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MASONRY DESIGNERS’ GUIDE Based on Building Code Requirements for Masonry Structures (AC1 530-92/ASCE 5-92/”MS 402-92) and Specifications for Masonry Structures (AC1 530.1-92/ASCE 6 - 9 2 m S 602-92) with Illustrated Design Applications COPYRIGHT ACI International (American Concrete Institute) Licensed by Information Handling Services COPYRIGHT ACI International (American Concrete Institute) Licensed by Information Handling Services

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  • MASONRY DESIGNERS GUIDE

    Based on

    Building Code Requirements for Masonry Structures

    (AC1 530-92/ASCE 5-92/MS 402-92)

    and

    Specifications for Masonry Structures

    (AC1 530.1-92/ASCE 6 - 9 2 m S 602-92)

    with

    Illustrated Design Applications

    COPYRIGHT ACI International (American Concrete Institute)Licensed by Information Handling ServicesCOPYRIGHT ACI International (American Concrete Institute)Licensed by Information Handling Services

  • A C 1 T I T L E * H D G 9 3 m Ob62949 0508489 715 m

    MASONRY DESIGNERS GUIDE

    Based on

    Building Code Requirements for Masonry Structures

    (AC1 530-92/ASCE 5-92/TMS 402-92)

    and

    Specifications for Masonry Structures (AC1 530.1-92/ASCE 6-92/TMS 602-92)

    with

    Illustrated Design Applications

    John H. Matthys, editor

    COPYRIGHT ACI International (American Concrete Institute)Licensed by Information Handling ServicesCOPYRIGHT ACI International (American Concrete Institute)Licensed by Information Handling Services

  • A C 1 T I T L E t M D G 93 m Obb29Y9 0508q90 437

    O 1993 The Masonry Society American Concrete Institute

    The Masonrv Desimers Guide is not intended to teach a novice how to design or build masonry structures, or to replace sound engineering knowledge, experience, and judgment. The Guide should be used by professionals who are qualified to evaluate the significance, limitations, and applicability of the information reported, and who will accept the responsibility for its proper use.

    Direct all correspondence to:

    Masonry Designers Guide

    The Masonry Society

    2619 Spruce Street

    Boulder, Colorado 80302-3808

    (303) 939-9700

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  • A C 1 T I T L E + M D G 93 m Obb2949 050B49L 373

    FOREWORD

    This Masonrv Desieners Guide (MDG) is intended to assist those involved in the design,

    construction, and regulation of masonry structures, The Guide was prepared to help users

    apply the provisions of Buildine; Code Reauirements for Masonrv Structures (AC1 530-

    92/ASCE 5-92DMS 402-92) and SDecifications for Masonry Structures (AC1 530.1-92/ASCE

    6-92DMS 602-92). These two documents were developed by the Masonry Standards Joint

    Committee (MSJC) which includes members of the American Concrete Institute, American

    Society of Civil Engineers, and The Masonry Society.

    Emphasis in the MDG is on application of the two documents. Background information on

    the development of the Code and Specifications provisions is not emphasized. For such

    information the reader is referred to Commentarv on Buildine: Code Reauirements for

    Masonrv Structures (AC1 530-92/ASCE 5-92DMS 402-92) and Commentarv on

    SDecifications for Masonrv Structures (AC1 530.1/ASCE 6-92/TMS 602-92).

    For ease in referencing the documents described above, an abbreviated notation has been

    used in the MDG. Building Code Reauirements for Masonrv Structures is shortened to

    MSJC Code or Code. Specifications or Specs. means SDecifications for Masonry Structures.

    Code C and Specs. C refer to the respective commentaries.

    The MDG is a first-of-its-kind document for the masonry industry and is a culmination of

    the efforts of The Masonry Society (TMS), the Council for Masonry Research (CMR), and

    the American Concrete Institute (ACI). TMS, the professional society of the masonry

    industry, provided the masonry expertise of their members to write the document. The

    CMR, a consortium of masonry industry associations, had the financial resources to fund the

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  • A C 1 T I T L E + M D G 93 m Obb2949 0508492 20T

    Guides development. AC1 had the qualifications and resources to publish the MDG.

    The MDG should be a valuable reference to engineers, contractors, architects, inspectors,

    building code authorities, and educators. The first chapters address materials, testing, quality

    assurance, quality control, and construction methods, with reference to specific provisions

    of the MSJC Code and Specifications. Following chapters on design illustrate applications

    of Code provisions to the structural design of masonry. There are more than 80 numerical

    example problems. A Code Reference Index and a Specification Reference Index correlate each discussion and design application example to a particular MSJC Code or Specification

    section.

    The Guide was developed under the auspices of The Masonry Society under the direction

    of John H. Matthys, Professor of Civil Engineering and Director of the Construction

    Research Center, The University of Texas at Arlington. Dr. Matthys provided guidance to

    individual authors in development of all chapters, served as managing editor, and

    coordinator for the production of the document.

    The production of Part I, General, was the direct responsibility of John H. Matthys.

    The production of Part II, Materials and Testing, and Part III, Construction, was the direct

    responsibility of the TMS Construction Practices Technical Committee chaired by Howard

    Droz.

    The production of Part IV, Design, was the direct responsibility of the TMS Design Practices

    Technical Committee chaired by John Tawresey.

    The voluntary contributions of all primary authors and reviewers are recognized. Each

    section/chapter of the finished Guide is a meshing of concepts of authors and numerous

    reviewers. In addition many of the example problems were developed and refined by several

    authors.

    iv

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  • Authors/Sections/Chapters

    Dr. Daniel P. Abrams - Professor of Civil Engineering, University of Illinois, Champaign- Urbana, Illinois - Sections 11.2 and 12.3 on Pilasters

    Dr. Subhash C. h a n d - Professor of Civil Engineering, Clemson University, Clemson, South Carolina - Section 9.0 Introduction and Section 9.3 on Intrawall Load Distribution

    Jefferson W. Asher - KPFF Consulting Engineering, Santa Monica, California - Lateral Load Distribution - Computer Calculations for RCJ Hotel

    Christine Beall - Architect, Austin, Texas - Section 5.1 on Submittals, Section 6.1 on Preparation, Section 7.1 on Hot Weather Construction, and Section 7.2 on Cold

    Weather Construction

    William Bretnall - Gensert Bretnall Associates, Cleveland, Ohio - Chapter 8 on Design Methodology and Philosophy

    Dr. Russell Brown - Chairman, Department of Civil Engineering, Clemson University, Clemson, South Carolina - Section 12.1 on Columns and Section 12.2 on Walls

    Mario J. Catani - Dur-O-Wal, Inc., Arlington Heights, Illinois - Section 3.5 on Metal Connectors and Reinforcement

    Howard Droz - Architect, Smith, Hinchman & Grylls, Detroit, Michigan - Section 6.3 on Tolerances

    Harry A. Fine - Former Executive Director, Masonry Institute of St. Louis, St. Louis, Missouri - Section 5.2 on Sample Panels - Deceased 1992

    V

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  • A C 1 T I T L E * M D G 93 m 0662949 0508494 O82

    Richard Gensert - Gensert Associates, Sewickley, Pennsylvania - Chapter 8 on Design Methodology and Philosophy

    Clayford T. Grimm - Masonry Consultant, Austin, Texas - Section 3.4 on Masonry and Chapter 10 on Movements

    Dr. Ahmad A. Hamid - Professor of Civil Engineering, Drexel University, Philadelphia, Pennsylvania - Section 13.2 on Shear Walls and Chapter 16 on Provisions for Seismic Design

    Edwin T. Huston - Smith & Huston, Consulting Engineers, Seattle, Washington - Lateral Load Distribution - Hand Calculations for RCJ Hotel

    Albert W. Isberner - Consultant, Portage, Wisconsin - Chapter 3 on Materials, Chapter 4 on Testing and Section 5.5 on Compliance

    Rochelle C. Jaffe - Raths, Raths, and Johnson, Willowbrook, Illinois - Development and Basic Design of the TMS Shopping Center, DPC Gymnasium and RCJ Hotel,

    Chapter 8 on Design Methodology and Philosophy, and Section 6.5 on Quality

    Assurance/Quality Control Checklist

    Dr. Richard E. Klingner - Professor of Civil Engineering, The University of Texas at Austin, Austin, Texas - Chapter 14 on Reinforcement and Connectors

    Robert Kudder - Raths, Raths, and Johnson, Willowbrook, Illinois - Section 5.4 on Testing

    Dr. W. Mark McGinley - Professor of Architectural Engineering, North Carolina A&T University, Greensboro, North Carolina - Section 9.1 on Building Examples and Section 9.2 on Intenvall Load Distribution

    vi

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  • A C 1 TITLE*MDG 9 3 0662949 0508495 T L 9

    W. Thomas Munsell - Munsell Associates, Inc., Southfield, Michigan - Chapter 15 on Empirical Design

    Dr. Max Porter - Professor of Civil Engineering, Iowa State University, Ames, Iowa - Section 13.1 on Design for Shear in Masonry Components

    John G. Tawresey - Vice President, KPFF Consulting Engineers, Seattle, Washington - Development of TMS Shopping Center, DPC Gymnasium, and RCJ Hotel - Section 11.0 Introduction and 11.1 on Walls, Section 12.0 Introduction and Section 13.0

    Introduction

    Al Tomassetti - Masonry Consultant, Louisville, Kentucky - Section 5.3 on Inspection and Section 6.4 on Cleaning

    Terence A. Weigel - Professor of Civil Engineering, University of Louisville, Louisville, Kentucky - Section 11.1 on Walls

    Dr. Amde M. Wolde-Tinsae - Professor of Civil Engineering, University of Maryland, College Park, Maryland - Section 11.3 on Beams and Lintels

    Gary L Zwayer - Wiss, Janney, Elstner Associates, Northbrook, Illinois - Section 6.2 on Placement and Section 6.5 on Quality Assurance/Quality Control Checklist

    Reviewers

    To encourage input and acceptance of the Guide by the design community and the masonry

    industry as a whole, numerous reviews during the development of this document were

    planned. Appreciation is extended to all reviewers for their voluntary contributions in

    production of this unique document.

