.'

Masonry units used in foundation walls and footings shall be laid up in Type-S-®p-Type-M-n<eptap. mortar having a minimum compressive strength

of 1800 psi . See Sec. 12A. 1 and Chapter 12 for further limitations.

CORRECTIONS APPEARING ON PAGE 124

Under Section 12A.1.16 Cont.

To maintain plasticity, mortar may be retempered with water by the

-i=r method of forming a basin in-- the mortar and reworking it.'- However, any mortar which has beeeme-bapsh-shaH-Bat-Pe-ufred-vB-Phe-wepkr hardened or stiffened due to hydration of the cement shall not be used.

Under (B) Type. Number 1.

1. Fine Grout. Fine grout shall be composed, by volume, of one part

cement, to which may be added not more than 1/10 part hydrated lime ar-Tiaie putty, and 2-1/4 to 3 parts of sand.

- 2. Coarse Grout. Coarse-groot shall be composed, by volume, of one part of cement, to which may be added not more than 1/10 part hydrated lime

®p-Twie-pufcfcy, two to three parts sand, and one to two parts gravel. Larger

proportions of gravel- may be used -in large grout spaces where approved by

the Regulator Agency.

G

— - ----- £®*Pse-§p««Pi-may::-be-»se4-i-R-gp«®-P-sp»6es-vp-fp«®te#'-«as®»py-2-va«ses - 9r-fflepe-i»-wvdfch-and-iR-§p®ufc-spa6es-ifl-Sil-Ved-®eJ.!.-®ePsSpy«»i3R-Ba*i63-«Rapea-®f-15-spwape-iR«hes-with-a-Teast-4>RieRsi«R-®f -2-iR®hes.-

Geapse -gpout-sha 3V-be-®se4 -whepe- the -Teas «-4iae»si®R-®f- tfee spaee-ex®ee4s-5-TR®hes-aRd-whepe-®tbepwi-se-peqwipe4.

(C) CONSISTENCY. Grout shall have a consistency, conside

of conslidation to be utilized, to completely fill all spaces

without segregation. exeept-that-sTemps-shaTT-Rst-be-l-ess-thaR

aH--gpe«t-R®p-ffl®pe-th*R-l8-vRehes-fep-f VRe-§pe®t-9P-9-i-R€hes-f^

-(E) MEASURING AND MIXING. Materials for grout shall be measured in suitable calibrated devices. After the addition of water, all materials shall

be mixed for at least three minutes in a 4puct typo bat e* mechanical batch mixer.

Mixi-Rg-epuTpmeRt-aR4-pp®ee4upes-shal-T-ppe4®ee-gp9®t-witA-«fee-pRvf®p'-s-i.ey

pe^w4pe4-f®p-®®R6PePe-Py -ASTM-894,-

248
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 125

Section 12A.1.17 Cont.

EXCEPTION:

: AT©miBtfB-eg©vpmeBt--*ay-be-«se4-4f«4t-9aB-be-4en9BStFate4-sbat

%hepe-w*IT-be-B©-4eTeteBi9©s-effe€t-9B-tbe-stFeBgtb-*®f-febe-§pewtaBd-ft-is-speoif ie*TTy-»ppF9ve4-by-the-Re§wTat©Fy-A§eB€y.

Sec. 12A.2 CONSTRUCTION

At-tbe-ti«e-9f-Iayi'Bg-aTI-*as9RFy-©Bits-sbaTT-be-eIeaB-aB4-£Fe9-9f-o©st;-

BMFned-€lay-aBd-saBd-Time-©Bits-sbaTI-be-4afflpeB94-ppi>9F-t9-TayiR§-with -a»- absorpt ion-pa te-e9Bf9FffliB9->te-Seer-12ArTr5i»—S©Ffaees-©f-€©B9Fe fee -mas©Rpy-©B its

te -neeeive -«©Ftap-sbaTT-be-4ampeBed-by -means-© f-f©§-spFay -of

e9«ivaTeRfe-4©piR§

h9fe-eBd-4py-weafeheFr-9&-4eseFibed-iB-Se6r-12Ar2ri~Ab-febe-feiffle-9f-IayiB§-aTl

«nb©pne4-€'Tay-wBi€s-shaIT-be-damp-afe-'fehe-s©pfaeer>~ATT-»as©BFy-©Bifes-sfeaIT-R©febe-so-wet-that-fpee-watep-is-pFeseBt-OB-fehe-saFfaeesr

12A.2 CONSTRUCTION

Storage, handling and preparation at the site shall conform to the

following requi rementsf

Masonrymaterial s shall be ho that at the time of laying the materials

are clean and not damageJ!

Concrete masonry units shall not be wetted unless otherwise approved.

S«pfaoes-9f-aTT-maseBFy-©Bits-fep-gr9wfee4 -eeRSfepyefeieB-afe-tbe-feime-ef

Tayinf-sbalT-be-oapable-of-developiBg-fehe-FegwiFed-boRd-wifeh-fFewfe-as-speeified

B-SeGr—TBArlrCr

12A.2.1 JOINTS

All units shall be laid with shoved mortar joints, /olid units shall

have all head and bed joints solidly filled. Eaeepfe-foF-ea^i-fey-walTsr-fefeaees

fee -be-gp9wfeedr-aBd-as-pF9©ide4-iB-5eer-l2Ar-3r3r-aTT-waTT -joints,- -eoTTap-jo iRts r aBd-joiBts-befeweeB-wythes-sbaTT-be-soTidTy-filled unless otherwise approved.

All hollow units shall be laid with f«TT face shell bed joints and

head joints filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shells unless more stringent

construction is required by this Chapter, Chapter 12, or by design. Cross webs

and end shells of all starter courses shall be bedded on mortar. This-appTiesfee-©Bifes-Taid-«B-f9©Bdati9Bs-9F-fT©ep-sTabs-9P-&imiTap,--aBd-aTT-e9wpses-©f

pleFST-eeTwmBS-aBd-pITa&feePSr unless otherwise specified.

Sen«pete-abyttiR§-stFyefeyFaI-mas9BFy-syeh-as-afe-&feaFfeeF-e©yFses-©F-atwaIT-inteFse6ti«BS-B9b-desigBed-as-fepye-sepaFafeieB-j9iBtSr-sbaTT-be-Foy§BeRe4-te

a-fyTT-a»pIityde-9f-T/S-iB6h r -shaTT-be-«eisteBe4-pep-bhe-FegyiFe«eRts-©f-See.-

12Ar 2 r -and -shaTT-be-bonded-fee -the-masenpy-pep- the -FegyipemeRts -of -this -Chapter

as-if-it-We)»e-«»S9BPyr—yRTess-keys-aFe-pF0vT4e4r-vePti9»T-j®vBts-shaTT-fee —

eonsideFed-feo-be-staeked-bondr

249
EXHIBIT G

| Third paragraph subsitition:

-fr#**. 4 Surfaces in contact with mortar or grout shall be clean and free of

laitance, debris, or other deleterious materials.

CORRECTIONS APPEARING ON PAGE 126

Section 12A.2.2 Cont.

t — (A) REQUIREMENTS. Adajcent wythes shall be bonded to each other

accordance with the applicable provisions 9f-Se&r-12Ar2rl-and Sec. 12A *

Where not prohibited in Chapter 12 or this Chapter unreinforced

stacked bond masonry may be used with one of the mechanical bonding devices

indicated in Sec. 12A.2.2(A) 1, 2, and 3 below:

-Fe»»-uBPei-Rf®iB€ed-mas9RFy-the-«e€haRi€-aV-be»d-&hal-i--be-?Fevi-»ed-Sy

one of the following:

-3*,,p«ie_€ivi.iy_waHs-fche-pFev*si'9B&-®f-l-aft4-2-*k9*e-«&pl-y-e^-e*€-4-~ythe.

F9P-sta6ked-be»d-Fei-Bf9Peed-§F9Mted-9F-Fei'Rf9F€ed-h6 1'-T-ew-*B'rSs-R«S9oeyr

see-ChapteF-I2r--F9F-staeWed-b9Hd-paFti»T'l-y-FevBfaF9ed-ia»s&»Fyr-5e9-See.--l-2Ar

3r?('A)’-9B4-ChapteF-I2r—F9F-&heap-wal4s-&ee-Seer-12Ar$r4-aRd-SkaptaF-i2.-

12A.2.3 CORBELING

G«FbeTs-i-B-9BFevBf9F6e4-maseBFy-fflay-be-bui'l-t-9Bl-y-i.RS9-S9l-v4-5:»&9»Fywal4s-l2-i>B«kes-9F-fH9Fe-i'B-fchi€kBessr--GeFbel-s-iB-papt>al-Ty-Fei-»f9F€-9d-*»&9RFy

»ay-be-bwvLfc-ORTy-i'Bt8-fflas9Bpy-wal-l-s-i2-iR6hes-9F-*eFe-iB-ehv6W»ess-*B;ess-ihe

e9BstFufi«i9B-pF9vi4ed-f9p»-the-s9FbeT-is-4esi3Bed-aBd-€9B&tF'se-e4-a&-FeiRf9tses-

--- ——s»s9BFyr —The-pF9^eetieB-f9F^-e9eh-69«Fse-i>B-5weh-€9Fbe?'&-aB9-iB~9BPeiBf9Fee9 - e9FbeTs- *B-FeiBf9F5ed-«as9RFy-s®BstFu€fcioB-shall--Ret -e*€eed -l-i«»eB T -»R4 -t &e- B*)*w)uw-pF9je6tiaB-shaLT-Bet-e)»eeed-i/3-9f-«he-t9tal--thvekBes»-9f-the-*a'!-l-«ft5o-

«se4-t»-swppeFt-a-«hifflBey-bn>Tt-iB69-the-wal-l>r--The-t9p-999Fse-9f -a'rT-»Bcei»f5»~99

eoFfeels-sfealL-be-a-headeF-eeuFser

12A.2.3 CORBELING

The slope of corbelling (angle measured from the horiztonal to the

face of the corbeled surface) snail not be less than 60o. The maximum nprizonta ' projection of the corbel from the plane of the wall snail not exceeo one-naif :~e wythe thickness for cavity walls one one-half the wall thickness for all o trier -ai

250
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 127

Under Section 12A.2.4 REINFORCEMENT

REINFORCEMENT

Reinforcement shall conform to the requirements of this Section.

All metal reinforcement shall be free from loose rust and other coatings

that would reduce bond to the reinforcement.

Under Paragraph (B)

(B) SPLICES. Splices in reinforcement may be made only at approved

locations and and indicated on the approved design documents. Splices

shall conform to the provisions of Sec. 12A.6.3(D)7.

Under Paragraph (D)

(D) SIZE klMIATJQNS. LIMITATIONS.

Under Section 12A.2.5 TEMPERATURE LIMITATIONS

Delete the entire paragraph beginning with "No masonry shall be laid when” » and ending with "free from ice and snow." The substition paragraph is as follows:

12A.2.5 TEMPERATURE LIMITATIONS

Cold weather construction shall conform to the requirements of

"Recormended Practices and Guide Specifications for Cold Weather

Construction" by the International Masonry Industry All-Weather Council.

CORRECTIONS ON PAGE 128

Under Section 12A.2.7 80LT PLACEMENT

In grouted construction, all bolts shall be grouted in place. The

bolts shall be accurately set with-templates-er-by-appRSved-equival-eRe-meaRS

and held in place to prevent movement. Grout coverage shall be as required

for reinforcing bars of equivalent size.

Vertical bolts at the top of and near the ends of reinforced masonry

walls shall be set within hairpins or ties located within 2r5_4 inches from the

top of the wall. See Sec. 12A. 6.3(F) and 12.4.1(B) for bolts at the top of

piers, pilasters, and columns.

Under Section 12A.3.1 UNBURNED CLAY MASONRY

Unbumed clay masonry is that form of construction made with unburned

clay stablized with emulsified asphalt . Maseney-ef-wRbwRRed-el-ay Such units shall not be used in any building more than one story in height. All footing walls

which support masonry of unburned clay units shall extend to an elevation not less

than 6 inches above the adjacent ground at all points.

251
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 129

Under Section 12A.3.3 SOLID MASONRY

SOLID MASONRY

Solid Masonry shall be hpiekr-espeFete-bpi-ekT-ap-soTi-d-l-ead-beaFiRg

eaRerete-maseRry-uRits. sol id concrete or clay masonry units laid contiguously

in mortar.

CORRECTIONS ON PAGE 130

Under Section 12A.3.5 GROUTED MASONRY - MULTI/WYTHE WALLS

A form of Grouted masonry is-that-fepm-ef between wythes construction i

made with bFiek-9F-s»Tid-€9R6Fete masonry units in which interior jeiRts-ef-iaaseRF. are filled by-peuping wi th grout. theFeiR-as-the-w9Fk-pF93Fesses.---SRVy-Type-M

er-Type-S-«eFtap-&hal-T-be-usedr--When-FeiRf9Feed-VR-aeeer4aR€e-with-si»bse€tv9R

(G^-beTew-fflaseRFy-shaTT-be-el-assif ied-as-pevnfapeed-gFeuted-nasenpyr

Te9th>Rg-9f-fBaseRpy-wal-Ts-is-peFfliitted-9RTy-wheR-4esvgRe4-aR4-4e=8iTe4-

by - the -design -eng>ReeF-9F -a F&hi- test -and -9RTy-appp9ve4-l-9eatv9RSr-'-RaekvRg-v&-r9

be-beTd-te-a-min vmwfflrGrouting-aRd-eeRStruetieR procedures for the space between wythes shall

conform to the requirements given below. Coarse grout may oe used in grout spaces

2 inches or more in width. Coarse grout shall be used where the least~dimension

of the grout space exceeds 5 inches!

Under (A) LOW LIFT.

It —ATT -units -4 r- the- bwe-eutep-t iers-shaiT-be -Taid -with- feTT-sbev-edhead-and-bed-«eptap-j-eiRtSr —MasenFy-headeFS-sha4T-R9t-pF9je6t-int9-ehe-§«9ut-5aae2r 1. 'All longitudinal vertical joints shall be grouted and shall not be less than 3/4 inch in thickness for unreinforced construction and 1-1/2 inches in width for reinforced construction, but not less than that required to maintain gro thicknesses between masonry units and reinforcement. In members of three or more

tiers wythes in thickness, interior bricks shall be embedded into the grout so tha

at' least 3/4 inch of grout surrounds'the side and ends of each unit.' Floaters

shaTT may be used where the grout space exceeds 5 inches in width. The-tbieknessef-gFSwt-beSween-mas&npy-uRiSs-aRd-fTsateFS-shal-T-be-Ret-l-ess-Sban-l-iReb:- A1

grout shall be puddled with-a-gFewt-stiek- immediately after pouring.

3t 2^ One exterior tier wythe may be carried up 18 inches before grouting

but' the other exterior tier wythe shall be laid up and grouted in lifts net to exceed six times the width of -the grout space with a maximum of 8 inches.

4r 3^_ If the work is stopped for one hour or longer, the horizontal

construction joints shall be formed by stopping all tiers wythes at the same elevation and with the grout 1 inch below the top.

252
EXHIBIT G

Under Section (B) HIGH LIFT. It—AH-wR4ts-iR-tbe=twe-tieFs~sbal4~fee=l-aid»with-fwl4-he9d-iRd-bed

Jeiftts.

CORRECTIONS ON PAGE 131

2t 1. The two tiers wythes shall be bonded together with wall ties.

Ties shaTF be not less than No. 9 wire in the form of rectangles 4 inches wide

and 2 inches in length less than the overall wall thickness. Kinks, water,

drips, or deformation shall-not.be permitted in the ties. Approved equivalent

ties may also be used. One tier wythe of the wall shall be built up not more

than 18 inches ahead of the other tier. Ties shall be laid not to exceed 24 inches on center horizontally and 16 inches on center vertically for running

bond and not more than 24 inches on center horizontally and 12 inches on center vertically for stacked bond.

2r 2. Cleanouts shall be provided for each pour by leaving out every-ether

units_ in the bottom tier course of the section being poured, or by cleanout

openings in the foundation. During the work, mortar fins and any other foreign

matter shall be removed from the grout space, by-means-ef-a-high-pressere-jet

s tFeam-ef-wa tep r-eip-j-ets r -8 r-etheF-apppeved -pFeeead peSr--Ma teFvat-fa rVi-R§ -to the-9F99t-spaee-&bal4->be-bh9F99ghl-y-Feffleved. The cleanouts shall, be sealed after

inspection and before grouting.

4- 3. The grout space (longitudinal vertical joint) shall not be less than

3 2 inches in width and-Ret- nor less than the thickness required by the placement

of steel with the required cleamaces and shall be poured solidly with grout.

Mas9RFy“waHs-shal4-€WFe.-efc-ieast“£&Fee-4ays-fce“9ai»-&tFeR§4>u-bef9Fe-§r9«e--iwewFe*

Delete EXCEPTION:

{f-the-§F9bfc-spaee-€9RtaiRS-Re-h9Fi29Bfcal--steel-i—it-*ay-be-Fedt*9ed

2-ineheSr

5* 4. Vertical .grout barriers. or- dams shall be built, of solid masonry

across the grout space the entire height of the wall to control the flow

of the grout horizontally. Grout barriers shall be not more than 30 feet apart.

URtess-a-tFwe=j94nt-9«eHFs»at-the-baFFieF T Reinforcement, if it is present, shall

be continuous through the barrier. In work that is part of the seismic resisting

system, the grout barriers shall be constructed so as to form keys, at least 3/4

.ioch^deep, _wi,tb. the, grouts except, that, construction provjding.equ.ivalent. irregular ... surfaces may be used where appropriate. ^ 5.

7r 6.

8r 7. Inspection during grouting shall be provided in accordance with Sec.

12A. 7; heweveFr-tbe-weFk-shaH-R9t-qwal-4fy-f9F-the-stFesses-eRti'tTedr--Spe€-v94

{Rspeet>9R- r-9nTess-f9l4y-iRspeefced-pep-Se6r-lrS.-2r-ir6r4 r -9Rd-t2Ar?r

(C ) REINFORCED CONSTRUCTION. AH-Feq«4Fed-pei-Rfepee«eRt-e*eept-mas9RPy

- jei-Rt-peiefor&emeRt-eRd-eel-yHgfc; ti ee-saR^erHtiRg-to-the-paFagFeph - bolow- sda4-4-be- —

embedded -iR-groat. All ether reinforcement shall be embedded in mortar or grout.

All vertieat reinforcement shall be held firmly in place during grouti ng-by-9-f*=ameo'r suitable equivalent devices. A^T-her42eRtat-Fe>Rf9reemeRt-vR-the-§F9wt-SB9eeshiH-de-tied-te-the-veFtie»4-pe>Rf8peeffleRt-9r-he4d-i-n-pl-9ee-dHFVR§-§r9weVR§-&y

aauiuila«t^aia< *
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 132

Second paragraph reads as follows:

The thickness of grout between masonry units and reinforcement shall not be less than 1/4 inch. See Sec. 12A.1.17 and 12A.2.4

Under Section 12A.3.6 HOLLOW UNIT MASONRY

Delete Paragraph beginning with "Hollow unit masonry" and ending with "so the wythes shall act as a unit.

-* (A) REINPQRCSB-G8NSTRUCT1QN

GROUTING PROCEDURES . Units shall be laid

with mortar in accordance with Sec. 12A. 2. 1. -9* Vy -Types WF-snaU-se

used. Where only certain vertical cells are to be filled, the walls and cross webs of these cells shall be full bedded in mortar to prevent grout leakage.

Vertical cells to be filled shall have vertical alignment sufficient to maintain

a clear, unobstructed continuous vertical cell measuring not less than 2 11/2

inches by-3 inches.- —If-watl s~a re

- battered" of' “If- al ignment i-f~ o f fset,' thg ? T 1/2 ~ inch by 3 inch clear opening shall be maintained as measured from course to course.

Delete paragraph beginning "Overhanging mortar" and ending with

In its place substitute:

•of the cells".

Coarse grout may be used in hollow masonry units having an area of 15 square inches with a least dimension of 3 inches. Coarse grout shall be used

when the least dimension of the grout space exceeds 5 inches and where otherwise

requi red.

Except as provided in Chapter 12, all reinforcing except ties and masonry

joint reinforcement, where permitted, shall be embedded in grout. Longitudinal

horizontal reinforcing shall be placed in bond beam-ynits- beams , except as permitted for masonry joint reinforcement. See Sec. 12A. 6. 3(F) and Chapter 12.

CORRECTIONS APPEARING ON PAGE 133

The thickness of the grout between the masonry units and reinforcing

shall be a minimum 1/4 inch. See

Sec. 12A.1.17 and 12A.2.4. See Chapter 12 for stacked bond limitations.

