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ARCHITECTURAL STANDARDS TENTH
EDITION
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JOHN RAY HOKE, JR., FAIA EDITOR IN CHIEF
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SUBSCRIPTION NOTICE Architectural Graphic Standards is updated on a periodic basis to reflect important changes in the subject matter. If you purchased this product directly from John Wiley & Sons, we have already recorded your subscription for this update service. If, however, you purchased this product from a bookstore and wish to receive future updates or editions billed separately with a 15-day examination review, please send your name, company name (if applicable), address, and the title of the product to: Supplement Department John Wiley & Sons, Inc. One Wiley Drive Somerset, NJ 08875 (800)-225-5945
This book is printed on acid-free paper. @ The drawings, tables, data, and other information in this book have been obtained from many sources, including government organizations, trade associations, suppliers of building materials, and professional architects or architecture firms. The American Institute of Architects (AlA), the Architectural Graphic Standards Task Force of the AlA, and the publisher have made. every reasonable effort to make this reference work accurate and authoritative, but do not warrant, and assume any liability for, the accuracy or completeness of the text or its fitness for any particular purpose. It is the responsibility of users to apply their professional knowledge in the use of information contained in this book, to consult the original sources for additional information when appropriate, and, if they themselves are not professional architects, to consult an architect when appropriate. Copyright ©2000 by John Wiley & Sons, Inc. All rights reserved. Published simultaneously in Canada. No part of this publication may be reproduced, stored in a retrieval system or transmitted in any form by any means, electronic, mechanical, photocopying, recording scanning, or otherwise, except as permitted under Section 107 or 108 of the 1976 United States Copyright Act, without either the prior written permission of the Publisher, or authorization through payment of the appropriate per-copy fee to the Copyright Clearance Center, 222 Rosewood Drive, Danvers, MA 01923, (978) 750-4744. Requests to the Publisher for permission should be addressed to the Permissions Department, John Wiley & Sons, Inc., 605 Third Avenue, New York, NY 10158-0012, (212) 850-6011, fax (212) 850-6008, E-Mail: PERMREQ@WILEY,COM. To order books or for customer service call (BOOl-CALLWILEY (225-59451.
library of Congress Cataloging-in-Publication Data: Ramsey, Charles George, 1884-1963. [Architectural graphic standards] Ramsey/Sleeper architectural graphic standards/John Ray Hoke, Jr., editor in chief.10th ed. p. em. Includes bibliographical references and index. ISBN 0-471-34816-3 (cloth: alk. paper) 1. Building-Details-Drawing. 2. Building-Details-Drawings-Standards. I. Title: Architectural graphic standards. II. Sleeper, Harold Reeve, 1893-1960. III. Hoke, John Ray, 1950-IV. Title. TH2031 .R35 2000 721'.028'4-dc21
99-087348
Printed in the United States of America 10 9 8 7 6 5 4 3 2 1
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CONTENTS
Publisher's Note Forevvord Preface
ix
3
x
xi
A Vievv of Architectural Graphic Standards at the Beginning of the Tvventy-First Century xiii Timeline
Acknovvledgments
1
4
xiv
A Tribute to Architectural Graphic Standards
xv
xvi
5
GENERAL PLANNING AND DESIGN DATA 1
SITEWORK
183
MASONRY
184
209
Masonry Mortar 210 Masonry Accessories 212 Masonry Units 218 Glass Unit Masonry 244 Stone 247
METALS
259
Metal Materials 260 Metal Fastenings 264 Structural Metal Framing 266 Metal Joists 273 Metal Deck 275 Cold-Formed Metal Framing 277 Metal Fabrications 284 Ornamental Metal 291 Expansion Control 296
Human Dimensions 2 I Egress Planning 8 Building Systems 13 Seismic Design 37 Lighting Design 47 Acoustical Design 63 Building Security 73 Site, Community, and Urban Planning 81 Flood Damage Control 101 Automobiles, Roads, and Parking 103 Trucks, Trains, and Boats 115 Construction Information Systems 122
2
CONCRETE
Concrete Forms and Accessories Concrete Reinforcement 189 Cast-in-Place Concrete 192 Precast Concrete 201
6
WOOD AND PLASTICS Introduction 298 Design Load Tables 300 Wood Treatment 314 Wood and Plastic Fastenings 317 Rough Carpentry 323 Structural Panels 339 Heavy limber Construction 341 Wood Decking 352 Sheathing 355 Wood Trusses 361 Glued-Laminated Construction 373 Finish Carpentry 378 Architectural Woodwork 380
143
Subsurface Investigation 144 Excavation Support Systems 145 Piles and Caissons 146 Water Distribution 147 Sewerage and Drainage 148 Paving and Surfacing 156 Site Improvements and Amenities 159 Retaining Walls 170 Planting 177
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297
7
Fireplaces and Stoves 570 Flagpoles 573 Identifying Devices 574 Lockers 576 Fire Protection Specialties 577 Protective Covers 579 Postal Specialties 583 Partitions 584
THERMAL AND MOISTURE PROTECTION 397 Waterproofing and Dampproofing 398 Thermal Protection 402 Exterior Insulation and Finish Systems 404 Vapor Retarders 405 Shingles, Roofing Tiles, and Roof Coverings 406 Roofing and Siding Panels 413 Membrane Roofing 415 Flashing and Sheet Metal 429 Sheet Metal Roofing 434 Flashing 438 Roof Specialties and Accessories 450 Gutters and Downspouts 459
8
DOORS AND WINDOWS
11
463
Fire Rating and Security 464 Door and Window Openings Metal Doors and Frames Wood and Plastic Doors
467
469 473
Specialty Doors 478 Entrances and Storefronts Windows
486
Skylights
498
Hardware
12
515
Plaster and Gypsum Board 516 Tile 531 Stone Floor and Wall Coverings 534 Terrazzo 538 Special Ceiling Surfaces 539 Special Flooring 541 Unit Masonry Flooring 542 Wood Flooring 543 Resilient Flooring 546 Carpet 547 Wall Coverings 549 Special Wall Surfaces 551 Acoustical Treatment 552 Paints and Coatings 556 Special Coatings 561
10
SPECIALTIES
FURNISHINGS
613
Lamps 614 General Use Furniture 615 School and Library Furniture 619 Residential Furniture 624 Classic and Contemporary Furniture Ecclesiastical Furniture 635 Office Furniture 637 Interior Plants and Planters 641
503
FINISHES
587
482
Glazing 512
9
EQUIPMENT
Security and Vault Equipment 588 Teller and Service Equipment 589 Instrumental Equipment 591 Commercial Laundry and Dry Cleaning Equipment 593 Vending Equipment 594 Audiovisual Equipment 595 Loading-Dock Equipment 598 Solid Waste Handling Equipment 599 Food Service Equipment 600 Residential Equipment 609 Darkroom Equipment 612
13
SPECIAL CONSTRUCTION
627
643
Air-Supported Structures 644 Special Purpose Rooms 645 Sound, Vibration, and Seismic Control 653 Radiation Protection 654 Pre-Engineered Structures 656 Building Automation and Control 660 Detection and Alarm 662 Fire Suppression 663
14
563
Compartments and Cubicles 564 Service Walls 565 Wall and Corner Guards 567
CONVEYING SYSTEMS Elevators 666 Escalators and Moving Walks Material Handling 673
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672
665
15
MECHANICAL
Historic Storefronts 857 Historic Structural Systems 858 Historic Interiors 860
677
Mechanical Insulation 678 Building Services Piping 679 Plumbing 690 Special Systems 704 Heat Generation Equipment 705 Refrigeration and Heat Transfer 710 HVAC Systems 716 Air Distribution 726
16
ELECTRICAL
20
Residential Room Planning 864 Nonresidential Room Planning 876 Child Care 889 Health Clubs 891 Museums 892 Airports 896 Health Care 900 Ecclesiastical 904 Detention 907 Justice Facility Planning 908 Assembly 913 Retail 922 Animal Care 926 Greenhouses 931 Housing 932 Waste Management 942 Distribution Facilities 945 Storage Facilities 948 Processing Facilities 949
737
Basic Electrical Materials and Methods 738 Special Systems 745 Transmission and Distribution 748 Lighting 752 Communications 758
17
SPORTS AND GAME FACILITIES 759 Field Sports 760 Track and Field 770 Court Sports 772 Tableand Bar Sports- 780 Aquatics 781 Equestrian 790
21
Ice and Snow Sports 791 I Target Shooting and Fencing 794
18
ENERGY AND ENVIRONMENTAL DESIGN 795
HISTORIC PRESERVATION
ACCESSIBILITY
951
Introduction 952 Building Blocks 956 Curbs and Parking 960 Ramps 962 Elevators 963 Doors 966 Communication 967 Mobility Aids 968 Fumiture 970 Toilets and Bathrooms 971 Residential 974
Climate 796 Solar Radiation and Building Orientation 799 Natural Ventil~tion 807 Climate Response and Building Design 808 Energy Conse'tvation 813 Passive Solar 819 Active Solar 823 Shading 826 Thermal Transmission 829 Environmental Construction 833
19
BUILDING TYPES AND SPACE PLANNNING 863
Appendix
977
Graphic Symbols 978 Drawing Methods 986 Geometry 995 Mathematical Data 1005 Structural Calculations 1008 Classical Architecture 1011 Metric 1017
843
Introduction 844 Historic Masonry 846 Historic Wood 849 Historic Architectural Metals 851 Historic Roofs 852 Historic Windows 853 Historic Entrances and Porches 855
Directory Index
1023
1049
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PUBLISHEItS NOTE
Soon after the publication of Architectural Graphic Standards, suggestions and requests came from many enthusiastic readers. These called for changes and additions and inevitably the decision was made to publish a second edition in 1936, which was almost 25 percent larger than the first. Recovery from the Great Depression had begun when the second edition came out, and with rising construction activity the demand for Architectural Graphic Standards increased. To serve its users' growing needs, work soon began on a third edition which, when published in 1941, was almost twice as large as the original edition. World War II lengthened the interval between editions; the fourth edition, prepared by Sleeper, appeared in 1951 and had grown to 614 pages. The fifth edition (with 758 pages), Sleeper's last revision, was issued in 1956. The coauthors' achievements in the initial decade, followed by the efforts of Sleeper, provided untold thousands of users with an invaluable resource for almost 30 years. Harold Sleeper's foresight led to his suggestion, which was heartily supported by John Wiley & Sons, that The American Institute of Architects be asked to assume the editorial responsibility for the sixth and subsequent editions. This was proposed at the June 1964 annual convention of The American Institute of Architects, and within a month a contract between John Wiley & Sons and the Institute led to the fulfillment of Harold Sleeper's wish. Now, more than 60 years after publication of the first edition, we look back on a remarkable record. Each edition has surpassed its predecessors. The book has grown fivefold in length, immeasurably in depth, and is now packaged in a variety of formats designed for the changing information requirements of architects, their students, and their colleagues in the design and construction fields. The collected editions are a chronicle of twentieth-century architectural practice and reflect as well those times when progress has meant preservinq (and hence respecting) our architectural heritage. John Wiley & Sons takes pride in the part the company has played in the enduring success of Architectural Graphic Standards and in the association with The American Institute of Architects. Generations of readers have benefited from this work, and we look forward to meeting the needs of generations to come. BRADFORD WILEY" Chairman John Wiley & Sons, Inc.
hroughout most of the twentieth century, publication of a new edition of Architectural Graphic Standards has been a signal event at John Wiley & Sons. More than a million copies of Ramsey and Sleeper's book have influenced several generations of architects, engineers, and designers of the built environment, as noted by Robert Ivy and Philip Johnson in their respective essay and tribute to this tenth edition. For half of the life of Architectural Graphic Standards, Wile't·has been proud to have The American Institute of Architects as its publishing partner in this great ongoing endeavor. The release of the tenth edition of Architectural Graphic Standards is an unprecedented event even by the high standards set by this landmark publication. For the first time, revised print and digital versions are being released simultaneously. Also for the first time, both versions are fully integrated and contain the same content, in formats that are tailored to their respective media. This integration culminates a major investment of effort and re,sources, and ensures that Architectural Graphic Standardst'will continue to be not only a definitive reference but also a valuable design tool.
T
ROBERT C. GARBER Publisher Professional/Trade Publishing John Wiley & Sons, Inc.
n the fall of 1932, the lowest point of the Great Depression, my father W. Bradford Wiley joined John Wiley & Sons and soon learned that a promising new book had been published in May. Martin Matheson, then manager of marketing, had persuaded Charles George Ramsey, AlA, author of an earlier Wiley textbook, and his younger colleague, Harold Reeve Sleeper, FAIA, to develop their ideas and prepare the plates for what became Architectural Graphic Standards. Subsequently, Matheson directed the design and layout of the book and personally oversaw its production and manufacture. The immediate acceptance and success of Architectural Graphic Standards extended far beyond its anticipated audience of architects, builders, draftsmen, engineers, and students. Interior designers, real estate agents and brokers, homeowners, insurance underwriters, and lovers of fine books all carne to be among its users and admirers.