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  • A C 1 T I T L E * N D G 73 m Obb27q7 0508496 955

    Review of the first draft of Part II, Materials and Testing, and Part III, Construction, was

    conducted by a Technical Review Committee of:

    Kevin Callahan - National Concrete Masonry Association - Herndon, Virginia Mario Catani - Dur-O-Wal, Inc. - Arlington Heights, Illinois Howard Droz - Smith, Hinchman, & Grylls - Detroit, Michigan John Grogan - Brick Institute of America, Region 9 - Atlanta, Georgia Dr. John Matthys - University of Texas at Arlington - Arlington, Texas.

    Review of the first draft of Part IV, Design, was conducted by a Technical Review

    Committee of:

    Dr. James Colville - Professor of Civil Engineering - University of Maryland and Chairman of Masonry Standards Joint Committee - College Park, Maryland

    Ed Huston - Smith & Huston - Seattle, Washington Rochelle Jaffe - Raths, Raths & Johnson - Willowbrook, Illinois Dr. Richard E. Klingner - University of Texas at Austin - Austin, Texas Dr. John H. Matthys - University of Texas at Arlington - Arlington, Texas.

    A review of the revised first draft was conducted by a Combined Review Group of:

    J. Gregg Borchelt - Brick Institute of America - Reston, Virginia - Representing CMR

    Dan Shapiro - SOHA - San Francisco, California - Representing TMS J. A. "Tony" Wintz, III - Wiss, Janney, Elstner Associates - Washington, D.C. -

    Representing ACI.

    A final technical review of the submitted proposed document was conducted by the

    Technical Activities Committee of TMS, the Technical Activities Committee of ACI, and the

    Technical Committee of CMR.

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  • A C 1 TITLE*NDG 93 m Obb2949 0508497 891 W

    A final editorial review of the entire Guide was conducted by an editorial committee of:

    Rochelle C. Jaffe - Raths, Raths & Johnson - Willowbrook, Illinois Dr. Richard E. Klingner - University of Texas at Austin - Austin, Texas Dr. John H. Matthys - University of Texas at Arlington - Arlington, Texas

    The staff of the Construction Research Center (CRC) at the University of Texas at

    Arlington was in charge of the production of the Guide in camera ready form, both hard

    copy and electronic disks. Special thanks go to:

    Barbara Wallace - CRC secretary for the word processing of the chapters text. Debra Roberts - CRC staff and civil engineering student for production of the

    design example problems and coordinating production of all figures.

    Finny Samuel, Titus Benny, and Asher Mahmood - students at UTA for production of the electronic graphics.

    Although this document has undergone numerous examinations, errors and inconsistencies

    are sure to exist. The Masonry Society would appreciate the findings of such discrepancies

    being brought to its attention.

    John H. Matthys

    Professor of Civil Engineering

    Director of Construction Research Center

    University of Texas at Arlington

    ix

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  • A C 1 T I T L E * H D G 93 m 0662949 0508V98 728 m

    Masonry Materials/Construction Team

    Masonry Design Brain Trust

    Photographer - R. C. Jaffe X

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  • A C 1 T I T L E * M D G 93 M 0662949 0508499 664

    CONTENTS

    PART I - GENERAL FOREWORD ................................................ iii CONTENTS ................................................... CODE REFERENCE INDEX ................................... xxv SPECIFICATIONS REFERENCE INDEX ......................... xxx

    1. . INTRODUCTION ............................................. 1-1 2. NOTATIONS, DEFINITIONS, AND ABBREVIATIONS . . . . . . . . . . . . . . 2-1

    PART II - MATERIALS AND TESTING 3. MATERIALS

    3.0 INTRODUCTION ....................................... 3-1 3.0.1 General Intent 3.0.2 Specifications-Preface and Checklists 3.0.3 Mandatory Specification Checklist 3.0.4 Optional Specification Checklist 3.0.5 Submittals 3.0.6 Material Specification References 3.0.7 Material Specification Requirements (ASTM)

    3.1 UNITS ................................................ 3-5 3.1.1 Product Specifications for Clay or Shale Masonry Units 3.1.2 Product Specifications for Concrete Masonry Units 3.1.3 Product Specifications for Stone Masonry Units 3.1.4 Product Testing and Conformance 3.1.5 Product Receipt and Storage 3.1.6 Manufacturers Recommendations

    3.2 MORTARS ............................................ 3-11 3.2.1 Selection of Mortar Type 3.2.2 ASTM C 270 Mortar Types

    3.2.2.1 Proportion Specification 3.2.2.2 Property Specification

    3.2.3 Cementitious Materials 3.2.4 Aggregates 3.2.5 Mortars Containing Hydrated Lime 3.2.6 Mortars Containing Masonry Cement 3.2.7 Admixtures

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    3.3 GROUT .............................................. 3-17 3.4 MASONRY ............................................ 3-17

    3.4.1 Brick Masonry In Compression 3.4.2 Brick Masonry Elastic Modulus 3.4.3 Brick Masonry In Flexure 3.4.4 Brick Masonry In Shear 3.4.5 Concrete Masonry In Compression 3.4.6 Concrete Masonry Elastic Modulus 3.4.7 Concrete Masonry In Flexure 3.4.8 Concrete Masonry In Shear 3.4.9 Grout 3.4.10 Steel Reinforcement

    3.5 METAL CONNECTORS AND REINFORCEMENT . . . . . . . . . . . . . 3-23 3.5.1 General 3.5.2 Steel Wire 3.5.3 Steel Sheet Metal 3.5.4 Reinforcing Bars 3.5.5 Connectors 3.5.6 Corrosion Protection 3.5.7 Deformed vs. Smooth Reinforcement

    REFERENCES .............................................. 3-26 4. TESTING

    4.0 INTRODUCTION ....................................... 4-1

    4.1 MATERIALS TESTING .................................. 4-2 4.1.1 Preconstruction 4.1.2 Construction Testing

    4.2 ASSEMBLAGE TESTING . PRISMS ........................ 4-4 PART III - CONSTRUCTION

    5. QUALITY ASSURANCE

    5.0 INTRODUCTION ....................................... 5-1 5.0.1 Quality Assurance 5.0.2 Quality Control

    5.1 SUBMITTALS .......................................... 5-4

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    5.2 SAMPLE PANELS ...................................... 5-5 5.2.1 Recommended Practices 5.2.2 Suggested Criteria for Construction

    5.3 INSPECTION .......................................... 5-7 5.3.1 Purpose 5.3.2 Planning 5.3.3 Material Submittals 5.3.4 Inspection Files 5.3.5 Construction Inspection

    5.4 TESTING ............................................. 5-10 5.4.1 Testing as Part of a Construction Quality Assurance Program

    5.4.1.1 Initial Rate of Absorption Tests 5.4.1.2 Testing to Verify the Prism Compressive Strength of

    5.4.1.3 Testing to Evaluate Mortar 5.4.1.4 Testing to Evaluate Grout 5.4.1.5 Testing to Determine the Flexural Modulus of Rupture

    5.4.2.1 Omitting Masonry to Permit Inspection Within a Cavity

    5.4.2.2 Fiber-optic Borescope

    Masonry

    5.4.2 Procedures Useful for Inspection Programs

    Wall

    5.5 COMPLIANCE ......................................... 5-18 REFERENCES .............................................. 5-20

    6. QUALITY CONTROL

    6.0 INTRODUCTION ....................................... 6-1 6.1 PREPARATION ........................................ 6-1

    6.1.1 Material Delivery, Storage, and Handling 6.1.2 Inspecting Surfaces to Receive Masonry 6.1.3 Masonry Units 6.1.4 Reinforcement, Connectors, and Accessories 6.1.5 Mortar and Grout

    6.1.5.1 Mortar 6.1.5.2 Grout

    6.1.6 Protections

    6.2 PUCEMENT .......................................... 6-11 6.2.1 Mortar Placement

    ... xlll

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  • A C 1 T ITLE*MDG 93 m Obb2949 0508502 T 8 9 m

    6.2.2 Reinforcement Placement 6.2.3 Tie and Anchor Placement 6.2.4 Unit Placement 6.2.5 Grout Placement 6.2.6 Flashing and Weephole Placement 6.2.7 Movement Joint Construction

    6.3 TOLERANCE .......................................... 6-25 6.3.1 Introduction 6.3.2 AC1 530.1/ASCE 6/S 602 Reference 6.3.3 Tolerance 6.3.4 Tolerance Examples