Under Number 2. High Lift. Delete entire sentence a.

b. Cleanouts shall be provided in the foundation or by-®*ic»v«f in the face shells in the bottom course of each cell to be grouted. te-fasvl-i-eaie-eVsassBi

jefcs r -®j»-9the*-appp9ve4-pr«€edwpesr —Ma«eFial--fa}-14R9-?9-«he-b®6t9ffl-®* 3ebr:s in the grout space and-®theF-debF»s shall be thSFeughly removed.

d. Grouting sha!4 jna^ be done in a continous pour, in partial lifts so

as to avoid blowout of units.

254
EXHIBIT G

Section 12A. 3.6 Cont.

e. Inspection during grouting shall be provided in accordance with

Sec. 12A.7. DELETE REMAINDER OF SENTENCE.

DELETE ENTIRE SECTION 12A.3.7 PARTIALLY REINFORCED MASONRY

Under Section 12A.3.8 GLASS MASONRY

. Masonry of glass blocks may be used in nonloadbearing exterior or interior walls and in openings, either isolated or in continuous bands, provided

the glass block panels have a minimum thickness of 3rS 3.

0

inches at the mortar

joint.

Glass block shall be laid in Types M-er-S-wrtapr N mortar, by proportion .

. Both. vertical and boriztonal. mortar joints. shall be at least 1/4 inch and not more than 3/8 inch thick and shall be completely filled.

Under Section 12A.4 DETAILED REQUIREMENTS

Masonry shall be designed to resist all vertical and horizontal load effects

indgding-effects of eccentricity o£-appUcaiien of vertical loads.

maseRFy-shiU-ROfc-be-ieaded-LR-dipeefc-fceBsieR. Structural and nonstructural elements

including —- CONTINUED ON PAGE 135.

Except where specifically allowed otherwise, stresses shall be calculated on actual net dimension of masonry considering reductions for raking, tooling, and

other , joint. treatments=aad_partda.l bed on-head joints, where, appl icable- Where

required by the Regulatory Agency, Chapter 12, this Chapter, or by other governing

provisions, spee+fve- inspections and tests shall be provided. In addition where

called for or where required by the use of design stresses so specifying.

Special Inspection shall be provided. .

Under Section 12A.4.2- THICKNESS. OF WALLS - —- -

The paragraph reads as follows:

All masonry walls shall be designed so that allowable stresses are not exceeded. REMAINDER OF PARAGRAPH IS DELETED.

DELETE ENTIRE PARAGRAPH ENTITLED EXCEPTION:

DELETE SECTION 12A.4.3 PIERS

Under Section 12A.4.5 HOLES, PIPES, AND CONDUITS

Pipes, conduits, and similiar items may be sleeved through masonry with sleeves

large enought to pass hubs and couplings. DELETE REMAINDER OF PARAGRAPH. ADD LAST LINE TO FIRST SENTENCE. Masonry around openings shall be designed considering

any stress magnification effects on the opening.

255
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 146

c. The continuing bars provide double the area required for

flexure at the cutoff point. and-sheai, -shpe&&es-49-»et-eAeeed-3/4-df -that

permitted.

2. ''Positive MortiehtrRe1hfore&m£ht.* At' least 1/3 1/4- of the positive --** moment reinforcement In simple members and l/4-she-pesvtive-*e«e»t-*evRf9i«eeme*t

In continuous members shall extend along the same face of the member into the support, and in to. beams at least 6 inches.

When a flexural member is part of the primary lateral load resisting system,

the positive reinforcement’ required' above 'to be extended into the support shall be anchored for its tension development length, 1. or if the support is not of

masonry construction, the reinforcement shall be a ’ anchored to develop its yield-s.MRgth calculated stress at the face of the support.

12A. 6.3(D) 2

Clarify intent of third paragraph containing formula

v

Me is based on working stress while V is ultimate.
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 162

Replace existing TABLE 12A-4

table with:

r

—

psi 1,2,3

Compressive Strength

4 of Units - psi

Mortar Type

M or b— ' —IT

(1800 psi min.) (750 psi min),

14000 or more 5300 3900

12000 4700 3300

10000 w. 4000 2700

8000 3350 2100

6000 2700 1400

4000 2000 1200

2000 1350 900

1000 800 600

4 Compressive strength of solid units is based on gross area. Compressive stength of hollow units is based on minimum net area.

1. Intermediate values may be interpolated.

• 2.- -When the alternate design procedure -for unreinforced bride-- masonry - of Sec. 12A. 6.2 is used for design the units shall comply with the

dimension and distortion tolerances specified for type FBS. Where

such brick do not comply with these requirements, the compressive

strength of brick masonry shall be determined by prism tests as

} required by Sec. 12A. 5 . 1(A)

-. 3, —Where grouted construction- is- used,- the value of f^ shall -not- exceedthe compressive strength of the grout unless prism tests conforming to Sec. 12A. 7 and 12A.8 are provided during construction. As an alternative, the grout strength may be specified at not less than the

value of f' with grout tests conforming to Sec. 12A.7 and 12A.8 m

'provided during construction' ferr -verification. - -- -
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 163

TABLE 12A-5

ALLOWABLE WORKING STRESSES (PST) FOR REINFORCED MASONRY

UNOER THE SECONO COLUMN ENTITLED YES

LINE TWO HAS ONLY CHANGE.

2Web Shear reinforcement shall be provided to carry the entire shear in excess

of 20 pounds psi whenever there is required negative reinforcement fcr a distance of 1/16 the clear span beyond the point of inflection.
EXHIBIT G

CORRECTIONS APPEARING ON PAGE 164

TABLE 12A-6

ALLOWABLE SHEAR ON BOLTS 1,4

(

3

@

TThese values are permitted only with units having a minimum net area compressive strength of 2500 pounds per square inch or more.

4An anchor bolt is a bolt that has "i right angle extension of at least

3 diameters. A standard machine bolt is acceptable.

259
EXHI3IT H

CHAPTER 12

MASONRY

BACKGROUND

The masonry design and construction procedures given in this Chapter and -Chapter

ssssaati arl—to providing the performance levels imp li c it i n the selection of tha

«**>i forces i* i ttovw -jw wi i

time St =fcn

1

. recent. tix w»on^yi C9WBtrwtiwi"to

12.1 REFERENCE DOCUMENTS

The quality and testing of masonry and steel materials and the design and construction of masonry and reinforced masonry components which resist seismic forces shall conform

to the requirements of Chapter 12A and the references listed therein except as modified by

the provisions of this Chapter. For definitions, see Sec. 12A.1.1.

12.2 STRENGTH OF MEMBERS AND CONNECTIONS

;

The strength of members and connections subjected to seismic forces acting alone or

in combination with other prescribed loads shall be determined using a capacity reduction

factor, 4>, and 2.5 times the allowable working stresses of Chapter 12A. The value of t shall be as follows:

When considering axial or flexural compression and bearing

stresses in the masonry. $ 1.0

For reinforcement stresses except when considering shear. (ri\.t+o “ 0*2

CrfK' C»0 * • /• °

When considering shear carried by shear reinforcement and bolts. + 0.6

When considering masonry tension parallel to the bed joints,

i.e., horizontally in normal construction. $ 0.6

When considering shear carried by the masonry. + 0.4

When considering masonry tension perpendicular to the bed

joints, i.e., vertically in normal construction. $

« Zero

12.2.1 SPECIAL DESIGN PROCEDURES FOR-'.'NilCiHrSftCCf) MASONRY SUBJECTED TO SEISMIC FORCES.

Unreinforced masonry shall be designed in accordance with this Section.

(A) GENERAL DESIGN PROCEDURE. Unreinforced masonry designed in accordance

with Sec. 12A.6.1 shall be assumed to be cracked in the tension zone. The resultant

linear distribution of compressive stresses must be in equilibrium with the applied forces

and the maximum compressive stress must not exceed the values of Table 12A-3.

EXCEPTION:

Bed joints of unreinforced vertical components constructed using stacked

bond, which are subjected to bending in the plane of the component, shall

remain uncracked.

260
EXHIBIT H

12.2.1 Cont.

(B) ALTERNATE DESIGN PROCEDURE. For unreinforced masonry designed in accordance

with Sec. 12A.6.2 limit the ratio of e/t for bending in one direction and the ratio Rg w'

for bending about both principal axes to 1/6. To satisfy these ratios, the stiffness and

strength of all masonry that would otherwise be in a tension zone may be ignored and the

calculations carried out as if it did not exist.

EXCEPTION:

Cracked bed joints are not permitted in unreinforced vertical components

constructed using stacked bond which are subjected to bending in the plane

of the component. Therefore the procedure of the last sentence of the

above paragraph is not permitted for unreinforced stacked bond components

subjected to in-plane bending.

12.2.3 REINFORCED MA3CNKY f WHEN SPECIFICALLY REQUIRED, SHALL BE REINFORCED WITH

A MDjmM AMOUNT OF REINFORCaffiyr IN ACCORDANCE WITH THIS SECTION.

(A) When specified, horizontal reinforcement not less than 0.2

square inches in area shall be provided at the top of wall

opening, at structurally connected roof and floor levels and at

the top of parapet walls. Vertical reinforcement not less

than 0.2 square inches in area shall be provided on all sides

of, and adjacent to, every opening which exceeds 24 inches in

either direction, at all corners, and at the ends of walls.

Bars around openings shall extend not less than their development

length, but not less than 24 inches, beyond the corners of the

opening.

(B) When specified, a minimum amount of reinforcement shall be required

in addition to the requirements of Section 12. 2.3. (A). This

additional reinforcement shall be in both the vertical and horizontal directions. The sun of the areas of reinforcement in both

directions shall be at least equal to 0.002 times the gross cross

section area of the masonry with at least 0.0007 times the gross

crossv area of the masonry in each direction.

secTraxwt.

The maximun spacing of reinforcement shall be 48 inches on center.

Only reinforcement that is continuous in the wall shall be considered

in computing the minimun area of reinforcement.

Reinforcement required by Section 12.2.2. (A), if continuous in the

wall element; may be considered a part of the required minimun steel.
EXHIBIT H

12.3 SEISMIC PERFORMANCE CATEGORY A

Buildings assigned to Category A may be of any construction permitted in Chapter

12A.

12.4 SEISMIC PERFORMANCE CATEGORY B

Buildings assigned to Category B shall conform to all the requirements for Category

A and to the additional requirements and limitations of this Section.

12.4.1 CONSTRUCTION LIMITATIONS

Masonry components shall be constructed to conform to the limitations of this

Section.

(A) HEISHT-kiMiTATJGN. REINFORCEMENT . Components of the

seismic resisting system in buildings shall be reinforced masonry

and conform to 12.2.2 (A) .

(B) TIES. In addition to the requirements of Sec. 12A.6.3(F), additional ties

shall be provided around anchor bolts which are set in the top of a column or pilaster.

Such ties shall engage the bolts and at least four vertical column bars for reinforced

masonry. Such ties shall be located within the top 4 inches of the member and shall

consist of not less than two No. 4 or three No. 3 ties.

^li. aw ^uu i-s' . i i f -fch* i r'ni^>-wrTft^hfl-^PT]iT-TTanprrr^

EX CE PTION . ThA nt \or .1/ 1 rr • ^ »* j

reinfo rc ed- masonry-des-rgned -as-anroinfo reed-aasonry.

(D) SCREEN WALLS. All screen walls shall be reinforced. Joint reinforcement

shall be considered effective in resisting stresses. The units of a panel shall be so arranged that either the horizontal or the vertical joint containing reinforcing is con- tinuous without offset. This continuous joint shall be reinforced with a minimum steel area of 0.03 square inch. Reinforcement shall be embedded in mortar or grout.

Joint reinforcing may be composed of two wires made with welded ladder or'

trussed wire cross ties. In calculating the resisting capacity of the system, compression

and tension in the spaced wires may be utilized. «taddei wire i « e in forc ing ohall

gpf‘icBd~aTid- ,5ha'H-itH; ,iN^e "iri des’t"that - the -mortar jo int will ^c somnoda-lc allowing 1/2- i nur

.of marcar, cove r.

c

- 262
EXHIBIT H

(E) NONSTRUCTURAL COMPONENTS. Nonstructural walls, partitions, and components

shall be designed to support themselves and to resist seismic forces induced by their own weight. Holes and openings shall be suitably stiffened and strengthened. Nonstructural

wallst and partitions shall be anchored in accordance with the requirements of Sec. 12A.2.6.

rug ny J jjm than.WLf liu itrjinfcural asanry’-

12.4.2 MATERIAL LIMITATIONS

The following materials shall not be used for any structural masonry;

Unbumed clay masonry

Building Brick and Hollow Brick made from clay or shale of Grade NW

Sand-Lime Building Brick other than grades SW and MW

Concrete Building Brick and Solid Load-Bearing Concrete Masonry Units,

other than Grade N

Hollow Load-Bearing Concrete Masonry Units, other than Grade N "^Sr-uclu r aT ~tl ay a r t ng-~wa w

Masonry Cement (for mortar and grout)

Mortars-O^ers&an Types ~W. or % O K

12.5 SEISMIC PERFORMANCE CATEGORY C

Buildings assigned to ’Category C shall conform to all of the requirements for

Category B and to the additional requirements and limitations of this Section.

12.5.1 CONSTRUCTION LIMITATIONS

Masonry components shall be constructed to conform to the limitations of this

Section. ' *

‘

, (A) REINFORCEMENT. All masonry shall be reinforced masonry and^

conform to 12.2.2 (A).

(.B) TIE ANCHORAGES. In addition to the requirements of Sec. 12A.6.3(D) for

tie anchorages, a minimum turn of 135 degrees plus an extension of at least 6 tie diameters

but not less than 4 inches at the free end of the tie shall be provided.

(C) REINFORCED COLUMNS. In addition to the requirements of Sec. 12.6.3(F) for

reinforced masonry columns, no longitudinal bar shall be farther than 6 inches from a laterally supported bar. Except at corner bars, ties providing lateral support may be in

the form of cross-ties engaging bars at opposite sides of the column.

The tie spacing for the full height of masonry shear wall boundary columns

and all other columns stressed by tensile or compressive axial overturning forces due to seismic effects and for the tops and bottoms of all other columns for a distance of 1/6 of

clear column height but not less than 18 inches nor the maximum column dimension shall be

not greater than 16 bar diameters nor 8 inches. Tie spacing for the remaining column

height shall be not greater than 16 bar diameters, 48 tie diameters, or the least column

dimension, but not more than 18 inches.

(D) SHEAR WALLS. Shear walls shall conform to the requirements of

of Sec. 1277:

~ 0 EXCEPTION:

Shear waTTs in one and two family residences, one or two stories

in height.

263
EXHIBIT H

12.5.1 Cont.

/E) SHEAR WALL BOUNDARY ELEMENTS. Boundary members shall conform to one of

the following:

1. Sec. 11.8.4 when of reinforced concrete or structural steel.

* 2. Sec. 12.5.1(C) when of masonry.

TE) -"-3WW - . ^atio5^KJt»js^a4-i "iTK7t,4ye~TOns:i

(F) STACKED BOND CONSTRUCTION. The minimum ratio of horizontal reinforcement

shall be 0.0007 for all structural walls of stacked bond construction. The maximum spacing

of horizontal reinforcing shall not exceed 24 inches. Where reinforced hollow unit

construction forms part of the seismic resisting system, the construction shall be grouted

solid and all head joints shall be made solid through the use of open end units.

12,5.2 MATERIAL LIMITATIONS

The following materials shall not be used for any structural

purpose:

All the materials listed in Sec. 12.4.2

Structural Clay Nonload-bearing Wall Tile

Glass Units

12.6 SEISMIC PERFORMANCE CATEGORY D

Buildings assigned to Category D shall conform to all of the requirements for

Category C and to the additional requirements and limitations o’f this Section.

12.6.1 CONSTRUCTION LIMITATIONS _ Masonry components shall be reinforced masonry and conform to Sec.

12.2. 2 (BT! Materials for mortar and grout for structural masonry shall be

measured in suitable calibrated devices. Shever-fReasuFemeRcS-aFe-Aet-ae-ee^tabre.

AR-appF©ved-a4fflixtuFe-ef-a-type-tl=iat-pedBees-eaFl-y-wateF-ress-aRd-pF&dttee&-a

ne^..expaBsieR-aeti-0R-shaT4-be-used-feF-gFeut-feF-&tPtferyFal--fflaseApy-tfBl-ess-TeeaB-be-dem0RStpated-that-shpi-Bka§e-eFaeks-wi-l-l'-B©t-devel-ep-i-R-the-§P9wt. The

thickness of the grout between masonry units and reinforcing shall be a minimum of 1/2 inchfor structural masonry.

(A) MINIMUM GROUT SPACE FOR GR6UTEB-MA39MRV. BETWEEN WYTHES. The

minimum grout space between wythes for stpyetuFal- reinforced gpeubed masonry

shall be 2-1/2- 1-1/2 inches for low-lift construction and 3-1/2 2_ inches for

high-lift construction.

(B) REINFORCED HOLLOW UNIT MASONRY. Structural reinforced hollow unit masonry

shall conform to requirements below:

1. Wythes and elements shall be at least 6 inches in nominal thickness

with clear, unobstructed continuous vertical cells, without offsets, large enough to enclose a circle of at least 3-^ inches in diameter - n - - r 15 inn

eoches'.

2. ^h i ill hu rurirn^ ^fceatlx. Grout consolidation shall be by

mechanical vibration only. All grout shall be reconsolidated after excess moisture has

been absorbed but before workability has been lost.

264
EXHIBIT H

12.6.1

Cont.

3. Vertical reinforcement shall be securely held In position at tops,

bottoms, splices, and at intervals not exceeding 112 bar diameters. Approved intermediate

centering clips or caging devices shall be used in high-1 ift construction, as required, to hold the vertical bars. Horizontal wall reinforcement shall be securely tied to the vertical reinforcement or held in place during grouting by equivalent means.

4. In wythes of less than 10-Inch nominal thickness. In any vertical

cell, there shall be a maximum of one No. 10 bar or two No. 8 bars with splices staggered

for the two-bar situation.

5. The first exception of Sec. 12A.6.3(F) shall not apply, minimum

nominal column dimension shall be 12 Inches.

(C) STACKED BOND CONSTRUCTION. All stacked bond construction shall conform

to the following requirements:

1.

The minimum ratio of horizontal reinforcement shall be O.OOol for non- structural masonry and 0.00IS for structural masonry. The maxitwmt spacing of horizontal

reinforcing shall not exceed 48 Inches for nonstructural masonry nor 24 Inches for structural masonry.

2. Reinforced hollow unit construction which Is part of the seismic

resisting system shall (1) be grouted solid, (2) use double open end (H block) units so that all head joints are made solid, and (3) use bond^heam units to facilitate the flow of

grout.

3. Other reinforced hollow unit construction used structurally, but not

part of the seismic resisting system, shall be grouted solid and all head joints shall be

made solid by the use of open end units.

12.6.2 MATERIAL LIMITATIONS

Hollow nonload-bearing concrete masonry units shall not be used. Sand-lime

building briek shall not be used for any structural masonry.

12.6.3 SPECIAL INSPECTION

Special inspection shall be provided for all structural masonry.

12.7 SHEAR WALL REQUIREMENTS

Shear walls shall comply with the requirements of this Section^ when referenced.

12.7.1 REINFORCEMENT

The minimum ratio of reinforcement for shear walls shall be 0.0015 in each

direction. The maximum spacing of reinforcement in each direction shall be the smaller of

the following dimensions: one-third the length and height of the element but not more than

32 inches. The area and spacing of reinforcement perpendicular to the shear reinforcement

shall be at least equal to that of the required shear reinforcement. The portion of the

reinforcement required to resist shear shall be uniformly distributed.

EXCEPTION:

For shear walls constructed using running bond, the ratio of reinforcement

may be decreased to 0.0007 provided that all shear is resisted by the

reinforcement. The sum of the ratios of horizontal and vertical reinforcement shall not be less than 0.002.

265
EXHIBIT H

12.7.2

12.7.2

BOUNDARY MEMBERS

Where cross walls or boundary members form a part of the shear wall system, the

intersections shall be constructed as required for the walls themselves. Connections to concrete shall conform to Sec. 1 ZA .2.1. Where the boundary members are of structural

steel, the shear transfer between the wall and the boundary member shall be developed by

fully encasing the element in grout, by dowels, bolts, or shear lugs, or by similar

approved methods.

When the structural system, as described in Chapter 3 and Table 3-B, consists

of substantially complete vertical load-carrying frame, boundary members shall be provided

at each end of the wall. The members shall be of the same construction as the frame

columns. Where the frame is a special moment frame, those columns shall conform to the

requirements for such members in Chapters 10 and 11. Also see Sec. 12.5.1(D) for Category

C & D. V

The required vertical boundary members and such other similar vertical elements

as may be required shall be designed to carry all the vertical forces resulting from the

wall loads, the tributary dead and live loads, and the seismic forces prescribed In these

provisions.