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FOREWORD
be a professional. To that list, I would like to add the many individuals, firms, trade associations, professional societies, and manufacturers who have given this publication its authority. Their contributions are credited throughout this book on the appropriate pages. I would also like to acknowledge and thank three Institute editors: Joseph N. Boaz, AlA (sixth edition); Robert T. Packard, AlA (seventh edition); and John Ray Hoke, Jr., FAIA (eighth, ninth, and tenth editions). John has led this project for the last quarter-century, defining the technical content essential to a new generation of architects. Because of the collective wisdom and dedication of the Institute's editors, the basic principles of service to the industry that were set forth in the original edition continue to be advanced. I would also like to thank two gifted individuals who have enriched this new edition: Robert Ivy, FAIA, editor in chief of Architectural Record, for his inspiring essay, and AlA Gold Medal recipient Philip Cortelyou Johnson, FAIA, for his provocative tribute. To each and every person associated with this special project I offer the words of Eero Saarinen, FAIA, who wrote in the foreword to the fifth edition: "Just as Vitruvius gives us understanding of the vocabulary of Renaissance architects, so Architectural Graphic Standards will show the future the dizzying speed and expanding horizons of architectural developments and practice in our time." (May 1956).
n behalf of The American Institute of Architects (AlA), I am delighted to celebrate with our partners, John Wiley & Sons, the publication of the tenth edition of Architectural Graphic Standards. Since 1964, this indispensable tool of the trade has been a resource in helping the AlA carry out its historic commitment to the architectural profession and the public we serve by helping to bring order to this nation's building design standards. What is remarkable about this work and the key, I believe, to its success has been the fact that Architectural Graphic Standards is the fruit of a thoughtful, cooperative process that makes every member of our industry an interested stakeholder. This book has empowered and inspired generations of architects to create a better built environment. The collected editions are a chronicle of the best architectural practices of the twentieth century. Indeed, I would go so far as to make a claim that the very nature of modern practice is encapsulated in the pages of this splendid book. Each chapter, each page, and each detail assists the architect in the design process from programming through construction. Everyone at the AlA and every practicing architect is indebted to the founding authors, Charles George Ramsey, AlA, and Harold Reeve Sleeper, FAIA, for their leadership in creating this catalyst for coherence and coordination in a historically fragmented industry. Without it, modern practice would likely not be as advanced. In this edition, there are so many contributions from talented AlA members and building design experts that it is impossible to acknowledge all of them here. These men and women gave unselfishly and creatively so that the whole profession wili benefit from their knowledge and wisdom. Such generosity is at the heart of what it means to
O
NORMAN L. KOONCE, FAIA Executive Vice President/CEO The American Institute ot Architects Washington, DC
x
PREFACE
size for any edition yet). But in terms of real change, with revisions to old pages and new pages added, the book's growth in content is estimated to be about 63 percent. For those who keep records, we have omitted 232 ninth edition pages, revised 224 pages, added 333 new pages, and transferred 465 pages unchanged from the ninth edition. The 232 ninth edition pages we have omitted constituted about 26 percent of that edition. This process of weeding out has helped enrich the book by making room for new material. Most of the pages that were eliminated were out of date or determined to be of little interest to today's professional. Because of the large number of new pages in this edition, I have not attempted to list them by name. Therefore, I encourage you to open the tenth edition and its CD-ROM product, located in the back cover of the book, and begin your journey. An important new chapter titled" Accessibility" is based on the design standards of the Americans with Disabilities Act (ADA). Today, both existing buildings and new construction must comply with ADA requirements for accessibility. A special team of experts helped define and develop these new pages. My sincere thanks for their good work and dedication go to Thomas Davies, AlA; Mark J. Mazz, AlA; lawrence G. Perry, AlA; and Kim Beasley, AlA. The publication of a major new edition of Architectural Graphic Standards requires the time, energy, and expertise of many people. I would like to thank all of the great people at Wiley, but especially Robert C. Garber, publisher: Joel Stein, editorial director; Robert J. Fletcher IV, production manager; Debbie lynn Davis, new media director;Beth A. Weiselberg, associate editor; and Jim Harper, editorial assistant, for their commitment to this immense and complex project. I would also like to thank two very important players at Wiley who continue to shape the future and the very nature of this important work. One is Stephen Kippur, executive vice president, and president, ProfessionalfTrade Division. The other is Katherine Schowalter, vice president, Professional/Trade Division. At the AlA, I am delighted with the dedication of our professionals. My special thanks go to three important people who make things happen. They are Janet Rumbarger, managing editor; Pamela James Blumgart, assistant editor; and Richard J. Vitullo, AlA, contributing editor. I am fortunate to have them as my friends and associates over three editions. I also want to thank Fred R. Deluca, senior vice
he American Institute of Architects and John Wiley & Sons, Inc. are proud to offer to the building design and construction community the tenth edition of Architectural Graphic Standards (AGSl, for the first time in simultaneous release with a CD-ROM version. Since AGS was first published in 1932, more than a million copies of this comprehensive source of design data and details have helped shape twentieth-century buildings and cities. With the tenth edition, this influential volume, established by Charles George Ramsey, AlA, and Harold Reeve Sleeper, FAIA, will continue into the next millennium as a trusted companion to all who seek its guidance and reference. Historically, the primary audience of AGS has been made up of architects, interns, and construction specifiers as well as civil, structural, and mechanical engineers and students in all these fields. In addition, however, a very important secondary market exists for AGS. This group is composed of general contractors, subcontractors, home builders, estimators, specialty contractorsfdevelopers, planners, landscape architects, interior designers, building code officials, building owners and building engineers, construction trade associations, historians and preservationists, facility space planners, librarians, homeowners, and lawyers. Since the publication of the sixth edition in 1971, and under the care of The American Institute of Architects, AGS has generally been organized according to the principles of MasterFormat®, which is published by the Construction Specifications Institute. MasterFormat® organizes construction data and information into classifications based on building trade or specialty, reflecting the assembly-line character of the modern construction industry. In the tenth edition, an effort has been made to conform even more carefully to the MasterFormat® system. As a result, most pages have new and improved page titles and section names. Chapters 2 through 16 conform to MasterFormat®, while chapters 1, 17, 18, 19,20, and 21 contain sections that are compatible with or complementary to MasterFormat®. The tenth edition of AGS is the largest and most improved edition to date in terms of growth and content. It consists of approximately 11,000 illustrations in twenty-one chapters. Much of the core information, or about 50 percent of the book, has remained unchanged. The new edition has increased by 127. pages or about 14 percent. It now has 1,022 content pages, as compared to the 895 content pages in the ninth edition (one of the largest increases in
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president/COO, for his many years of service in the care of one of this Institute's most cherished programs. I would like to thank two very special people who have joined our AGS celebration-my dear friend Robert Ivy, FAIA, editor in chief of Arctiitectutel Record, for his insightful essay on the historical context of AGS; and one of this nation's most prominent architects, Philip Cortelyou Johnson, FAIA, for his inspired tribute. We are grateful for their important contributions. Finally, I want to pay tribute to the memory of the original editors, Charles George Ramsey, AlA, and Harold Reeve Sleeper, FAIA who created the first five landmark editions. They made a wise decision in entrusting the future of their life's work to The American Institute of Architects, which has nurtured the book with great care and passion for its integrity. As the standard bearer of Ramsey's and Sleeper's original vision, Graphic Standards is poised at the beginning
of the new millennium, prepared for service for the next century and beyond. In conclusion, I want to express my deep appreciation to the AlA members and other contributors for their good efforts in the making of the tenth edition. We honor them by acknowledging their contributions on the relevant page or pages, as well as on the acknowledgments page following the preface. Their valuable and inspired service to the Institute is a fine example of how the profession continues its undaunted support of Architectural Graphic Standards year after year. John Ray Hoke, Jr., FAIA Editor in Chief Washington, DC January 2000
xii
A VIEW OF
ARCHITECTURAL GRAPHIC STANDARDS AT THE BEGINNING OF THE TWENTY-FIRST CENTURY Part of this work's beauty is its organization. Its clear drawings; charts and graphs, and now its digital bits, offer information on a mind-boggling range of issues that mirror the design and building process. It answers the question, "How do you do that?," from site planning to building systems. Graphic Standards presupposes the interrelationship of parts to whole projects, a nineteenth-century notion articulated by Wright when he said, "The part is to the whole as the whole is to the part." Here, small details link into larger systems, ultimately joined into entire constructions embracing larger sites, a linked unity of great complexity, divisible into bite-sized chunks. Physical wisdom is represented in graphic ways. Throughout the millennia, humankind has recognized subtle changes in dimensions that make big kinetic or aesthetic differences. Consider the lowly step. Graphic Standards presents tread/riser diagrams that acknowledge the enormous physical changes felt with minor shifts in width to height ratios. It remains to the architect to devise the actual stair, but all can appreciate the underlying facts. You can read this book as social history as well. Sections on accessibility, ecology, town planning, and historic preservation all arose following specific movements in the larger civilization. Likewise, the exquisite renderings from earlier in this century, with their complicated analyses of shade and shadow, have disappeared: Software has rendered such knowledge almost arcane, as the electronic GPS system eclipsed dead reckoning. However, the potential unlocked by the computer age only underscores our need for a resource like Graphic Standards. When all things are possible, we need to know what things are best. Great freedom on the screen will be well-served by rock-solid craft and a knowledge of materials. The editors and contributors to this body of knowledge have, in a sense, created their own architecture with Architectural Graphic Standards. It, and its complementary digital version, form a structure of firmness, commodity, and delight. Accessible and well-crafted, this sturdy and vast treasury of ideas allows us to study, adopt, and modify the accumulated wisdom of the past into our own new ideas. Thus armed, we step forward in time.
he tenth edition of Architectural' Graphic Standards
arrives on the cusp of change, as both a century and a T millennium tick into memory, It has been a period of extremes-scientific optimism tempered by overwhelming societal trauma, social improvement and two World Wars, Le Corbusier and Albert Speer, Einstein's cosmic vision and atomic weapons, Cold War and commerce. Two houses built early in the twentieth century in Pasadena, California, illustrate divisions present early in the previous century. The first, Greene and Greene's Gamble house, represents the apotheosis of hand craft, a contemporary wooden temple on a hillside rubbed to near perfection, as open and forthright as the capitalist family it served. Just down the hill, Frank Lloyd Wright sounds a more complex chord at La Minatura, a sophisticated example of modular block construction, advanced for its moment, yet hinting at unresolved psychological forces. The two residences represent radically different ideals, prescient of clashes that would follow in succeeding years. At the turn of the twenty-first cePl'tury, our own models seem to be virtual ones, a galaxy of computer-generated, biomorphic shapes developed by architect Frank Gehry and his coterie. The cyber revolution seems to promise endless formal possibilities through easily calculated custom fabrication. We have traveled far from Wright and the Greenes. Bombarded by new information, which assaults us in an electronic torrent, we stand on an invisible divide with the sense that new ways of building are underway. Where can those of us concerned with shaping the built environment turn for help? Throughout roughly two-thirds of the last hundred years, this encyclopedia of building convention and practice has offered succor and advice. Architectural Graphic Standards has been a repository of good ideas and a framework for constructing new ones; its content is singular, based on architecture's specific language, which is drawing. Since 1932, architects, engineers, and a host of others have turned to its pages as they would a knowledgeable mentor. The representations in Graphic Standards are ideal, not specific, meant to embody the best thinking and applications in universal settings, allowing the reader to tailor details to the real world. As a source of ideal principles, the book stands with other seminal antecedents, such as the work of Vitruvius from the first century BC; as a comprehensive resource, it compares to the work of Sir Banister Fletcher almost two thousand years later, with a nod to Diderot and the encyclopedists of eighteenth-century France.
ROBERT IVY, FAIA Editor in Chief Architectural Record
xiii
TIMELINE The increase in size and complexity of Architectural Graphic Standards since its initial publication has mirrored the extraordinary accomplishments of architecture in the 20th century. Architecture landmarks
Architectural Graphic Standards
Pennsylvania Station, New York (McKim, Mead and White) John Wiley & Sons publishes Architectural Details, a prototype for Architectural Graphic Standards La Villa Savoye, Poissy, France (Le Corbusier) Chrysler Building, New York (William Van Alen) Wiley publishes first edition of Architectural Graphic Standards Fallingwater, Bear Run, Pennsylvania (Frank Lloyd Wright) 10,000th copy sold 100,000th copy sold The Glass House, New Canaan, Connecticut (Philip Johnson) Fourth edition published: changes in building technology trigger 80% increase in length over prior edition Fifth edition published: last edition prepared by Charles Ramsey and Harold Sleeper Seagram Building, New York (Ludwig Mies van der Rohe) Salk Institute, La Jolla, California (Louis Kahn) John Hancock Center, Chicago (Bruce Graham/Skidmore Owings and Merrill)
Sixth edition published: first edition edited by The American Institute of Architects; incorporates Uniformat organization
AlA Headquarters, Washington, DC (The Architects Collective) Centre Pompidou, Paris (Richard Rogers and Renzo Piano) National Gallery of Art East Wing, Washington, DC (I. M. Pei)
Vietnam Veterans Memorial, Washington, DC (Maya Lin) Ninth edition published: incorporates ADA guidelines; new material on building systems and energy-efficient design First digital version of Architectural Graphic Standards released as CD v1.0
J. Paul Getty Museum, Malibu, California (Richard Meier) Guggenheim Museum, Bilbao, Spain (Frank Gehry)
1,000,000th copy sold Tenth edition of book and version 3.0 of CD published
xiv
A TRIBUTE TO
ARCHITECTURAL GRAPHIC STANDARDS n 1932, the same year Henry-Russell Hitchcock and I collaborated in writing The International Style, John Wiley & Sons brought out a little-known book titled Architectural Graphic Standards. Both of these books, in different ways, helped usher in the era of Modernism and contributed to my amazing journey in architecture. Sixty-eight years later and ten editions complete. Architectural Graphic Standards, or as I like to call it, Graphic Standards, has quadrupled in size and immeasurably in depth of content, thanks to the dedicated work of its gifted editors, architects, and contributors. I even understand that it is in digital form on CD-ROM located in the back cover of this book. What's next, a Graphic Standards website? I can't think of another book published this century that has supported, taught, and delighted our profession as much as Graphic Standards. These ten editions are a chron-
icle of twentieth-century U.S. architectural practice standards. Furthermore, the book is one of the most unifying and focused reference works available in the world. I have always considered my Graphic Standards as important in design as is my pencil. Every architect loves it, wears it out, and keeps it within arm's length. It is a combination of the Encyclopedia Britannica and the telephone book-or maybe it's the Whole Earth Catalog of architecture! No architect can be without Graphic Standards, and with it every architect is empowered and equipped to practice architecture.