    6.3.4.1 Mortar Joint 6.3.4.2 Masonry Openings 6.3.4.3 Vertical Expansion Joints

    6.4 CLEANING ............................................ 6-31

    6.5 QUALITY ASSURANCE/QUALITY CONTROL CHECKLIST . . . . 6-32

    REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-33

    7. HOT AND COLD WEATHER CONSTRUCTION

    7.0 INTRODUCTION ....................................... 7-1 7.1 HOT WEATHER CONSTRUCTION ........................ 7-1

    7.1.1 Performance of Masonry and Mortar 7.1.2 Material Storage, Protection, and Preparation

    7.2 COLD WEATHER CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . 7-3 7.2.1 Performance of Masonry and Mortar 7.2.2 Material Storage, Protection, and Preparation

    REFERENCES .............................................. 7-9 PART IV - DESIGN

    8. DESIGN PHILOSOPHY AND METHODOLOGY

    8.0 INTRODUCTION ....................................... 8-1 8.1 WHAT IS MASONRY. ................................... 8-3

    8.1.1 Masonry Units

    XiV

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  • 8.2

    8.3

    8.4

    8.5

    8.6

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    8.1.2 Mortars 8.1.3 Grout 8.1.4 Masonry Assemblages 8.1.5 Volume Changes 8.1.6 Details of Construction

    STRUCTURAL ANALYSIS AND DESIGN . . . . . . . . . . . . . . . . . . . 8-7 8.2.1 General Requirements 8.2.2 Analysis Considerations

    LOADS AND LOAD COMBINATIONS ...................... 8-12 STRUCTURAL CONSIDERATIONS FOR MASONRY WALLS . . . 8-14 8.4.1 Wall Continuity and Support Conditions 8.4.2 Vertical Loadbearing Walls

    8.4.2.1 Types of Vertical Loads 8.4.2.2 Failure Mode 8.4.2.3 Effects of Openings 8.4.2.4 Gravity Stresses Resulting from Interaction of Walls and

    8.4.2.5 Engineering Analysis

    8.4.3.1 Horizontal Diaphragm Stiffness 8.4.3.2 Effects of Wall Proportions 8.4.3.3 Effects of Axial Loads 8.4.3.4 Effects of Openings 8.4.3.5 Effects of Wall Placements

    Horizontal Diaphragms

    8.4.3 Shear Walls

    8.4.3.6 Effects of Interconnection of Perpendicular Walls 8.4.3.7 Effects of Location of Plan Center of Resistance 8.4.3.8 Wall Reinforcing Patterns 8.4.3.9 Engineered Design of Masonry Shear Walls

    8.4.4 Progressive Collapse

    STRUCTURAL CONSIDERATIONS FOR MASONRY BEAMS . . . 8-45 8.5.1 Beam Behavior 8.5.2 Engineered Design of Reinforced Masonry Beams

    STRUCTURAL CONSIDERATIONS FOR MASONRY

    8.6.1 Beam Column Behavior 8.6.2 Engineered Design of Masonry Beam Columns 8.6.3 Interaction Diagrams

    BEAM COLUMNS ...................................... 8-52

    .............................................. REFERENCES 8-55

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    9. DISTRIBUTION OF LOADS

    9.0 INTRODUCTION ....................................... 9-1 9.1 BUILDING EXAMPLES .................................. 9-2

    9.1.1 TMS Shopping Center 9.1.1.1 Gravity Design Loads 9.1.1.2 Lateral Design Loads

    9.1.2.1 Gravity Design Loads 9.1.2.2 Lateral Design Loads

    9.1.3.1 Gravity Design Loads 9.1.3.2 Lateral Design Loads

    9.1.2 DPC Gymnasium

    9.1.3 RCJ Hotel

    9.2 INTERWALL LOAD DISTRIBUTION ....................... 9-49 9.2.1 Global Lateral Load Distribution on Shear Walls in Buildings with

    9.2.2 Global Lateral Load Distribution on Shear Walls in Buildings with Flexible Diaphragms

    Rigid Diaphragms

    9.3 INTRAWALL LOAD DISTRIBUTION ....................... 9-56 9.3.0 General 9.3.1 Local Distribution Under Concentrated Loads 9.3.2 Local Distribution of Concentrated Loads Acting on Bond Beams

    9.3.2.1 Hollow Masonry Walls 9.3.2.2 Solid Masonry Walls

    9.3.3 Effective Bearing Area Under Concentrated Loads 9.3.4 Local Load Distribution in Multiwythe Noncomposite (Cavity) Walls 9.3.5 Local Load Distribution in Multiwythe Composite Masonry Walls 9.3.6 Local Lateral and Axial Load Distribution in Single Wythe

    9.3.7 Local Distribution of Lateral Load Within Perforated Shear Walls Loadbearing Wall Systems

    REFERENCES .............................................. 9-63

    EXAMPLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 - 6 5 9.2-1 TMS Shopping Center - Lateral Load Distribution 9.2-2 DPC Gymnasium - Lateral Load Distribution 9.2-3 RCJ Hotel - Lateral Load Distribution - Hand Calculations 9.2-4 RCJ Hotel - Lateral Load Distribution - Computer Calculations 9.3-1 TMS Shopping Center - Load Distribution Within Single Wythe

    9.3-2 T M S Shopping Center - Distribution of Concentrated Loads Acting Walls Under Concentrated Loads

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    9.3-3

    9.3-4

    9.3-5

    9.3-6

    9.3-7

    9.3-8

    9.3-9

    9.3-10

    9.3-11

    9.3-12

    on a Bond Beam TMS Shopping Center - Effective Bearing Area Under Concentrated Load TMS Shopping Center - Effective Bearing Area Under Concentrated Load TMS Shopping Center - Effective Bearing Area Under Concentrated Load DPC Gymnasium - Distribution of Gravity Load Moment in Multiwythe Noncomposite (Cavity) Walls DPC Gymnasium - In-Plane Lateral Load Distribution in Multiwythe Noncomposite (Cavity) Walls DPC Gymnasium - Distribution of Out-of-Plane Lateral Loads in Multiwythe Noncomposite (Cavity) Walls DPC Gymnasium - Shear Stress Distribution in the Collar Joint of a Multiwythe Composite Wall Due to Out-of-Plane Wind Load TMS Shopping Center - Lateral and Axial Load Distribution in Single Wythe Loadbearing Wall Systems TMS Shopping Center - Distribution of Horizontal Load Within Reinforced Perforated Shear Walls TMS Shopping Center - Distribution of Horizontal Load Within Unreinforced Perforated Shear Walls

    10. MOVEMENTS

    10.1 CAUSES AND CONSEQUENCES OF MOVEMENTS . . . . . . . . . . . 10-1 10.2 DETERMINATION OF STRUCTURAL MOVEMENTS . . . . . . . . . 10-1

    10.2.1 10.2.2 10.2.3

    10.2.4

    10.2.5

    10.2.6 10.2.7

    Probabilistic Concepts Short-Term Movements Due to External Forces Long-Term Movement of Masonry 10.2.3.1 Creep of Brick Masonry 10.2.3.2 Creep of Concrete Masonry Thermal Movement 10.2.4.1 Temperature Change in Exterior Walls 10.2.4.2 Coefficient of Thermal Expansion Moisture Movements 10.2.5.1 Brick 10.2.5.2 Mortar 10.2.5.3 Concrete Masonry Freezing Expansion Restraint of Masonry

    10.3 STRUCTURAL MOVEMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-5 10.3.1 Frame Movement

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    10.3.1.1 Concrete Column Shortening 10.3.1.2 Steel Column Shortening 10.3.1.3 Sidesway

    10.3.2 Deflections of Horizontal Members 10.3.2.1 Beam Deflection 10.3.2.2 Shelf Angle Deflection

    10.3.3 Foundation Movement 10.3.4 Slab Movement 10.3.5 Differential Structural Movement

    10.3.5.1 Nonloadbearing Walls 10.3.5.2 Loadbearing Walls 10.3.5.3 Loadbearing/Nonloadbearing Wall Intersection

    10.4 ACCOMMODATION OF MOVEMENTS ..................... 10-8 10.4.1 Design of Movement Joints

    10.4.1.1 Sealants Used in Movement Joints 10.4.1.2 Control Joints 10.4.1.3 Expansion Joints 10.4.1.4 Construction Joints

    REFERENCES ............................................. 10-14

    EXAMPLES ............................................... 10-22 10.4-1 TMS Shopping Center - Vertical Control Joint Location 10.4-2 RCJ Hotel - Vertical Expansion Joint Size and Spacing Design 10.4-3 RCJ Hotel - Differential Movement in BrickBlock Exterior Wall

    11. FLEXURE

    11.0 INTRODUCTION ....................................... 11-1 11.0.1 Organization of Chapter 11 11.0.2 Flexural Masonry Design 11.0.3 Direction of Flexure 11.0.4 Effects of Bonding Pattern 11.0.5 Flexure: Working Stress Design

    11.0.5.1 Unreinforced Masonry 11.0.5.2 Reinforced Masonry

    11.1 WALLS .............................................. 11-10 11.1.1 Flexural Design of Unreinforced Masonry Walls 11.1.2 Flexural Design of Reinforced Masonry Walls

    11.1.2.1 Initial Depth and Steel Estimate 11.1.2.2 Balanced Design

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    11.2 PILASTERS .......................................... 11-15 11.2.1 General Description 11.2.2 Role of Pilaster in Resisting Loads 11.2.3 Coursing Layout 11.2.4 Effective Section 11.2.5 Flexural Design Considerations

    11.2.5.1 Unreinforced Pilasters 11.2.5.2 Reinforced Pilasters

    11.2.6 Shear Design Considerations

    11.3 BEAMS AND LINTELS ................................. 11-25 11.3.1 Introduction 11.3.2 Assumptions 11.3.3 Basic Equations - Singly Reinforced Sections 11.3.4 Basic Equations - Doubly Reinforced Sections 11.3.5 Load Distributions on Lintels 11.3.6 Beam Depth Determination 11.3.7 Deflection 11.3.8 Deep Beams