Horizontal reinforcing in the walls shall be anchored to the vertical elements.

Where the boundary element is structural steel this shall be accomplished by welding or by

extension, with bends if required, into grout fully surrounding the colimn.

12.7.3

COMPRESSIVE STRESSES

For loading combinations including in-plane seismic forces, allowable

compression stresses at any point shall not exceed those allowed for flexural compression.

For unreinforced masonry designed by Sec. 12A.6.1, the allowable working streS? values are given in Table 12A-3. The allowable working stress values for reinforced masonry shall be

the allowable working stresses given in Table 12A-5 and applicable reductions for

slenderness effects shall apply. The minimum horizontal distance between lateral supports

may be considered for walls as well as the minimum vertical distance.

SA-T-ahm

' E7;CEPTT3fr: Ta r p

i er *ypw wall thnt tin rmt frmn fhair tn—flrm*- cnmprpssinn ttrps^pstunrlgr.-combi-ned-rizuriiTig^tra ny .

'

. palnt may-be.~ —=44mf^d^t&=those-a44^wed-^or--^l^^ ur-a-l--comp ^-essri'o ^ Jpr-ovided;::tila t^^

,

'

-=fiormuj a --j-2A«r?—fs—a-Hbrrsa-t-1-sfi ed-.

12.7.4

HORIZONTAL COMPONENTS

When shear reinforcing is required for loads that include seismic effects and

diagonal bars conforming to Sec. 12A.6.4(D) are not provided, reinforcement approximately

perpendicular to the required shear reinforcement shall be provided equal in amount and

spaced not further apart than is required for the shear reinforcing. Horizontal reinforcing shall anchor into or be continuous through the elements. Horizontal components

may be separated from the shear wall system by means of -tay joints. The joints shall

provide for building movement determined in accordance with Sec. 3.S. The horizontal

components shall be anchored to the building and designed as otherwise required by these

provisions.
EXHIBIT I March 19, 1980

TO: Co-Chairmen G.Hanson and J. G. Stockbridge

Committee 5, Masonry

Review and Refinement of ATC-3

FROM: Task Committee Chairman, M. H. Mark

SUBJECT: Mortar

Cavity Walls

* Alternate Procedure (s)

The Task Committee consisted of A. H. Yurkdale, J. E. Amrhein,

M. Hocan, J. L. Noland and myself. Our subject charges were

viewed broadly; however, the alternate procedure (s) were considered

limited to unreinforced construction and design only.

Recommendations and options are attached. These represent a majority view of Amrhein, Noland and myself, but since work was

done by phone and mail, I may not have accurately represented

all the views of Amrhein and Noland. I am sure they will call any

differences of opinion to the full Committees' attention. I have

been unable to get Yorkdale's views. Hogan's views differ especially

on the alternate procedure (s) ; he will present them to you.

The recommendations and options will be explained at our meeting.

Respectfully Submitted,

y

,

Melvyn H. Mark

267
EXHIBIT I

?f

I Z 3 4 12*- C Ur_)

( DJe.lt rtUrt~ee. if \zA~lA cl&lcizd.J

\

1 Zfl!. 1 . 1 6

bel?»:

MORTAR

Mortar snail be prepared in accordance with either of the procedures c .e-

• The Property Specifications of ASTM C270 may be used with acceptapil t

/

based upon the properties of both the ingredients and samples o’" mp-tar

mixed and tested in the laboratory using the proportions ar; -ate-ia’s

proposed for use. Comp-essive strengths shall not be less then r eou -?d

by Table 17i - 1t * " " — -

• The Proportion Specifications of ASTM C270 may be used «itn acted tap' 1 i ty based upon the properties of the ingredients, the water retention of laboratory mixed and tested samples, and the proportions c' the ingredients s umrr.a r i z ed in Table 1 2A- IB . ^ —

Where mortar colors are used or where minimum compressive st-engths are rep- i rec

for mortar used in the work, only the Property Specifications shall be used. Fieid tests

shall conform to Sec. 12A.7 and 12A.8.2.

Where the source or the proportions of ingredients for mortar, classified - n accordance with the Property Specifications, are intended to be changed during the co.-se

of the work, acceptabi 1 i ty of the new mortar shall be reestablished in accordance with

ASTM C 2 70.

ASTM C270 Types 0 and K mortar shall not be used. C Dec \Si

Masonry units used in foundation walls and footings shall be laid up in "ype S Type M mortar. See Sec. 12A.3 and Chapter 12 for further limitations ^ f

^ k"1'"# 4US

t C*l\ ^

(Mil rcqJL tf O 4 JC i*X)

Admixtures shall be added only after approval by the Regulatory Agency.

Coloring ingredients Shall be limited to inert mineral or inorganic Synthetic compounds not exceeding 15 percent of the weight of cement or carbon black not exceeding 3 percent of

the weignt of cement.

To maintain plasticity, mortar may be retempered with water by the metnod of

forming a basin in the mortar and reworking it. However, any mortar which has become

t<c *1*7/ kVr I*. u Se^t , ~~

•?)

y.» *

£ ; l m ,'tfe ci<c i St r* u

h

in

4 * 4 * i on /I b *

cJ,*p It

.J

268
EXHIBIT I

P.157 (Mortar)

(Note that proposed changes herein differ from the other draft

changes . ) 12A.8.2 TES?5-F0R-SR9t?5P-ANB-M©R?AR GROUT TESTS AND FIELD MORTAR TESTS

Tests for grout and field mortar shall conform to this

Section

.

— (?3 A remains . ) (Delete B and replace with:)

(B) FIELD MORTAR SAMPLES FOR COMPRESSION TESTS. Spread a h inch

layer of mortar on masonry units having the same moisture conditions as those being laid. Place a masonry unit on top of the mortar and press

to achieve a 3/8 inch mortar joint. After pressing let stand for 2 minutes if the mortar contains 5/8 parts of lime to cement by volume or less; let stand 3 minutes if the mix containes more lime. Immediately

xancve mortar and place in a 2 inch round by 4 inch high cylinder mold

(or a 2 inch cube mold), compressing the mortar using a flat stick or fingers. Lightly tap mold and level off. Immediately cover mold on opposite sides and keep it damp until taken to the laboratory. After

48 hours, the laboratory shall remove the mortar specimen from the mold

and place it in a fog room until tested in the damp condition.

(I£ C remains. )

(D) COMPRESSION TESTS. Excluding curing, storage, and test age

requirements, compression testing procedures for field mortar cubes shall

conform to Sec. 8.6.2, 8.6.3, and 9 of ASTM C109. Procedures for field

mortar cylinders and for grout shall conform to Sec. A6.3.3 through

A. 6. 3. 6, A. 6. 4, and A. 6. 5 of ASTM C780.

(Add a new ]§> as follows:)

(E) REQUIRED STRENGTHS. Unless higher strengths are required by the construction documents, minimum required strengths shall

be 2000 psi for grout, 1500 psi for field mortar cylinders (and 2000 psi

for field mortar cubes).

269
EXHIBIT I

CORRECTIONS APPEARING ON PAGE 159 (

TABLE 12A-1A

Mortar Type

Minimum

Average Compressive

S trength at 23 Days

M 2,500

S " 1,800

UNDER TA3LE 12A-1B

Hydrated Lime j or Lime Putty

DELETE SENTENCE BEGINNING WITH "When plastic — ending with "the volume of ce~er.t.

(tbit He itlsldj iza-14 4 iza-ib^

be nAxin&d. ?

270
EXHIBIT I

Cavity Walls

P.140

(Add a new Sec. 12. A. 6. 1 (H) as follows:)

(H) LOADS PERPENDICULAR CAVITY WALLS. The distribution to each

cavity wall wythe of loads perpendicular to the plane of Che wall shall

consider relative wythe flexural rigidities, wythe end support conditions,

and continuity or lack of continuity of each wythe.

P. 160,” Table 12A-2

(Three options are available for Chap. 12A. Only option

#2 or *3 should be in Chap. 12.)

Option T Max h/T

1 T=(T - W ) o c18

2 T=2/3(T -W ) o c20

3 ^t 2 + t

2

1 2

20

( If option 3 is chosen, the definitions require rewording

271
EXHIBIT I

ALTERNATE PROCEDURES

(Note: Task Committee majority recommends not to put references

in the "Commentary" but rather in the text. Reasons will be explained.)

P.137:

(B) ALLOWABLE STRESSES FOR MASONRY. Except for unreinfcrced err-k

masonry designed under the provisions of Sec. 12A.6.2, the allowable

stresses for unreinforced masonry are given in Table 12A-3 and for

reinforced masonry the allowable stresses are given in Table 12A-5.

P.138:

12A.6.1 DESIGN PROCEDURE FOR UNREINFORCED MASONRY

The design of unreinforced masonry shall be based upon a rational analysis using accepted engineering practice and linear stress

and strain relationships. An Alternate procedures for design *s are given in Sec. 12A.6.2.

PP.140 - 142:

(Replace Sec. 12A.6.2 with the following:)

12A.6.2 ALTERNATE DESIGN PROCEDURES FOR UNREINFORCED MASONRY

Unreinforced brick masonry using solid clay units and

unreinforced concrete masonry may be designed by the alternate provisions

following. The requirements of Sec. 12A.6.1 shall apply except as specifically modified.

(A) UNREINFORCED BRICK xMASONRY USING SOLID CLAY UNITS.

Unreinforced brick masonry using solid clay units may be

designed under the applicable cited provisions of the "Building Code

Requirements for Engineered Brick Masonry", Brick Institute of America,

1969 (B1A-1969) subject to the design and construction limitations listed.

1.

Design shall conform to B1A-1969 Sec. 4.7.1 through

4.7.12 excluding Sec. 4.7.9, 4.7.10 and 4.7.12.5.

2 . 2 . 2 . 1 . 2. Materials shall conform to B1A-1969 Sec. 2.2.1 ana

3. Mortar joints shall conform to B1A-1969 Sec. 5.2.1

4. Construction shall be solid masonry, cavity wall or grouted masonry - multiple wythe.

5. Allowable stresses shall conform to 31A-1969 Table 3 with the following modifications:

a. The words "without inspection" of B1A-1969 Table 3 shall mean "without special inspection". The words "with inspection"

shall mean "with special inspection".

,272
EXHIBIT I

b. Allowable compressive and bearing stresses without

special inspection shall be 2/3 of those with special inspection.

c. Allowable flexural tension stresses without special

inspection shall be 1/2 of those with special inspection.

d. Allowable shear stresses without special inspection

shall be 60% of those with special inspection. _ 6. Modulii of Elasticity shall conform to Table 12A-5, this

chapter

.

7. Masonry compressive strength f’ for use in the alternate

procedure shall be 73% of the values obtained b$? the provisions of Sec.

12A.5.a(A) of this chapter which otherwise are applicable.

8. References to B1A-1969 Sec. 4.7.9 and 4.7.10 shall mean reinforced masonry conforming to the provisions for same of this

chapter

.

9. Footnote 4 to Table 12A-4 is applicable.

10. The Slenderness requirements of Sec. 12A.4.2 this chapter

shall be satisfied; however these requirements and the slenderness limits

of the alternate procedure may be waived in accordance with Sec. 1.5 of

Chap. 1. Particular care shall be paid to requirements for stress and

stability under reduced vertical loads.

11. For walls and elements subject to bending in one direction

only, where the ratio e/t exceeds 1/3, the maximum tension and flexural

compression stresses, assuming linear stress distribution, shall not be

exceeded

.

12.

Design of shear walls shall comply with all applicable

provisions of this chapter. Loading combinations shall include reduced

vertical loads in combination with seismic loads, where applicable. The

allowable shear stress increase shall consider this vertical load

reduction.

(B) UNREINFORCED CONCRETE MASONRY.

Unreinforced concrete masonry using solid or hollow units and

grouted or ungrouted construction, may be designed using the applicable

cited supplemental provisions of the "Specification for the Design and

Construction of Load-Bearing Concrete Masonry", National Concrete Masonry

Assoc., 1979 (NCMA - 1979) subject to the design and construction

limitations listed.

1. Design shall conform to NCMA - 1979 Sec. 3.3.1 and

Sec. 3. 8. 6 through 3.8.8 except that allowable stresses and resistances

therein are for work only with special inspection; for work without

special inspection they shall be reduced 50% *“

2. Allowable shear and tension stresses shall conform to

Table 12A-3, this chapter.

273
EXHIBIT I

3. Mortar shall conform to NCMA-1979 Sec. 2

4. Joints shall conform to NCMA-1979 Sec. 4

Delete Table 12A-7.
Applied Technology Council 21 50 shattuck ave , suite 806 Berkeley. California 94704 (4151540-0223

A r<onorcfit Corporation

Daniel Shaoiro, P'esiCem EXHIBIT J

Bruce C. Olsen. Vice President

James C Anderson. Secretary-Treasurer _____

May 7, 1980 ATC-3-3

TO: ATC REVIEW AND REFINEMENT

COMMITTEE 5: MASONRY

FROM: RON MAYES

MEL MARK

SUBJECT: ATC COMMENTS ON BALLOT ITEMS FOR CHAPTERS 12 AND 12A

Enclosed are Applied Technology Council coriments on some of the ballot items

for Chapters 12 and 12A. Also enclosed are the ballot sheets which are marked

as we would have voted. You will note we have added an abstention column. The

purpose of this is for ballot items on which we do not have a definite "yes" or

"no" position. Many of these items are commented upon in the detailed comments.

It should also be noted that some of the ballot items for which we have voted

"yes" also have comments. We believe these conments will help clarify the

provi sions

Please note our comments about what effect the lack of a definition for the

term "reinforced masonry" would have if some of these ballot items pass. Also

note that, if the term "partially reinforced masonry" is deleted, editorial

changes to Table 3-B are needed.

We apologize for not having the enclosed material available to you prior to

the balloting deadline; however, it should be of value to the deliberations

at our next meeting.

i

275

s

(

Directors: Milton A. Abel. James C. Anderson. Ric.nard !_ Christocnerscn, Edward r. Dienmann, Warner Howe. Stepnen Jonnston. Helmut Krawinkler. Melvyn H. Mark. Jenn A. Martin. Bruce C. Olsen, Samuel Scnuitz. Daniel Snaoiro. Aj it S. v.rcee Poland L. Snaroe—Managing Oirector / Ronald L. Mayes—Executive Director

Associated with the Structural Engineers Association of California /
EXHIBIT J

ATC Review end Refineaent

Committee No. 5: He* aary

Ieeued: March 28, 1980 •tter Ballot No. 2 Due: April 21, I960

Ballot Item Number Yes No* Ccmaent*

12-1

' V

12-2 X

12-3 X

12-4 X

12-5 X

12-6 X

12-7 X

12-8 X

*

12-9 X

12-10 X X

12-11 Z X

Please include comments for at least this category.

Name :

Signature

Dace
EXHIBIT J

ATC Review and Refinement

Cemitece No. 5: Masonry

Letter Ballot No. 1 Issued: March 20, 1980 Due: "April 14, 198C

Ballot Item

Nimber

Mel Mark

Comment Number Yes No *

j Cements

1 X

2 x ! i

3 X 1

i

- - - 1 - - 4

! X !

5 |

: 1 X ' !

6 !

i lx! 1

’

7

t | X j

i 8

1 x

*

!

9 1 X

10 25 i_ _

11 i

l * i 12 1

1 X —

13 X 1

1

l

14 X

j

1

1

i 15

. *

* Please include comments for -at least this category.

Name:

Signature:

Date:

277
EXHIBIT J

Ballot Item Number

Mel Mark

Comment Number xX~ Tes No • Comment i

16 X

17 X

18 X

19 X

20 X

21 X

22 X

23 ! X

24 X

25 X

; 26 X

27 CD X

28 © • X

29 G> X

i 30 X

; 31 © X

32 © X

33 © X

! 34 <3 X

35 © X

36 © X

; 37 X

38 ©, (n X

• 39 X

; 40 X 2

'! 41 X

42 X

43 X

278
EXHIBIT J

Ballot Item Nuaber Cement Number Tes No * Comments

44 © X

45 X

46 X *

47 X :

48 X

49 <3> X

50 X*

51 dD X s

52 (ft) X

53 X

54 X

55 V

f

56 © X i

57 © X 1

l 58 X 1

j 59 X 1

60 X

61 * i 62 X

63 <? X

64 © X

65 © X

66 © X

67 © X

68 j X -

69 X

70 | , © X

Initials

279
EXHIBIT J

B«lloc Item

! Number Comment Numbei Yes No * Comment*

i 71 0D X

72 X

73 •- C£> X

74 , X

75 © X

76 X

77 X

j 78 X

79 X

80 X

81 X

82 X

1 83

* X

! 84 X

X

86 X

XI 88 X

89 X

90 X

91 X

92 X

93 X

' 94 X t

| 95 X -

.96 X

97

• X

* Initials:

280
EXHIBIT J

Ballot Item Nuaber Cement Nisabei Yes No * Consents

96 X

99 X

100 X m 101 X

102 X

103 X

104 X

105 X J

106 j X

107 X

\

1 108 X i 109 X • 110 X i m X i

112 | X I

113 X 1

114 ; X

115 X

i

1

116 X

117 X

118 X

119 X

120 X

121 X

122 j X -

123

. X

124

t X

0 Initials:

I

281
EXHIBIT J

Ballot Item Number Comment Nunbei Tes —No • 1

1

1

Comments

125 X

126 X

127 X • 128 X

129 XT

130 X

131 X

132 X / 133 V

134

x'

135

X'

136 X

137 X

138 X

139 x I 140

x' L X

142 * X

j 143 x i 1.44

" *" V

145 ' X

146 X

147 v

148 X t 149 X -

150 X

151

t X

* ' Initials

282
EXHIBIT J

Ballot Ite= Number Coaoent Numbei Yes Ne * Conmenes

1 152 x

153 X

15 * X « 155 x

<E>

x" © X

159 X" ' 160 © V

161

\aJ VO oV «. 5. ©<«*x V^vaAi Vl «-£A a>

.. w\v«\ <c«.p \ V s sb * ^ra . Jv^

V. cKjl. v\ O

V

>-

, X

TrtTTOT

283
exhibit j

Bal lot

Number(s)

12-2

12-3

12-4

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

CHAPTER 12

ATC Vote ATC Comment

Abstain (A) This also applies to concrete masonry under

its alternate design procedure.

(B) We believe that deletion of this alternate

procedure for seismic design makes the

design very conservative. The alternate

procedure significantly liberalizes accepted

procedures in a manner consistent with good

seismic practice. We recommend this item not

be included with Ballot No. 12-3 but be

1 retained.

Yes(?) We believe that this section is adequate but needs

some polishing and additions. It requires a lead-in paragraph, such as the following:

Reinforced masonry shall be designed and

constructed in accordance with one of the

following procedures and the provisions of

other Sections of this Chapter.

The first two sentences of (2) should be amended

as follows:

(2) Masonry designed and reinforced as required and containing nominal prescribed

reinforcing: Construction shall be grouted

masonry-mul ti -wythe or hollow-unit masonry

containing reinforcement as specified below.

p. 112 (2nd), second paragraph , first sentence,

"12" should be "12A". Same page, add the following

to the last sentence on the page.

12A-2 except that the maximum ratio of height

or length to thickness for structural walls

shall not exceed 25.

No ATC vehemently believes that this ballot item should

not pass. The inference, based on the changes to

Tables 1-A and 1-B assumed by the Committee, is that

unreinforced masonry is permitted in Map Area 3 with

an Effective Peak Acceleration up to 0.15a. It should

be remembered that, although the EPA for Map Area

284
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 2

Ballot

Number(s) ATC Vote ATC Comment

12=4 (Cont.) is O.lOg, this is a lower bound and it includes

EPA values up to 0.15g. Refer to Mayes notes on the shaking table tests of masonry houses to see that minimum reinforcement is recomnended for EPA's

above O.lOg.

Assuming the recent actions of Committee 2 with

respect to Tables 1-A and 1-B are final, the

proposed changes are meaningless. Committee 2

voted for no changes to these tables. The existing

tables do not permit SPC A construction in Map

Areas 2 and 3.

A reasonable compromise might be to allow "existing

national masonry standards" for SPC A if it applies

only to Map Area 1 as now set up. This would be

similar to the Zone 0 proposal which failed. It

should be noted, though that the term is so vague

it could be successfully argued that it should not

appear in a document otherwise worded for enforcement

purposes.

12-6 No There is no test data to justify moving this from

SPC C. It has not been shown that this reinforcement

is effective in resisting in-plane forces and therefore this should remain conservative until proven

otherwise.

^2-7 No ATC agrees with the removal of the word "nonstructural " , provided a list for nonstructural is added.