I
PHILIP C. JOHNSON, FAIA The Glass House New Canaan, Connecticut July 7, 7999
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xv
ACKNOWLEDGMENTS
Edward Allen, AlA David Arkin, AlA Christopher Arnold, FAIA, RIBA Randall I. Atlas, AlA, PhD, CPP Charles M. Ault Chip Baker Gordon B. Batson, PE Erik K. Beach Kim A. Beasley, AlA Ralph Bennett Tedd Benson James Robert Benya, PE, FIES, IALD John Birchfield Reed A Black Richard Boon Ben Brungraber, PhD., PE Robert D Buckley, AlA Robert P Burns, AlA David Campbell Dennis Carmichael John Carmody David Collins, FAIA Mark Conroy Dean Cox, AlA Mark Knapp Crawfis Thomas 0 Davies Jr., AlA Fred Davis, CLEP Larry O. Degelman, PE Joseph Demkin, AlA Brent Dickens, AlA
Anthonv DiGreggarlo Valerie Eickelberger Richard Eisner, FAIA John Eliker Dale Ellickson, FAIA Carrie Fischer Russell S. Fling, PE Robert P Foley, PE
Jacqueline Jones Philip Kenyon Don Klabin Thomas R. Krizmanlc, AlA James W Laffey Elin Landenburger Michael G. Lawrence, AlA Grace S Lee William T Mahan, AlA Mark J. Mazz, AlA Keith McCormack, /O.IA Kevin R McDonald, AlA McCain McMurray, AlA Joseph P Mensch, PE Walter Moberg David Natella
Mark J. Forma Kenneth D. Franch, PE, AlA Michael Frankel, CIPE Douglas J. Franklin Sidney Freedman J. Francois Gabriel Edgar Glock Ronald L Gobbell, FAIA Paul Gossen Alfred Greenberg, PE, CEM
Donald Neubauer. PE Paul Nimitz Beth Nixborf Thomas F O'Connor, AlA, FASTM Pearse O'Doherty, ASLA Kathleen 0' Meara Steven A Parshall, FAIA Lawrence G. Perry. AlA Jessica Powell
Walter T. Grondzik, PE Jeff Haberl, PhD, PE Tedd Hallinan Grant Halvorsen, SE, PE Don Hardenbergh Daniel F.e Hayes, AlA Greg Heuer Richard F. Humenn, PE D.J. Hunsaker Mary K Hurd Robert Ivy, FAIA Hugh Newell Jacobsen, FAIA Kenneth D. Jaffe Philip Cortelyou Johnson, FAIA
xvi
Robert Prouse. IALD, IES Isabel Ramirez D. Neil Rankins Darrel Rippeteau, AlA Michael A. Ritter, PE Richard M Roberts, AlA
Richard Rodgers Robert C. Rodgers, PE Carl Rosenberg, AlA Debbie Rathgeber Ryon, PE Robert Sardinsky Christopher Save reid Michael Schley, AlA Thomas Schueler James E. Sekela, PE Stephen Selkowitz Neil Thompson Shade Robert W ShuIdes, PE Mary S. Smith, PE John Soltis Stephen B. Soule William W. Stewart, FAIA Kristie Strasen Doug Sturz Jim Swords Charles A. Szoradi, AlA Art Thiede Joel Ann Todd Charles B. Towles, PE Brian Trimble, PE Thomas Turvaville, AlA James Urban, ASLA Jeffrey R. Vandevoort Richard J Vitullo, AlA James W. G. Watson, AlA Ed Williams Stephen Wise
ONE
GENERAL PLANNING AND DESIGN DATA . Human Dimensions Egress Planning
2
Site, Community, and Urban Planning
81
8 Flood Damage Control
Building Systems
101
13
Seismic Design
37
Automobiles, Roads, and Parking 103
Lighting Design
47
Trucks, Trains, and Boats
Acoustical Design Building Security
63 73
Construction Information Systems 122
115
2
Anthropometric Data: Adult INTRODUCTION TO ANTHROPOMETRIC DATA
rate, differences are small when compared with size variations.
The following anthropometric drawings show three values for each measurement: the top figure is for the large person or 97.5 percentile; the middle figure. the average person or 50 percentile; and the lower figure, the small person or 2.5 percentile. The chosen extreme percentiles thus include 95%. The remaining 5% inelude some who learn to adapt and others. not adequatelv represented. who are excluded to keep designs for the rnaloritv from becoming too complex and expensive. Space and access charts are designed to accept the 97.5 percentile large man and will cover all adults except a few giants. Therefore, use the 97.5 percentile to determine space envelopes, the 2.5 percentile to determine the maximum "kinetospheres" or reach areas bv hand or foot. and the 50 percentile to establish control and displav heights. To accommodate both men and women, it is useful at times to add a dimension of the large man to the corresponding dimension of the small woman and divide bV 2 to obtain data for the average adult. This is the wav height standards evolve. Youth data are for combined sex. Although girls and bovs do not grow at the same
Pivot point and link systems make it easy to construct articulating templates and manikins. Links are sirnplified bones. The spine is shown as a single link; since it can flex, pivot points mav be added. All human joints are not simple pivots. though it is convenient to assume so. Some move in complicated patterns like the roving shoulder. Reaches shown are easv and comfortable; additional reach is possible bV bending and rotating the trunk and bv extending the shoulder. Stooping to reach low is better than stretching to reach high. The dynamic bodv mav need 10% more space than the static posture allows. Shoes have been included in all measurements; allowance may need to be made for heavV clothing. Sight lines and angles of vision givtn ill one place or another applv to all persons.
92.0
n4~
203
m
19.4
I :~ I ~~:~
178
70.5
155
Standin9 H ei!tl t
~
--;--
1905 75.0 1770 69.8 1640' 64.6
1.+
I.....
~ -I' . . . ~
1
T:;;
[I
CI.. ~ul.,
455 425
Thoracic
tr~b~
9.3 8.7 8.5
l]ill575 62.4 1460 57.6 1345 52.9
Ul3~ ~~'.~ 315 12.4
i
192 18.0
5.7
~~
4
•
r\
ti .j,80-,20
.
Ir('
0
[J[ ~~~ ~:~ 175
Q 90 L 6.9 7.4 175 160
Elbow Hei!tlt
..
r1ml175 46.3 1090 43.0 1005 39.6
6.3
20
~ 850 775
Pivot Points
36.3 33.5 30.6
1--0[00 280 265
[]I
18.1 16.7
390
15.3
11n 35
UI I
.
680 620
Wldth~ J 14.9
,
13.1
295
11.7
Standing Height
~
790
1665 1540
00
70.4 65.5 60.6
[I 455 425
400
1_r:: HiP) PIV \--
28.9 26.8 24.5
[1[ -~
18.0 16.8 15.7
2190 ..10 175
13.9
12.4
180
~
8.3 7.5 6.9
0[ 25 390 355
links
[]I 10
380 345
14.8
290 265
Male and
1905 1775 1640
11.4 10.5 9.7
female S1anding heights (including shoes)
75.0 69.8 64.6
1790 1665
70.4 large ~ 97.5 percen.tile } includes 65.5 average = 50 I"'erce-ntlle 95% U.S.
1540
60.6 small
=
2,5 oercentue
adults.
Niels Diffrient, Alvin A. Tilley; Henry Dreyfuss Associates; New York. New York
HUMAN DIMENSIONS
7.7 7.3 7.2
nrl 80 75
3.3 3.1 3.0
0[
11.2 10.5 9.9
s
16 . .7 15.4 140
290
\
.7 16 13.8 11.5
Ol{] 370 310
16.2 14.9 13.6
14.6 12.3
)
58.0 { 53.7 49.6 85 265 250
Elbow Height
~
105 40.3 :43.5
7.7 7.1 6.4
1025 935
36.9
) 0[
10.1
235
9.3
220
8.7
[I
7.5 6.9 6.3
55
Crotch Hei!tlt
5 3: 4.0 790 31.2
~ 730
' I-
28.7
90 175 160
Finger Height
~27.1
I ~gJ~~:~
-I '65 2.6 ~~ ~:j r~ 39--
I--
I ~g
t"\
-i -I
J
J
Shoe Length 75 10.9 260 10.2 240 9.4
265 245
10.4 9.7 8.9
~:~
2.9
I ~ ~:g ~5.8
m
Shoe Widlh
V lILI'[l;~ §j3.5
225
Lli-
.JL i~
nID ~
95 185 185
liJ
Pelvic Link
Hip W. Silting SO 17.7
16.2
r!l
11.2
~
l
17.7
liJ
6.2 57 5.3
475 1365 1260
CG
15.8
315
'195
10.6 10.0 9.7
207135"
0[
2.7 2.5 2.2
55 145 135
& ,"'-J
T' Un ,
70 255 235
o
65 55
3~ g:~
lHI:3502: ·J
355
m
17.7 16.0 14.4
70 14.5 350 13.7 [ 325 ] [ 12.8
Hip W. Sitting
[iJ
--
For Men Or Women. C.G. Is Within Pelvic link.
Shoulder Height
('
OJITrHIP
380 335
69.0 61.5
166 152 135
SO 405 365
285
Finger Height
0
75.5
0,.2
n!fl
Weiftlt Kg & Lb
11.9 11.1 10.4
'-----'-'-'----H",c-t-'.,... I 228-82" Crotch Height
Maximum safe temperature of metal handles is 50°C (122°F) and of nonmetallic handles, 62°C (144°F); maximum air temperature for warm air hand dryers is 60°C (l40°F); water temperatures over 46.1·C (115° F) are destructive to human tissue. Environrnental temperature range is 17.2 to 23.9°C (63 to 75° F). Weights lifted without discomfort or excessive strain are 22.7 kg (50 Ib) for 90% of men and 15.9 kg (35 lb} for women; limit weight to 9.07 kg (20 Ib) if carried bv one hand for long distances. Push and pull forces, like moving carts. are 258 N (58 lbf] and 236 N (53 Ibf) initiallv, but 129 N (29.1 Ibf) and 142 N (32Ibf) if sustained. Noise above the following values can cause permanent deafness: 90 dB for 8 hr. 95 dB for 4 hr. 100 dB for 2 hr. 105 dB for 1 hr. and 110dB for 0.5 hr.
.----tl----;-
' ..
180_380
425
6.8
-
:z:
16.7
Standing Slump Can Be
Eye level
~----\ ~~~.~ ~ I ~~~ !60.6
ljJ70 10.7 230 9.0 195 7.7
Link
3.5 3.3 3.1
85 80
-
1 ce:;~ ~~~::~~:~ ~ ~
I r--jjJ~~::::;;:j~~=~ \ l.
,-
145
m
~:~ ~:;
Shoulder Height
L. (
65 6.1
220 215
~It---.>
\
[165 155
1illl21O 8.7
~. ~
235
m ~70-90"_~J--~~ :;:
24
0['
Jr;H:'~' 1 "-
153
90 365 345
~~
60
SAFETY INFORMATION
The metric system of measurement has been included, since it is used in scientific work everywhere and is the most practical system of measurement ever devised. Millimeters have been chosen to avoid use of decimals. Rounding to 5 mm aids mental retention while being within the tolerance of most human measurements.
Weight Kg & lb (Includes Avg. Clothes). Data Are For load ComPUtations, Not Health Purposes.
BO.5
Disabilities are to be reckoned as follows: 3.5% of men and 0.2% of women are color blind; 4.5% of adults are hard of hearing; over 30% wear glasses; 15 to 20% are handicapped, and 1% are illiterate. Left-handed people have increased in number to more than 10%.
20 105 95
_
4.B
4.2 3.7
I~~ I~ ~
2 3'-
75
30
,IA\---'I:l:'r.-----'-;.~t
I -/ lC
IJ
1 401 1 5
I
Dimensional notation svstern:
~
ooo
100 25.4
39.3} Numb~~ appearin. g in bOo xes ~re measurements 3.9 in milfimeters , Numbe~ outSIde boxes are 1.0 measurements in Inches
Anthropometric Data: Children Combined
Ages
Sex Data
Years
1BOO
70.8
Avg-- 15
1675
Small ---
1545 1625 1485 1350
659 60.8
"
M
A Birth
15
12 G
0
HS J,. HS 4 th.
2 nd .
KOG
t
5
1330 1210
52.3
500
41.1 465 lOBS 42.1 425
Reach High Distance C Reach 0
735 29.0 6B5 21.0 635 25.1 665 620 565 600 550
26.2 24.3
22.3
485
23.6 21.7 19.1
550 495 445
21.7 19.5 11.5
19.7 480
19.0 11.1
18~3
435 16.7 390
15.3
Reach
Ey,
Radius E
level F
144{) 56.7 660 1375 54.1 610 1315 51.7 570 1320 52.0 600 1250 49.2 555 1185 46.6 510 1175
1120 1040 1080 1015
960 970 915 865
53.2
1440
56.6
1320
52,0 47.3
1315 1220 1125
51.8 48.0 44.2
t185
46.7 43.0 ::9.1
18.2 16,5 J48
395 350 300
156 137 11,9
350 310 265 320 2B5 250
13.8 12.1 10.5
290 260 230
11.5 10.3
95
930
36,7
725 505
28.6
240 205
19.9
150
370 350 330
14.6
345 320 295 310 290 275 290 280 260
13.5 12.6
270 255 240
Low
58.5
Head
465 420 375
12.6 11.3
99
91 BO 6.0
13.8 13.0
11.7 12.3
11.4 10.8
11.4 11.0 10.2 10.7
10.0
94
465 430 405 420 390 360 375 350 320 345 325 305 315 300 2BO
Height F
Height G
Length H
Foot Length J
Eye
Height E
1460 1370 1260
860 790 730
33.9 31.1 2B.7
790 735 6B5
31.1 28.9 26.9
270 250 230
10.6
1685 1565 1445
31.9 28.7 25.4 27.7
710 660 600 640 5B5 515
240 220 195
9.5 B.6 76
47.8
2B.0
44.0 40.3
22.0 16.5
37.3 34.1 30.7
B6 7.B 6.9 79 71 63 71 63 5.6
1215 1120 1025
200 195 190
220 200 175 200 lBO 160 lBl 161 141
1100
7.6 7.0 6.5
Bl0 730 645 705 630 560 630 565 50S 545 490 430
2BO
7B 7.3 6.7 7.7 7.1 6.5
225 220 215 215 215 210 210 205 205 205 205 200
1085 995 B90
42.8
22.0
39.'
