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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
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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
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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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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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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.
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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
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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
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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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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 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
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Masonry Materials/Construction Team
Masonry Design Brain Trust
Photographer - R. C. Jaffe X
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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
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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
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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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Code Section
A 2 A 3 k3.1 k3.4 k3.5 k3.6 k3.7 k 3 . 8
k3.9 A 4 k4.2 k4.4 k4.5
k4.6
k4.6.1 k4.7 k4 .8 k4.8.1 k4.8.2 A4.9.1
1.2.1 2.1 2.2 3.1.1 3.1.2 4.3 4.3.3.4 5.1 5.1.3.3
MDG Pages
16-2 15-25, 15-35, 16-2 16-3 16-3 15-31, 15-33 15-35, 16-7 12-2, 15-35 11-10, 13-76, 13-82, 15-21, 15-25, 15-28, 15-31, 15-33, 15-35, 16-4 16-4 16-2 16-3 16-2 11-10, 11-106, 13-86, 13-88, 13-96, 16-6 11-10, 12-3, 12-57, 16-6 16-6 11-150, 16-4 12-3 16-7 16-7 13-67, 13-84, 13-95, 16-3 6-14 13-10 8-6, 11-10, 12-2, 14-3 3-1, 8-2, 8-11 3-17 6-16 4-4 8-2, 8-7, 9-2, 13-12 11-62
CODE REFERENCE INDEX
Code MDG Section Pages
5.2 5.2.2 5.2.3 5.2.4 5.3 5.3.1
5.3.2
5.4 5.4.1 5.4.2 5.5 5.5.1 5.5.1.1
5.5.1.2
8-12, 13-12, 16-7 8-12 8-13 6-23 13-12 8-13, 11-162, 12-44, 12-49, 12-55, 13-63, 13-64, 13-68, 13-77, 13-91 8-11, 8-14, 8-28, 9-134, 11-12, 11-13, 11-24, 11-46, 11-49, 11-63, 11-68, 11-74, 11-77, 11-81, 11-84, 11-100, 11-102, 11-108, 11-114, 11-119, 11-152, 11-162, 12-24, 12-28, 12-45, 12-50, 12-72, 12-93, 13-26, 13-27, 13-37, 13-39, 13-41, 13-44, 13-45, 13-47, 13-48, 13-73, 13-75, 13-80, 13-81, 13-94, 13-95, 14-19, 14-22, 14-25, 14-29, 14-31, 14-38, 14-40, 14-49 8-8 8-8 8-8 8-8, 10-22 5-11, 11-12 3-22, 11-118, 11-123, 11-155, 11-161 3-19, 5-14
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Code Section
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
11-10 11-10 12-49 11-10, 11-15, 12-51, 12-54, 12-55 8-51, 8-53, 11-7, 11-10, 11-21, 12-6, 12-10, 12-30, 12-55, 12-5 8 14-35 8-16, 11-15 11-108 11-116 12-2 11-37 8-17, 9-56, 9-57, 9-111, 9-112, 9-115, 11-37, 12-78, 15-30, 15-32 8-18, 9-58, 9-118, 9-120 8-18, 9-57, 9-58, 11-91, 11-139, 11-169, 14-38, 14-42, 14-44 9-57 8-9 9-112, 9-115 8-10, 8-51, 9-131, 11-71, 12-3, 13-70 8-10, 9-125 8-37, 11-12, 13-18 14-34 8-10, 8-15, 8-37, 9-101, 10-8, 11-12, 11-108 11-19, 11-113 11-19, 13-18, 14-5 8-38, 11-18, 14-34 8-38, 11-18, 14-34
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Code Section
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
8-38, 11-18, 14-34 6-17, 14-1, 14-9, 14-10 14-18, 14-29 11-10 13-10 8-27, 8-28, 11-63, 12-82, 13-60, 13-74, 13-75, 13-81 12-82 11-62, 12-83 3-14, 11-3, 11-15, 11-46, 11-63, 11-65, 11-68, 11-74, 11-93, 11-100,ll-108,12-28, 12-82, 13-18, 13-59 11-12, 12-22, 13-6 8-28, 8-41, 13-2, 13-6, 13-10, 13-20, 13-72 8-43, 11-74, 11-93, 11-111, 12-88, 13-39, 13-40, 13-60 8-11,8-42, 8-43,lO-8, 11-25, 11-94, 11-111, 13-5, 13-20, 13-41, 13-60, 13-73, 13-81, 14-21, 14-23, 14-25, 14-26 2-3, 8-16, 8-33, 8-43, 12-88, 14-22, 14-38, 14-40 11-13, 12-3, 12-45, 13-19 11-24, 11-32, 14-6 11-114 8-44, 8-54, 11-28, 11-49, 11-78, 11-84, 11-89,ll-102,ll-118, 11-123, 11-146,