    REFERENCES ............................................. 11-42

    EXAMPLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 - 4 4 11.1-1

    11.1-2

    11.1-3

    11.1-4

    11.1-5

    11.1-6

    11.1-7

    11.1-8 11.1-9

    11.1-10

    11.1-11

    TMS Shopping Center - Design of Unreinforced CMU Nonloadbearing Wall for Flexure Only TMS Shopping Center - Design of Reinforced CMU Nonloadbearing Wall for Flexure Only TMS Shopping Center - Unreinforced Wall Design for Out-of-Plane Flexure DPC Gymnasium - Design of an Unreinforced Multiwythe Brick- Block Noncomposite (Cavity) Wall for Flexure Only DPC Gymnasium - Design of an Unreinforced Multiwythe Composite Wall for Flexure Only DPC Gymnasium - Design of a Reinforced Multiwythe Composite Wall for Flexure Only DPC Gymnasium - Design of a Single Wythe Reinforced Nonloadbearing Hollow Clay Masonry Wall for Flexure RCJ Hotel - Design of a Reinforced Clay Brick Lintel RCJ Hotel - Unreinforced Retaining Wall Design for Out-of-Plane Flexure RCJ Hotel - Reinforced Retaining Wall Design for Out-of-Plane Flexure RCJ Hotel - Design of an Unreinforced Multiwythe Noncomposite (Cavity) Brick-Block Masonry Nonloadbearing Wall for Flexure Only

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    11.1-12

    11.2-1 11.2-2 11.3-1 11.3-2 11.3-3 11.3-4 11.3-5 11.3-6 11.3-7 11.3-8

    RCJ Hotel - Design of a Reinforced Clay Brick Nonloadbearing Wall for Flexure Only DPC Gymnasium - Design of Unreinforced Pilaster for Flexure DPC Gymnasium - Design of Reinforced Pilaster for Flexure RCJ Hotel - Design of a Singly Reinforced Masonry Beam TMS Shopping Center - Doubly Reinforced Masonry Lintel Design DPC Gymnasium - Design of a Steel Lintel RCJ Hotel - Wall Beam Design RCJ Hotel - Coupling Beam for Flexure Only RCJ Hotel - Design of a Continuous Masonry Beam RCJ Hotel - Design of a Masonry Coupling Beam DPC Gymnasium - Design of a Steel Lintel

    12. FLEXURE AND AXIAL LOAD

    12.0 INTRODUCTION ....................................... 12-1 12.1 COLUMNS ............................................ 12-2

    12. l. 1 General 12.1.2 Development of Interaction Diagram

    12.1.2.1 Compression Controls 12.1.2.2 Tension Controls

    12.2 WALLS .............................................. 12-18 12.2.1 Unreinforced Masonry Walls

    12.2.1.1 Unity Inequality 12.2.1.2 Euler Buckling 12.2.1.3 Flexural Tensile Stress

    12.2.2 Reinforced Masonry Walls 12.2.2.1 Interaction Diagram for Reinforced Walls 12.2.2.2 Typical Iterative Method

    12.3 PILASTERS .......................................... 12-42 12.3.1 Critical Loading Cases 12.3.2 Design Considerations for Unreinforced Pilasters 12.3.3 Design Considerations for Reinforced Pilasters

    REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12-48 EXAMPLES ............................................... 12-49

    12.1-1 RCJ Hotel - Lobby Column Design 12.2-1 TMS Shopping Center - Design of Reinforced Loadbearing Wall 12.2-2 TMS Shopping Center - Design of Unreinforced Loadbearing Wall 12.2-3 DPC Gymnasium - Design of Unreinforced Multiwythe

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    Noncomposite Masonry Wall

    Wall 12.2-4 DPC Gymnasium - Design of Unreinforced Composite Masonry

    12.2-5 DPC Gymnasium - Design of Reinforced Hollow Clay Masonry Wall 12.3-1 DPC Gymnasium - Unreinforced Pilaster Subject to Flexure and

    12.3-2 DPC Gymnasium - Reinforced Pilaster Subject to Flexure and Axial Axial Load

    Load

    13. SHEAR

    13.0 INTRODUCTION ....................................... 13-1 13.1 DESIGN FOR SHEAR IN MASONRY COMPONENTS .......... 13-2

    13.1.1 Overall Philosophy for Shear Design 13.1.2 Unreinforced Masonry Shear Design 13.1.3 Reinforced Masonry Shear Design

    13.1.3.1 Shear Reinforcement Not Required 13.1.3.2 Shear Reinforcement Required

    13.1.4 Special Provisions for Diaphragms

    13.2 SHEAR WALLS ....................................... 13-10 13.2.1 Definition of a Shear Wall 13.2.2 Function of Shear Walls 13.2.3 Layout of Shear Walls 13.2.4 Analysis of Shear Walls 13.2.5 Flexural Design

    13.2.5.1 Unreinforced Shear Walls 13.2.5.2 Reinforced Shear Walls

    13.2.6.1 Unreinforced Shear Walls 13.2.6.2 Reinforced Shear Walls

    13.2.6 Shear Design

    REFERENCES ............................................. 13-22

    EXAMPLES . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3 - 2 3 13.1-1 RCJ Hotel - Shear Design of a Reinforced Brick Coupling Beam 13.1-2 RCJ Hotel - Shear Design for Canopy Beam 13.1-3 RCJ Hotel - Shear Design of Continuous Masonry Beam 13.1-4 RCJ Hotel - Shear Design of a Reinforced Clay Brick Non-

    13.1-5 DPC Gymnasium - Shear Design for a Composite Masonry Wall 13.1-6 TMS Shopping Center - Shear Design of an Unreinforced Wall Due

    loadbearing Wall

    to Out-of-Plane Bending

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    13.1-7 13.1-8 13.1-9

    13.1-10

    13.2-1 13.2-2 13.2-3 13.2-4

    13.2-5

    13.2-6

    DPC Gymnasium - Shear Design of a Reinforced Composite Wall RCJ Hotel - Shear Design of a Coupling Beam TMS Shopping Center - Shear Design of a Reinforced CMU Nonloadkaring Wall TMS Shopping Center - Shear Design for a Doubly Reinforced Masonry Lintel TMS Shopping Center - Unreinforced Shear Wall Design TMS Shopping Center - Reinforced Shear Wall Design DPC Gymnasium - Shear Wall Design RCJ Hotel - Design of Unreinforced Masonry Shear Wall for In- Plane Lateral Loads RCJ Hotel - Design of Reinforced Masonry Shear Wall for In-Plane Lateral Loads RCJ Hotel - Reinforced Masonry Shear Wall Design

    14. REINFORCEMENT AND CONNECTORS

    14.1 GENERAL ............................................ 14-1 14.1.1 Steel Reinforcement 14.1.2 Connectors 14.1.3 Connections Between Intersecting Walls

    14.2 STEEL REINFORCEMENT ............................... 14-6 14.2.1 Requirements for Steel Reinforcement

    14.2.1.1 Strength Requirements for Reinforcement 14.2.1.2 Corrosion Resistance and Protection Requirements for

    14.2.1.3 Embedment Requirements for Reinforcement Reinforcernent

    14.2.2 Design of Steel Reinforcement

    14.3 CONNECTORS ......................................... 14-8 14.3.1 Requirements for Connectors

    14.3.1.1 Strength Requirements for Connectors 14.3.1.2 Corrosion Resistance and Protection Requirements for

    14.3.1.3 Embedment Requirements for Connectors 14.3.1.4 Stiffness Requirements for Connectors

    Connectors

    14.3.2 Design of Connectors

    REFERENCES ............................................. 14-11

    EXAMPLES . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4 - 1 3 14.2-1 T M S Shopping Center - Design of a Straight Bar Anchorage 14.2-2 TMS Shopping Center - Design of a Hooked Bar Anchorage

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    14.2-3

    14.3-1 14.3-2

    14.3-3

    14.3-4

    14.3-5 14.3-6 14.3-7 14.3-8

    14.3-9

    14.3-10

    14.3-11 14.3-12 14.3-13

    14.3-14

    14.3-15

    14.3-16

    TMS Shopping Center - Design of Anchorage at a Simple Supported Lintel Design of Anchor Bolts of a Shear Wall to Roof Diaphragm DPC Gymnasium - Design of Wall Ties in an Unreinforced Multiwythe Noncomposite (Cavity) Masonry Wall DPC Gymnasium - Design of Shear Wall-Floor Connection for Composite Nonloadbearing Wall DPC Gymnasium - Design of Shear Wall-Floor Connection for Unreinforced Multiwythe Noncomposite (Cavity) Wall TMS Shopping Center - Joist Connection to Loadbearing Wall RCJ Hotel - Connection Between Canopy Beam and Column Typical Reinforcing Details RCJ Hotel - Connection of Rigid Roof Diaphragm to Exterior Loadbearing Wall RCJ Hotel - Connection of Floor Diaphragm to Nonloadbearing Wall RCJ Hotel - Connection of Floor Diaphragm to Interior Loadbearing Wall TMS Shopping Center - Connection of Steel Beam Bearing Detail TMS Shopping Center - Roof Diaphragm Connection to Shear Wall RCJ Hotel - Connection of Exterior Nonloadbearing Wall to Exterior Loadbearing Wall RCJ Hotel - Connection of Interior Nonloadbearing Wall to Interior Loadbearing Wall DPC Gymnasium - Roof Diaphragm Connection to Nonloadbearing Wall RCJ Hotel - Termination of Flexural Reinforcement for Continuous Masonry Beam