18.0
35.0
13.5
175
6.9
195
28.9
175
22.2
B35 640
13.0
63 4.0
56 43
32.B
160 100
141 110
25.1
9.0
3.1
440
17.4
3.5
Length 0
155 145 140 155 145 135 150 140 130 150 140 130 145 135 125 135
200 190 lB5
7.9 74 72
200 lB5 170 200 185 170 195 lBO 165 195 180 165
79 73 6.B
6.2 5B 5.5 61 57 53 6.0 5.6 52 59 5.5 5.1 5.B 54 5.0 5.2 4.9
125 95
3.B
18.3 17.0 16-7 15.3
14.' 14.8 13.8 12.7 13.7 12.8 12.0
12.4 11.8 11.0
125
430 400 360
15.7 14.2
420 390 350
3B5 345 305
15.1 13.6 12.1
375 335 300
335 300 265 300 270 245 260 235 210
13.0
325 290 255 290 260 235 255 220 195
17.0
11.9
10.4 11.8 10.6
96 10.3
9.3 8.2
16.6 15.3
13.8 14.7
13.2 11.8
12.8 11.4 10.1 11.4
10.3 9.3 10.0
B.8 7.7
1065 960 1060 970 890 945 B65 7BO 735
6.9 5.0
565 375
1205 1080
42.5
1165
45.8 42.0 37.7
4L8 38.2 35.1
14.9
24.9
22.0 24.7
25.9
23.7 25.1
23.1 2~.3
23,1
19.3 17.0
5B5 525 470 515 460 415
375
14.7
415
16.4
245 170
9.6
305 195
12.0
22.3 19.8 21.5
6.6
20.7 18.6 20.3 18.2 16.3
7.6
4.4 4.1 3.9
355 325 290
12.7
100 95 90 95 90 B5 90 B5 BO 85 BO 70
39 3.B 3.5 3.7 3.5 3.3 3.5 3.3 3.1
320 2BO 250
11.1
270 245 220 245 220 210
3.3 3.1 2.B
215 200 lB5
14.0 11.5
12.5
9.B 10.6 9.6 B6 9.6 87 B2 8.4 7.8 7.2
7.4 6.9 G.? 67 60 5.2
190 175 160 170 150 130 145 130 110 130 115 100
5.7 5.1. 4.4 5.1 4.5 3.9 4.2 3.6 3.1
105 90 BO
2B5 270 250
11.3 10.6
170 160 150
6B 6.3 5.9 6.2 5.B SA 5.8 5.5 5.1 5.3 4.9
260 245 225
10.3
135 125 120
4.7
Work Up To Hat Shelf Lavatory Height H TopJ A"" Height G 1675 66.0 760 30.0 915 15 36.0
43.3 41.0 38.9
12 9 7
1485
5
1090
1320 1220
58.5 685 52.0 635 585 43.0 485 48.0
795 25.0 695 23.0 635
31.3
570
22.5
27.0
19.0
27.3
76.5
56.8
1520 1385
59.9 54.5
37.0
1250
49.2
23.5
1335
52.6
1220
48.0 43.3
36.5 27.0
51,5
17.0
Lb
169 152 137 114 B2 52 Bl 59 38 62 49 36 49 39 29.5 29 20 7.5
U
73 6.9 65
240 220 195 220 200 175 190 170 145
Kg
66.4 61.7
69.0 62.0
T
185 175 165
160 145 135 145 140 130
Weight
Level K
9.9 91
BO
S
115 105 100
1160 45.6 1100 43.3
23.6 1100 1040 990 46.3 540 21.2 975 44.0 495 19.5 925 40.9 435 17.1 880 42.6 SOD 19.6 890 4{).0 445 17.5 B50 31.7 395 15.6 815 38.1 430 16.9 B15 36.1 385 15.2 770 34.1 345 13£ 720 21.9 20.1
54.0
49.6
52.2 47.5
Q
25.9 1215 47.8 24.1 22.4
57.5
1325
Arm
Crotch
Shoulder
BB B6 BA B.5 8A 8.2 B.3 81 8.0 B.l B.O 7B 79 77 75 77
p
0
N
15.9
H,..,
Head
Width C
M
V
High
63,9
1200
1090 995
Reach B A"" Reach A 2085 82.0 815 32.0 15 1915 15.3 730 28.7 1765 6g.4 665 26.2 1860 13.2 70S 27.6 12 1705 61.1 630 24.7 1545 60.9 560 22.1 1645 64.8 60S 23.B 1510 59.4 55!> 21.8 1345 53.0 510 20.0 1505 59.3 545 21.5 1370 53.9 510 20.1 1245 49.0 485 19.0
Shoulder Width B
Standmq Height A
Large
3
99 9.6 B9 .9.4 B6 7.7 B.6 7B 6.9 7.6 67 57
255 240 220
10.1 9A B.7
195 lBO 165
7.6 7.0 6.5
230 215 195
91 B.5 76
175 160 145
6B 6.2 5.8
210 190 160
B.2 7A 6.3 7. 6.5 5.8 6.3 5.7 5.1
150 140 130 140 130 120 130 120 115
60 5.7 51 5.7 5.2 4.B
190 165 150 160 145 130
Sea
Table
Work
Depth K
5.1 4.7 4.5
Height l
Length M
460
18.0 650
25.5
420 3BO
16.5
590 15.0 525
23.3
18.9
300 275
11.8
14.0
17.5
250
9.9
25.0 355
330
480 13.0 445
20.7
370 14.6 340 13.3 10.8
38.4 36.5 34.6
""., Hei!t'tN
35.0 33.5
Age,
32.0
15
405
15.9
32.1 30.4 28.4
12
370 325 290 265
14.6
9 7
Starting School Grades
5
Chalk Board Height
Seat To
11.4
Spacing 0
Width R
Basic Table Width S
6.0
175
6.8
445
17.5
5.7 5.4 5.1 4.8
160 140
6.2 420 5£ 355 5.1 330 5.0 305
16.5
380 370
760 30.0 710 2BO
14.0
330
13.0
305 280
12.0
610 610
24.0
13.0
11.0
535
21.0
Backrest
12.B 10.4
Min Backrest Height P
0 150 145 135 130 120
130 125
Armrest
12.0
"".,
15.0 14.5
24.0
l...-.-.--coK_-+-H o
Standing heiqhts (including shoesl-typiCal example 1800 1675 1545
70.8 large 15 year youth ~ 97.5 percent.ile } combined 65.9 average 15 year youth '"50 percentile sex data 60.8 small 15 year youth'" 2.5 cercentue U.S. youths
Dimensional notal ion system
ooo
100 25.4
GTIJ
39.3} Numb~rs appea.ring in b.OXe5 are measurements 3.9 III millimeters Numhers outsHre boxes are 1.0 measurements In incht:S
Niels Diffrient, Alvin R. Tilley; Henry Dreyfuss Associates; New York, New York
HUMAN DIMENSIONS
Workstations: Standing
4
SERVING AT A COUNTER (FOOD COUNTERf
Counter Depth
535-610
21-24
18
Two or More
Counter
Servers
Height
96
I 2030 lao
_-4,..J.--=.c~L:.:-I
16
§J36
2440
Minimum Aisle Space One Server _-l..J---::":-~:"'"
Residential Ceilings
STANDING HEIGHT STCS. COMBINED ADULT SEX
Viewing Distance To Standard DisPlays
2440 96-
13-28
ADJUSTMENTS FOR THE ELDERLY
Residential Ceiling High Reach, Higtl Shelves
Minimum Ceilings
_ _ lower03
low Reach, low Shelves-Raise
2135
84
2030 80 + L...:.=":":'~":":''':'':'-l---~It 30'
Residential Doors
Shelving Depth Work Surfaces
I ower0 1.5
~\~ 5:;~g~~ndeliers
1980
78
1905
75
Highest Head Top
1880
74
Clothes Line (Max)
1830
72
2M
~3
Office Doors
230-305
9-12
Shower Head (Max)
1830 72
No See Over Hat Hooks (Mall:) Highest Shelf (Men) Shower Head Clear IMinl
1780 70
Rail ForEveningDresses Top Of Mirror
1730 68
Highest Shelf (Womenl
1920
1780 1655
10"
30"
1600 63
Catwalk Head Clear (Mini
1790
1575 62
Avg Adult Eye level
1665 1540
1475 58
Thermostats
1395
55
See Over
1370
54
Grab Bars Phone Dial Hgt
1320
52
1270
50
1220 48 1145
45
1120 44
1065
42
1015
40
915
36
M
840 33
lowest Reach Level
230
a Datum Male and 1905 1775 1640
female standing heigtlts (including shoes]: 75.0 69B 64.6
1790 1665 1540
70.4 large:: 97.5 percentile} includes 65.5 average=50pen:entile 95% us. 60.6 small ., 2.5 percentile eccns
Niels Diffrient, Alvin R. Tilley; Henry Dreyfuss Associates; New York, New York
HUMAN DIMENSIONS
Highest File Door Push Plates Shower Valves Walt5witch Plate Deal Plate Push Bar On Doors Bar (Hi) Counters, Doorknob IMa)() Safety Handrails, Bars Entrance lock (MaK) Ironing Board (Hi) Handrails, Ironing Board (Hi) Counters, Doorknob (Min)
Zone
Panic Bars
790
31
lavatory Rim
760
30
letter Slot, Rails On Steps
760
30
Ironing Board (lo)
455
18
Wall QutJets
405
16
Highest Step
Rung Spacing
305
12
205
8
Bar Rails
190
7.5
Stair Riser (Opt I
150
6
Toe Space (MaxI
75
3
ToeCle.r IMinl
25
Optimum Shelving
535-610
21-24
Cavity For Stool Storage
lowest Reach Level
Threshold (Maxi
Dimensional notation system:
ooo
ITm 100 25.4
39.3} ~um.b_~rs aPpea.rin9 in boxes are measurements 3.9 In rndlimeters. Numbers outside boxes are 1.0 measurements In inches.
Workstations: Seated HIGH WORK SEATS (BANK AND TICKET COUNTE RSl
MEDIUM HIGH WORK SEATS (POST OFFICE CDUNTE RI
SEATING ANGLES Reclining Postures Retaxing Postures Alert Postures
610-710 24-28
I
Sit Or Stand Work Positions
a
Work Postures SO
0°
13-14
5
22
Hip Anqles 110-130° Relax 95_130" Work And Alert
light Sources Reflect In EYeGlasse5
Easy Head Rotation
(79 0 Maximums)
Minimum Table Widths
1o
24
27
30
SITTING HEIGHT STDS. COMBINED ADUL T SEX
50" ADJUSTMENTS FOR THE ELDERLY Easy
Head Movements 50° Maximum
I
light Sources Below Visual Limit line
Create Glare
1450
57
Highest Head Top
High Forward Reach, Eye level, Head Heig--t
1420
56
Mirror Top
Reach Radius
1370
54
No See Over
1370
54
Floor Lamp (Hi)
~ lower~ 2.2 Decrease~ 2.5 /
50" ~i9h Visual Limit FunctIOnal GriPS
1270
50
1195
47
Avg Eye Level
1170
46
High File. Front Tab
1090
43
See Over Hgi
1065
42
Phone Dial Hqt
1015
40
Floor Lamp (La!
High Shelf
M
3.8 3.2 2.7
Ma)(WC Height
Sitting
18.5 16.8 15.6
Male and
1905 , 775 1640
36
lunch Counter
34
High File, Top Tab
790
31
Sewing Table
760
30
Stool For 42 Counter Hasp. Bed (Hi) Work Table Desk
735
29
685
27
Iron Board
660
26
Typing Table
635
25
610
24
Table (Min! Knee Space Side Tables Chair For 36 Counter Coffee Table (Hi) Wall Outlets
455
18
455
18
8.d
445
17.5
Work Chair
400
15.8
Toilet Seat
380
15
Seat (Min) Park Seat
305
12
FOOl Stool (Hi)
280
"
Coffee Table {Loj
400
Height
470 425 395
915 865
150
715 655 600
28.1 25.8 23.7
female standing heights (including shoesl:
75.0 69_8 64.6
1790 1665 1540
70.4 65.5 60.6
large = 97.5 percentile} includes 95% u.S adults
average '"' 50 percentile small = 2.5 percentile
Foot Ring 24 Chair
150
Toe Space (Max)
75
Toe Clear. (Min)
50
Foot Sroot It.ol Dimensional notation system
~
ooo
100 25.4
39.3} Numben appea.rin g in b.oxes are measurements 3.9 In miltirneters. Numben cctsioe boxes are 1.0 measurements In Hlches
Niels Diffrient. Alliin R. Tilley; Henry Dreyfuss Associates: New York, New York
HUMAN DIMENSIONS
Space Usage
6
PASSAGES FOR ONE
PASSAGE FOR TWO
FACING DOORS
-----
Door Opening Outward
Door A
~36 Door B
E!30
OoorA
1805 71
1600 63
©
FACING DOOR::
PASSAGE FOR FOUR
SINGLE DOOR
Door B 1650 65
©
@ @
©
78
Note: Also See Wheelchair Requirements
© ©
(Q)
Door Opening Outward
Min Door A
2440 610
24@
96
Min Door B
2135
84
© 3
-, -, -.(
H
-, "
ROOF STRUCTURE
"
-,
GROUT CELL AT
-,
ANCHOR ONLY I "I II
-,
-,
-,
..:L__ jJ~Et:l;;3;:EI1~~ '1 "' I
~f::=~:f============
BEARING PLATE WITH #13 HOOK TO BAR
JOIST/RAFTER PARALLEL OR PERPENDICULAR TO WALL
"
CONTINUOUS BONO BEAM (GROUT SOLID)
1/2" DIAMETER THREADED ROO, HOOKED TO BOND
BEAM REBAR CONTINUOUS BONO BEAM THROUGH WALL REINFORCING (W1.7, 16" D.C. VERTICAL)
ALTERNATE DIAPHRAGM CONNECTION FOR WOOD JOIST/ RAFTER
Edgar Glock. Masonry Institute of St. Louis; St. Louis, Missouri
SEISMIC DESIGN
STEEL JOIST
NOTE
THROUGH WALL REINFORCING (WI.7, 16" O.C., VERTICAL)
Empirical design for masonry parapets should be used only in areas with low seismicity, Engineering analysis is required when the heiqht-to-thickness ratio of three-to--one is exceeded and in areas of higher seismicity,
DIAPHRAGM CONNECTION FOR STEEL JOISTS PERPENDICULAR TO WALL
MASONRY PARAPET DETAIL FOR SEISMIC AREAS
Seismic-Resistant Design-Wood Framing GENERAL
ROOF DIAPHRAGM
Wood frame structures with a variety of solid wood and engineered wood products can be designed to resist seismic forces using many of the same principles used to resist
CEILING DIAPHRAGM
wind forces. Wind-resistant design involves resolving loads assumed to be applied to the structure in one direction for a short time (monotonic loads). Wind load can induce shear that is both perpendicular and parallel with the structure. resulting in an overturning motion as well as uplift on the structure. Seismic loads, on the other hand. are cyclical. moving in different directions over a short period.