ATC also recommends that items not yet discussed in

SPC B be added to the structural list. ATC therefore

recommends the following:

The following materials shall not be used for any

any structural purpose:

Unburned Clay Masonry

Structural Clay Load-bearing Wall Tile

Building Brick and Hollow Brick made from

Clay or Shale of Grade NW

Concrete Building Brick and Solid Load-bearing

Concrete Masonry Units other than Grade N Hollow Load-bearing Concrete Masonry Units

other than Grade N

Masonry Cement (for mortar and grout)

Mortar Types N, 0 and K (Note: List dependent

on outcome of Chapter. 12A ballot)

285
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 3

Ballot

Number (s ) ATC Vote ATC Comment

12-7 (Cont.) The following materials shall not be used for any

nonstructural purpose

Glass Units

Unburned Clay Masonry

Structural Clay Load-bearing and Nonload-bearing

Wall Tile

Masonry Cement (for mortar and grout)

Mortar Types N, 0 and K (Note: List dependent

on outcome of Chapter 12A ballot.)

For SPC D, the following should be added to the

first sentence of Sec. 12.6.2: Building Brick and

Hollow Brick made from Clay or Shale of Grade NW,

Building Brick and Solid Load-bearing Concrete

Masonry Units other than Grade N and Hollow Loadbearing Concrete Masonry Units other than Grade N.

12-8 No This is currently accepted practice for the types

of construction covered by this provision.

12-9 Yes(?) ATC agrees with the provision but notes that it

should read as follows (with the word "shear"

inserted)

The following reinforcement requirements

apply to shear walls

286
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

CHAPTER 12A

Ballot

Number(s

)

ATC Vote ATC Comment

4, 6, 7 No Unless the term "load-bearing" is editorially

revised in Chapter 12A, these definitions are needed. If it could be assured that the terms

were completely editorially removed, the definitions could be removed.

none No No ballot item was included for the definition

"Masonry" (A) and (B), which follows "load-bearing".

The use of these terms is inconsistent with the

policy of the Committee set for the revision of

Chapter 12, Sec. 12.2.1(B). These terms were

to be referred to by section-number reference.

Also, these terms are inconsistant with the terms

used in Table 3-B.

8 Abstain This must be adequately covered in Chapter 12.

9 No "Reinforced masonry" needs some definition so that

the form of construction referred to in Sec. 12A.6.3

and the allowable stresses of Table 12A-4 are defined. The only definitions now appear in

Chapter 12, yet Chapter 12A must stand alone.

13 Yes The edition of the UBC and other standards should

be defined.

14 Abstain The references being deleted still appear in the

text.

15 Abstain This term does not appear to be used in Chapter 12A.

If it does not, it should be deleted.

16 Abstain This definition conflicts with other definitions

of "h" used in the text.

17 Abstain Same comment as for 15.

18 Yes Because of other terminology changes, the words

"grouted masonry" should be changed to "grouted

masonry—multiple wythes" both in the definition

and the text. If the lOOpsi reauirement is

deleted here, vt must be included in Chapter 12.

287
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON

Page 2

COMMITTEE 5 BALLOT

Ballot

Number(s

)

ATC Vote ATC Comment

20 Abstain If deleted here, this item must be included in an appropriate SPC in Chapter 12.

21 No ASTM C270 limits cements for mortar, not grout.

It does not allow type V cement, which can be used

for grout. It does allow masonry cement, which is

not suitable for grout. If this change is allowed,

Sec. 12A. 1.17(B) should be revised to permit only

Portland cement or blended hydraulic cement. Note

that the UBC and BIA codes allow only portland

cement for grout.

22 Abstain The exception may be deleted; however, it does appear

in the UBC— apparently to address certain proDlems.

It is permissive, not restrictive.

23 Abstain If approved, ASTM C5 and C51 should be deleted from

Sec. 12A.1.2.

24 No This ballot item is incorrect as it does not reflect

the Committee's decisions reached in Denver

based the Task Committee's Report. The decision

reached in Denver was as follows:

a. The sentence deleting Types 0 and K mortar was

to remain.

b. The sentence regarding mortar in foundation

walls was to be deleted.

c. The remainder of the text was to remain as in

the ATC-3 Report.

ATC supports the above decisions reached in Denver,

but not the ballot item.

28 No The purpose of this provision is to obtain workable

grout yet not to have excessive water which will

compound the shrinkage problem. These provisions

are quite liberal and if deleted here should be

included in SPC C in Chapter 12.

29 No Apparently no standards exist for mixers.

Performance criteria will allow the inspector to

order obviously defective equipment off the job. If

removed here, consideration should be given to

inserting this 'in Chapter 12.

288
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON

Page 3

COMMITTEE 5 BALLOT

Ballot

Number(s) ATC Vote ATC Comment

31 No Substantive change for dampening concrete units

during excessively hot and dry weather. Under

these conditions, concrete units tend to suck

water from mortar too rapidly. Excessive dust

will reduce mortar and grout bond. Prefer that

these two provisions be retained. Other changes

delete cross references.

32 Abstain To be considered "solid masonry", all joints

should be filled. "Unless otherwise approved"

would allow special construction. This could be

moved to Sec. 12A.3.3.

33 No Floor slabs or spandrel beams within .walls should

not be treated different from foundations. Highly

stressed masonry in columns and pilasters should

be continuous for the vertical load. If deleted

here, this should be inserted in Chapter 12.

34 No Paragraph substitution does not address the problem

and is redundant as this is covered in 12A.2. The

problem is separation of the concrete and the masonrydue to lack of bond and shear for shear walls.

Procedure is the same as for concrete cold joints.

This is necessary for seismic-resistant construction.

If removed here, it should be inserted in Chapter 12.

38 No We believe this ballot item should have been two

separate ballot items. We believe Item 3 should be

retained but agree with the deletion of the paragraph

which follows it.

40 Abstain Does "other coatings" mean galvanizing.

41 No "Approved locations" and "as indicated on the

drawings" are two independent considerations. The

word "and" should remain.

42 Abstain The reference document should be listed in

Sec. 12A.1.2.

43 No "Templates" provides a standard for "approved

equivalent means". If deleted here, this should

be inserted in Chapter 12.

289
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 4

Ballot

Number (s ) ATC Vote ATC Comment

44 No Five-eights and smaller bolts require only 4 in.

embedment. Ties 4 in. down will not be effective.

46 Abstain Does this change exclude sand-lime units?

48 No First sentence: Proposed wording could permit

defining almost any type of masonry construction

as "grouted masonry" and to include any types of

units such as hollow, tile, etc. ATC wording

.defines "grouted masonry" consistent with provisions

of UBC, SBCC, and common usage. "Allowable stresses"

are for the ATC definition which should be retained.

Second sentence: Allowable stresses of Tables 12A-3

and 12A-5 are for Types M and S mortars only. Type N mortar could be used for unreinforced construction in

SPC A buildings using the allowable compressive

stresses of the SBCC; however, appropriate allowables

for shear and tension are lacking. ATC wording should

be retained.

Third sentence: The sentence is needed so addition

of steel in any haphazard way will not qualify the

the construction as being "reinforced". Sec. 1 2A .3.5(C)

does not set reinforcing amounts; it just describes

the construction. This sentence should remain.

If this ballot item passes, appropriate definitions

must be included in Chapter 12.

49 No This provision is from State of California requirements

for schools. If deleted here, it should be included

in Chapter 12 under SPC C. Note that the BI of

California handbook recomnends that no toothing be

used without the permission of the Architect or Engineer.

51 No This ballot item should have been two ballot items.

The first sentence could be deleted as it is

redundant. The second sentence very definitely

should be retained.

52 Abstain Floaters should be used in the thick grout of

low-lift construction in view of grout shrinkage.

Puddling is used instead of vibration. This

290
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITEE 5 BALLOT

Page 5

Ballot

Number(s) ATC Vote ATC Comment

52 (cont.) requirement can be moved to Chapter 12. The

sentence regarding cover should be retained;

however, it can be reduced to 3/4 in. per BI of

California recommendations.

54 Abstain

56 No

57 No

60 No

61, 62, 63

64, 65, 66

67, 68, 69

70, 71

61

This ballot item is a redundancy.

Leaving out every other unit follows approved

1976 UBC code change wording by the masonry

industry. Fin and foreign matter removal

procedures are suggestions, conforming to the

AC I 531 Commentary, as to what is required. This

could be removed; however, the word "other" allows

alternatives. The sentence regarding "Material

falling, etc." is axiomatic. Successful high-lift

work requires the special procedures of this

paragraph. It should be retained or inserted in

Chapter 12.

UBC and ATC require a 3 in. minimum grout space

for reinforced high-lift work. The California

school requirement is 3-1/2 in. The UBC provisions

for high lift are believed to be based on masonry

industry studies which apparently included the

3 in. space and the 3-day cure. ATC wording should

very definitely be retained. If it is not retained

here, it should be added to Chapter 12.

The extra references refer to the main part of

the document and should be removed; however,

consideration should be given to adding relevant

parts of Sec. 1.6.2 and 1.6.4 to Sec. 12A.7.

Also see individual comments on each ballot item.

These will have to be incorporated in Chapter 12

if they are deleted from Chapter 12A.

Unless the principal bar reinforcing is embedded

in grout, the form of construction will be other

than that commonly known as "reinforced grouted

masonry—mul tipi e wythe" and that tested as such.

This is the only form of construction shown in the

BI of California handbook and the ACI 531 Commentary

as "reinforced grouted masonry—mul tipi e wythe". The

291
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 6

Ballot

Number(s) ATC Vote ATC Comment

61 (Cont.)

62 No

63 No

64 No

proponents of this change should explain just what

they have in mind and how it actually conforms to

this type of construction as commonly used and

tested; the ATC wording very definitely should be

retained.

The BI of California handbook recommends that

"all vertical reinforcing steel must be accurately

placed and properly braced by mechanical devices to

maintain correct positions shown on the plans".

Due to this recommendation, the wording "by a frame

or suitable equivalent devices" is used and should

be retained.

The last sentence can be deleted.

One-half-inch clearance is needed to prevent

segregation of coarse grout (with 3/8 pea gravel)

in the narrow grout spaces. ATC wording should be

retained.

This paragraph is needed so addition of steel in just

any fashion to hollow unit construction will not

qualify the construction as being reinforced. The

construction described here and in Sec. 12A.3.6(A)

following conforms to that commonly known as "hollow unit work" and that tested as such. The

paragraph should be retained.

Title: There may be a real problem with the title.

Sec. 12A.3.6, following the UBC, recognized only

unqrouted unreinforced work. Allowable stresses of

Table 12A-3 apparently are only set up for this form.

If 12A.3.6 is to allow unreinforced grouted hollow

unit construction, then more revisions may be

required in the allowable stresses. and other areas.

Cell Width: UBC, State of California schoolhouse

requirements, and AC I 531 Commentary specify 2 in.

minimum. Colorado Masonry Institute specifies

1-3/4 in. minimum. ACI 531 Commentary recommends

3 in. for high lift. With reinforcement, 1-1/2 in.

is actually too tight for ordinary work.

292
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 7

Ballot

Number (s ) ATC Vote ATC Comment

65

68

69

70

71

72

73

75

No

Yes

No

No

No

No

Research, field problems, and one significant law

suit have clearly demonstrated the need for removing

mortar fins. A similar provision appears in the UBC

and the Colorado Masonry Institute Standard. The ATC

paragraph should be retained.

The additional paragraph, as suggested, is needed in

view of the revisions to Sec. 12.1.17(B)2.

The term "bond beams" commonly refers to a reinforced beam-type element at floors and walls.

The term "bond beam units" is correct. These are needed to obtain grout coverage over rinforcement in

.partially grouted work and to aid in grout flow in

fully grouted work.

Same comment as for 62.

• State of California school house requirements, based

on experience with the high lift method, limit the

total pour to 12 ft. for 8-in. walls and 16 ft. for

12-in. walls. ACI Cormientary Sec. 6.4 places the

limit at 12 ft. The ATC provision is more liberal

and should be retained.

Same comment as for 56.

No Demonstration walls made to qualify the high lift

technique and the State of California school house

requirements, based on experience, include grouting

in one pour without cold joints. The word "shall"

should be retained.

No Same comment as for 60.

Abstain Change must be coordinated with Ballot Item 12-3.

Abstain UBC requires Type S mortar. SBCC requires Type M,

S, or N mortar. Suggest "M, S, or N" mortar to be

permissive.

Note that SBCC requires joint reinforcement for

exterior panels. ATC does not. Suggest joint

reinforcement be added for Category B in Chapter 12.

293
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 8

Ballot

Number(s ) ATC Vote ATC Comment

76 No This should be addressed in Chapter 12 if it is

deleted here.

78

80

83

89

91

92

103

No

No

No

No

No

No

Even if the ballot items for Table 12A-2 pass,

reference to the table requirements is needed.

Suggest alternative wording as follows:

All masonry walls shall be designed so that

allowable stresses are not exceeded and so that the provisions of Table 12A-2 are satisfied.

If deleted here, this should be addressed in

Chapter 12.

If deleted here, this should be addressed in

Chapter 12.

The additional wording is obvious whereas the

additions are not to many engineers. The masonry

wall does not know if vertical shear is induced

by shear wall effects or by gravity effects— it

will behave the same. If the deletions are passed,

the additional wording should be included in

Chapter 12.

Wording is consistent with not allowing vertical

shear through continuous vertical stacked bond

head joints.

Barring a strain-compatibility analysis, the

presumptive value for j should be conservative.

For balanced reinforcing, it will be about 0.85.

The value of 0.9 is unconservative. The change is

acceptable if 0.85 is used.

The basic principles apply to walls as well as to

beams. Utilization of bond beam units is good

practice. The ATC wording is more descriptive;

i.e. , the "masonry" shall not be assumed to resist

shear.

Abstain ATC recommends leaving in the word "it".

294
exhibit j

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 9

Ballot

Number (s

)

106

I

ATC Vote

p

#<*<« ^

ATC Comment

For seismic design, provisions should be based on the assumption that all bars will yield. This

assumption is not really necessary for nonseismic

design. If the changes pass, revisions are necessary in Chapter 12. This also applies to

the unnumbered change near the top of p. 148.

107 No

I

1

I

111 No

t

I

113, 114 No

The same comment for 106 applies to changing fy to

f$ in 107. We believe the formula in Item 107 should

not have the /fg term which would put it in agreement

with AC I 531. Similarly, it is believed what is

wanted for the formula near the top of p. 148 is

.002 dp fs* These two formulas give quite short

lengths for large bars when compared to ACI 318

lengths. This doesn't make sense. It is probably

the result of the assumed 160psi bond stress (as

indicated in the ACI 531 R Commentary). Is this

bond value applicable to large bars considering

that bond failure is really a splitting of the

masonry. Even the earlier outdated concepts of

UBC use 140psi and lOOpsi.

The symbol "fs

" should be defined as the "specified

or calculated bar stress". This should also be

picked up in the third paragraph of page 148.

The proposed change is unjustified and leads to

ridiculous results when compared to ACI 318

requirements for concrete. At a slenderness ratio

of 25, ACI 318 Eq. (14-1) for walls reduces to an allowable stress of 0.134 f<I using the Alternate

(working stress) Design Method and to 0.151 f£

using a U factor, averaged for dead and live loads,

of 1.55. At the same slenderness ratio, the

proposed coefficient would allow a masonry stress

of 0.170 f^. Considering the amount of reinforcing

in masonry vs. concrete, workmanship, the questionability of the prism test and general knowledge,

the allowable for masonry should not be higher than

that for concrete. Changes of this magnitude should

not be considered unless adequately justified by

test results. ATC strongly recommends that this

change not be passed. If passed, rework <j> factor.

These proposed changes delete the most significant

requirements which establish what is commonly accepted;

what is in practically all codes and standards;

295
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 10

Ballot

Number (s ) ATC Vote ATC Comment __

113, 114 (cont.) what has been built as and what has been tested as "reinforced" masonry. Without these requirements

"reinforced masonry" lacks definition. Additionally,

the allowable stresses for "reinforced masonry" will

now lack a standard for construction to which they

should be applicable.

Replacement of these requirements in Chapter 12 is

not sufficient, as Chapter 12A must stand by itself.

These proposed changes will in essence invalidate

Chapter 12A with respect to reinforced masonry.

ATC strongly recommends that this not pass.

115 No As with ballot item 111, the proposed change is

not validated with test results and should therefore

not be considered. Comparing short 12 in. x 12 in.

columns with no eccentricity, f^ = f£ = 6000psi

and 4 - #10 Gd 60 rebars, the masonry column is

allowed 97-1/2% of the load the concrete column

can take under the Alternate (working stress) Design

Method. The spread should be greater.

Traditionally, masonry codes have allowed about 80%

of wall loads for the design of columns. This is

well -justi fied when consideration is given to prism

tests. In addition to other drawbacks of prism tests,

the ratio of grout to masonry unit cross-sectional

area in prisms usually reflects the ratio for wall

construction, not the larger ratio usually existing

for columns.

If this change passes, the $ factor of Chapter 12

should be reduced.

There are two errors in Sec. 12A. 6.3(F) which do

need correction. First, the slenderness reduction

term of Eq. 12A-12 should read:

(

Second, a sentence should be added at the end of the

beginning paragraph as follows:

No masonry column shall have an unsupported

length greater than 20 times its least

dimension.

jL.fi

40t__

296
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 11

Ballot

Number (s) ATC Vote ATC Comment

120

123

124

125

127

128

No

No

No

No

No

No

ATC recommends a change in wording to handle the

problem for large columns which may have a hollow

core. The recommended change is:

Longitudinal reinforcing shall be solidly

embedded in grout.

ATC recommends a change in wording in the paragraph

that is moved. Instead of "standard hook at the end

of wall sections" as currently on the ballot, change

this to "standard hook which terminates beyond the

boundary reinforcing".

The reference to the BIA procedure is needed. The

new section to be referenced is Sec. 1 2A .6.2(A).

The reference to Chapter 12 can be deleted.

If tension is not allowed, what would be the

anchorage for unreinforced walls other than the

addition of reinforcement?

For reinforced walls, shear is based on an effective

depth or jd. If the change passes, this provision

should be moved to Chapter 12; however, the principle

holds for wind and other nonseismic lateral loads.

See AC I 318, Sec. 11.10.4.

The words to be deleted are needed to define critical

sections in hollow unit work.

130, 131 No

133 Abstain

136 No

If deleted here, should be included in

Chapter 12.

The last sentence is needed. This could be moved

to Chapter 12.

No objection to the changes to the title and the

sentence following it. The following comments are made assuming ballot item 136 applies to the three

paragraphs under the first bullet. The proposed

changes delete tests for mortar and grout. If fm

is not to be established by prism tests and is under

2600psi , incl usion of this deleted wording would give

an alternate to making prism tests. This is a less-costly alternative. If this wording is retained

297
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 12

Ballot

Number(s

)

ATC Vote ATC Comment

136 (cont.) in the first paragraph, then the full wording of

the second paragraph is needed. The ATC wording

closely follows that of the UBC but removes the

conflict between UBC Sec. 3.05(a)6 and UBC

Sec. 2404(c)2.A, second paragraph. Thus it is

more liberal than the UBC and the proposed changes.

137 No This wording, as well as similar wording in the

ATC-3 report is set up for regul atory-body use. For consistancy, it should be retained.

138 No Tests are required only for grouted masonry—mul ti pi

wythe using special inspection stresses. If moved

to Chapter 12, it should apply to SPC 3.

139 No The deleted sentence is needed so that prisms

represent the actual walls insofar as is possible.

140 Yes The second word of the title is "TESTS"

141 Modified Yes Sixth line, "contains" is misspelled.

142 Yes In the first paragraph of Sec. 12A.8.3, words 'grouted

masonry" should be changed to "grouted masonry—mul tipi

wythe".

143 No The lOOpsi is needed since Chapter 12A must stand by

itself without Chapter 12. Unless a pass-fail

criteria exists, the tests are meaningless.

144, 145,

146

No See comment on ballot item 24. The Committee decided

to eliminate Types 0 and K mortar. Seven hundred fifty

psi for Type N mortar is acceptable.

147 No If this ballot item passes, the first column of

minimum wall thicknesses should appear in Chapter 12.

The two right-hand columns can be deleted.

148 No This ballot item is in error as the footnote 1 reference at the end of the column heading should be

retained as the footnote is to be retained. The

word "unsupported" gives meaning to the requirements.

298
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 13

Ballot

Number(s) ATC Vote ATC Comment

149 No For cavity walls, a ratio of 20 was approved by the

Committee to go along with the effective-thicknessformula change of ballot item 150A. The ratios of

36:1 for reinforced work are unjustified; U.S.

building experience is with much stouter walls. Both

UBC andANSIA41.2 use 25. NCMA uses 30. If this

change passes. Chapter 12 should restore the ratio

of 25. Also see footnote 9.