    15. EMPIRICAL DESIGN

    ............................................. 15.1 HISTORY 15-1 15.2 GENERAL DESCRIPTION ............................... 15-2 15.3 LIMITATIONS ......................................... 15-3

    15.4 EMPIRICAL DESIGN REQUIREMENTS .................... 15-4 15.4.1 Materials and Specifications 15.4.2 Lateral Stability 15.4.3 Compressive Stress Requirements 15.4.4 Lateral Support 15.4.5 Thickness of Masonry

    15.4.5.1 Minimum Thickness Criteria

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    15.4.5.2 Foundation Walls

    15.4.6.1 Masonry Headers 15.4.6.2 Metal Ties

    15.4.7.1 Intersecting Walls 15.4.7.2 Floor and Roof Anchorage 15.4.7.3 Walls Adjoining Structural Framing

    15.4.8 Miscellaneous Requirements 15.4.8.1 Chases and Recesses 15.4.8.2 Lintels 15.4.8.3 Support on Wood 15.4.8.4 Corbelling

    15.4.6 Bond

    15.4.7 Anchorage

    REFERENCES ............................................. 15-13

    EXAMPLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . 1 5 - 1 4 15.4-1 TMS Shopping Center - Empirical Design of Masonry Walls 15.4-2 DPC Gymnasium - Empirical Design of Masonry Walls 15.4-3 RCJ Hotel - Empirical Design of Masonry Walls

    16. PROVISIONS FOR SEISMIC DESIGN

    16.1 INTRODUCTION ....................................... 16-1 16.2 MATERIALS .......................................... 16-2 16.3 DESIGN OF MASONRY ELEMENTS ....................... 16-3 16.4 DETAILING ........................................... 16-4

    16.4.1 Reinforcement 16.4.2 Anchorage 16.4.3 Minimum Dimensions

    REFERENCES .............................................. 16-8

    A APPENDIX ................................................ A-1 Clay Masonry Section Properties ................................. A-1 Concrete Masonry Section Properties .............................. A-4 Conversion Factors . SI Units .................................... A-7

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    k3.9 A 4 k4.2 k4.4 k4.5

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    k4.6.1 k4.7 k4 .8 k4.8.1 k4.8.2 A4.9.1

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    5.3.2

    5.4 5.4.1 5.4.2 5.5 5.5.1 5.5.1.1

    5.5.1.2

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    5.5.1.3

    5.5.1.4 5.5.2 5.5.2.1 5.5.2.2 5.5.3

    5.5.4 5.5.4.1 5.5.4.2 5.5.5 5.5.5.1 5.5.5.2 5.6

    5.6.1 5.7 5.7.1 5.7.1.1 5.8.1 5.8.1.1 5.8.1.2

    5.8.1.2(b) 5.8.1.3 5.8.1.5

    5.8.2 5.8.2.1 5.8.2.1(b) 5.8.2.1(c) 5.8.2.1(d) 5.8.2.1(f) 5.8.2.2

    5.8.2.2(c) 5.9

    MDG Pages

    5-14, 11-64, 11-114, 12-93 3-22 8-1 1 10-3, 10-24, 10-26 10-3, 10-22 8-11, 10-3, 10-24, 10-26 8-11, 10-4 10-22 10-27 8-11, 11-41 10-2 10-2, 10-28 10-6, 11-26, 11-131, 11-136, 11-168, 15-12 8-5 1 13-12 9-72, 11-99 8-10, 9-101, 11-12 8-6, 8-9 9-61, 13-74 8-10, 9-61, 9-134, 11-71, 13-45, 13-74 13-39 8- 10 9-124, 11-75, 13-74, 14-9, 14-20, 14-35 8-5, 8-9 9-59, 12-69 9-123, 12-68, 12-71 8-11, 9-127 8-10, 12-71 8-10, 14-9 9-60, 9-128, 12-72, 14-9, 14-11, 14-20, 14-35 14-11 8-53, 12-2

    Code Section

    5.9.1.1 5.9.1.2 5.9.1.3 5.9.1.4

    5.9.1.6

    5.9.1.6(a) 5.10 5.10.1 5.10.2 5.11.2 5.12 5.12.1

    5.12.2

    5.12.3

    5.13 5.13.1 5.13.1.1 5.13.1.2

    5.13.2 5.13.4 5.13.4.1(b) 5.13.4.2

    5.13.4.2(c) 5.13.4.2(e) 5.13.4.2(e)l 5.13.4.2(e)2

    MDG Pages

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    5.13.4.2(e)3 5.14

    5.14.2.2 5.16 6.3 6.3.1

    6.3.l(a) 6.3.l(c) 6.3.1.1

    6.4 6.5

    6.5.1

    6.5.2

    6.5.2(c)

    7.2

    7.2.1 7.2.l(b) 7.2.1.1

    MDG Pages

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    Code Section

    7.2.1.l(b) 7.2.1.2 7.2.1.2(a) 7.3 7.3.1.1

    7.3.1.2

    7.3.2 7.3.2.1 7.3.3 7.3.3.1

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    7.5.2.2(a) 7.5.2.3

    7.5.2.3(a) 7.5.3

    7.5.3.1

    7.5.3.2

    7.5.5

    8.2.1 8.2.3 8.3 8.3.1

    8.3.5

    8.4.1 8.4.l(a) 8.4.l(b) 8.5 8.5.2

    8.5.3 8.5.3.1(d) 8.5.3.1(e) 8.5.3.1(f) 8.5.3.2 8.5.3.3(b) 8.5.4.1(b)

    MDG Pages

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    Code Section

    8.5.5.1 8.5.5.2

    8.5.6 8.5.6.1 8.5.6.1(e) 8.5.7.1.1 9.1 9.1.1 9.1.1.1

    9.1.1.2

    9.2

    9.3. l. 1

    9.3.1.2

    9.3.1.3

    9.4

    9.4.1 9.4.2

    9.5 9.5.1

    9.5.1.1 9.6.1 9.6.2 9.6.3 9.7 9.7.2 9.7.2.1 9.7.2.2 9.7.3 9.7.5.2

    MDG Pages

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    15-14, 15-21, 15-28, 15-31, 15-33 15-14, 15-23, 15-28, 15-31, 15-33 15-4, 15-15, 15-21, 15-29, 15-33 15-15, 15-17, 15-21, 15-22, 15-23, 15-29, 15-34 15-4, 15-15, 15-17, 15-22, 15-29, 15-34 15-4, 15-22, 15-23, 15-24, 15-33 15-18 15-5, 15-15, 15-20, 15-29, 15-31, 15-34 15-5 15-16, 15-18, 15-23, 15-24, 15-31 15-6 15-7 15-3, 15-8 15-6, 15-16, 15-18 15-9 15-6 15-10 15-10 15-6, 15-10 15-3

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  • Code Section

    9.8.2 9.8.2.1 9.8.2.2 9.8.2.5 9.8.3 9.8.4 9.9.1 9.9.2 9.9.3 9.9.4

    A C 1 T I T L E * N D G 93 m 0662749 0508537 4 0 T m

    MDG Pages

    15-10 15-11 15-11 15-11 15-11 15-12 15-12 15-12 15-13 15-13

    Code MDG Section Pages

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  • A C 1 T I T L E r M D G 9 3 m 0662949 0508518 346 m

    Specifications Section

    1.3 1.5 1.5.1.2 1.5.1.3 1.5.2 1.6 1.6.1 1.6.2 1.6.2.1 1.6.2.2 1.6.3

    1.6.3.2 1.6.3.3 2.1.1.1 2.1.2 2.1.2.1 2.1.2.l(a) 2.1.2.1(b)

    2.1.2.l(d) 2.1.2.l(c)

    2.1.2.1(f) 2.1.24g) 2.1.2.1(h) 2.1.2.2 2.1.2.2(b) 2.1.2.3 2.1.3.2 2.1.3.2(a) 2.1.3.2(b) 2.1.3.2(c) 2.1.3.3 2.1.3.4 2.1.3.5 2.1.4

    SPECIFICATIONS REFERENCE INDEX

    MDG Pages

    3-4 5-17 6-4, 6-37 3-18 8-9 5-14 8-9 5-11, 8-9, 12-93 5-16, 6-36 5-16, 6-36, 11-115 3-19, 4-2, 5-11, 5-14, 11-55, 11-115, 12-93 4-4 5-15 6-22 3-3, 5-5 4- 1 6-35 6-36 6-35 6-35 6-35 6-35 6-35 5-5, 6-35 5-5 5-5 4- 1 6-36 6-36 6-36 4-2, 5-12, 6-36 4-2, 5-15, 6-36 4-2, 6-36 6-2, 6-6

    Specifications Section

    2.1.4.4 2.2.1 2.2.1.1 2.2.1.2 22.1.3 2.2.2 2.2.2.1 2.2.2.2 2.2.2.3 2.2.6 2.2.7 2.3.1 2.3.1.l(a) 2.3.1.l(b) 2.3.1.l(d) 2.3.1.l(e) 2.3.1.2(b) 2.3.2.1 2.3.2.1.1 2.3.2.1.2 2.3.2.2 2.3.2.3 2.3.2.4 2.3.2.4(a) 2.3.2.4(b) 2.3.3.2 2.3.3.2(a)l 2.3.3.2(a)2 2.3.3.3 2.3.3.3(d)2 2.3.3.3(d)4 2.3.3.3(e) 2.3.3.3(f)1 2.3.3.6(f) 2.3.3.6(g)