- - - - - ROOF-TO-WALL ANCHORAGE
WALL DIAPHRAGM
Seismic loading conditions on conventional construction are referenced in four main sources, which also provide information about the capacity of various materials: American Society of Civil Engineers 7-95, Section A9.9.10; the Building Code, Section 2326; the Standard Building Code, Sections 2308.2.2 and 2310; and the National Building Code, Section 2305.8. In general, these provisions are limited to buildings with bearing walls not exceeding 10ft in height and gravity dead loads not exceeding 15 psf for floors and exterior walls and 10 psf for floors and partitions. Sheathing for braced walls must be at least 48 in. wide over studs spaced not more than 24 in. o.c
FLOOR DIAPHRAGM
WALL-TO-FLOORTO-WALL ANCHORAGE
Wood construction standards for all seismic areas include the following: wall anchorage must use a minimum of t o.c., maximum. Walls must be capped with double top plates, Uniform with end joints offset by at least 4 ft. Bottom plates must be 11 /.} in. thick (2 in. nominal) and at least the width of the studs.
WALL DIAPHRAGM
Forces must be transferred from the roof and tloorts) to braced walls and from the braced walls in upper stories to the braced walls in the story below, then into the foundation . Transfer must be accomplished with toe nails using three 8d nails per joist or rafter where not more than 2 ft o.c. or with metal framing devices capable of transmitting the lateral force. Roof to wall connections must be made at the exterior walls when the building is 50 ft or less in length. A combination of exterior and interior bearing walls is necessary when the building length exceeds 50 ft.
FLOOR DIAPHRAGM
FLOOR-TOFOUNDATION ANCHORAGE
NOTES
1. Diaphragms (the roof, tloorts}. and shear panels in walls) must be designed to resist forces created by the dead load mass of the structure and applied seismic loads. In wood frame construction, a diaphragm is typically a structural "panel" made of a skin (sheathing) stretched over and fastened to ribs (wood members such as 2x4s) The resulting construction is stiff and strong enough to transmit forces to resisting systems such as the foundation. Connections must be designed to transfer lateral forces and restrain overturning motion. Lateral forces can be either perpendicular or parallel to the structure. The load from each part of a building that is created as the buildinq shifts from the movement of the earth must be transferred to adjoining elements (roof sheathing to rafters to top plates to wall sheathing and studs to bottom plates to floor sheathing and framing and so on, until the lowest level of floor framing, from which the load moves to the foundation; in slab-on-grade construction, the load moves finally from the wall sheathing and studs to the bottom platesl. 2. The roof diaphragm comprises roof sheathing, roof framing (rafters, top chord of truss, etc.), and blocking. 3. The ceiling diaphragm comprises ceiling finish material (for example, gypsum wallboard) and ceiling framing ijoists, lower chord of trusses, etc). 4. Roof-to-wall anchorage consists of hold-down anchors to resist uplift forces and nailing to resist shear forces 5. The wall diaphragm comprises wall sheathing, wall framing, and sheathing fasteners. 6. The floor diaphragm comprises floor sheathing, floor framing (joists, trusses, etc.), blocking, etc. 7. Wall-to-floor-to-wall anchorage consists of hold-down anchors and shear connectors (for example, nails). 8. Hoor-to-toundaticn anchorage consists of hold-down anchors to resist overturning forces and anchor bolts (1/2 in. diameter at 6 ft o.c.) to resist shear forces.
TYPICAL WALL SECTION FOR CONVENTIONAL WOOD FRAMING
Connections designed for both lateral and vertical (uplift or overturning) loads must be used in conventional wood frame structures designed for seismic areas, Traditional nailing schedules are often adequate to handle lateral forces. Vertical forces can be addressed by lapping structural sheathing and/or strapping the roof, walls, and floors together at appropriate intervals. In addition, the overturning loads in walls must be restrained by anchoring the ends of the shear panels (whether traditional or perforated) to the structural wall below. Nontraditional materials such as LVL, I joists, and structural composite lumber can be used in seismic design; the capacities and applicable connection types of these products are available from the manufacturers.
45
I
SPACING FOR BLOCKED DIAPHRAGM*
BRACED WALL SPACING
BOUNDARY PANELS (IN.)
SEISMIC PERFORMANCE CATEGORY
OTHER PANELS (IN.)
CAPACITIES (LB/FT)
6 4
6 6
320 425
2'/,
4
640
2
3
730
* 15/ 32-in. panel sheathing; 10d nails into 2X framing (Douglas fir, larch, southern pine).
DISTANCE BETWEEN BRACED WALLS
MAXIMUM NUMBER OF STORIES
A
35 ft
3
B
35 ft
3
C
25ft
2
0
25ft
l'
"Two stories for detached one- and two-family dwellings
BOUNDARY PANELS, TYP
NOTE NOTES
Each diaphragm in a building must resist the seismic effects in both directions of all the mass above it as well as of its own mass. The seismic loads caused by the roof mass must be transferred to the wall, and the wall must be designed to resist both the effect of the mass of the roof and the mass of the wall. These combined loads must then be transferred to the floor below, which must be designed to resist the effect of both its mass and the load applied by the wall above. In turn, walls below must resist these loads, until the force reaches the foundation, which must be able to resist the combined loads from the rest of the building.
1. Use 15/ 32 in. sheathing for the outside of shear panels, with 10d nails in 2x framing. 2. Capacities are based on structural I panels of Douglas fir, larch, or southern pine. For additional thicknesses or alternative wood species, consult the American Plywood Association. 3. The aspect ratio (the ratio of the longer dimension to the shorter) of a floor or roof diaphragm is limited to LiL 1 ::;; 4. Openings in the diaphragm are limited to either 12 ft or half the length of the diaphragm, whichever is smaller.
The bracing element is typically a shear panel that is anchored against both shear and overturning
SEISMIC LOAD TRANSFER
FLOOR AND ROOF DIAPHRAGM
BRACED WALL SPACING
NOTE
David S. Collins, FAIA; American Forest & Paper Association; Cincinnati, Ohio
SEISMIC DESIGN
46
Seismic-Resistant Design-Wood Framing
4'-0" TOP PLATE JOINT OFFSET,
TYP
i H
{)C,,"
~
PANEL
TYP
~HOLD-DOWNS
LOCATION OF HOLD-DOWNS (AT EACH END OF SHEAR PANELS, TYP.)
AT END OF WALL
NOTES
1. In traditional shear wall design, parts of the wall that are sheathed from top to bottom without openings are considered individually as shear panels. Hold-down anchors are required at both ends of each of these panels. Each segment must be restrained against the overturning motion and the shear to which it will be exposed. 2. The capacity of a traditional shear wall is the sum of the capacities of the individual shear waH segments, which are determined by multiplying the length of each segment by the capacity of the sheathing (IMin. ft). Example: Use 15/ 32 in. sheathing for the outside of the shear panel, with 10d nails spaced 6 in. o.c. for 280 IMin. ft. The capacity of this shear wall would be equal to 280 x (A + B + C); 280 x H = uplift (hold-down capacity).
1. For perforated shear walls, the whole wall is considered as a single shear panel without regard to wall openings. Hold-down anchors are required only at the ends of the wall. To determine the capacity of the wall, the lengths of the full-height sheathed areas are added together and the sum multiplied by the capacity of the sheathing. 2. Perforated shear walls may require higher capacity sheathing than traditional shear walls to compensate for the lack of intermediate hold-down anchors. 3. The sheathed walls above and below the openings in a perforated shear wall increase the capacity of the wall The capacity of the shear wall must be adjusted by a factor derived from two variables: the maximum opening height and the percentage of full-height sheathing on the shear panel. In the following example, a factor of 0.49 is applied. The Wood Frame Construction Manual gives more examples. Example: Use 15132 in. sheathing for the outside of the shear panel, with 10d nails spaced 6 in O.C. for 280 Ibmn. ft. Shear = 280 x (A + B + C) x 0.49; 280 x 8 = 2240 Ib uplift (hold-down capacity).
TRADITIONAL SHEAR WALLS
PERFORATED SHEAR WALLS
~f>?£,,,SJ.~~ MAX.
4' X S' MIN. SHEAR PANEL
~it1:'c~t~'E,A6~~g,t~NT~L,
STUDS BOTH SIDES
NOTES 1. Shear panels that consist of framing members and sheathing panel(s) or diagonal sheathing members provide the principal lateral resistance to shear loads. Sheathing panels are made of plywood and aSB (for structural panels), gypsum sheathing, or fiberboard. Diagonal wood sheathing boards or strapping can also be used. The shear capacity of the material depends on the quality of the framing and sheathing materials and on the connections. Building codes require a minimum aspect ratio of H/L,; 2 or 3'1, for the panel. Sheathing both sides with the same material doubles the capacity of the shear panel. Tests have shown that sheathing each side with a different material adds capacity, although this concept is not accepted by all codes. 2. Use 10d nails at all edges and in field (center area) as follows: for edge nailing, 6 in. o.c. for 280 1!Jllin. ft; 4 in. o.c. for 430 Ibn,n. ft; 3 m o.c for 550 Ibnin. ft; 2 in. o.c. for 730 lbllin. tt: and 12 in. o.c. for field nailing. 3. This drawing is based on use of structural I panels of Douglas fir, larch, or southern pine. For additional thicknesses or alternative wood species, consult the American Plywood Association.
WOOD WALL SHEAR PANEL
NOTES
MINIMUM LENGTH OF BRACED WALL STORY
SHEATHING TYPE*
LOW RISK
Top or only
G-P
8'-0'
Story below top
SW G-P
4'-0' 12'-0' 8'-0'
Bottom of 3 stories
SW G-P
16'-0'
SW
8'-0'
HIGH RISK 12'-0' 8'-0'
16'-0' 8'-0'
16'-0' 8'-0'
20'-0'
20'-0' 12'-0'
12'-0'
29'-0'
Not permitted as conventional
• G-P---gypsum; SW-structural wood
LUMBER DESIGN VALUES FOR SEISMIC CONDITIONS ADJUSTMENT FACTORS DESIGN VALUE* Fb
F.
2x8
SIZE
REPETITIVE MEMBER 1.15
LOAD 1.6
Douglas fir-larch no. 2; 875 psi SPF no. l/no. 2; 875 psi Southern pine no. 2; 1200 psi
1.2 Fb-l050
1210 1210 1380
1930 1930
1930 1930
2210
2210 150
Douglas fir-larch no. 2; 95 psi
1.2 Fb-l050
-
-
SPF no. 1/no.2; 70 psi F"
Southern pine no. 2; 90 psi Douglas fir-larch no. 2: 625 psi
Fell
SPF no. l/no. 2; 425 psi Southern pine no. 2; 565 psi Douglas fir-larch no. 2; 1300 psi SPF no. l/no. 2; 1100 psi Southern pine no. 2; 1550 psi
* Additional design values for other species and grades of lumber can be obtained from the Supplement to the AF&PA National Design Specification. NOTE Design values for traditional solid wood products and connections are available in the American Forest and Paper
1.05 F,,=1560 1.05 F,,,-1320
-
Association's National Desiqn Specification. The values published for wood products must be adjusted by various factors, including size (except for southern pine), to determine the appropriate design values for a particular application. Repetitive members, consisting of three members spaced not more than 2 ft o.c. and sharing a load, must be increased by a factor of 1.15, while the adjustment for
David S. Collins. FAIA; American Forest & Paper Association; Cincinnati, Ohio
SEISMIC DESIGN
-
150 110
ADJUSTED DESIGN VALUE (PSI)
110
145
145
-
625 425 565
2185 1850 2480
2185 1850 2480
seismic and Wind conditions IS a factor of 1.6. These factors are applicable only to solid wood products and glued laminated timbers. Connections have similar adjustment factors.
Lighting Design GENERAL
47
LIGHT SOURCE SELECTION GUIDE
I
Lighting design involves selecting lighting fixtures (luminaires) and determining their locations and control devices to realize the desired effects. Basic lighting designs are fairly generic and require but a modest level of effort to achieve a workable result. Attractive and/or complex lighting designs, on the other hand, can require significantly more design work and detail in specifying products and locations. Typical steps in the process are these:
----
I
L:-----------H
I
GENERAL OFFICE WORKING AREA (CATEGORY "0" 20 TO 50 Fe)
LOBBY
NOTE
In this example, choosing the proper amount of light in each area not only meets visual needs but consumes only the minimum necessary energy. Use the high end of the
light level ranges for older people, where finishes are especially dark, or where the work is particularly important or requires great speed.