150A Yes The h/t belongs in the first column of the table,

not in the footnote.

T = effective thickness

t] = actual thickness of one wythe

t£ - actual thickness of the other wythe

The symbol "h" is not needed here.

154 No See comment for ballot item 149.

155A & B No

160 No

161 Abstain

The ATC drafts use the most commonly accepted

factor for work without special inspection. If

ballot items 111 for walls and 115 for columns pass

along with these items, allowable stresses for work

without special inspection will then be from 75%

to 83% of stresses that were formally applicable to

work done with special inspection. Stated another

way, the allowables for work without special

inspection would be increased by 50% to 66%. The

higher values for both comparisons are applicable

to columns.

Clearly, such large increases require justification

with test data. If passed, the <p factors of Chapter

12 should be revised downward.

Both ASTM C90-75 and C652-75 use gross strengths

for hollow units.

Why would this change be made? Where would this

new footnote be referenced? Is it meant to be a standard head in lieu of the bend? Note that no pullout values^are furnished.

299
EXHIBIT J

APPLIED TECHNOLOGY COUNCIL

COMMENTS ON COMMITTEE 5 BALLOT

Page 14

Bal I ot

Number(s

)

1 $5

ubu, b

a ana inlma. ine suggestea suDstnute roiiows

the TMS Draft. If the proposal were correct, it

i would suggest that the other data is erroneous. For

instance, f^ for solid clay units is generally

greater than for solid concrete or sand-lime units.

The higher strengths would include concrete units

whereas both ACI 531 and NCMA have upper bounds at

unit strengths of 6000psi. Both ASTM C90-75 and

C652-75 use gross area strengths for hollow units;

the table and footnote 4 are not applicable. It

appears that if this new table were to be adopted,

it should be justified with data for all the

construction types it would include.

ATC-3 footnotes 1 and 2 are deleted in the proposed

revision. ATC footnote 1 requires that the strength

of higher strength units be verified. Note that these

strengths exceed the ASTM minimums and that manufacturersupplied certifications could be acceptable in lieu of

tests. Footnote 2 requires that field prisms be made

and tested to verify only the higher assumed values of

frfi applicable to solid clay units. This is consistent

with general practice for concrete.

ATC Vote ATC Comment

No The table is compiled from several sources including
EXHIBIT K

12Ac6

12A.6.

L

DESIGN, UNREINIDRCED HDLLOW CLAY MASONRY

2 (c) GENERAL

Unreinforced masonry using hollow clay units may be used when

designed in accordance with the provisions of this section.

The allowable stresses shown herein are for work only with

special inspection , for work without special inspection these

allowable stresses shall be reduced 50%.

2 (c)l OOjggESSIQN IN WAIIS AND CTMS

A. AXIAL LOADS

Stresses due to compressive forces applied at the centroid of

the member may be computed assuming uniform distribution over

the effective area. The allowable axial compressive stress is

given by:

F = ) .225 f' [l-(h'/40t> 3

] Eq. 12A-1

a m

J

in which:

f ' = ultimate compressive strength of masonry,

m

ibr assured values of f

1 use Table 12A-1.

m

h' = effective height

t = effective thickness (the minimun effective

thickness in the case of colimns

ASSUMED VALUES OF f’ for use in Eq. 12A-1.

m

The design ultimate ccnpressive stress of masonry,

f * , ay be assuned based upon the compressive strength

of the units and mortar to be used. Values of f

m

which may be assuned are presented in Tables 12A-1.

301
EXHIBIT K

z.

When the assumed value, (f

m

) , used in the design

exceeds 50% of the value for the appropriate unit

strength and mortar type shown in Table 12A-1, the

strength of the masonry shall be verified by prian

tests in accordance with the provision of Section

12A.8 prior to construction.

TABLE 12A-1

ASSUMED DESIGN ULTIMATE SIRENGIH OF MASCNRY - f ' (psi) - NET AREA

m STRENGTH

Cccpressive Strength

1

of Units - psi

2

Mortar Type

M or S

(1800 psi min.

)

(750

N

psi min.

)

14000 or more 5300 3900

12000 4700 3300

10000 4000 2700

8000 3350 2100

6000 2700 1400

4000 2000 1200

2000 1350 900

1000 800 600

1

Carpressive strength of solid units is based on gross area. Cccpressive strength of hollow units is based on minimal)

net area.

2

ASIM C270 - Mortar for Unit Masonry

B. BEARING SIRESS (f

fc ) On full area, * F. = .26 f

br m

On one-third area or less, F. = .38 f

br m

302

Eq. 12A-2

Eq. 12A-3
EXHIBIT K

3.

12A-6.2 (c) 2.

This increase shall be permitted only when the least

distance between the edges of the loaded and unloaded

area is a minimum of 1/4 of the parallel side dimension

of the loaded area. The allowable bearing stress on a

reasonably concentric area greater than one-third, but

less than the full area shall be interpolated between

the values given.

BENDING OR CO&BINED BENDING AND AXIAL LOADS

Stresses due to combined bending and centroidally applied axial

load shall satisfy the requirements of Sect ion 12A.6.3(b) where

F is given by Equation 12A-1

CL

12A.6.2 (c) 3. FLEXURAL DESIGN

A. Tensile stresses due to flexural shall not exceed the values

given in Section 12A.6.2. (c)3® where:

f Eq. 12A.4 b

= UC/I

and:

f

fe = computed flexural stress due to bending loads only.

M = design moment on a section,

c = distance from neutral axis to extreme fiber.

I = moment of inertia of the section considered.

B. TENSILE STRESS - FLEXURAL (F

t

>

With no tensile reinforcement in masonry

Values for tension normal to head joints are for running

bond; no tension is allowed across head joints in stack

bond masonry.

Tension Normal to Bed Joints

0Clay Utaits

Hollow Units, F^ = 24

Tension Normal to Head Joints

303
EXHIBIT K

Hollow Units, F 48 psi

Stresses are calculated in net areas

12A.6.2(c)

A.

Ccnpression stresses due to flexural (F^) shall not exceed 0.33 f

SHEAR IN FLEXURAL MFMHFRS AND SHEAR WALLS

SHEAR IN "FT J*ixf RAT . MEAfliEHS

Where vmas computed by the foregoing equation exceeds the allowable

shear stress, V , web reinforcement shall be provided and designed to 1

carry the total shear force in accordance with the requirements of

A

reinforced masonry in Section 12.6. 3. (c).

SHEAR WALLS WITH NO SHEAR REINTORCEMEM' SHALL BE DESIGNED USING

THE FOLLOWING EQUATIONS:

No shear reinforcement

vm

V/A Eq. 12A-5

e where:

v = design shear stress with no shear reinforcement. The

m

allowable shear stresses, may be equl to

1.0 Vr. but not to exceed 50 psi. m

V = total design force

A = effective area

e

f , 50 max. m

Eq. 12A-6

Eq. 12A-7

304
EXHIBIT K £

a = height of wall or segment for cantilevered condition,

1/2 height of wall or segnent for fibced conditions

top and bottom.

L = length of wall or segnent.

The allowable shear stress in masonry may be increased by

0.2 f^, where f^ is the ccnpressive stress in masonry

due to dead load only.

CL SHEAR WALL OVERTURNING

Not more than 2/3 of the dead load shall be used to resist overturning

due to horizontal forces. Any resultant tensile stresses shall be

resisted by reinforcing in accordance with the requirements of

Section.

12A.6.2(c)5 QQRHETS

The slope of corbelling (angle measured from the horizontal to the

face of the corbelled surface) shall not be less than 60°.

The maximun horizontal projection of corbelling from the plane of

the wall shall not exceed one-half the wythe thickness for cavity

walls or one-half the wall thickness for other walls.
EXHIBIT K

MEMO FROM

I

DONALD A. WAKEFIELD

.B.DIV.

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306
EXHIBIT K

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EXHIBIT K

International Conference of Building Officials

Report No. 2730

RESEARCH CQHIIIIITTEE RECOINIREADRTIOR APm,i<r74

HOLLOW BRICK OF CLAY OR SHALE

WESTERN STATES CLAY PRODUCTS ASSOCIATION

2550 BEVERLY BOULEVARD

LOS ANGELES, CALIFORNIA 90057

I. Introduction: At the request of the Western States Clay

Products Association, Los Angeles, California, the Research Committee of the International Conference of Building Officials has made a re-examination of the data submitted in connection with

Hollow Brick of Clay or Shale for use in reinforced grouted hollow

unit masonry and reinforced grouted masonry.

II. Description: General: The Hollow Brick are fired clay or shale units made under two grades. Grade I brick, suitable for general use in facing masonry exposed to weather, and Grade II bricks intended for use ns backup or interior facing and not suitable for exposure to weather. The Grade I and Grade II hollow brick

shall conform to the following requirements:

1. Coring: (a) No part of any hole shall be less than % inch from any edge of the brick, except for cored shell hollow brick and

double shell hollow brick. Cores greater than 1 square inch in cored

shells shall be not less than Vt inch from any edge. Cores not

greater than 1 square inch in shells cored not more than 35 per

cent shall be not less than % inch from any edge.

(b) Cells for reinforcement shall be not less than 2 inches in any dimension nor less than 5 square inches in area when contain- ing one rebar nor 7 square inches for two liars or spliced lwrs. (c) Face shells and webs shall be not less than as indicated in Table No. I.

. Double shell hollow brick with inner and outer shells not less than Vi inch thick may have cells not greater than % inch in width nor 5 inches in length lietwccn the inner anil outer shell.

( d ) The thickness for webs between cells shall be not less than

Vi inch, % inch between cells and cores nor M. inch between

cores. The distance of voids from unexposed edges, which are recessed not less than Vi inch, shall be not less than inch.

2.

Durability: The durability of a brick in relation to its resis- tance to deterioration caused by freezing and thawing shall be determined by the physical property requirements in Table No. II or by the following requirements:

( a ) If the average compressive strength is greater than 7000 psi on net area or the average ahsorption is less than 8 per cent after 24-hour submersion in cold water, the requirements for saturation

coefficient in Table No. II shall be waived. The saturation coeffi- cient shall be waived for use in areas where weathering index is 100 or less. (b) The requirements set forth in Table No. II for water ahsorption (live-hour tailing ) and saturation coefficient may be waived,

IMU IN. Ill —UfMTKUSIVt

provided a sample of five bricks meeting all other requirements,

when subjected to the freeze and thawing test as specified in ASTM

Standard C-67, results in no breakage and not more than 0.5 per

cent loss in dry weight of any individual brick.

3. Compressive Strength: When greater compressive strengths than in Table No. II are prescribed, the purchaser shall specify the desired minimum compressive strength according to the designation

given in Table No. Ill or as determined by Prism Test (Section

2404).

4. Tolerance of Dimensions and Warpage: The maximum per- missible variation shall be as specified in U.B.C. Standard No. 24-1. Where a high degree of mechanical perfection is desired, the maximum permissible variation in dimension and warpage shall be

one-half that permitted in U.B.C. Standard No. 24-1. Design and Construction i The design and construction shall he

in accordance with Chapter 24 for reinforced hollow unit masonry and reinforced masonry.

Fire Resistance: The fire-resistive time period for the units shall be as follows: NO punu

y," rum*

1 Sd* 2 Sites 10' not continuously grouted 3 hours 4 hours 4 hours 8" solid grouted 4 hours 4 hours 4 hours Crouted reinforcing &

perlite grouted solid 4 hours 4 hours 4 hours

8' not continuously grouted 3 hours 4 hours 4 hours 6' solid grouted 3 hours 4 hours 4 hours

6' not continuously grouted 1 hour 2 hours 3 hours 4' solid grouted 1 hour 2 hours 3 hours

Identification: All bricks shall be packaged and identified with

a stamp containing the following information: (a) ICBO Research Report No. 2730. (b) Date, compressive strength and identification of kiln firing.

III. Evidence Submitted: Descriptive data, drawings, compressive and absorption tests, shear tests and specifications are submitted. Recommendation

IV. Rcommendation : That the Hollow Brick of Clay or Shale

are a satisfactory alternate method of construction to that specified

in the Uniform Building Code provided the individual units comply with the material specifications and design requirements as set forth in Part II of this report. This recommendation is subject to annual re-examination. SIKfclWIH

KSIttUTION CNimSSIVt STKEMTHNtt Aria) r.

Annge ef 1 Bricks ladlirifeai Miainwn

(See Faeteete W—fitf Bm)

Type I (Exposed)

H 3000 3000 to 3999 2500 1800 H 4000 4000 to 4999 3200 2000

H 5000 5000 to 5999 4000 2300

H 0000 0000 to 0999 4800 2000

H 8000 8000 to 8999 0500 3300

H10,000 10,000 to 10,999 8500

' 4000

Type II only

( Not Exposed

)

2500 to 3000 2000 1500

<Where lb* assumed f m mcoeds 3600 pounds per square inch, field tests in accordant* with Section 2404 ( c ) 2 shall be required.

308
I

I

I

I

!

Applied Technology Council

ATC

June 2, 1980

2150 SHATTUCK AVE., SUI TE S06

EXHIBIT L

TO: ATC-3-06 REVIEW AND REFINEMENT COMMITTEE

3ERKE_EV CALIFORNIA 94704 14:5,540-0223

Daniei S n aci't. President

2'uce 0 Disen Vice P'esice':

^ames 0 Ance-son, Sec-eia-y^-eas.-e'

5: MASONRY

FROM: RON MAYES

Enclosed is a working draft of Chapter 12 that contains provisions deleted

from Chapter 12A that we believe should now be incorporated in Chapter 12.

Because of the tight schedule Mel Mark has not had the opportunity to review

the enclosed material.

Following this upcoming meeting, Mel and I request the opportunity to review

the- final drafts of both Chapters 12 and 12A to be sure that all relevant

items are covered.

I have not marked the prior ballot items on this revision of Chapter 12.

However, you will note that it includes ballot items 12-1, 12-2, 12-3,

12-5, 12-8, 12-9, 12-10 and 12-11.

The most controversial items of this draft will be the provisions for

SPC B. If time permits, it may expedite matters if you are able to review

the summary report on four masonry houses that I sent out with a memo on March 12, 1980. The conclusions of this study are that minimum reinforcement requirements (similar to our method 2 for reinforced design) are necessary for single-story houses in Map Area 3. The performance of an additional test may increase this to Map Area 4. Table 12-1, which

specifies the type of reinforced design to be used in SPC B is based on the results of this study.

I look forward to seeing you all again at Gaithersburg.

309

Directors: Milton A Abet, James C. Anderson, Richard L. Christopnerscn, Edward P. Dienmanr, Warner Howe, Steonen Johnston. Helmut Krawinttler. Melvyn H. Marx. John A. Martin, Bruce C. Olsen, Samuel Schultz. Daniel Shapiro. Aj it S Virdee Roland L. Sharpe—Managing Director / Ronald L Mayes—Executive Director

Associated with the Structural Engineers Association of California
Applied Technology Council

a Ccrpc'atior 215C SHATTUCK AVE . SJl T E S06 BEPK

exhibit l

v CALIFORNIA 347Q4 '4 : 5, 54C-0223

Di- e S"as 'i. P’es se-"

S'uce C C if Vie* P-e& ce'- ames Z A-se-so' Sec-e«>-"eas.'»-

June 2, 1980

TO: ATC-3-06 REVIEW AND REFINEMENT COMMITTEE 5: MASONRY

FROM: RON MAYES

Enclosed is a working draft of Chapter 12 that contains provisions deleted

from Chapter 12A that we believe should now be incorporated in Chapter 12.

Because of the tight schedule Mel Mark has not had the opportunity to review

the enclosed material.

Following this upcoming meeting, Mel and I request the opportunity to review

the final drafts of both Chapters 12 and 12A to be sure that all relevant

items are covered.

I have not marked the prior ballot items on this revision of Chapter 12.

However, you will note that it includes ballot items 12-1, 12-2, 12-3,

12-5, 12-8, 12-9, 12-10 and 12-11

The most controversial items of this draft will be the provisions for

SPC B. If time permits, it may expedite matters if you are able to review

the summary report on four masonry houses that I sent out with a memo on March 12, 1980. The conclusions of this study are that minimum reinforcement requirements (similar to our method 2 for reinforced design) are necessary for single-story houses in Map Area 3. The performance of an additional test may increase this to Map Area 4. Table 12-1, which

specifies the type of reinforced design to be used in SPC B is based on the results of this study.

I look forward to seeing you all again at Gaithersburg.

310

Directors Milton A ADet. James C. Anderson, Richard L Christoone rscn. Eoward P. Die«manr. Warns- Howe Steone" Johnston Helmut Krawmnler Metvyn H. Marx. John A. Martin. Sruca C Olsen. Samuei Scnuitz. Daniel Snapm; Apt S Viraee

Roland L. Snarpe—Manao'ng Director / Ronald L Mayes—Executive Director

Associated with the Structural Engineers Association of California
EXHIBIT L

CHAPTER K

MASONS

BA „ KjRC JN w

The masonry design and construction procec.res given in this Cr.ct * Z. ** 2 r nG. w.lwW wC

L r j

' ^ & ~

•-j. c. r.c. — -i c

* •* a

*• e. - t-- nsro:::

^ 1 rr. .ir; ^ ^

this document.

12.1 REFERENCE DC

for the

CUMENES

seismic forces exclusively for the purpose of

The quality and testing of masonry and steel materials and the design a

n d dcr.struction of masonry and reinforced masonry components wnich resist seismic forces sr.al ' ccn-'cr

to the requirements of Chapter i 2 A and the references listed therein exceot as mccifiec by

trie provisions of this Chapter. For definitions, see Sec. 12A.1.1.

12.2 STRENGTH GF MEMBERS AN 3 CONNECTIONS

The strength of members and connections subjected to seismic forces acting alone or

in combination with other prescribed loads shall be determined using a capacity rec-ctior.

factor, ; , and 2.5 times the allowable working stresses of Chapter 12A. The value of ; shall be as follows:

When considering axial or flexural compression and bearing

stresses in the masonry. o = 1.3

For reinforcement stresses except when considering shear. c = 0.3

When considering shear carried by shear reinforcement and bolts. c = 0.6

When considering masonry tension parallel to the bee joints,

i.e., horizontally ir, normal construction. c

= 0.6

When considering shear carried by the masonry. c = 0.4

When considering masonry tension perpendicul ar to the bed

joints, i.e., vertically in normal construction. c = Zero

Stresses entitled "special inspection" in Chapter 12A shall

only be used when the work is fully inspected per Sec. 1.6.2, 1.6.4 and

12A.7. If f^ is to be established by test, a minimum of three prism

test series (as defined in 1 2A .8.1(B)) shall be made during the progress

of the work.

e

12 . 2.1 SPECIAL DESIGN PROCEDURES FOR WRCI fTOiTCZS MASONRY SUBJECTED ~0 SEISMIC FORCES

U n no i n forced Mbsonry shall be designeo in accoroance with this Section.

UNREINFORCED

(A) GENE v iL DESIGN PROCEDURE. Unreinforced masonry designed in accordance

with Sec. 12A.6.1 shall be assumed to be crackea in the tension zone. The resultant

linear distribution of compressive stresses must be in equilibrium with the appliec forces

and the maximum compressive stress must not exceed the values of Table 12A-3.

EXCEPTION:

Bed joints of unreinforc«d vertical components constructed using stacxea

bond, which are subjected to bending in the plane of tne component, snail

remain uncracked.

311
EXHIBIT L

(B) REINFORCED MASONRY DESIGN. Reinforced masonry shall

be designed and constructed in accordance with one of the following

procedures and the provisions of other Sections of this Chapter.

1. Masonry designed and reinforced as required.

2. Masonry designed and reinforced as required

and containing nominal prescribed reinforcing. Construction shall

be grouted masonry -- multiwythe or hollow unit masonry containing

reinforcement as specified below. Masonry joint rei nforcement

shall be, and ties may be, embedded in the mortar in the bed

joints. All other reinforcement shall be embedded in grout.

Minimum masonry, mortar, and grout coverages applicable to reinforced masonry shall be provided. This masonry shall be designed

as unreinforced masonry, except that reinforced masonry areas or elements may be considered as resisting stresses in accordance

with the design criteria specified for reinforced masonry provided

such elements fully comply with the design and construction requirements for reinforced masonry except as herein noted; however, R factors of Table 3-B shall be as required for unreinforced masonry.

Only Types M or S mortar shall be used.