    MM

    MDG Pages

    6-2 8-9 3-6 3-5 3-7 3-11, 8-9 3-11 3-16 3-16 6-23 6-32, 6-35 5-8 6-36 6-36 6-36 6-36 6-37 6-4, 6-26 6-37 6-4 6-37, 7-3, 7-6 6-20, 6-37, 7-2 6-19 6-5, 6-19 6-5, 6-36 6-26 6-29 6-29 6-12, 6-18 14-22 6-20 6-12 6-18 6-22 6-23

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  • A C 1 TITLExMDG 93 9 0662947 0508539 282 9

    Specifications Section

    2.3.3.9 2.3.3.11 3.1.2.1(a) 3.1.2.l(b) 3.1.2.l(c) 3.1.3 3.1.3.1 3.2 3.2.1.1 3.2.1.1.1 3.2.1.1.2 3.2.1.2 3.2.1.3 3.2.1.4 3.3 3.3.2.1 3.3.3.1 3.3.3.2 3.3.3.2(c) 3.3.3.4 3.3.3.4(b)

    3.3.3.4(d) 3.3.3.5 3.3.3.5(a) 3.3.3.5(b)

    4.1.2 4.1.2.2 4.1.3 4.1.4 4.2 4.2.2.2 4.3 4.3.3.6

    3.3.3.4(c)

    3.3.3.5(c)

    MDG Pages

    6-10 6-9 6-6, 6-35 6-35 6-35 6-2, 6-6 6-3 5-9, 14-1 14-1 3-25 3-25 14-3 3-24, 14-9 3-24, 14-9, 14-20 5-9 6-6, 6-17 6- 16 6-15, 6-26 6-15 6- 15 6-16 6-16 6- 15 14-10, 14-20, 14-35 6-17, 6-18, 14-9 14-9 6-17 5-5 6-35 4-2, 5-16, 6-36 6-2, 6-6 5-16 6-8, 6-36 6-20 6-21

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  • AC1 TITLEsMDG 93 m 0662749 0508520 TT4

    1

    INTRODUCTION

    Early masonry codes were totally empirical as evidenced by requirements of minimum wall

    thicknesses, maximum building heights, etc. The so-called modern empirical masonry code,

    ANSI A41.1, has for years been the basis for the empirical design provisions for masonry

    found in model building codes.

    In the early 1960's, masonry industry associations began development of a technological data

    base of masonry materials and assemblage performance through internally or externally

    sponsored research and testing programs. The result of these efforts culminated in such

    design standards as the Brick Institute of America's (BIA) Recommended Practice For

    Engineered Brick Masonry in 1966 and the National Concrete Masonry Association's

    (NCMA) SDecifications for Loadbearing; Concrete Masonry in 1970. Each document

    addressed only selected masonry materials. In 1970 American Concrete Institute (ACI)

    Committee 531 published a report, "Concrete Masonry Structures - Design and Construction" and in 1976 published Specifications for Concrete Masonry Construction (AC1 531.1-76). Both of these documents served as the basis for Building Code Requirements for

    Concrete Masonry Structures (AC1 531-79), which addressed only concrete masonry.

    In the mid-70's The Masonry Society (TMS) began development of a single structural

    masonry standard that addressed both clay and concrete masonry. The TMS standard,

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  • A C 1 T I T L E * N D G 9 3 m Obb2949 0508521 930

    completed in 1981, served as the source document for the major changes to Chapter 24 of

    the Uniform Building Code that first appeared in the 1985 edition of the UBC.

    The masonry industry associations recognized the need for a national design code covering

    all masonry materials. The American Society of Civil Engineers (ASCE) and the American

    Concrete Institute undertook this activity in the late 1970's. An agreement resulted in the

    ACI/ASCE 530 Masonry Structures Joint Committee, formed in 1978, to develop a consensus standard for masonry design. The committee members consisted of building

    officials, contractors, researchers, professors, consultants, and material producers. The

    developed document had to meet the rigid procedural and consensus acceptance

    requirements of both organizations. A code, to address design, and specifications, to address

    construction, were drafted for committee ballot by 1984. Final adoption of Code,

    Specifications, and Commentaries by ASCE and AC1 occurred in October 1988. The 530 Building: Code Requirements for Masonry Structures is primarily directed to the designer

    and code enforcement officials. The 530.1 Soecifications for Masonrv Structures is primarily

    directed to the contractor and inspector. Significant aspects related to these documents are

    that:

    1. Brick, block, and combination of brick and block are covered in a single

    document.

    2. Design is based on the premise that all work will be inspected.

    3. Acceptance has come from the masonry industry, engineering organizations

    and model code groups.

    This MDG and all design examples herein are based on the allowable stresses for insDected

    masonry construction. There are no alternative allowable stresses because uninmected

    workmanship is not permitted.

    Seminars on the 530 Code and 530.1 Specifications have been conducted through the

    auspices of ASCE and the sponsorship of the Council for Masonry Research (CMR) for the

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  • A C 1 T ITLEWMDG 93 m 0662949 0508522 877 m

    past several years. The original joint ACUASCE 530 Masonry Structures Committee is now

    under the auspices of TMS/ACI/ASCE and has been renamed the Masonry Standards Joint

    Committee (MSJC). This committee oversees revisions and expansions to the original 530

    Code (MSJC Code) and the original 530.1 Specifications (MSJC Specifications). The first

    revision of the original document passed public review of the sponsoring organizations in

    1992. This document reflects those revisions.

    Based on these activities, it became evident to TMS, CMR, and AC1 that a manual, handbook, or guide type document that specifically addressed the application of the MSJC

    Code and Specifications with illustrative examples would be a tremendous benefit to the

    industry. An agreement was made among TMS, CMR, and AC1 to address this issue. The

    Masonry Society would write the document, CMR would provide financial resources during

    its development, and AC1 would review and publish the product. The result of these efforts

    is the Masonrv Designers - Guide.

    The Masonrv Desipners Guide (MDG) is composed of four major parts divided into 16

    chapters. Part I, General, is administrative and applies to all other parts. Background

    information on development of MDG including author and reviewer contributions is given

    in the Foreword and Chapter 1 on Introduction. The Code Reference Index and the

    Specifications Reference Index tie discussions and design example problem procedures to

    the appropriate MSJC Code/Specifications sections. Chapter 2 on Notations, Definitions,

    and Abbreviations presents the MSJC Code notations and definitions with modifications and

    abbreviations found in the MDG. Where appropriate, notations are defined within the

    MDG text.

    Part II, Materials and Testing, primarily addresses the Specifications provisions as related

    to materials and testing. The Code dictates compliance with the Specifications. Chapter 3

    on Materials examines the provisions for clay or shale masonry units, concrete masonry units,

    stone masonry units, mortar, grout, masonry assemblages, reinforcement and connectors.

    Chapter 4 on Testing addresses Specifications requirements on testing frequency and quality

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  • A C 1 T I T L E * M D G 9 3 m 0662949 0508523 703 m

    assurance provisions. The material provisions during preconstruction and construction are

    addressed along with assemblage testing.

    Part III, Construction, addresses quality assurance, quality control, and hot and cold weather

    construction. Quality assurance includes the administrative policies and requirements related

    to quality control measures that will provide the owners quality objectives. Chapter 5

    addresses the items comprising quality assurance including organizational responsibilities,

    materials control, inspection, testing and evaluating, noncomplying conditions, and records.

    Quality control is the systematic performance of construction, testing, and inspection. It

    consists of the operations of the contractor at the construction site to obtain compliance with

    the contract documents. Chapter 6 addresses quality control by examining the Specifications

    provisions for masonry construction preparation, such as: storage and protection of

    materials, placement of materials, including units, mortar, grout, reinforcement and

    connector; and tolerances. The MDG Chapters 5 and 6 deal with masonry construction, in

    particular in light of quality assurance and control provisions as related to the Specifications.

    The Specifications contain some requirements that are always mandatory and others that are

    optional. The latter become mandatory when required by the specifier. A compilation of

    these requirements in the form of a checklist is given in MDG Table 6.5.1. The extent of the quality assurance and quality control program will vary with the size of the project.

    Suggested applications of the Specifications QA/QC provisions to three typical types of

    masonry buildings (TMS Shopping Center, DPC Gymnasium, RCJ Hotel) are presented in

    MDG Table 6.5.2. Chapter 7 addresses hot and cold weather construction.

    Part IV, Design, basically covers the application of the Code provisions to the structural

    design of different types of masonry assemblages (beams, walls, columns, pilasters) for

    different types of construction (multiwythe composite and noncomposite, single wythe,

    unreinforced and reinforced) based on the structural analysis of three typical types of

    masonry buildings (TMS Shopping Center, DPC Gymnasium, RCJ Hotel) for various load conditions. These are the same buildings for which Quality Assurance/Quality Control

    recommendations are suggested in Chapter 6.