1,IGHTING LEVELS FOR TYPICAL OFFICE RECEPTION AREA QUALITY OF ILLUMINATION
SUITABLE LUMINAIRE STYLES
Quality of illumination remains largely an aesthetic issue. However, a number of specific quality issues can be addressed objectively:
Many design problems have reasonably obvious solutions determined by a combination of budget, energy code, and industry standards. For instance, most office lighting designs utilize recessed troffers because they are costeffective and energy-efficient and they meet the standard expectations of owners and tenants. Choices among troffers require further consideration, although at that point style is a lesser issue.
1. Eliminate flicker: Light sources should minimize or eliminate flicker caused by AC power or other influences. 2. Eliminate or minimize glare: Shield lamps from view. Minimize very bright and very dark surfaces. Illuminate walls and ceilings. 3. Use light sources with good color rendering: Halogen, high CRI (color rendering index) full size and compact fluorescent, and high CRI metal halide and white HPS lamps should be used whenever possible. COLOR OF LIGHT
Both the correlated color temperature (CCT) and color rendering index (CRO for light sources should be used in choosing light sources. In general, try to match CCT when mixing sources, such as halogen and fluorescent.
Some situations call for uncommon or creative designs. In these cases, the distribution of the luminaire and its physical appearance become critical. In particular, luminaires that enhance the architecture are desired for residences, hotels, restaurants, and other nonwork spaces. Decorative styles range from contemporary to very traditional; lamp options may permit a choice between incandescent and more energy-efficient light sources, such as compact fluorescent or low watt high-intensity discharge (HID) luminaires. In fact. energy-efficient decorative lighting fixtures, both interior and exterior, are one of the fastest growing parts of the lighting fixture industry as the market for attractive luminaires that comply with energy codes grows.
James Robert Benya, PE, FIES, IALD, Pacific Lightworks; Portland, Oregon Robert Sardinsky, Rising Sun Enterprises; Basalt. Colorado
LIGHTING DESIGN
48
lighting and lighting Systems ILLUMINANCE VALUES FOR
GENERAL Most b~ildings are equipped with electric .49htj~g syste~s for interior uses. Early In the history of Ilghtln!":1. l!h.~mJnatlon systems were desiqned for minimum use of mtenor space at night. Today, however, electric illumination systems generally are designed to be used in place of natural light
VARIOUS INDOOR ACTIVITIES RANGES OF ILLUMINANCE
ILLUMINANCE CATEGORY
TYPES OF ACTIVITY
FOOTCANDLES
LUX
Public spaces with dark surroundings
A
20-30-50
2-3-5
Simple orientation for short, temporary visits
B
5075-100
5-7.5-10
FUNCTIONS OF LIGHTING
Working spaces used only occasionally for visual tasks
C
100-150-200
101520
Light is one of many tools available to help in space design, In the beginning of any project, it is wise to recall the functions of lighting and to be certain each has been examined:
Performance of visual tasks of high contrast or large size
0
200-300-500
20-30-50
Performance of visual tasks of medium contrast or small size
E
500 750-1000
50-75-100
Performance of visual tasks of low contrast or small size
F
t 000- 1500-2000
100-150-200
Performance of visual tasks of low contrast and very small size over a prolonged period
G
2000-3000-5000
200-300-500
Performance of very prolonged and exacting visual tasks
H
5000-7500-10000
50G-750-1000
Performance of very special visual tasks of extremely low contrast and small size
I
10000-15000-20000
1000-1500-2000
Performance of tasks: Lighting to perform work, whether it is reading, assembling parts, or seeing a blackboard, is referred to as task lighting. Visual work is a primary reason for providing lighting. Enhancement of space and structure: It is only through the- presence of light that spatial volume, planes, ornament, and color are revealed. For centuries, structural systems evolved partly in response to aesthetic as well as functional desires for light of a certain quality. The progress from bearing wall to curtain wall was driven by the push of newly discovered technologies (both in materials and in technique), by evolving cultural desires for certain spatial characteristics, and by a desire to admit light of a particular quality. These developments are reflected in the Gothic church window, the baroque oculus, and the Bauhaus wall of glass. With the advent of electric lighting systems, this connection of structure to light was no longer entirely necessary, but most architects continue to pay homage to this historical tie. 3. Focusing attention: The quality of light in a space profoundly affects people's perception of that space. The timing and the direction of an individual's gaze are often a function of the varying quality and distribution of light through the space. Lighting draws attention to points of interest and helps guide the user of a space.
4. Provision of security: Lighting can enhance visibility and thereby engender a sense of security. Lighting can also be used to illuminate hazards, such as a changing floor plane or moving objects.
PORTABLE LUMINAIRE (LAMP): a luminalre equipped with a cord and plug and designed to be moved from space to space. LIGHTING FIXTURE: a luminaire that is permanently attached ("hard wired") to a building LIGHTING SYSTEM: the lighting fixtures in a building, sometimes including portable lights, subdivided into smaller systems (e.g., the lighting system in a room or aU luminaires of a particular type In a room or building). ILLUMINANCE: the measure of light striking a surface, in footcandles (lumens per square meter). Illuminance can be measured and predicted using calculations; also illumination.
~O" 250sq Itl to 30% «250 sq It I 20% (stepped( to
30% (continuous dimming)
Scene preset dimming
Reduces average power by dimming combinations of lighting systems
10-20%
Tuning
Reduces lighting power by hidden adjustment
10-15%
Lumen maintenance
Reduces interior lighting power based on age of lamps and cleanliness of space
10-15%
Combined systems
Combinations of the above are not directly additive
Up to 45%
"The credit offered varies from code to code and may not be available.everywhere.
ADDITiONAL CODE REQUIREMENTS
NUM8ER OF LUMINAIRES
AVERAGE FOOTCANDLES
POWER DENSITY rw!sq It)
footcandles desired x room area CU x LLF x lampslluminaire x lumensllamp lumensllamp x lampslluminaire x CU x LLF area 01 room (sq It) design watts (including ballast) area of room
where: CU = coefficient of utilization (percentage of light that actually reaches task) LLF = light loss factor (time-dependent depreciation lactors) NOTE See manufacturer's photometric tables or the Lighting Handbook 01 the Illuminating Engineering Society lor tables of values for CU. LLF, lurnens/lamps, etc
LIGHTING CONTROLS IN ENERGYEFFICIENT APPLICATIONS While most energy codes require switching for all spaces, some switch types control energy use better through automatic switching and/or dimming. "Control credits" are often offered by codes that permit the designer to reduce the watts of all lights connected to certain automatic devices; this arrangement allows the design to employ more lighting watts and still comply with the energy code.
DEVICE OR METHOD
011 based on space
In addition to limiting lighting power in a building, lighting energy codes also have other requirements. These vary by state but may include the following: 1. Mandatory use of readily accessible switching in all enclosed spaces. (Exceptions are allowed for spaces in which this would be unsafe.) 2. Use of multilamp or electronic fluorescent ballasts whenever possible. 3. Separate switching lor daylighted and nondaylighted spaces in building interiors. 4. Ability through switching or dimming to adjust lighting levels in a space exceeding 100 sq ft and 100 watts. 5. Automatic shutoff controls for lights in spaces in larger bUildings (usually larger than 5000 sq ft). 6. Automatic shutoff controls for exterior lights.
ENERGY-EFFICIENT LIGHTING CONTROLS
Motion sensor
To find the total allowed watts for the interior of a building, start with the total wattage as determined by one 01 the three methods above. Then subtract "credit" watts for lighting controlled by advanced automatic devices such as daylighting or motion sensing and add other allowed watts. if any. An allowed lighting load can also be determined by using a building energy simulation program like DOE-2. However, because the program's algorithm is based on the same power density assumptions as the allowed amount given above, it is unlikely the value for lighting determined in this manner will be significantly different.
Tradeoffs are allowed among interior spaces in the same building, but they are not allowed between interior and exterior lighting. In addition, tradeoffs are not allowed between buildings, even if they are owned by the same company and stand on the same site.
NUMBER OF FIXTURES
POWER DENSITY rw!sq It)
50 x 25 x 40 0.67 x 0.7 x 4 x 2850 9 x 111 25 x 40
or
10 x 111 25x40
= 9.35 luminaires (use 9 or 10)
0.999 W!sq It (9 luminairesl or = 1.111 W!sq It (10 luminaires)
TYPICAL EXAMPLES Room size 25 x 40 It; ceiling height 9 It; illumination level 50 lootcandles (IESNA category 101; 2 x 4 ft. recessed trollers with lour 32-watt T8 lamps 12850 im) each.
CU = 0.67 (plastic lens) Electronic ballast input watts LLF = .70
= 111
FORMULAS FOR AVERAGE LIGHTING CALCULATIONS James Robert Benya, PE, FIES, IALD, Pacilic Lightworks; Portland, Oregon Robert Sardinsky, Rising Sun Enterprises; Basalt. Colorado
LIGHTING DESIGN
50
Workstation Lighting and Lighting Controls
DETERMINING THE EFFECT OF PARTITIONS ON LIGHTING LEVELS The illumination that reaches a desk tQP in q"direct lighting system is a combination of light arriving directly from the lighting fixture and indirectly via reflectance from various room surfaces. A partition not only interferes with this indirect component of light but can drastically reduce the potential direct component. Consider the example shown in the accompanying diagrams: In diagram "A", the workstation is contained within 42 inch high panels. Extending "sightlines" (as if the desk top could "see" the ceiling) from the center of the station out to the ceilmq over the top of the panels, it can be seen that in a 10 by 10ft workstation, a ceilingarea of 4,225 sq ft (65 x 65 ft) has the potential for contributinq light to the workstation. If the lighting fixtures are installed 8 ft apart. there would be an average of 66 fixtures 14,225 sq ft ~ 18 x 8 ftll that could contribute light directly to the desk top. If the same lOx j O tt workstation had partitions 60 in. tall, the projected lines would enclose a ceiling area of 676 sq ft (26 x 26 ttl This area would include only ten or eleven fixtures [676 sq'tt ~ (8 x 8 ftll. This 80% decrease in the number of lighting fixtures that could possibly contribute light directly to the desk top does not translate into an 80% drop in light levels at the desk top. However, it will cause a significant decrease, the amount of which is influenced by factors such as the distribution pattern of the lighting fixtures and the finishes of the partitions.
··············-
INDIRECT OR DIRECT/INDIRECT LIGHTING FIXTURES REFLECTED CEILING PLAN
I
NOTE ing between rows can be made wider. At 12 tt. the design delivers around 2Q-40 fc. Suspension length is critical
Using two lamps in every fixture, this layout produces 3050 fc in 'an empty room at 1.22 watts/sq ft. Using one lamp, the design produces 15--30 fc at 0.6 watts/so ft. The spac-
SUSPENDED INDIRECT AND DIRECT/INDIRECT SYSTEMS s'~o" RECESSED (OR SURFACE MOUNTED) DIRECT LIGHTING SYSTEM USED FOR MOST GENERAL OFFICE WORK, ESPECIALLY PAPERWORK
1
I
I
I s'-o"
I I
REFLECTED CEILING PLAN
NOTE In this 14 x 16 ft room, four two-lamp fixtures produce 2535 fc uniformly at 1.0B watts/so ft. If higher lighting levels are needed, as in a mailroom, use three-lamp fixtures. In meeting rooms, consider adding task lights such as downlights or wall-wash luminaires.
' 'I
1"--"- OPEN OFFICE
NOTE
In small offices, maximize comfort and efficiency by having fixtures straddle the work area. Avoid placing a single overhead fixture. Partial symmetry is better than checkerboard or other asymmetrical layouts. Maintain approximately 2-3 ft from fixtures to side walls. Lensed fixtures and indirect lighting systems work best in small rooms.
"
[',
I OPEN OFFiCE AREA STANDARD 2' X 4' CEILING GRID DIRECT LIGHTING FIXTURE, TYP
REFLECTED CEILING PLAN
NOTE
In larger offices and work rooms, arrange fixtures as symmetrically as possible. Vary the spacing if necessary, for example, from the standard 8 x 8 ft to 6 x 8 or lOx 8 ft. Keep the long sides of fixtures within 2-3 ft of the wall.
This layout produces 30-50 fc in an empty room using two F32T8 lamps in a lensed or parabolic luminaire at 0.92 watts/sq ft. With three lamps, it produces 50-75 fc at 1.38
LARGE OFFICE LIGHTING LAYOUT
GENERAL DIRECT LIGHTING SYSTEMS
to
watts/so ft. Increasing horizontal spacing to tt with three lamps produces 40-60 fc at 1.22 watts/so ft. Also consider 2 x 2 fixtures with two F32T8/U or four F17T8.
James Robert Berwe. PE, FIES, IALD, Pacific Liqhtworks: Portland, Oregon Robert Sardinsky, Rising Sun Enterprises; Basalt Colorado
LIGHTING DESIGN
54
Lighting for Office Spaces
CORRIDOR LIGHTING In office buildings. corridors require reasonably uniform illumination with minimum glare. Using ordinary troffers is tempting but generally creates too much light beneath the fixtures and not enough evenly distributed ligtlt
Downlighting is easy but tends to create deep shadows and cavehke spaces. Mixing downlights and other lighting sources, such as sconces or walfwashers. creates a more attractive design with a better balance of brightness among walls, ceiling, and floor.
Wall lighting is an alternative to downlights and sconces for use in corridors. It enhances art and graphics and can reveal wall textures, such as those of stone and brick. Grazing lights can highlight polished or shiny surfaces such as granite or wood
1
so" NOTE
/DOWNLIGHT
-
~-
-
I
Q
I
+--------s'Q"-
o
9
I
I
I
I
-
0
t
I
so"
--- j----I---
--
OJ I
I-
I
I
I
--f-
NOTE
In this arrangement, sconce quantity can be minimized by maintaining a nominal 8-ft either-or spacing. Sconces and
o o
larnps. Designs produce 10-20 footcandles (tc) at 06-0 7 watts/sq It.