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
7.3.3.3
7.3.3.4 7.3.3.5 7.5
7.5.1 7.5.2 7.5.2.1
7.5.2.2
MDG Pages
11-152, 11-155, 11-162, 12-30, 12-59, 12-93, 13-48, 13-55 14-40, 14-49 11-28, 11-125 12-30 13-10 8-27,8-53,8-54, 12-3, 12-13 8-28, 8-29, 8-54, 11-13, 11-24, 11-28, 11-32, 11-50, 11-78, 11-80, 11-84, 11-96, 11-115, 11-118, 11-123, 11-155, 11-161, 12-3, 12-45, 12-50, 12-59, 13-19, 13-63, 13-94 11-13 11-53, 12-79 8-50, 11-26, 15-12 11-123, 11-146, 11-155 8-50, 11-87, 11-123, 11-155 8-48 8-5 1 8-29, 11-25, 13-2, 13-6, 13-10 8-42 13-8, 13-19, 13-71 8-43, 11-90, 11-97, 11-115,ll-147,13-24, 13-30, 13-37, 13-43, 13-44, 13-47, 13-52, 13-54, 13-95 8-41, 8-42, 8-43, 11-97, 11-115, 13-24, 13-27, 13-30, 13-37, 13-43, 13-44, 13-47,
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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
13-52, 13-54 8-5 1, 11-91 8-41,8-42,8-43,8-44, 8-51, 13-30, 13-31, 13-47, 13-54, 13-95 11-147 8-42,8-43,8-44,8-51, 11-147,11-149,13-31, 13-48, 13-55, 13-96 11-148, 11-149, 13-9, 13-21, 13-31, 13-48, 13-55 8-44, 11-148, 13-9, 13-21, 13-25, 13-33, 13-49, 13-55, 13-85, 13-96 11-91, 11-147, 13-24, 13-27, 13-30, 13-37, 13-43, 13-47, 13-52 13-54 3-24, 14-7 12-55 14-8 11-57,ll-128,ll-159, 13-25, 13-49 11-58,11-128,11-159, 13-25, 13-49 11-128 11-58 11-159 14-7 11-149, 13-34, 13-57, 14-13, 14-56 11-153 14-59 14-59 11-149 14-16, 14-55 14-8, 14-57 14-56
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
13-34, 14-56 13-57, 14-8, 14-14 14-5 6 13-57 13-57 13-34 14-57 8-8 15-3 15-14, 15- 21, 15-31, 15-33
15- ,28,
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
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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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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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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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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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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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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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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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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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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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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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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,
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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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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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COPYRIGHT ACI International (American Concrete Institute)Licensed by Information Handling ServicesCOPYRIGHT ACI International (American Concrete Institute)Licensed by Information Handling Services
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A C 1 T I T L E + M D G 93 m Obb29Y9 0508532 716 m
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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A C 1 T I T L E * H D G 9 3 m Obb2949 0508533 b 5 2 m
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
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