Reinforcing for columns shall conform to the

requirement of Sec. 1 2A . 6.3(F). For walls the maximum spacing of

vertical reinforcement shall be 8 feet where the nominal thickness

is 8 inches or greater and 6 feet where the nominal thickness is

less than 8 inches. Vertical reinforcement shall also be provided

each side of each opening and at each corner of all walls. Horizontal reinforcement not less than 0.2 square inch in area shall be

provided at the top of footings, at the bottom and top of wall

openings, near roof and floor levels, and at the top of parapet

walls and, where distributed joint reinforcement is not provided,

at a maximum spacing of 12 feet where the nominal masonry thickness

is 8 inches or greater and 9 feet where the nominal thickness is

less than 8 inches. The vertical reinforcement ratio and the

horizontal reinforcement ratio shall each be not less than 0.00027.

Where not prohibited by Chapter 12A or this Chapter, stacked bond

construction may be used. When stacked bond is used the minimum

312
EXHIBIT L

horizontal reinforcement ratio shall be increased to 0.0007. This

ratio shall be satisfied by masonry joint reinforcement spaced not

over 16 inches or by reinforcement embedded in grout spaced not over

4 feet. Reinforcement shall be continuous at wall corners and

intersections

Splices for reinforcement shall conform to

all requirements for splices in reinforced masonry.

These types of masonry walls s ha-1 1 be considered

as reinforced masonry for the purpose of applying Table 12A-2.

3. Masonry designed and reinforced with prescribed

minimum areas. This additional reinforcement shall be in both

horizontal and vertical directions. The sum of the areas of reinforcement in both directions shall be at least equal to 0.002 times

the gross cross-section of the masonry with at least 0.0007 times

the gross cross-sectional area of the masonry in each direction.

12.3 SEISMIC PERFORMANCE CATEGORY A

Buildings assigned to Catecory A may be of any construction permittee in Chatter

12A.

12.4 SEISMIC PERFORMANCE CATEGORY B

Buildings assigned to Category 3 snail conform to all the requirements for Category

A and to the aaaitional requirements and limitations of this Section.

12.4.1 CONSTRUCTION LIMITATIONS

Masonry components shall be constructeo to conform to the limitations cf tnis

Section.

A) iiCI jr’ T LIMITATION. Compone n ts of t h e ooisnc i^ocnjtinc oyott

-undo** 'jft feet-w height jhuA i be revrr

iwj ' j 1 1 n j be roinfa-rc e d masonry ans a thoc structural componen to onol-r oo partially reinforce: - masonry

(A) DESIGN. Structural and nonstructural components

of the building shall be^designed and reinforced as specified in

Table 12.1. The numbers designated 1 , 2 and 3 in the Table refer

to Sections (1), (2) and (3) of 12.2.2.

(B) TIES. In addition to the requirements of Sec. 12A.6.3v c )> additional ties

snail be provided around anchor bolts whicn are set in the top of a column or pilaster*.

Such ties shall engage the bolts and at least four vertical column bars for reinforce:

masonry. Such ties shall be located within the top 4 inches of the member and snail

consist of not less tnan two No. 4 or three No. 3 ties.

313
EXHIBIT L

‘j ; ri

«' r, T ,;

. r. ', j

-— ! . r—

~

1 *V C CO b C - /

* j I p 3

* j , , S t -- j

’ j * 3-0 ' •j-r*v1-

1 —j-

j—j

* ~

»j<~ ; 0 j "'t j O'

- '*

_

SCREEN wA__3. Am screer, wci's snail be reinfprcec. Jcir*. '•e

• ' *'p-;e erz

sr.a'

-

! be cons'de r‘eb effective in resisting stresses. ”ne ^nits o* a pa^e s-c ' te sc arrangec that either the horizontal or tne vertical joint containing reir'crcmg s cpr- tmuo-s without offset. This continuous joint snail be r ei r *orcec witr a "n-/ stee' area of 0.02 square inch. Reinforcement snail be er.oeccec in mortar o

r g^c-t.

Joi^t reinforcing may oe composes c* t.-.-c wires ace v.itr we'ce: izzz' z- trusseb wire cress ties. In calculating tne resisting cacac.:.. Of zr.e s..st=

_

, c:

_ :'e:: ior ana tension in tne spaces wires may be utilized. La czar wire »*£• rfp>-ci ~g S'a r ct ce spliced anc shall be tne widest that tne mortar joint will accc ..ocate al'p.-.-.r: 2- men

of mortar cover.

The maximum size of panels shall be 144 square feet

with the maximum dimension in either direction of 15 feet. Each

panel shall be supported on all edges by a structural member of

concrete, masonry, or steel. Supports at the top and ends of the

panel shall be by means of confinement of the masonry by at least

1/2 inch into and between the flanges of a steel channel. The

space between the end of the panel and the web of the channel shall

be at least 1/2 inch and shall be void of mortar. The use of equivalent configuration in other steel sections cr in masonry or concrete is acceptable.

Horizontal and vertical joints shall be not less

than 1/4 inch thick. All joints shall be completely filled with

mortar and shall be shoved joints.

(E) NONSTRUCTURAL COMPONENTS. Nonstructural walls,

partitions, and components shall be designed to support themselves

and to resist seismic forces induced by their own weight. Holes

and openings shall be suitably stiffened and strengthened. Nonstructural walls and partitions shall be anchorea in accordance

with the requirements of Sec. 12A.2.6.

(F) CONSTRUCTION TYPE. Cavity wall construction

shall not be used for any structural masonry.

314
EXHIBIT L

(G) NOMINAL MINIMUM THICKNESS OF WAILS.

TYPE OF MASONRY

STRUCTURAL WALLS:

Unburned Clay Masonry

Stone Masonry

Cavity Wall Masonry

Hollow Unit Masonry

Solid Masonry

Grouted Masonry

Reinforced Grouted Masonry

Reinforced Hollow Unit

Masonry

NONSTRUCTURAL AND PARTITIONS: 1 Unreinforced

Reinforced

Walls

whose only

structural

function is

exteri or enclosure,

nonstructural

walls, and

partitions

16

16

8

8

8

6

6

45

2

2

Thickness

for the

uppermost

35 2 foot

high portion

of wall

16

16

12 3 12 3

1

3 » 4 10 3 ’ 4

6

6

iThe thickness of plaster coatings may be considered in satisfying thickness ratios and minimum thickness requirements but shall not be used to

take stresses.

2 Seventy feet for stone masonry.

3These thicknesses may be reduced to 8 inches for walls that are not over

35 feet in total height in buildings that are not over three stories

high.

**These thicknesses may be reduced to 6 inches for grouted walls and 8

inches for solid masonry walls in one-story buildings when the wall is

not over 9 feet in total height, provided that when gable construction

is used an additional 6 feet in height is permitted to the peak of the

gable. <*

5Nominal 4-inch-thick load-bearing reinforced hollow clay unit masonry

walls with a maximum unsupported height or length to thickness of 27

may be permitted, provided net area unit strength exceeds 8000 psi, units are laid in running bond, bar sizes do not exceed 1/2 inch with no more

than two bars or one splice in a cell, and joints are flush cut, concave

or a protruding V-section. Minimum bar coverage where exposed to weather

may be 1 1/2 inches.

315
EXHIBIT L

(H) MASONRY WALLS. Masonry bearing wall thickness shall

conform to (G) with a maximum h/t ratio of 25.

tress •> r~.,- - -as zr ’“j ce2”1 r ". /. Ow 1 r. c t j , 3 ;

, h , ;

where

r,ct exceed V 6 . U S COtc'

i r.e 6xi a i s ice by me fclli

• p- r-rV. n -

f = Compressive unit axial stress ir. masonry well.

f = vasonry compressive strength as deter-ined Oy Set. ^ 12A.5.1. The value of f‘ shall net e/ceed 5CCC os

t = Thickness of wall in inches.

h = Clear distance in inc n es, betwee r suooc'-tinc cr stiffening elements (vertical or norizcrtal )

Effective height different from clear

distance may be used if justified.

Other requirements are specified in 1 2A .6.3(E).

(I) REINFORCED MASONRY COLUMNS. Every structural wall

or pier whose horizontal length is less than two times its thickness shall be designed and constructed as required for columns.

The least dimension of every reinforced masonry column shall not

be less than 12 inches and the maximum h/t ratio shall be 20.

EXCEPTION:

The minimum column dimension may oe reducea to not less tra8 inches proviaea the design is oased udo" 1/2 tr.e all cradle

stresses for axial load. Bending stresses need not Pe sc reduced.

The axial load on columns shall not exceed:

P =A

g (0.18 0.65 pg f

$

) [(1

where

P = Maximum concentric column axial load.

A

9 Th^ gross area of the columns with deductions ror

rakes and similar joint treatments.

f^ = Compresssive masonry strength as determined by

Sec. 12A.5.1. The value of f^ shall not exceed

6000 psi

P = Ratio of the effective cross-sectional area of

9 vertical reinforcement to Ag.

f

$ = Allowable stress in reinforcement ; see Sec. 12A.5.2.

t = Least thickness *of column in inches.

h * Clear height in inches.

Other requirements are specified in 1 2A .6.3(F)

316
EXHIBIT L

(J) GROUTED MASONRY—MULTIWYTHE. Grouted masonry is

that form of construction made with brick or solid concrete units

in fthich interior joints of masonry are filled by pouring grout

therein as the work progresses. Only Type M or Type S mortar shall

be used.

Toothing of masonry walls is permitted only when

designed and detailed by the design engineer or architect and only

at approved locations. Racking is to be held to a minimum.

When reinforced in accordance with the following

requirements it shall be classified as reinforced grouted masonry —mul tiwythe. All required reinforcement except masonry joint

reinforcement and column ties conforming to the paragraph below

shall be embedded in grout. All other reinforcement shall be

embedded in mortar or grout. All vertical reinforcement shall be

held firmly in place during grouting by a frame or suitable equivalent

devices. All horizontal reinforcement in the grout space shall be

tied to the vertical reinforcement or held in place during grouting

by equivalent means.

(K) HIGH LIFT GROUTED CONSTRUCTION. For grouted masonry

-mul tiwythe construction cleanouts shall be provided for each pour

by leaving out every other unit in the bottom tier of the section

being poured. Other requirements are specified in 12A. 3.4(B).

For hollow unit masonry construction cleanouts shall

be provided for each pour by omitting face shells in the bottom

course of each cell to be grouted. The grout lift shall not exceed

16 feet for walls 8 inches or more in nominal thickness nor 8 feet

for thinner walls. Other requirements are specified in 1 2A .3.6(B)

(L) REQUIRED STRENGTHS FOR MORTAR AND GROUT. In

addition to the requirements of Sec. 12A.8.2, minimum required

strengths shall be 2000 psi for grout, 1500 psi for field mortar

samples (2000 psi for field mortar cubes) unless higher strengths

are required by the construction documents.

317
EXHIBIT L

(M) JOINTS. All hollow units shall be laid with face

shell bed joints and head joints filled solidly with mortar for a distance in from the face of the unit not less than the thickness

of the face shells unless more stringent construction is recuired

by this Chapter, Chapter 12A, or by design. Cross webs and end

shells of all starter courses shall be bedded on mortar. This

applies to units laid on foundations or floor slabs, anc all courses

of piers, columns, and pilasters.

Concrete abutting structural masonry such as at

starter courses or at wall intersections not designed as true

separation joints, shall be roughened to a full amplitude of 1/8

inch, and shall be bonded to the masonry per the requirements of

this Chapter as if it were masonry. Unless keys are provided,

vertical joints shall be considered to be stacked bond.

(N) GLASS MASONRY. Glass block shall be laid in Types

M, S or N mortar. Both vertical and horizontal mortar joints snail

be at least 1/4 inch and not more than 3/8 inch thick and shall be

completely filled.

Glass block panels shall have reinforcement in the

horizontal mortar joints, extending from end to end of mortar

joints, but not across expansion joints, with any unavoidable

joints spliced by lapping the reinforcement not less than six (6)

inches. The reinforcement shall be spaced not more than two ( 2

)

feet apart vertically. In addition, reinforcements shall be

placed in the joint immediately below and above any openings within

a panel. The reinforcement shall consist of two (2) parallel,

longitudinal, galvanized steel wires. No. 9 gage or larger,

spaced two (2) inches apart, and having welded thereto No. 14 or heavier gage cross wires at intervals not exceeding eight (8)

inches, or the equivalent approved by the Regulatory Authority.

(O) REINFORCEMENT DEVELOPMENT, ANCHORAGE AND SPLICES.

The requirements of 1 2A .6.3(D) are applicable except that calculated

stress shall be replaced with yield strength. The following subsections 1 and 2 replace subsections 5 and 7, respectively, in

12A. 6. 3(D)

318
I EXHIBIT L

!

I

I

I

I

I

I

!

t

I

I

I

1

I

I

(

I

1. Development Ler.ctrs. The basic ceveloomert length, fr- ce~cr~ec

re:r.*orce~er't shall be at least .05 C

5 f v/*TT but r.ct less than 2 b d

3 for ?e

• - -'tree- a

• t of 40,030 psi yield strength ncr 360;. for reinforcement ever 40,000 psi yield strength . r.or less t.nar 12 ir.cnes for reinforcing oars and c inerts for masonry joint reirfo rcenert

where

d„ = t.ne diameter of the smaller bar spliced, inches.

J

f = tne specified Par yield SLder.gir, # psi.

j

~ = * r e s I

' 6 r.es.''. 3 f pr. 9 "o rta :* s' 3 ro l. c , as as^''saz*w,

3 ii'.r.c-ciately surrounding tr.e *einforce e

r : oat ft c^e

tran the prisr strength, psi.

Develoomert lengths *or olain reinforcing small ca t..i:e tnat -e::f>ed

fc- defc r-e: re irro rcenert Put not less than 12 inches.

EXCEPTIONS

For deformed main compress'cr reinforcement in col -.-ns that

are not part of the seismic syste , these values may be

reduced to l£d~ for bars of 40,003 psi yielc strength anc and 27 for bars over 40 ,203 psi vielo strength

In flexural members that arc net part of the or: ary latere"

load resisting system the .-el opment lengths ma y ce rea-ce. where excess reinforcement 's provided. For tnese cases, te

previously determined develoomert lengtr.s may be 'ulticTet

tr.e ratio of t.ne area of reinforcement required c_. design

to tnat provided.

2* Splices. Splices shall be ".ace _r:y at s„:r toft arc i- s-ch -a that tr.e strength c* the men.be .'.ill not ba reduced. Splices s a" ce -ace a_. laof n: : bars, oy welcing, or by me char . cal connections. Lap: c a splices sr.a!' net ce .ss: *:' tension tie .embers.

Lengths of laps, in inches, for deformed reir,fcrc 5me r t snail be at least C.CS 05 fv /> ” but not less than 4Cdc for rei . 1 * an cement of 43,333 psi y'slc sfer;

ncr less tnan 62 dyfer rei nforcement over -3 ,232 psi yield sfer.gtr, nor less t.t for '•einforcing oars and 3 Irenes for masonry joint reinforcement. Lap ler.gtns

*' reinforcing snail ce twice that required for ce formed oars but not less t.nar. 12 ir.cr.es. terms d*,, fy, and f,- shall be as defir.ee in Sec. 12.4.6.3(2)5.

EXCEPTION:

For deformed main compress'or reinfor;e-erc ir col - ns

'‘that are not part of tr.e seismic syste -

, tre 'a: leyf

may ce 'educed tc 2Cd 3 -'or oars of 43,23'' psi ye': st-eyt

and 45 c

3 for bars over 4G,C2C psi yield strengtn.

>.'eldea or mechanical corrections snail develop the yielc strer.g f : the bar in tension.

r v . Fen compression oars in columns f at are not oaf :* f.e

seis~id system arc are rot s-oject to flexure tre c: passive strengtn reec only be developed.

1 .ne

319

J

»MO
EXHIBIT l

(P) DISTRIBUTION OF CONCENTRATED LOADS. Concentrated

loads shall not be considered to be distributed by metal ties in

stacked bond construction, nor to be distributed across continuous

vertical joints. This provision shall apply when considering

overturning effects in shear walls if stacked bond is not pror. 1 Li

12.4.2 MATERIAL LIMITATIONS.

The following materials shall not be used for any

structural masonry:

Unburned Clay Masonry

Structural Clay Load Bearing Tile

Masonry Cement (Mortar and Grout)

Mortars other than types M or S.

12.5 SEISMIC PERFORMANCE CA”3QRV C

Buildings assigned to 'Category C snail confer- to all of the re; M : re 'e r ts ”cr Category 3 and to the additional requi regents and limitations of this Sect's-.

12.5.1 CONSTRUCTION LIMITATIONS

Masonry components snail De constructed to confer-, to tne limitations of fs

Section.

(A) REINFORCEMENT. All masonry shall be reinforced masonry.

(B) TIE ANCHORAGES. In addition to the requi regents of Sec. 12A.5.3 C for

tie anchorages, a minimum turn of 135 decrees plus an extension of at least 5 tie c'a _ ete-s

but not less than 4 inches at the free end of the tie shall be provided.

(C) REINFORCED COLUMNS. In addition to the req-irererts of Sec. 12.5.3 r for

reinforced masonry columns, no longitudinal Dar shall be farther tnan 5 inches *-o~ a laterally supported bar. Except at corner oars, ties providing late-al s-pport may oe in

the form of cross-ties engaging bars at opposite sides of the column.

The tie spacing for the full height of masonry snear waM bounder, co'-mns

and all other columns stressed by tensile or compressive axial ove-t-rning 'orces due t seismic effects and for the tops and bottoms of all other columns for a distance of ' 5 clear column height but not less than 13 inenes nor the maximum column dimension snail

not greater than 16 bar diameters nor 6 inches. Tie spacing for the remaining cc'. - —

height snail be not greater tnan 16 bar diameters, 43 tie diameters, or t.ne 'east

dimension, but not more than^JS inches.

(D) SHEAR WALL BOUNDARY ELEMENTS. Boundary r.ienDe-s shall cor.for to cr.e c* the following:

1. Sec. 11.8. 4 when of reinforced concrete or struct-ral stee'

2. Sec. 12.5.1(C) when of masonry.

(E) JOINT REINFORCEMENT. Longitudinal masonry joint reinforcement may oe -sec

in reinforced grouted masonry and reinforced hollow unit masonry only to fulfill in:.:/

rei nforcem.ent ratios but shall not be considered in the determination of the strength of the member.

(F) STACKED BOND CONSTRUCTION The minimum ratio of horizontal rei nforcement

shall be 0.0015 for all structural walls of stacked bond construction . The maxim-- spac'ng

of horizontal reinforcing shall not exceed 24 inches. Where -einforceo hollow ur't

construction forms part of the seismic resisting system, the construction snail oe grouted

solid and all head joints shall be made solid through the use of open end units.

320

n>

c

j
EXHIBIT L

(G) PIERS. Every structural wall or pier in reinforced

masonry construction whose horizontal length is between 3 and 5 times its thickness or less than 1/2 the height of adjacent openings

shall have all horizontal steel in the form of ties except that in

walls less than 12 inches in nominal thickness and in reinforced

grouted construction such steel may be in one layer in the form of

hairpins

(H) HOLLOW UNIT MASONRY. Hollow unit masonry construction, where certain cells are continuously filled with concrete or grout, and reinforcement, in accordance with 12.2.2. (B) (3) , is

embedded therein shall be classified as reinforced hollow unit

masonry. Reinforced hollow unit masonry shall generally be one wythe in thickness. If constructed of more than one wythe, each

wythe shall be designed as a separate element or wall or the wythes

shall be bonded together by means approved by the Regulatory Agency.

This bonding shall be designed so the wythes shall act as a unit.

Vertical cells to be filled shall have vertical

alignment sufficient to maintain a clear, unobstructed continuous

vertical cell measuring not less than 2 inches by 3 inches. If

walls are battered or if alignment is offset, the 2 inch by 3

inch clear opening shall be maintained as measured from course to course.

(I) BOLT PLACEMENT. Bolts shall be accurately set with

templates or by approved equivalent means and held in place to

prevent movement.

Vertical bolts at the top of and near the ends of

reinforced masonry walls shall be set within hairpins or ties located

within 2.5 inches from £he top of the wall. See Sec. 12A.6.3(F)

and 12.4.1(B) for bolts at the top of piers, pilasters, and columns.

(J) SHRINKAGE OF CONCRETE UNITS. Concrete masonry

units used for structural purposes shall have a maximum linear

shrinkage of 0.065 percent from the saturated to the oven-dry

condition

321
EXHIBIT L

(K) GROUT. Grout shall have a consistency, considering

the methods of consolidation to be utilized, to completely fill all

spaces to be grouted without segregation except that slumps shall

not be less than 4.5 inches for all grout nor more than 10 inches

for fine grout or 9 inches for coarse grout.

Mixing equipment and procedures shall produce grout

with the uniformity required for concrete by AS7M C94.

(L) ALLOWABLE STRESSES WITHOUT INSPECTION. The allcwabl

stresses for uninspected reinforced construction shall be those

given in Table 12A.5 except that the factor of 2/3 for axial compres

sion in walls and columns shall be reduced to 1/2.