/SCONCE
I I
'I
o
I
4---
In this scheme, each round downlight uses 26 watts of compact fluorescent light (either two 13-watt lamps or one 28-watt lamp). Square down lights use two 16-18-watt
WALLWASHER
o
DOWNUGHTS
I
downlights each have two 13-watt lamps or one 26~watt lamp. Designs produce 10-15 fc at 0_6--D.7 watts/sq ft.
o o
o
NOTE
Although asymmetric, lighting one wall of a hall or corridor can both provide effective light and be an attractive element. potentially highlighting art or graphics. A wall slot (shown at left) is best for textured or polished surfaces and
PLAN
creates a floating ceiling; wallwashers (right) are better for lighting art or graphics. While footcandles are about the same as in the two schemes above, power use increases to 1.2-1.5 watts/so ft to illuminate vertical surfaces.
NOTE
Fluorescent pendants and sconces produce general light. Compact fluorescent downlights and wallwashers and halogen art accent fixtures provide more specialized lighting that showcases the architecture and artwork and creates an atmosphere.
REFLECTED CEILING PLANS FOR !==ORRIDOR LIGHTING WALLWASHER
NOTES
MAIN AND ELEVATOR LOBBIES
LOBBY LIGHTING
E -=:5
Lobbies offer a primary opportunity for use of creative or decorative lighting. Pendants, ceiling fixtures, and sconces are the primary lighting systems, supplemented by downlights, wallwashers, and other architectural light sources. To most easily meet energy code requirements, use fluorescent, compact fluorescent and/or low wattage HID (high-intensity discharge) lamps instead of incandescent.
o
Main lobbies are a most important venue for ornamental and decorative lighting design. Wall lighting is especially useful for providing a sense of spaciousness and cheerfulness. Art objects such as paintings or sculpture may require accent lighting.
o
CON FERENCE (
TABLE
~
~
III f-lJ
rr
LJJ
Architectural and decorative lighting sources are generally used in combination in lobbies. Incandescent and halogen lamps are often preferred for specific luminaire types, such as art display lights. However, whenever possible, use of more efficacious fighting sources such as fluorescent or HID fixtures is recommended.
o
~
{-D~GHT
LIGHTING FOR CONFERENCE AND MEETING ROOMS
1. The lighting load total in this plan 01 2_75watts/sq ft 15_25 watts/sq ft for halogen lamps) is not often reached because, in most cases, not all fixtures are used simultaneously. 2. Wallwashers produce vertical illumination at 30 tootcendies (Ie) on one short wall, using about .5 watts/sq It with fluorescent lamps and 1.5 watts/sq ft with halogen lamps. 3_Downlights produce direct light at 10-15 Ie that IS concentrated downward, usually onto the table surface in a conference room, Compact fluorescent fixtures require 0.5 watts/sq ft, while halogen fixtures require about 1.25 watts/so ft. The ability to the dim lights is a requirement for most conference rooms. 4. Sconces produce indirect light at appoximately 1Q....15 footcandles. Compact fluorescent lamps require 1 watt/ sq ft to light a room, while halogen lamps require 2.5 watts/sq ft. 5. Incandescent and halogen light sources are often used In board and other meeting rooms. When a building houses a number of conference rooms, it is best to use fluorescent sources to avoid overspending in the overall building energy budget
SCONCE
A combination of lighting systems works best in meeting rooms. Uplights from sconces or pendants produce general, ambient light. Downlights illuminate the table. Wallwashers light presentation or art walls. Although the potential combined lighting power is high, preset control systems minimize simultaneous use.
AVERAGE CONFERENCE ROOM LIGHTING PLAN James Robert Benva. PE, FIES, IALD, Pacific Lightworks; Portland, Oregon Robert Sardinskv, Rising Sun Enterprises; Basalt, Colorado
LIGHTING DESIGN
Ughting for Office and Commercial Spaces
55
Lighting power density: Listed below are approximate design targets for whole stores, including back of house. These targets are based on HID (high-int.ensity discharge) systems of TB/compact fluorescent lamps and electronic high-frequency ballasts. including display lights.
SPECIAL LIGHTING ISSUES FOR OFFICES
ILLUMINATION CRITERIA FOR COMMERCIAL SPACES
Lighting for computer use. task lighting. and wall lighting are among the specialized lighting issues in office design.
The lighting levels given are average figures for these commercial spaces:
COMPUTER LIGHTING
1 Grocery store, general light: 70-90 footcandles (fcl, or 700-900 lux, in an empty room, which will result in average center-of-aisle illumination of 50 fe. 2. Wholesale merchandise: 30-50 fc (300-5oo lux) in an empty room with display lighting added as needed. For spaces with warehouse-style shelving, use 30-50 fc in aisles but take shelving into account. 3. General merchandise: 40-60 fc (400-600 luxl in an empty room with display lighting added at key locations to provide 70-100 tc (700-1000 lux) for secondary merchandise displays and 150-300 fc (1500-3000 lux) for primary displays. 4. Boutique and specialty retail stores: 20-30 Ie (200-300 lux) in an empty room for general lighting. Display lighting is added throughout to provide 70-100 fc for most merchandise and 150-300 Ie (1500-3000 lux) for primary displays. 5. Beck-of-house storage and stock areas: 10-20 fc (100200 lux) in an empty room.
Grocery Wholesale General merchandise Department store Specialty retail Jewelry, china
OTHER RECOMMENDED CRITERIA
PARABOLIC LOUVERED SYSTEMS appear more expensive and suggest higher quality merchandise. They should be used in conjunction with valances and/or other perimeter and display lighting.
Lighting for computer workspaces is becoming increasingly specialized. There are four distinct approaches to thiS' sort of design: 1. Parabolic troffers optimized for computer spaces: By meeting specific cutoff and distribution specifications. some parabolic and small-cell louvered direct lighting fixtures provide lighting acceptable for concentrated computer workspace applications. These lighting systems are generally fairly efficient but tend to create spaces with dark upper walls and ceilings. 2. Indirect suspended lighting: Indirect lighting systems that illuminate ceilings uniformly are also considered good for computer workspaces. General indirect lighting tends to be comfortable but bland. Supplemental task lighting is usually necessary. 3. Direct/indirect lighting: Some direct/indirect lighting systems have been optimized for illuminating computer workspaces, providing the advantages of the two lighting systems just described. The greatest disadvantage of these direct/indirect systems is cost.
The correlated color temperature (CeT) and color rendering index (CRII measurements for light can be used to help specify lighting fixtures:
4. Intensive CADD workspaces: CADD workspaces are the most demanding of all computer workspaces. Neither parabolic nor indirect lighting, even if optimized for computer workspaces, is acceptable. Task-only lighting systems or very low levels of general light are needed. The unusual requirements of these spaces are often resolved by creating a cavelike space and letting employees manipulate lighting levels and types with switches and dimmers. TASK LIGHTING
STRIP LIGHTING ~ SHELVING ......,
For use under cabinets or shelves, continuous fluorescent task lights are generally the best choice. Good task lights offer the ability to dim or alter the distribution of light to minimize veiling reflections. Table lamps and task lights produce localized task illumination using a portable luminaire. The area of influence is small but proper location can achieve a successful result. Use compact fluorescent lamps whenever possible.
-
-
1\_L
-
-
-
- --
-
-
-
-
--
-
-
-
-
-- -
I
-
-
----
-
FLUORESCENT STRIP LIGHTS AND LENS TROFFERS provide basic light for the lowest cost and are the easiest to install. They tend to be the most efficient, as well, but appear budget-minded. HID INDUSTRIAL-STYLE FIXTURES also provide goqd basic light at low cost but appear budqet-conscious. They can be used to create a warehouse motif in a retail outlet.
TROFFER LIGHTING
12'-0"
-- -
DESIGN OPTIONS FOR GENERAL COMMERCIAL LIGHTING
SUSPENDED DIRECT. DIRECT/INDIRECT. AND INDIRECT SYSTEMS require ceilings taller than 8 ft. These lighting types playa major role in the appearance and style of a space and are generally chosen to reinforce a specific marketing motif.
3500 or 4100K> 70 CRI 3000 or 3500K > 80 CRI 3500 or 4100K> 70 CRI 3000 or 5000K> 90 CRI
Wholesale and grocery Boutique/specialty General merchandise Jewelry. art
, .4-2.0 watts/sq It 1.0-1.4 watts/so It , .2-' .8 watts/sq It 2.0-3.0 watts/so ft 1.8-3.5 watts/so ft 2.5-4.5 watts/sq It
-
-
WALL LIGHTING
Office spaces generally require supplemental wall lighting to compensate for the lack of wall lighting provided by most general liqhtinq systems. Wall grazing and wallwashing are two methods used to accomplish this lighting task.
I
-- --
-
-
-- --
-
-
--
- -- --
I
FINAL TOUCHES
Many offices are furnished with partition-style systems furniture. In this case, best results are obtained by coordinating lighting and furniture plans. Try to use fluorescent lamps of consistent color.
-
-
-- -- -
Ii
-
-
I
-
-
-
-f -
-
I-
( '-
GENERAL SALES AREA. 2 X 4 GRID CEILING, 12'-0" OR MORE HIGH GENERAL SALES AREA: 2' X 4' GRID CEILING, 12'·0" OR MORE HIGH
STRIP LIGHTS/STRIP TROUGH LIGHTS INDUSTRIAL-STYLE LIGHTING I
I I
I I I
Id
,
12'"
,
I
I
I
I
0
0
TROFFER LIGHTING
NOTES
o ~
0 WALL SLOT LIGHTING
0
0
WALLWASHER LIGHTING
II
NOTE
A grazing light such as a wall slot is appropriate for illuminating interior core walls in open office spaces. but wallwashers or sconces can be used as well. Wall slot lighting accentuates the wall texture and enhances polished surfaces. Wallwashers accentuate wall pigment and work best for ordinary wall finishes with artwork hanging on them.
10
Add this number to higher sound level
3
2
1
0
SOUND SOURCE
FREQUENCY
SOUND AND FREQUENCY
FREQUENCY
For example, 90 dB + 20 dB
= 90 dB; 60 dB + 60 dB = 63 dB.
RANGE OF OCTAVE (Hz)
The frequency of sound waves is measured in Hertz (Hz, also known as cycles per second) and grouped into octaves (an octave band is labeled by its geometric center frequency). An octave band covers the range from one frequency (Hz) to twice that frequency (f to 2f). The range of human hearing covers the frequencies from 20 to 16,000 Hz. Human hearing is most acute in the 1000 to 4000 Hz octave bands
22-44
The human ear discriminates against low frequencies in a manner matched by the A·weighting filter of a sound level meter, measured in dBA, or A-weighted decibels. This is the most universally accepted single number rating for human response to sound.
SUBJECTIVE REACTIONS TO CHANGE IN SOUND LEVEL
OCTAVE BAND CENTER FREQUENCY (HZ)
CHANGE IN SOUND LEVEL*
31.5
44-88
63
88-175
125
1 to 2
175-350
250
350--700
500
CHANGE IN APPARENT LOUDNESS Imperceptible Barely perceptible
700--1400
1000
1400--2800
2000
2800--5600
4000
5600--11,200
8000
5 or 6
Clearly noticeable
10
Significant change-twice as loud (or hall as loud)
20
Dramatic Change-four times as loud (or a quarter as loud)
*Measured In decibels (plus or minus)
FREQUENCY OF COMMON SOUNDS TYPE OF SOUND
FREQUENCY OR PITCH (HZ) LOW FREQUENCY
I 16 Low pedal stop on organ
31.5
63
125
l
250
HIGH FREQUENCY
MIDFREQUENCY
I OCTAVE"I 500
'j
I
1000
2000
••
8000
16000
.-
Highest note on piano Range of human speech Area of most speech intelligibility Ballast hum from fluorescents and harmonics
4000
.-
I
.1
•
Desktop computers with disk drive Office equipment (printers, typewriters, telephones) Trucks, buses Human hearing ·Octave-a frequency ratio of 2:1
TYPICAL SOUND LEVELS SOUND LEVEL (dBAI
ENVIRONMENT
SUBJECTIVE EVALUATIONS
OUTDOOR
INDOOR
140
Deafening
Near jet engine and artillery fire
130
Threshold 01 pain Threshold 01 leeling
Jet aircraft departure (within 500 ttl Elevated train
-
120
Jet Ilyover at 1000 It
Inside propeller plane
Power mower, motorcycle at 25 ft, auto horn at 10ft
Crowd noise in arena
110 100
Very loud
90
Hard-rock band
Propeller plane flyover at 1000 ft, noisy urban street
Full symphony or band, food blender, noisy factory Inside auto at high speed, garbage disposal. dishwasher
80
Moderately loud
Diesel truck at 40 mph at 50 It
70
Loud Moderate
Heavy urban traffic
Face-to-face conversation, vacuum cleaner, electric typewriter
Air-conditioning condenser at 15 ft, near freeway auto traffic
General office
50 40
Quiet
Large transformer at 100 ft
Large public lobby, atrium
Bird calls
Private office, soft radio music in apartment
30
Very quiet
60
20 10 0
Just audible
Quiet residential neighborhood
Bedroom, average residence without stereo
Rustling leaves
Quiet theater, whisper
Still night in rural area
Recording studio
Threshold of hearing
Carl Rosenberg, AlA; Acentech, lnc.: Cambridge, Massachusetts
ACOUSTICAL DESIGN
31500
64
Sound Absorption Properties of Materials
GENERAL
NOISE REDUCTION COEFFICIENT
All materials and surfaces absorb some sound greater than 0% and less than 100%. The percentage of incident sound energy that is absorbed by a material, divided by 100, equals the coefficient of absorption, designated a. which ranges from 0 to .99. The coefficient varies as a function of frequency, Hz.