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  • A C 1 T ITLELMDG 73 m Ob62747 0508524 b4T m

    Chapter 8 on Design Philosophy and Methodology gives the background on material

    strengths, loads, masonry construction, and performance that have produced a masonry

    philosophy of structural design. Loads and load combinations are covered. Significant time

    is spent covering the structural behavior of walls under different load conditions; boundary

    conditions and wall configurations. Basic beam behavior is examined along with the design

    equations. Basic axial column behavior is presented and the effect of the combination of

    axial loads and bending is presented with Interaction Diagrams. The design methodology

    for each component type as found in the Code is discussed and referenced to appropriate

    Code sections in this chapter.

    With the basic design philosophy and methodology established, appropriate application of

    the concepts found in the Code is accomplished by conducting structural analyses of

    structures and presenting design examples. These structural application aspects are covered

    in MDG Chapters 9 through 16. One of the unique features of the MDG is that the

    applications of the Code provisions are based on the same three typical masonry structures - a one-story strip shopping center, a one-story gymnasium, and a four-story hotel.

    Chapter 9 deals with structural analysis aspects of gravity and lateral load distributions.

    These are evaluated first in global terms for the three basic structures - TMS Shopping Center, the DPC Gymnasium, and the RCJ Hotel. Next the evaluation of the global loads

    into loads on or within individual components is considered. Example problems with respect

    to global gravity and lateral load distribution, along with interwall and intrawall load

    distribution, are presented at the end of the chapter.

    Chapter 10 on Movements covers causes and consequences of movements as related to

    masonry construction. Methods for determination of the magnitude of specific types of

    movements are presented. The chapter deals with ways of accommodating the calculated

    movement in masonry construction. Example problems on determining size and location of

    control joints and expansion joints are given.

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  • A C 1 T ITLESMDG 9 3 m Obb2949 0508525 58h m

    Based on the information generated in Chapters 9 (Loads) and 10 (Movements), design of

    individual walls, lintels, columns, and pilasters can be addressed in light of the design

    methodology in the Code.

    Chapter 11 on Flexure addresses the structural design aspects of elements where flexure may

    occur - walls, pilasters, and beams. Both unreinforced and reinforced elements are considered. Design example problems detail the design procedure for elements such as

    multiwythe composite and noncomposite walls, unreinforced and reinforced retaining walls,

    unreinforced and reinforced pilasters, lintels, and simple and continuous reinforced masonry

    beams.

    Chapter 12 expands Chapter 11 into the flexural and axial load structural design aspects of

    columns, walls, and pilasters. Columns are examined only as reinforced elements as required

    by the Code. Walls and pilasters are addressed for both the unreinforced and reinforced

    state. Design example problems from the three masonry structures illustrate the Code

    methodology.

    Chapter 13 on Shear presents the topic from the viewpoint of out-of-plane loads (Shear in

    Masonry Components) and in-plane loads (Shear Walls). Example problems, some

    coordinated to previous problems considered for flexure only, show application of the Code

    shear provisions.

    Chapter 14 on Reinforcement and Connectors addresses strength requirements, corrosion

    resistance and protection provisions, embedment criteria, and design aspects of

    reinforcement and connectors. Numerous design example problems show not only

    application of specific Code provisions for reinforcement and connectors but also typical

    design methodology for several typical connections.

    Chapter 15 on Empirical Design presents the background of the original empirical Hammurabi Code through the present empirical provisions found in the Code. The Codes

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  • A C 1 TITLE*:MDG 93 m Ob62747 050852b 412 m

    specific criteria on restrictions, strength requirements, support provisions, and minimum wall

    thickness are discussed. Aspects of bonding wythes and anchoring intersecting walls, roofs,

    and floor diagrams are presented. Design example problems related specifically to the three

    designated buildings show application of the empirical provisions of the Code.

    Chapter 16 presents Provisions For Seismic Design as related to masonry construction.

    Seismic resistant design of masonry buildings requires provisions for ductility not generally

    required for wind or other lateral loads. This chapter discusses these provisions and

    presents those criteria of Code Appendix A that includes minimum requirements for

    different seismic zones intended to provide proper performance of masonry structures

    subjected to earthquake shaking.

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  • A C 1 T ITLExMDG 93 m Obb2747 0508527 359 m

    2

    NOTATIONS, DEFINITIONS, AND ABBREVIATIONS

    2.1 NOTATIONS

    A, = AA =

    A s t = A', = A, =

    A, =

    AI =

    A2 = b = b, =

    AI =

    b, =

    b, =

    b, = B, = B, = c =

    c = c =

    d =

    cross-sectional area of element cross-sectional area of an anchor bolt, in2 net cross-sectional area of masonry, in.2 projected area, on the masonry surface, of a right circular cone for anchor bolt allow- able shear and tension calculations, in.2 area of tension reinforcement, in.2 area of tension reinforcement for balanced condition, in.2 A, + A'*, in.? area of compression reinforcement, i n . 2 cross-sectionalarea of shear reinforcement, in.? pilaster cross-sectional area without flange, i n . 2

    wall influence area per ASCE 7-88, ft2 bearing area, in? effective bearing area, in.2 width of section, in. total applied design axial force on an an- chor bolt, lb width of the transformed section at the plane of interest, in. total applied design shear force on an an- chor bolt, lb width of wall beam, in. allowable axial force on an anchor bolt, lb allowable shear force on an anchor bolt, lb distance from neutral axis to extreme fiber in bending, in. compression force, lb numeric coefficient in seismic load calcu- lations, ASCE 7-88 distance from extreme compression fiber to centroid of tension reinforcement, in. distance from extreme compression fiber to centroid of compression reinforcement

    db = nominal diameter of reinforcement, in. d, = actual depth of masonry in direction of

    shear considered, in. D = dead load or related internal moments and

    forces E = strain, in./in. E,,, = compressive strain in masonry, inJin. es = tensile strain in reinforcement, in&. e = eccentricity of axial load, in. E = load effects of earthquake, or related inter-

    nal moments and forces E, = modulus of elasticity of grout, psi E,,, = modulus of elasticity of masonry in com-

    E, = modulus of elasticity of steel, psi E, = modulus of rigidity (shear modulus) of ma-

    f = calculated stress, psi fa = calculated compressive stress in masonry

    due to axial load only, psi fob = combined axial and flexure masonry com-

    pressive stress, psi fb = calculated compressive stress in masonry

    due to flexure only, psi fb, = calculated bearing pressure, psi f b = clay brick compressive strength, psi fbt = calculated tensile stress in masonry due to

    PC = specified compressive strength of concrete,

    pression, psi

    sonry, psi

    flexure only, psi

    psi = CMU net area compressive strength, psi

    fg = compressive strength of grout determined in accordance with AC1 530.1/ASCE 6TMS 602 Section 1.6.2.l(c) or 1.6.2.2(c), psi

    fm = masonry compressive strength, psi f m = Specified compressive strength of masonry,

    2-1

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  • A C 1 TITLExMDG 93 W Obb2949 0508528 295 m

    psi fi = modulus of rupture, psi fs = calculated tensile or compressive stress in

    reinforcement, psi f, = steel compressive stress, psi fsa = brick masonry ultimate shear strength, psi f, = calculated shear stress in masonry, psi f y = specified yield stress of steel for reinforce-

    F, = allowable compressive stress due to axial

    Fb = allowable compressive stress due to flexure

    Fb, = allowable bearing pressure, psi Fbr = allowable tensile stress due to flexure only,

    F, = allowable tensile or compressive stress in

    F, = allowable shear stress in masonry, psi g = ratio of distance between tension steel and

    compression steel to the overall column depth

    h = effective height of column, wall or pilaster, in.

    h' = height of column, wall, or pilaster, in. H = lateral pressure of soil or related internal

    Z = moment of inertia of masonry, in.4 Z = importance factor, ASCE 7-88 Z, = moment of inertia of cracked transformed

    I, = effective moment of inertia, in.4 Z, = gross section moment of inertia, neglecting

    reinforcement, in.4 Z, = moment of inertia of the transformed area

    about the neutral axis, in.4 j = ratio of distance between centroid of flex-

    ural compressive forces and centroid of tensile forces to depth, d

    k = ratio of the distance between the neutral axis and the extreme fiber in compression to the depth, d

    ment and anchors, psi

    load only, psi

    only, psi

    psi

    reinforcement, psi

    moments and forces

    section, in.4

    kc = coefficient of creep of masonry, per psi k, = coefficient of irreversible moisture expan-

    ki = element stiffness, in." km = coefficient of shrinkage of concrete mason-

    k, = coefficient of thermal expansion of mason-

    K = horizontal force factor in seismic load

    sion of clay masonry

    ry

    ry per degree fahrenheit

    I = 1, =

    lk =

    1, =

    1, =

    1, = L =

    LB = L, = M =

    M. =

    Mb =

    Mc* = Mm =

    M,= M" = M, =

    M, =

    M? = n = N, = P = P, = Pl =

    p' = P =

    P t = Q =

    r = R = R = Ri = S =

    calculations, ASCE 7-88 clear span between supports, in. effective embedment length of plate, head- ed or bent anchor bolts, in. anchor bolt edge distance measured from the surface of an anchor bolt to the nearest free edge of masonry, in. embedment length of straight reinforce- ment, in. equivalent embedment length provided by standard hooks, in. horizontal length of wall, in. live load or related internal moments and forces bearing width, in. length of bearing plate, in. maximum moment occurring simultaneous- ly with design shear for V at the section under consideration, in.-lb maximum moment in member at stage deflection is computed moment at balanced condition without compression steel, in.-lb cracking moment, in.-lb moment as limited by allowable bending compression stress in masonry, in.-lb midspan bending moment of members member nominal moment strength moment of applied load with respect to the centroid of internal compressive for moment as limited by allowable tension stress in reinforcement, in.-lb moment due to compression steel, in.-lb modular ratio of elasticity force acting normal to shear surface, lb design axial load, lb Euler buckling load, lb lateral load, lb ratio of tension reinforcement = AJbd ratio of compression reinforcement = A 'Jbd AJbt fnst moment about the neutral axis of a section of that portion of the cross section lying between the plane under consider- ation and extreme fiber, in.3 radius of gyration, in. radius of curvature, in. slenderness reduction factor relative rigidity spacing of reinforcement, in.