(M) CORE TESTS FOR SHEAR BOND IN GROUTED MASONRYMULTIWYTHE. In addition to the requirements of Sec. 12A.3.3 the

following provisions must be met for all grouted masonry-mul ti wythe

construction.

The unit shear strength shall not be less than 100

psi. Where an unusual number of cores fail during the cutting

operation, the design authority shall determine if the test program

is extensive enough to satisfy the requirements of Sec. 12A.1.5.

One test series shall be made for each 5,000

square feet of wall or equivalent but not less than one series for

any building.

12.5.2 MATERIAL LIMITATIONS.

The following materials shall not be used for any

structural purpose:

Building Brick and Hollow Brick made from Clay

or Shale of Grade NW

Concrete Building Brick and Solid Load-bearing

Concrete Masonry Units other than Grade N

Hollow Load-bearing Concrete Masonry Units

other than Grade N

Sand-lime Building Brick other than grades SW and NW

322
EXHIBIT L

The following materials shall not be used for any

nonstructural purpose:

Glass Units

Unburned Clay Masonry

Structural Clay Load-bearing and Nonload-bearing

Wall Tile

Masonry Cement (for mortar and grout)

Mortar Types N, 0 and K

12.6 SEISMIC PERFORMANCE CATE SCR 1' I

Buildings assigned tc Category D snail conform to all cf me req-i rements *cCategory C anc to the additional requirements and limitations of this Section.

12.6.1 CONSTRUCTION LIMITATIONS

Materials for mortar and grout for structural masonry snail be measme: in suitable calibrateo devices. S

-. S’i;' isjsu r e ' omc *» ot ccccotsc" A r aoorcveo ac- mixture of a type that reduces early water loss and prccuces a net expansion actio- snail

be used for grout for structural masonry unless it can be demonstrated mat snrinxage

cracks will net develop in the grout. The thickness of the grout between masonry units

and reinforcing snail be a minimum of 1/2 inc.n for structural masonry.

(A) MINIMUM GROUT SPACE FOR GROUTED MASONRY. The minimum grout space

£ cr structural reinforced grouted masonry shall be 2-1/2 inenes for low-lift construction and

3-1/2 inches for high-lift construction.

(B) REINFORCED HOLLOW UNIT MASONRY. Structural reinforced nollow uni t masonry

shall conform to requirements below:

1.

Wythes and elements shall be at least 3 inches in nominal thicxness

with clear, unobstructed continuous vertical cells, without offsets, large enough to enclose a circle of at least 3-1/2 inches in diameter and with a minimum area of 15 square

inches

2. All grout shall be coarse grout. Grout consolidation shall be oy mechanical vibration only. All grout shall be recor.sol idated after excess moisture nas been absorbed but before workability has been lost.

3. Vertical reinforcement snail be securely held in position at tops,

bottoms, splices, and at intervals not exceeding 112 bar diameters. Approved intermediate

centering clips or caging devices shall be used ir. high-lift construction, as required, to hold the vertical bars. Horizontal wall reinforcement shall be securely tied to the vertical rei nforcement or held in place during grouting by equivalent means.

4. In wythes of less than 10-inch nominal thickness, in ar> vertical

cell, there shall be a maximum of one No. 10 bar or two No. 8 bars with splices staggered

for the two-bar situation.

5. The first exception of Sec. 12A. 6.3(F) shall not apply; minimum

nominal column dimension shall be 12 inches.

323
EXHIBIT L

,Uy tc the following req - i renen ts :

All stacks: bd'C construct"

1

.

The mi n i mjn ratio of norizor.tal rei r.force" ent sna' tc Z.ZZ'i fcr r.pr- structural masonry and 0.3015 for structural .ricsor.ry . Tr.e j spaing o* nir'ztrta

re i r, fo rc i r.g snail not excess 2 - inches for nons truct-ra 1 ma sonry nor 16 meres *s r st"-ctural masonry.

2.

Reinforced hollow unit construction wnich is part o

s the se's --

: resisting system shall k'l ) be grouted solid, ( 2 ) use double ope r end - tlcc* ; sc that all neac joints are mace solid, and (3) use bond beam units to 'ac'itate me * c« : grout.

3.

Other reinforced hollow unit construction usee Sf.ctu r a ’’y> s.t not part of the seismic resisting system, snail be gro-tec sc'id anc all neac jemts sna' ' oe made solid b> the use of open end units.

12 . 6.2 MATERIAL LIMITATIONS

, other than Grade N,

Hollow nonload-bearing concrete masonry units sn a 1

* no : oe

irade N, \

used. Sane- - e /

building brick.-s n a l 1 r.c t ba fcr. a ny t tr ..; ;.,ra„l moas— ^Building Brick and

’

Hollow Brick made from Clay or Shale of Grade NW and 3uilding Brick and

Solid Load-bearing Concrete Masonry Units other than Grade N shall net

be used for any structural masonry.

12.6.3 SPECIAL INSPECTION

Special inspection shall be provided for ail structural masonry.

12.7 SHEAR WALL REQUIREMENTS

Shear walls shall comply with the requirements of tnis Section.

12.7.1 REINFORCEMENT

The following reinforcement requirements apply to shear

walls required to comply with the provisions of 12.2.1(B)(3).

The minimum ratio of rei nforcement for shear wa’ls snail be C.0CI5 ir eac~ direction. The maximum spacing of rei nforcement in each direction snail oe tne smal 's’* of

the following dimensions: one-third the length and heignt of the ele~e r t but not ~cre tr.ar. 48 inches. The area and spacing of reinforcement perpendicular to tne snear re* rfo-Cs'ert

shall be at least equal to that of the required shear reinforcement. Tne portion of the

reinforcement required to resist shear shall be uniformly distributee.

EXCEPTION: r For shear walls constructed using running bone, tne raq-.c of re* rferesmert

may be decreased to 0.0007 provided that all snear is res'stec oy tne reinforcement. The sum of the ratios of horizontal anc ve r t:cal ’•enforcement shall not be less than 0 . 002 .

324
EXHIBIT L

Reinforcement required to resist wall shear shall

be terminated with a standard hook which terminates beyond the

boundary reinforcing at the end of the wall sections. The hook

may be turned up, down or horizontally and shall be embedded in

mortar or grout. Wall reinforcement terminating in boundary

columns or beams shall be fully anchored into the boundary elements.

Vertical stresses in shear walls shall be determined

from the combined effects of vertical load and from the overturning

effects of lateral loads. Minimum vertical loads shall be considered.

Formula 3-2a shall be used for unreinforced masonry design.

In computing the shear resistance of the wall, only

the web shall be considered. For unreinforced masonry the depth

of the web may be considered out to out of flanges.

12.7.2 BOUNDARY MEMBERS

Where cross walls or boundary members form a part of the shear wall system, the

intersections snail be constructed as required for the walls themselves. Connections to concrete shall conform to Sec. 12A.2.1. Where the boundary members are of structural

steel, the shear transfer between the wall and the boundary member shall be developea by

fully encasing the element in grout, by dowels, bolts, or shear lugs, or by similar

approved methods.

When the structural system, as described in Chapter 3 and Table 3-B, consists

of substantially complete vertical loao-carryi ng frame, boundary members shall be provideo

at each end of the wall. The members shall be of the same construction as the frame

columns. Where the frame is a special moment frame, those columns shall conform to the

requirements for such members in Chapters 10 and 11. Also see Sec. 12.5.1(D) for Category

C & D.

The required vertical boundary members and such other similar vertical elements

as may be required shall be designed to carry all the vertical forces resulting from the

wall loads, the tributary dead and live loads, and the seismic forces prescribed in these

provisions

Horizontal reinforcing in the walls shall be anchored to the vertical elements.

Where the boundary element is structural steel this shall be accomplished by welding or by

extension, with bends if required, into grout fully surrounding the column.

12.7.3 COMPRESSIVE STRESSES

For loading combinations including in-plane seismic forces, allowable

compression stresses at any point shall not exceed those allowed for axial compression.

For unreinforced masonry designed by Sec. 12A.6.1, the allowable working stress values are given in Table 12A-3. The allowable working stress values for reinforced masonry shall be the allowable working stresses given in Table 12A-5 and applicable reductions for

slenderness effects shall apply. The minimum horizontal distance between lateral supports

may be considered for walls as well as the minimum vertical distance. Formula 12A-7 shall

not be used.

325
EXHIBIT L

EXCEPTION:

Fo r pier type wail elements that dc not extend fro1' floc r to f !c: r compression stresses unce r combined loading at any pc*r*. may pe limited to those allowed for flexural compression premised that

Formula 12A-7 is also satisfied.

12.7.4 horizontal components

Whe~ she- r reinforcing is required for loads that include seis'ic effect

diagonal bars ccnfor-mg to Sec. 12A.6.4^j) are not provided, reinforcement appro, - perpendi cul ar to the reouireo shear reinforcement snail be provided eq-.a‘ in amc-^t

spaces not furtner apart than is required for the snear rei n*'orpi ng . Horizonte' r e

- forcing shall anchor into or be continuous through the pier ele^erts. Horizonte' co may be separated from the shear wall system by means of joints. Tne joints s^a

provide fer building movement determined in accordance with Sec. 3.S. The ncr-zorte

components shall be anchored to the building ana designed as otherwise reduced oy t provisi ons

s and

cie j

cr.c

-6S6
TABLE

12.1

DESIGN

AND

REINFORCEMENT

REQUIREMENTS

FOR

SEISMIC

PERFORMANCE

CATEGORY

B.

EXHIBIT L

CMCM

CM

1/3 c

o

•F5 +=> o

O)

W~>o

Ol 4-

03U, m

X2C

<T3 CM

327

Note:

The

numbers
Applied Technology Council 21 SO Shattuck ave.. SUITE 306 BERKELEY. California 9470* 1222

- Ncrcro'it Corooration

EXHIBIT M

Da'’ e' 3bac"'c s, es cert

3'oce C 0 sen v.c* F'es ce"'

.ames C Ance-s;r e^v-’ es'. ,-eJune 19, 1980

TO: ATC-3-06 REVIEW AND REFINEMENT

Committee 5 - Masonry

FROM: Ron Mayes

Enclosed is the assessment I said I would provide for the Committee of the allowabl

stresses for unreinforced masonry. This is obviously a very important matter for

the Committee to finalize and my assessment validates the statement I made at the

6/6/80 meeting that the racking test data is being incorrectly applied. The recom- mended values I have proposed are a departure from current practice and if the

proposed concept is adopted the specific recormiended values *ill require a thorcugr

review and analysis of existing test data before they are incorporated into the

document.

I will be in Yugoslavia from June 26th until July 9th and will be available before

or after these dates to discuss the enclosed material.

RM:mh

328 -

Directors: Milton A Abel. James C Anderson Ricnard L. Cnristoonerscn. Edward F. Diekmann. Earner Howe. Steonen jcnnstc:

Me'mijt iCrawnKler. Melvyn H. Mark, Jonn A. Martin. 3rjce C. Olsen. Samuei Scnuitz. Oamel Shaoiro. Apt S. Vircee Poland L. Snaroe—Managing Director ! Ronald L. Mayes—

x9Cut | Ve Qirector
EXHIBIT M

ALLOWABLE SHEAR STRESSES IN UNREINFORCED WALLS

Ronald L. Mayes

At the 6/6/80 meeting of Committee 5, I expressed concern as to the

applicability of the test methods used to determine the allowable shear

stresses for unreinforced masonry. The NCMA code allowable stresses were derived from two different racking tests shown in Figures 1 and 3. I believe the BIA allowable stresses were obtained from the racking test

shown in Figure 3. Many people have expressed concern with the test

method shown in Figure 1 because of the unknown effect of the gradually

increasing vertical force P

v

- Consequently I believe we should not

consider the results obtained using this test method and should concentrate

our assessment on the validity of the diagonal compression test shown in

Figure 3. Before this is done, an examination of the conditions under

which shear stress governs the design of an element will be presented.

For unreinforced masonry Sec. 12.2.1 states that masonry shall be

assummed to be cracked in the tension zone. That is no tension stresses

are permitted. Under these conditions tension will govern the design of

most elements until the vertical compressive stress reaches a critical

value. To illustrate this a simple example of a cantilever element will

be examined. The element has a height (H) and width (W) and thickness(T)

and is subjected to a horizontal force (P) and axial compressive stress

f . The ratio of the tension stress (f^) to shear stress (f

y

) can be

obtained as follows:

329
exhibit m

If we assume an allowable shear stress of 25 psi then f^ = 5C^)

and shear would not govern until the axial compressive load was greate r

than (150 jj-) psi

For squat walls say with a H/W ratio of 1 to 4, shear would govern

only if the axial compressive stress (f ) were greater than 37 psi. -or

a a 1 to 1 ratio the axial compressive stress would have to be greater than

150 psi. Therefore for squat walls shear is more likely to govern. If

it governs in more slender walls there will be a significant compressv/e

load on the wall.

In lieu of this approximate assessment as to when shear stress governs

in design, the mode of failure of squat and slender walls should be examined.

Observations of past earthquake damage indicates that squat walls genera

'

' j

crack along a diagonal line in a stepwise manner along the bed joints anc through the head joints. This would be characterized as a shear bona

failure. On the other hand more slender walls tend to crack when the

principal tension stress reaches a critical value. For fully grouted

walls these cracks generally pass through the units.

The English code for brick masonry has recognized these modes of

failure for unreinforced brick masonry and a comparison of their proposed

revision and test data is shown in Figure 4. The first sloping region of

their proposed revision is governed by bond and friciton between the

mortar joints.

where V

bQ

is the bond strength, y the coefficient of friction ana a the

compressive stress. The second region is governed by diagonal tension ana

is the flat portion of the proposed revision. The third region is governed

solely by friction where

^ = ua

c

- 2)

If Committee 5 agrees to adopt this approach towards allowable snear

stresses in unreinforced masonry decisions on V

bQ , y and the value for

the flat portion of the curve will have to be made.

330
EXHIBIT M

The proposed revision to the English code for brick masonry used a of

12 psi and a coefficient of friction of 0.25. The flat part of the allowable curve was at 42 psi.

Before pursuing this further the validity of the results of the diagonal

compression test shown in Figure 3 will be examined by comparing them with

the results obtained from the Berkeley pier test program. At the last

meeting Mr. Monk questioned the validity of performing this comparison

because of the different stress states in the two test specimen. He

correctly stated that regions 1 and 3 will have higher principal tensile

stresses due to the combined affects of shear and bending tensile stresses

than those existing at the center of pier-point A.

In regions 2 and 4 the principal tensile stresses will

be lower because the bending stresses are compressive

and these (via Mohr's circle) lower the principal

tension stresses. The pier test results show that

the diagonal crack (when- it forms) passes from the

top right to the bottom left corner, i.e. through the

o two regions subjected to compressive bending stresses.

For these regions the highest principal tensile stress is at A and is

equal to

,2

'ter

= /(1.5'J)^ +( cr /2)‘ a

c /2 (A)

where t is the average shear stress and a

c is the compressive stress.

My postulated reason for explaining this direction of crack formation

rather than the other direction from 1 to 3 where the principal tensile

stresses are theoretically higher is because of the prescence and perfor- mance of the vertical steel at the jambs of the piers. Like a concrete

beam in flexure this steel begins to act when flexural cracks develop.

The formation of the flexural cracks due to high bending tensile stresses

releases the tension stresses in the masonry and thus the theoretically

higher principal tensile stresses in this region are reduced below those

at point A. Thus comparing critical diagonal tensile stresses obtained

at point A in the piers with those obtained from the diagonal compression

test (Figure 3) is valid.

331
exhibit m

The comparison of the principal tensile stresses obtained ^rom tne

j

pier (a ) by Eqtn. 4 and those obtained from the square pane 1 ~\ zr

~ r dm

Blume's equation

a° » 424

2 + (o

c /2)

2

- (o c /2 + 0.832t)

are shown in Figures 5, 6 and 7 and Table 1 for the three different

material s

There is significant scatter in this data although most o f the points

lie between 0.5 and 1.5. Thus if the critical tensile strength met.-occ'ccy

were to be used a reasonable lower bound could be obtained from these

test results.

However this is not the way in which this data is applied,

shear stress

P

T = 7Ta

The average

obtained from the diagonal compression test (Figure 3) is usee as tne oasis

for determining code allowables by applying a factor of safety to the test

results. This in my view is an incorrect application of the test results.

If this is pursued we should compare the shear stresses obtained from rUe.

diagonal compression test and those obtained from the pier tests assumminc

there is no vertical load. These two values are obtained from the following

two equations. For piers

c

t cr

T pier ~ 1.5

where atcris the critical tensile strength obtained from the pier test

with the vertical load that existed at cracking and given in Table 1.

For the square panels, of the Berkeley tests

o =

CT tcr

T panel 0.73

because a°

Cr given in Table 1 was obtained from this equation. The values

for T pier dnd 1 panel

and the ratio T pier/T panel are als ° given in Table ; • The range of the ratio T

pl

- er

/ T

p ane i is from -26 to 1.09 with the majority

of the values between .26 and 0.70. Thd" implication of this, is that

if the current method of interpreting the diagonal compression teso

332
EXHIBIT M

results is used to predict the shear strength of the piers the prediction

would have been overestimated by 40% to 380%. This is clearly unacceptable

and validates the earlier statement concerning the incorrect use of the

diagonal compression test results.

The correct application, in my view is to work with the critical

tensile stresses. Since this is not done in practical design its effect

should be approximated in the application of the diagonal compression test

results. The shear stresses obtained from the diagonal compression test

snould first be divided by 1.5 to account for the parabolic distribution

of shear stress in a structural element. Some factor should then be

applied to account for the variation obtained between the diagonal tension

stresses of the piers a. and those of the panels al . From Figures 5 to 7 this would be somewhere between 0.5 and 0.7 say 0.6. Thus the shear stresses

obtained from the diagonal compression test should be multiplied by 0.6/1. 5=0.

before a factor of safety is applied. The factor of safety would then be

applied to these reduced values to obtain an allowable shear stress that

would be applicable to unreinforced masonry with no compressive load. If

this methodology is applied to the results presented in the NCMA commentary

where the average shear stress from the panel tests is given as 130 psi for

type M and S mortar, the shear stress at failure with no compressive load

would be 130 x 0.4 = 52 psi. Applying a factor of safety of 3 to this,

the allowable shear stress would be 17 psi.

If a compressive stress of 100 psi is assumed to act on an element,

the shear stress using the same methodology would obtained as follows

where = 1.5 x 52 psi = 78 psi from the panel tests ; or 0.6 x 130 = 78 psi

Using a factor of safety of three, this would correspond to an allowable

shear stress of 26 psi when the compressive stress was equal to 100 psi.

t = 79 psi

333
EXHIBIT M

Recommendation for Allowable Shear Stresses

Based on the foregoing presentation of determining allowable shear

stresses in unreinforced masonry, I recommend that we follow the British

approach. This recognizes the different modes of failure under different

compressive loads and in the first region up to a compressive stress (c ) of 120 psi assumes the wall will fail in shear bond. The recommeded

allowables for Type Mand S mortar would be:

Compression Stress Between 0 and 120 psi

Hollow Unit Concrete Masonry

Fully Grouted Hollow Unit Concrete

Masonry

Solid Concrete Masonry

Hollow Unit Clay Masonry

Fully Grouted Hollow Unit Clay Masonry

Solid Brick Masonry

Mul ti-wythe-Grouted Brick

Concrete

V = 12 +

V = 18 +

V = 12 +

V = 15 +

V = 20 +

V = 15 +

V = 20 +

V = 18 +

0.2 a

c •

0.2 a

c 0.2 a

c 0.25 a 0.25 a

c 0.25 a 0.25 a°

c 0.2 a

c

>30 psi

>36 psi

±36 psi

>40 psi

^45 psi

>45 psi

>45 psi

>36 psi

These recommeded values recognize the difference in the shear bone

strength of a mortared joint and hollow unit masonry that is fully goruted.

In addition the higher shear bond strength of clay masonry when compared

to concrete masonry is also recognized. The upper limits recognize a difference in the critical tensile strengths of clay masonry and concrete masonry

These values should be carefully evaluated using test data that both

NCMA and BIA have available using the methodology discussed previously.

The upper limits for this first region could be used for all compressive

stresses above 120 psi or the third region of the British curve could be

used above say a compressive stress of 250 psi. In this region the allowable

stress would be the upper limit of the first region, plus the factor

0.2 (a - 250) or 0.25 (a - 250) with another upper limit. We do not recom- mend the use of this third region for seismic loads, because of the brittle

failure mechanism associated with high compressive loads.

If this third region is adopted the second region for compressive stresses

334
EXHIBIT M

between 120 and 250 psi would be the upper limits for the first region.