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  • A C 1 T I T L E * N D G 9 3 H Obb2749 0508529 L21 H

    S, =

    S = S = T = T =

    r;, = v = v = W =

    W = W =

    Y =

    y = YI =

    z = a,,, = a+,,,=

    a, = 0: = A = A =

    total linear drying shrinkage of concrete masonry units determined in accordance with ASTM C 426 section modulus, in? soil factor, ASCE 7-88 tension force, lb fundamental elastic period of vibration of the building or structure, ASCE 7-88 nominal thickness of wall, or overall depth of member cross-section, in. thickness of pilaster, in. shear stress given in Code 6.5.2(c), psi design shear force, lb wind load or related internal moments and forces total dead load, ASCE 7-88 uniform loading, plf distance from neutral axis to a fiber in cross-section, in. centroid of compression forces, in. distan from centroidal axis of gross sec- tion, neglecting reinforcement, to extreme fiber in tension seismic coefficient, ASCE 7-88 masonry compressive stress, psi stress in masonry at location of compres- sion reinforcement, psi steel tension stress, psi steel compression stress, psi change in length or deflection, in. distance from the axial load to the centroid of the tension steel divided by d long term deflection factor

    2.2 DEFINITIONS

    Anchor - Metal rod, wire or strap that secures masonry to its structural support. Architect/Engineer - The architect, engineer, archi- tectural firm, engineering firm, or architectural and engineering fiim, issuing project drawings and specifications, or administering the work under contract specifications and drawings, or both. Area, gross cross-sectional - The area delineated by the out-to-Out dimensions of masonry in the plane under consideration. Area, net cross-sectional - The area of masonry units, grout and mortar crossed by the plane under consideration based on out-toaut dimensions. Bed joint - The horizontal layer of mortar on

    which a masonry unit is laid. Budding cy).icial - The officer or other designated authority charged with the administration and enforcement of this code, or his duly authorized representative. CoZZur joint - Vertical longitudinal joint between

    wythes of masonry or between masonIy wythe and back up construction which is permitted to be filled with mortar or grout. Column - An isolated vertical member whose

    horizontal dimension measured at right angles to the thickness does not exceed 3 times its thickness and whose height is at least 3 times its thickness. Composite action - Transfer of stress between

    components of a member designed so that in resisting loads, the combined components act together as a single member. Composite masonry - Multicomponent masonry

    members acting with composite action. Compressive snength of masonry, fm - Maximum

    compressive force resisted per unit of net cross- sectional area of masonry, determined by the testing of masonry prisms or a function of individu- al masonry units, mortar and grout in accordance with the provisions of AC1 530.1/ASCE 6EMS 602. Connector - A mechanical device for securing two

    or more pieces, parts, or members together, includ- ing anchors, wall ties, and fasteners. Diaphragm - A roof or floor system designed to transmit lateral forces to shear walls or other vertical resisting elements. Eflective height - Clear height of a braced member

    between lateral supports and used for calculating the slenderness ratio of a member. Effective height for unbraced members shall be calculated. Head joint - Vertical mortar joint placed between masonry units within the wythe at the time the masonry units are laid. Heder (Bonder) - A masonry unit that connects two or more adjacent wythes of masonry. Load, dead - Dead weight supported by a mem-

    ber, as defined by the general building code. Load, live - Live load specified by the general

    building code. Modulus of eZusrcry - Ratio of normal stress to corresponding strain for tensile or compressive stresses below proportional limit of material. Modulus of r&ty - Ratio of unit shear stress to unit shear stress for unit shear strain below the proportional limit of the material. Project Dawings - The drawings which accompany

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    Project Specifications for the construction of the work and complete the descriptive information for construction work required or referred to in the Project Specifications. Running bond - The placement of masonry units

    such that head joints in successive murses are horizontally offset at least onequarter the unit length. Specified compressive strength of masonry, f I,,, -

    Minimum compressive strength expressed as force per unit of net cross-sectional area required of the masonry used in construction by the project docu- ments, and upon which the project design is based. Whenever the quantity f I,,, is under the radical sign, the square root of numerical value only is intended and the result has units of pounds per square inch. Stack bond - For the purpose of this code stack

    bond is other than running bond. Usually the placement of units is such that the head joints in successive murses are vertically aligned. Stone masonry - Masonry composed of field,

    quarried, or cast stone units bonded by mortar. Stone masonry, ashlar - Stone masonry composed

    of rectangular units having sawed, dressed, or squared bed surfaces and bonded by mortar. Stone masonry, rubble - Stone masonry composed

    of irregular shaped units bonded by mortar. Tie, lateral - Loop of reinforcing bar or wire

    enclosing longitudinal reinforcement. Tie, wall - Metal connector which connects wythes

    of masonry walls together. Wall - A vertical element with a horizontal length

    at least 3 times its thickness, used to enclose space. Wall, load bearing - Wall carrying vertical loads

    greater than 200 lblft in addition to its own weight. Wythe - Each continuous,vertical section of a wall,

    one masonry unit in thickness.

    23 ABBREVIATIONS

    ACI - American Concrete Institute AIE - ArchitecEngineer ANSI - American National Standards Institute ASCE - American Society of Civil Engineers ASCE 7 - American Society of Civil Engineers Minimum Loads for Buildings and Other Structures ASTM - American Society of Testing and Materials B U - Brick Institute of America

    Code or MSJC Code or 530 Code or ACIIASCE 530 - Building Code Requirements for Masonry Structures (AC1 5301ASCE 5/TMS 402) Code C - Commentarv on Building Code Reauire-

    ments for Masonry Structures (AC1 530/ASCE 5 /TMS 402) CMR - Council For Masonry Research CM - center of mass CMU - Concrete Masonry Unit CR - center of rigidity IRA - Initial Rate of Absorption LLRF - Live Load Reduction Factor MDG - Masonrv Designers Guide MOR - Flexural Modulus of Rupture MSJC - Masonry Standards Joint Committee N.A. - Neutral &is NCMA - National Concrete Masonry Association PCA - Portland Cement Association PCL - Portland CementIHydrated Lime pg - pounds per square foot plf - pounds per linear foot QA - Quality Assurance QC - lluality Control SCF - Slenderness Correction Factor Specs. or 530.1 Specifications - SDecifications for

    Masonrv Structures (AC1 530.1lASCE 6/TMS 602) Specs. C - Commentary on SDecifications for Masonry Structures (AC1 530.1/ASCE 6DMS 602) STP r Special Technical Publication TMS - The Masonry Society UBC - Uniform Building Code

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    3

    MATERIALS

    3.0 INTRODUCTION

    Specification criteria for structures designed under the Code are written in conformance with

    AC1 530.1/ASCE 6TMS 602. The Specifications encompass provisions for commonly used

    masonry materials and the Specifications integrate provisions for construction and quality

    assurance common to these materials.

    By direct reference in Code 3.1.1, the Specifications become a part of the Code and have

    the same force of law as the Code when the Code is adopted by a local governing body.

    Code 3.1.1 states:

    "Composition, quality, storage, handling, preparation and placement of

    materials, quality assurance for materials and masonry and construction of

    masonry shall comply with AC1 530.1/ASCE 6TMS 602."

    This MSJC Code requirement dictates as a minimum compliance with the MSJC

    Specifications.

    The variety and availability of materials produced by the masonry industry provides designers

    with extensive options to satisfy structural, aesthetic, fire resistance, and other requirements

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    for construction.

    3.0.1 General Intent

    The general intent of the material provisions of the Code and Specifications is to ensure that

    products of acceptable and defined quality are used throughout the masonry construction.

    3.0.2 Specifications - Preface and Checklists

    To assist all members of the design and construction team, the Preface (Specs. P3) and the

    Specification Checklist (Specs. P5) identify those areas of the Specifications where decisions regarding administration of the job, materials, and submittals have to be made. The

    Specification Checklist consists of three parts:

    * Mandatory Checklist * Optional Checklist * Submittals

    3.03 Mandatory Specification Checklist

    Mandatory items required by the A/E are significant since the A/E designates the desired

    level of quality and performance of the masonry.

    A typical example of the Mandatory Specification Checklist in Section 2--Masonry, 2.2.1 and

    2.2.2, Masonry units and mortar--alerts the A/E to:

    "Specify the masonry units and mortar to be used for the various parts of the project

    and the type of mortar to be used with each type of masonry unit."

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    3.0.4 Optional Specification Checklist

    The Optional Specification Checklist lists various items that should be considered by the A/E

    while preparing the Contract Documents. The decision to incorporate specific items

    depends on the level of quality assurance required or, where project requirements may

    necessitate, more specific information, such as: bond pattern, mortar bedding, cold weather

    construction procedures, etc. When no decisions are made while requiring certain

    specifications, the provisions revert to default requirements. Caution and care are required

    to ensure the quality of the end product. Each project is different and decisions from

    previous projects should not be applied indiscriminately to new projects.

    3.0.5 Submittals

    The Submittals portion of the