The allowables for the third region would then be:

Compressive stress >250 psi

These recommended values for Type M and S mortar should be factored

appropri ately for Type N mortar say by 80%. The governing design equation

for seismic loads in unreinforced masonry would be Eqtn. 3-2(a) on p. 49

of the ATC-3-06 report.

Although the recommended procedure for determining allowable stresses

in unreinforced masonry is somewhat different to that currently in use, I believe it is a better reflection on the actual performance of the walls.

I also believe that if Committee 5 proceeds with these recommendations we should evaluate any test data that NOMA and 8IA have available on shear

bond strength to determine what factor of safety is inherent in the

suggested values at zero compression. We should also examine the available

data on the diagonal compression tests (racking-Figure 3) using the

methodology suggested herein to determine the factor of safety for the

allowables in the 100 to 250 psi region.

If this procedure is not followed then the upper limits for shear

stress should be determined using the methodology recommended herein

assuming there is no vertical load on the element. This would involve

multiplying the shear stresses obtained from Figure 3 by 0.4 and then

dividing these results by a factor of safety of say 3.

Hollow Unit Concrete Masonry

Fully Grouted Hollow Unit Concrete Masonary

Solid Concrete Masonry

Concrete Multi -Wythe-Grouted

Hollow Unit Clay Masonry

Fully Grouted Hollow Unit Clay Masonry

Sol id Clay Masonry

Brick Mul ti -Wythe-Grouted

V = 30 + 0.2(a -250) ^40 psi

V = 36 + 0.2(a

c -250) >45 psi

V = 36 + 0.2(a -250) >45 psi

V = 36 + 0.2(cr

c -250) >45 psi

V = 40 + 0. 25(

j

-250) >50 osi

c

V = 45 + 0.25(a

c -250) >60 psi

V = 45 + 0.25(a

c -250) >60 psi

V = 45 + 0.25(a

c -250) >60 psi

335
exhibit m

TABLE 1 PREDICTION OF SHEAR CRACK STRENGTH FOR FULLY GROUTED ?I ERS

I

j -'roc men

| .Vf. 1-441

| Pc in f o

cowcm t

i ('>

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T (I »U , 7 <C«U

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1 ~ 5 0. IB 25-32 ! 280 114 1 -145 259 0. u 2.24 I7Z •US

- 7 1. ,*H 0.5: 2305 320 226 358 1. to i. 27 •su

1 -

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. _ 1 . . .*

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-6 0. 17 0. 31 1333 135 226 -144 275 2.34 5.29 its /r3 .11

-7 0.4 3 - 1005 i 100 180 | - u 229 37 4.12 2.17 /r? •47

-9 0.43 0. 1 7 1005 | 100 155 -tl* 18) 1.19 3.55 It? /iz

-l l 0. 13 0. IB 1330 133 240 -13) 297 :.:i p 58 irz 11 ? A01

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1 7 »l | ! »» LSI /?9 •<*0

1 Ml .1 1 *| LSI •4i

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1 JO ). 15

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-=> 0.5, 3. 50 4502 ! 375 348 -478 3 J6 J 90 5 19 *7 3 iZL

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-j n — 2515 282 270 - : 48 152 1 25 S 54 324 2.ZS •4/

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336
EXHIBIT M

337
SHEAR

STRESS

(PSD

EXHIBIT M

PRECOMPRESSION (PSD

• MODEL BRICK COUPLET (1:3) AVERAGE SHEAR STRENGTH

MODEL BRICK STRUCTURES AVERAGE SHEAR STRENGTH

A FULL SIZE WALL SIMMS' TEST AVERAGE SHEAR STRENGTH

FULL SIZE COUPLET ( 1:0.3: 5) POLYAKOV'S TEST AVERAGE

TEST STRENGTH

° FULL SIZE COUPLET (PERFORATED) (1:0.3: 5) POLYAKOV'S

TEST AVERAGE SHEAR STRENGTH

FIGURE RELATIONSHIP BETWEEN ULTIMATE SHEAR STRESS AND PRECOMPRESSION

338
EXHIBIT M

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Entredt Industries EXHIBIT N

INTERSTATE BRICK

AND CERAMIC TILE

June 24,

SHOWROOMS. SALES OFFICES & DISTRIBUTION CENTERS

west Jordan facilities

Gener»! Office* er.<3 Manufacturing plant 9210 South 5200 West

F 0 Box 517

West JortJen, UUh 84084

Phone <6011 561 1471 SALT LAKE FACILITIES

3037 South 300 West

Salt Lake City, Utah 84115

Phone (8011 487-0901 en<3 561 1471 OGDEN FACILITIES

660 Wall A xenue 09den, Utah 84404

Phone <8011 394-7701 ano 661-1471

1980

I

I

I

COMMITTEE 5 - MASONRY COMMITTEE - BSSC

Gent lmen

On Monday, June 9th after our Friday, June 6th meeting in

Washington, I read over some of the changes we made to Chapter 12 - one particular change hit me like a bolt of lighting. After reading

it several times, I called George Hanson and Ron Mayes; both agreed

with me that this change was wrong and changed the whole meaning and

use of the section. The change was the addition by Mel Mark to

Section 12.2.1 (B)2 that said " and Section 12 . 2

. ( B ) 3" . This made

it mandatory that all reinforced elements in a wall for Type 2 reinforced masonry had to have steel in both directions with .002 total

and with at least .0007 in both directions. In other words Type 2

would be null and void and Type 3 would have to be used everywhere.

Ron Mayes, Mel Mark and I spent two weeks talking on the phone

and working out a compromise. The enclosed suggested revision is

the final suggested wording by Ron Mayes and myself.

I'm sending a copy to E. V. Leyondecker for substitution into

the minutes of that meeting.

I hope you approve, if not, call me immediately.

Don Wakefield

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exhibit n u

, Suggested Revisions To Section 12.2.1. (B)

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12.2.1. (B) REINFORCED MASONRY DESIGN. Reinforced masonry shall be designed and

constructed in accordance with one of the following procedures and the provisions

of other Sections of this Chapter.

1. Masonry designed and reinforced as required.

2. Masonry designed and reinforced as required and containing nominal

prescribed reinforcing. Construction shall be grouted masonry- -multiwythe or

hollow unit masonry containing reinforcement as specified below. Masonry joint

reinforcement shall be, and ties may be, embedded in the mortar in the bed joints.

All other reinforcement shall be embedded in grout. Minimum masonry, mortar, and

grout coverages applicable to reinforced masonry shall be provided. Only type M

or S mortar shall be used. This masonry shall be designed as unreinforced

masonry, except that reinforced masonry areas or elements may be considered as

resisting stresses in accordance with the design criteria and allowable stresses

specified for reinforced masonry provided such elements fully comply with the

design and construction requirements for reinforced masonry; and-Sect . ~12 .

tT.—CB)~3r

Exception: When these wall elements contain less reinforcement than required

in Sect. 12.2.1. (B) 3, allowable shear stresses for unreinforced masonry shall be

used.

The width of these elements, tributary to the reinforcement, muse meet the

requirement of effective width of masonry given in 12A.6. 3(A).

Only when all structural elements of the masonry building are reinforced in

accordance with Sect. 12.2.1. (B) 3 shall the R factor for reinforced masonry be

used. All other buildings designed in accordance with the provisions of this

section shall have R- factors as required for unreinforced masonry.

//(y&U' U/^0£/L L/P*6 U/o<t.ps ft&pcJcg’ OUT

4ll. o 77/£ns 4s

343
EXHIBIT 0

APPLIED TECHNOLOGY COUNCIL'S COMMENTS

ON COMMITTEE 5 BALLOT ITEMS

INTRODUCTION

Chapter 12A was included in the ATC-3-06 report because a nationally

applicable design standard for masonry was and is still not available.

Thus Chapters 12 and 12A were developed as complementary documents. Some

seismic provisions were included in Chapter 12A and thus many of the

bo Hot items involve a transfer of these items to appropriate Sections of

Chapter 12.

Manv of the other ballot items involve minor and editorial changes

and ATC concurs with most of these. However, there are a number of other

ballot items that ATC believes are substantive changes to the document.

Comments on these items are in the accompanying tabulation of comments.

There are two important items that have not received adequate consideration by the committee at this time. These are the allowable stresses

for unreinforced masonry and the design requirements for hollow unit mas: nr .

ATC therefore strongly recommends that Committee 3 continues its

deliberations beyond the meeting of July 16th and 17th. This will ensure

that consistency, cross-referencing and definitions have been adequate! -

covered as a result of the large number of changes and that the two items

referred to above can be adequately addressed.

344

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NBS-’ 14A ( rev. 2 -ec) U.S. DEPT. OF COMM. BIBLIOGRAPHIC DATA

SHEET (See instructions)

4. TITLE AND SUBTITLE

1. PUBLICATION OR

REPORT NO.

2. Performing Organ. Report No. 3. Publication Date

NBSIR 80-2111-5 October 1980

REVIEW AND REFINEMENT OF ATC 3-06 TENTATIVE SEISMIC PROVISIONS

Report of Technical Committee 5: Masonry

5. AUTHOR(S)

6 Edgar V. Leyendecker and Louis E. Cattaneo. PERFORMING ORGANIZATION (If joint or other than NBS, see in struction s) 7 „ Contract/Grant No. national bureau of standards

DEPARTMENT OF COMMERCE

WASHINGTON, D.C. 20234

8. Type of Report & Period Covered

Final

9. SPONSORING ORGANIZATION NAME AND COMPLETE ADDRESS (Street. City. State. ZIP)

Federal Emergency Management Agency

Washington, D.C. 20472

10. SUPPLEMENTARY NOTES

Document describes a computer program; SF-185, FIPS Software Summary, is attached.

11. ABSTRACT (A 200-word or less factual summary of most significant information. If document includes a significant

bi bliography or literature survey, mention it here) The TENTATIVE PROVISIONS FOR THE DEVELOPMENT OF SEISMIC REGULATIONS FOR BUILDINGS

were developed by the Applied Technology Council to present, in one comprehensive

document, the current state of knowledge pertaining to seismic engineering of buildings

The TENTATIVE PROVISIONS are in the process of being assessed by the building

community. This report is one of a series of reports that documents the deliberations

of a group of professionals jointly selected by the Building Seismic Safety Council

and the National Bureau of Standards and charged with reviewing the TENTATIVE

PROVISIONS prior to the conduct of trial designs. The report contains the recommendations and records of the committee charged with review of the masonry design provisions

The committee made 109 ballot recommendations for revisions to the TENTATIVE

PROVISIONS. •‘"These recommendations were made to the parent group, the Joint Committee

on Review and Refinement, and their action on these recommendations is documented in a companion report.

12. KEY WORDS (Six to twelve entries; alphabetical order; capitalize only proper names; and separate key words by semicolons

Building; building codes; building design; earthquakes; engineering; masonry;

standards; structural engineering.

13. AVAILABILITY 14. NO. OF

PRINTED PAGES

Unlimited

| | For Official Distribution. Do Not Release to NTIS 421

H Order From Superintendent of Documents, U.S. Government Printing Office, Washington, D.C.

20402. 15. Price

Order From National Technical Information Service (NTIS), Springfield, VA. 22161 $29.00

USCOMM-DC 6043-P80
fifes

*1t

}
ADDENDA TO NESIR 80-2111-5

Report of Technical Committee 5: Masonry

e relieving material was received after the report for Committee

s on press.

1. Additional explanatory material to be added to section

1.3 - Chairman’s Statement on page 5.

2 . Exhibit P to be added to Section 3.3.

vn

ADDENDUM TO SECTION 1.3

CHAPTER 12

ITEM V: COMMENTS

5/9 See Committee comments Page 2, Chapter 12

5/11 The ability to clean the cavity would not be hampered by cleanouts spaced at every third unit rather than at every other unit

and would provide cost saving in construction.

5/12 ATC states in comments that "this item does not relate to seismic performance category (SPC) because it is a quantitative

quality control item for mortar and grout." Stipulation of

minimum strengths for the separate items which constitute a masonry assemblage do not appear to be necessary when it is

the prism strength of the assemblage which controls the final

strength of the wall. In addition to this the requirement of

2000 psi minimum strength for mortar could cause the specifying of type M mortar as the A.S.T.M. listed minimum strength

of type S mortar is 1800 psi. This could result in requiring

type M mortar in the major portion of masonry construction.

5/18 Page 4, Chapter 12 Committee commentary.

5/19 See Committee comment on item 5/19. Committee moved this item

to SPC-D by item 5/27 (misnoted as 5/26 on Committee comment

5/19).

5/20 Slump limits for grout must be controlled by job conditions and

size of void to be grouted, not by arbitrary restrictions. A

minimum slump may be acceptable if it is not used as a maximum.

The upper limits of slump should be removed to allow for proper

grout placement under conditions of high temperature, low humidity and high absorbent units. Generally, to obtain high

enough slump of grout for proper placement is more difficult

than the limitation of grout slump. See comments item 5A/16.

5/22 Item 5/22 page 5, Chapter 12 Committee comments.

5/28 This is a new addition proposed by ATC in their rewrite of

Chapter 12. The Committee accepted the rewrite with the exception of replacing the 2 with 1 in the case running bond structures in seismic zone 2. (#1 is with reinforcing as required

by design without arbitrary boundary steel).

CHAPTER 12

ITEM // : COMMENTS

5A/2 Poor definition 4 not necessary. All structural walls need

not be bearing walls but all bearing walls will be structural.

This definition appears to be excess wording without any contribution to the text.

5A/14 ASTM C270 is replaced with ASTM C476 which is for mortar 4 grout 4 the elimination of mortar cement in grout makes the

exception redundant.

5A/16 Slump should be controlled by job conditions 4 size of void

to be grouted rather than by arbitrary restrictions. Smaller

voids require greater slump to penetrate cavity 4 to supply

proper amount of water to be absorbed by masonry where larger

voids with less proportionate surface area will allow for lower slump 4 lower moisture requirements. See comments item

#5/20

5A/17 All grout may not be mixed in a drum type mixer (paddle mixer).

See Committees notes on 5A/17.

5A/19 The requirement for full bedding of cross webs 4 end shells of

all starter courses would cover foundations, floor slabs and

all supporting members. Full bedding on piers columns 4 pilasters could only be used for stack bond.

5A/23 See Committee comments Page 3, Chapter 12A.

5A/24 Acceptable no vote.

5A/26 See Committee comments Page 3, Chapter 12A. ATC definition

indicates grout is placed as units are laid.

5A/29 The number of spacing of cleanouts and the method of cleaning

will not guarantee a clean grout space. The main requirement

is to obtain a clean grout space. In the present section there

is no spacing or size requirement for cleanouts if placed in

the foundation. Method of cleaning should be as selected by

engineer or contractor and not specified in standard.

5A/31 See Committee comment Page 4, Chapter 12A. Revised definition

to apply nationwide not to any one particular area.

Page 2

ITEM if: COMMENTS

5A/33 This paragraph is no longer required as 3A/3 page 118 defines

reinforced masonry (accepted by vote of 33-7-2).

5A/34 This paragraph describes grouting requirements for hollow unit

masonry. There is no reference to reinforcing. Table 12A-3

does not include allowable stresses for grouted hollow unit

masonry. The new approved table, item #5A/77 accepted by vote

of 36-5-1, limits grouted masonry to multi wythe walls.

5A/36 By laying the units 8" higher than the grout lift the cleanout

will be 8" above the bottom of the grout of the next grout lift

Cleaning of this area would be very difficult and if water was

used to clean down the grout cavity this water would be difficult to remove before grouting. Arbitrary limits are hard to

justify.

5A/37 The method of cleaning will not guarantee a clean grout space.

The basic requirement is to provide a clean grout space by a method selected by the mason instead of requiring him to clean

the space by a method which may not be feasable for the particular job. See comment item #5A/29.

5A/44 The f^m value taken from the BIA 1969 Table 3 is 73% of the

values designated in ATC 3-06 due to^BIA prism ratios of 5:1

instead of 2:1. The 2/3 of the .73f m then results in an f^m

of 49% of f^m as related to 50% of f^m as would be used in the

other designs supported by ATC 3-06.

5A/47 See Committee comment Page 5, Chapter 12A.

5A/49 See Committee comment Page 5, Chapter 12A.

3A/30 See Committee comment Page 5, Cahpter 12A.

5A/52 See Committee comment & ATC comment Page 6, Chapter 12A.

5A/57 Committee comments - controlling the height to thickness ratio

by the interaction equation will cause the designer to base the

height of the wall on allowable stresses rather than by arbitrary numbers. This allowance is contained in the exception of

Section 12A.4.2 of the present ATC 3-06 document and would be

the effect of stresses due to axial loads combined with the

stresses due to moments in the wall.
1
Page 3

ITEM //

COMMENTS

3A/5 8 See Committee comments Page 6, Chapter 12A.

3A/60 This change was made to allow for the change made in Section

12.2.1 (B) (item 1 masonry designed and reinforced as required). This replaces the old designation of partially reinforced masonry. Also see Committee comments on 3A/6Q.

5A/61 The paragraph omitted does not account for size of grout cavities between wythes & alignment of these wythes. This would

be a special wall and would require special detailing. Commonly accepted practices could still be used.

5A/62 Committee comments on 5A/58 - The present equation of (,18f^m + .63pgfs) for a 12 x 12 column with an f m of 6000 psi and 4 - // 1

grade 60 pbars would provide a factor of .272 f^m as compared

to 0.20 f m for walls or an increase of 36% of additional load

for the column over the allowable load on an equivalent wall

area. A 12 x 12 column with an f^m of 3000 psi and 4-3/8" grade

4(j) rebars would provide a factor of 0.217 as compared to .20

f m for walls or an increase of 8^% of additional load for the

column over the allowable load on an equivalent wall area.

5A/64 See Committee comment Page 7, Chapter 12A.

5A/66 The new wording clarifies the length of wall which may be used

for the value of d. This has not changed the effective d to

be used in the calculation of shear stress.

5A/68 The revised text requires a prism test for each 5000 square

feet of wall with no stipulation as to how the design f^m was

obtained. In addition to this, if the f^m is to be established by tests an initial prism test series is to be made prior

to the start of construction. The original text did not require prism tests for required prism strength below 2600 psi

and only 3 prism test series for the total project regardless

of size of the project.

5A/7 2 ATC states in comments that "this item does not relate to seismic performance category (SPC) because it is a quantitative

quality control item for mortar and grout." Stipulation of

minimum strengths for the separate items which constitute a masonry assemblage do not appear to be necessary when it is the

prism strength of the assemblage which controls the final

strength of the wall. In addition to this the requirement of

2000 psi minimum strength for mortar could cause the specifying

of type M mortar as the A.S.T.M. listed minimum strength of

type S mortar is 1800 psi. This could result in requiring type

M mortar in the major portion of masonry construction.
1
ITEM

5A/74

5A/76

5A/78

5A/80

1

Page 4

COMMENTS

See Committee comments, Page 8, Chapter 12A.

See Committee Comments Page 8, Chapter 12A. Note ATC indicates

that the most recent standard ACI 531 uses 36.

This is different than the 2/3 applied in 5A/A4. Increase would

be 33% instead of 50% as noted by ATC.

With grouted construction the actual unit strength of the masonry unit and the grout would control. Although ASTM C90-75

and C652-75 use gross area to designate minimum unit strength

of hollow units the realistic actual unit compressive strength

of the hollow unit is based upon net area of the hollow unit.

fW Add to Section 3.3

nxhi tit F - Dec enter

ATC Board resolution

10, 19t0, letter from Ron

on allowable stresses.

Maxes to TC-5 transmitting"

EXHIBIT P

Applied Technology Council 2150 shattuck ave., suite 8oe Berkeley, California 94704 ( 4 i 5 ) 540-0223

Dame! Shapi'c, President

Bruce C Olsen. Vice President

James C A^de-sor., Secre'a'y-Treasjre'

December 10, 1980 ATC-3-3

TO: NBS REVIEW AND REFINEMENT COMMITTEE 5 (MASONRY)

FROM: RON MAYES

SUBJECT: ALLOWABLE STRESSES FOR REDESIGNS

At the November 19, 1980 ATC Board of Directors meeting, the following resolution

was unanimously passed:

The Applied Technology Council Board of Directors recommend that trial

designs for masonry buildings be performed with allowable stresses for

unreinforced masonry from both Chapter 12A of ATC-3-06 and the standards

of NCMA and BIA.

Directors: Milton A. Abel, James C. Anderson, Richard L. Christopherson, Edward F. Diekmann, Warner Howe, Stephen Johnston, Helmut Krawinkler, Melvyn H, Mark, John A. Martin, Bruce C. Olsen, Samuel Schultz, Daniel Shapiro, Aj it S. Virdee Roland L. Sharpe—Managing Director / Ronald L. Mayes—Executive Director

Associated with the Structural Engineers Association of California

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