The noise reduction coefficient (NRC) is the arttbmet« average of the absorption coefficients, a, at four designated trequencres: 250 Hz, 500 Hz, 1,000 Hz, and 2,000 Hz. These frequencies have been selected because they represent the middle range of most representative sound sources pertinent to architectural applications. Because the NRC value is meant to be only a general indication of a material's efficiency at absorbing sound, it is rounded off to the nearest .05 value and often represented as a .10 range (for example, 50 to .60). NRC ratings can never be less than 0 or greater than 1.00. The following formula can be used to compute the NRC for a particular application:
Any material can be tested in a proper laboratory to determine its ex values, as per ASTM C423. Some tests give values greater than 1.0. but this is an anomaly caused by the testing procedure; such values should be corrected to be not more than 1.0, since no material can absorb more than 100% of the incident energy that strikes its surface.
SOUND ENERGY ABSORPTION MECHANISMS There are three mechanisms by which sound energy is absorbed or dissipated as it strikes a surface. In all cases, sound energy is converted to heat. although never enough heat to be felt.
NRC
= (a250
+ a500 + a1000 + a2000)/4
GJ.ss FIBER
z o
.80
·37 V
o,
'o" III
W
-c
V
IL
o Z
/
NRC=
l----
z o
V
;: ll.
'o" o" W
1/
IL
TYPE E MOUNTING
I- 0.5
/ /
Z
W
iL IL
W
"
"
../
V
/
r'--CARPET
~
o
125
250
500
"
V
" o
/
l/
8
2~
U
/'
-r
U
W
ACOUSTICAL TILE
1000 2000 4000
OCTAVE BAND CENTER FREQUENCY (IN HZ)
PANEL ABSORPTION involves installation of thin lightweight panels like gypsum board, glass, and plywood. Sound waves cause panels to vibrate. Sound absorption for a panel is greatest at that resonant frequency.
TYPICAL VALUES FOR PANEL ABSORPTION 10
TYPE D MOUNTING
75
.32
37 30
o
V
/
III
/'
-
-
4
I
IL
/
~:::::
MOUNTING DEPTH
W
I--""
-TEST ROar-.'
? .-
.65 + 72 + .80 + .83
iJ
~
~
TYPE A MOUNTING
MOUNTING FRAME OR FIXTURE
iL
10
SOUNDABSORBIN(, MATERIAL
-.
1.0
I- 0.5
TYPICAL VALUES FOR POROUS ABSORPTION
.
SAMPLE DERIVATION OF NRC
;:
POROUS ABSORPTION entails the use of soft, porous, ..fuzzy" materials like glass fiber, mineral wool, and carpet. The pressure fluctuations of a sound wave in air cause the fibers of such materials to move, and the friction of the fibers dissipates the sound energy.
~ ~~~~I M EN
WAWNNL
125
TYPICAL MOUNTING TYPES
V
ACOUSTICAL PERFORMANCE PER MOUNTING ASSEMBLY
/" NRC-
25 + .30 + _87 + .32
4
250
500
- .30
1.0
SAME MATERIAL TYPE E MOUNTING
z
1000 2000 4000
o
OCTAVE BAND CENTER FREQUENCY (IN Hz)
SOUND-ABSORBING COEFFICIENTS FOR VARIOUS MATERIALS The sound-absorbinq coefficients for a given material may vary depending on the thickness of the material. how it is supported or mounted, the depth of the air space behind the material, and the facing in front of the. material. In general. thicker porous materials absorb more sound; the air space behind a material will increase the absorption efficiency, especially at low frequencies; and thin facings degrade high frequency absorption. MOUNTING ASSEMBLIES For consistency in comparing test results, there are set standards for the mounting assembly used in testing absorbent materials. These mounting conditions should be reported along with any and all test data so that the data accurately reflect field conditions. Mounting types A, D, and E are typical for standard sound-absorbing materials. A numerical suffix is used to specify the mounting depth in millimeters; for example, E-400 indicates mounting type E with a 400 mm airspace (a typical 16 in. plenum). Mounting types are specified by ASTM E795.
'o" m o"
"..
III
/
IL
t- 0.5
Z
/
w U
-"--------
-- /
ii:
,................ ;'"
r-, -,
PERFO~~ FACING
A
iL IL
. "
W
o
I-- TYPICAL ACOUSTICAL
U
MATERIAL: TYPE A MO,NTINi
o
125
250
500
1000
2000 4000
OCTAVE BAND CENTER FREQUENCY (IN Hz)
NOTE Acoustical performance varies with mounting assembly and facing.
SOUND-ABSORBING COEFFICIENTS FOR VARIOUS MATERIALS
z o
TYPICAL DATA/MATERIAL
n,
Marble
;:
'o" m "o
in.
t25 Hz
250 Hz
500 Hz
1000 Hz
2000 HZ
4000 HZ
NRC
.01
.01
01
.01
.02
02
.00
29
.10
.05
.04
.07
.09
.05
III
Gypsum board,
IL
Wood, 1 in. thick, with air space behind
.19
.14
.09
.06
06
.05
.10
Heavy carpet on concrete
.02
.06
.14
.37
.60
.65
.30
Acoustical tile, surface-mounted
.34
.28
.45
66
.74
.77
.55
Acoustical tile, suspended
.43
.38
.53
.77
.87
.77
.65
/ ' THIN GLASS
I- 0.5
Z
W
U
I
.>: ~ V I \ "r-... ~ -, J I--J
iL IL
W
o
LIGHTWEIGHT WOOD PANELS
u
" o
125
--
250
500
1/ 2
Acoustical tile, painted (sst.)
.35
.35
.45
50
.50
.45
.45
Audience area, empty, hard seats
.15
.19
.22
.39
.38
.30
.30
Audience area, occupied, upholstered seats
39
.57
.80
.94
.92
.87
80
Glass fiber, 1 in
.04
.21
.73
.99
.99
.90
.75
---j
1000 2000 4000
OCTAVE BAND CENTER FREQUENCY (IN Hz)
CAVITY ABSORPTION entails the movement of air pressure fluctuations across the narrow neck of an enclosed air cavity, such as a space behind a perforated panel or a slotted concrete masonry unit. also called a Helmholtz resonator. The natural frequency at which the resonator most efficiently absorbs sound is related to the volume of the cavity, the size of the neck opening, and the presence of any insulation in the cavity.
Carl Rosenberg, AlA; Acentech, Inc.; Cambridge, Massachusetts
ACOUSTICAL DESIGN
Glass fiber, 4 in.
.77
.99
.99
.99
.99
.99
.95
Thin fabric, stretched tight to wall
03
.04
.11
.17
.24
.35
.15
Thick fabric, bunched 4 in. from wall
.14-
.35
55
.72
.70
65
.60
NOTE This table gives representative absorption coefficients at various frequencies for some typical materials. To determine values not provided here, refer to manufacturer's data
or extrapolate from similar constructions. All materials have some absorption values that can be determined from proper test reports.
Room Acoustics GENERAL
65
UJ
a
U
SOUND ABSORPTION
UJ
83>3 2>8 1
Z
The total sound absorbing units (a) provided by a given material are a function of the absorptive properties (0;) and surface area (S) of that material as defined by the formula
-' W m
UJUJ
11l u, -'
= S"
>
Ql
\
in which a = sabins (units of sound absorption), S = surface area (measured in sq m or sq ttl. and a = the coefficient of absorption.
8o
The total sabins in a room can be determined by adding together the sabins of all the surfaces. which vary as a function of frequency. Since most materials absorb more high~ frequency sound waves than low-frequency ones, it is typical to find more sabins in a room at high frequencies than at low frequencies.
...i w > w -'
--"'0
~
U
-,
UJw
W 0::-'
~
·6 ·12
o
a
...i w
a,
>
'j
az
-, (
20
40
~
w
0::
80
SOURCE STOPS
DISTANCE
Outdoors, sound drops off 6 dB each time the distance from a source is doubled (Inverse Square Law). Indoors, the reflecting sound energy in a room reaches a constant level as a function of the sound absorbing units (saoins) in the room. The noise level in a room can be reduced by adding more absorption, as shown in this formula:
a
Noise reduction (NR) = 1 log
TIME, IN SECONDS
SOUND OVER TIME
SOUND OVEij: DISTANCE
The sound properties distance and time are described here:
3
OUTDOORS
0= DISTANCE FROM SOURCE
PROPERTIES OF SOUND
az
" ' - SHORTER REVERBERATION 8 TIME
a11l g!
a3
OUTDOORS
o
\
o
Z :J
~
11l
In general, sound energy that is not absorbed will be reflected, thus surfaces with low coefficients of absorption can be used to encourage sound reflection when appropriate.
a,
~
~ j1-
NOISE REDUCTION
W
o
INDOORS)
-
~6~~gl~~SORPTION ~
Z :J
SOUI"JO ABSORPTION 8 3 >8 2 >a 1
11l
CCJ
NOTE
NOTE
The more sound absorption (sabins) inside a room, the lower the noise levels {approaching the drop-off with distance outdoors)
The more sound absorption (sabins) inside a room, the shorter the reverberation time.
PROPERTIES OF SOUND The reverberation time for the sample room with an acoustical tile ceiling is calculated as follows:
AVERAGE COEFFICIENT OF ABSORPTION
a2/a1
One measure of the quality of sound in a room is the average coefficient of absorption (or average noise reduction coefficient-NRC) for all surfaces combined, as determined by this formula:
TIME
Outdoors, sound ceases when the source stops. Indoors, sound energy lingers and this decay is called reverberation. The reverberation time (Rn is defined as the length of time, in seconds, it takes for sound to decay by 60 dB. Reverberation time is directly proportional to the volume of a space and inversely proportional to the units of absorption (sabins) in it. as expressed in this formula
a
=
alS
RT
= .049V/a = .049 x 9000 cu ft/699 = .63 sec
The average coefficient of absorption (a.) in the sample room changes significantly from sample 1 to sample 2. The room with a gypsum board ceiling is rather live and noisy, while the room with an acoustical tile ceiling is comfortable, with wen-controlled noise. The calculations that show this follow:
in which ft. = the average coefficient (at a given frequency or average NRC), a = the total sabins (sound absorbing units), and S = the total surlace area in the room (metric or English units; be consistent).
Belore: Aher:
a = alS = 243/2700 = .09 = a/S = 699/2700 = .26
ii
RT = KV/a As determined by using the average coefficient of absorption, the quality of sound in a room can be evaluated as .1, .2, or .3. A room with an average coefficent of .1 is rather "live,." loud, and uncomfortably noisy; one with an average coefficient of .2 is comfortable, with well-eontrolled noise; and one with .3 is rather ..dead," suitable for spaces in which the emphasis will be on amplified sound, electronic playback, or a live microphone for teleconferencing.
in which RT = reverberation time in seconds, K = .161 (if volume is in m 3) or .049 (if volume is in cu ttl. V = volume in m 3 or cu ft. and a = total absorption in sabins (metric or English units). Shorter reverberation times greatly enhance speech intelligibility and are imperative in listening environments for people with hearing impairments and for rooms with live microphones for teleconferencing.
I
SOUND ABSORPTION
CALCULATION OF AVERAGE COEFFICIENT OF ABSORPTION
(Sample at 1000 Hz)
Sound-absorptive- materials (such as acoustic tile, glass fiber, wall panels, carpet, curtains, etc.) can be added to a room in order to control or reduce noise levels or shorte-n reverberation time. Noise control is especially helpful when the noise sources are distributed around a room, as in a gymnasium, classroom, or cafeteria. While sound-absorptive materials can be added to any surface in a room, the greatest area available for coverage is usually the ceiling. Because many soft porous materials are fragile, they should not be located on surfaces that are susceptible to abuse. For these reasons, sound-absorptive materials are often installed on ceilings.
SAMPLE
ROOM~
i OUTDOORS
>o0t / / / l , "" >"
2~~~
See the accompanying chart for guidelines on the use of sound absorption treatments.
~
The volume of this sample room is 9000 cu ft (l x w x h).
GUIDELINES FOR USE OF SOUND ABSORPTION ROOM TYPE
TREATMENT
Classrooms, corridors and lobbies, patient rooms, laboratories, shops, factories, libraries, private and open plan offices, restaurants
Ceiling or equivalent area; add additional wall treatment if room is quite high
Boardrooms, teleconferencing rooms, gymnasiums, arenas, recreational spaces, meeting and conference rooms
Ceiling or equivalent area; add wall treatments for further noise reduction and reverberation control and eliminate flutter or echo
Auditoriums, churches, etc. (list)
Special considerations and complex applications
SAMPLE CALCULATION 1 SURFACE
MATERIAL
Floor
Carpet
AREA (50 FT)
600 sq ft
c
a
.37 222
Ceiling
Gypsum board
600 sq It
.01
6
All 4 walls
Gypsum board
1500 sq It
.01
15
2700 sq h
-
Total
243
The reverberation time for the sample room with a gypsum board ceiling is calculated as follows: RT
= .049V/a = .049 x 9000
cu 1t/243
= 1.8 sec
SAMPLE CALCULATION 2 SURFACE
MATERIAL
AREA (50 FT)
INDOORS
o.
a
Floor
Carpet
600 sq h
.37 222
Ceiling
Acoustical tile
600 sq tt
.77 462
All 4 walls
Gypsum board
Total
-
1500 sq ft
.01
2700 sq tt
-
15 699
NOTE
Outdoors, sound waves expand spherically, becoming more dispersed li.e., quieter) over distance and time. Indoors, sound waves reflect off surrounding surfaces, building up energy so sound drops off less quickly over distance or time.
SOUND PATTERNS
Carl Rosenberg, AlA; Acentech, Inc.; Cambridge, Massachusetts
ACOUSTICAL DESIGN
66
Transmission Loss Properties of Materials
GENERAL The property of a material or construction system that blocks the transter of sound energy from one side to another is transmission loss (TL), which is measured in decibels (dB). Specifically, TL is the attenuation of airborne sound transmission through a construction during laboratory testing according to ASTM EgO. Transmission less values range from 0 to 70 or 80 (or higher). A high TL value indicates a better ability to block sound; that is, more sound energy is "lost" as the sound wave travels through the material Sound transmission class (STC) is a single number rating system designed to combine TL values from many frequencies. STC values for site-built construction range from 10 (practically no isolation, e.g., an open doorway) to 65 or 70 (such high performance is only achieved with special construction techniques). Average construction might provide noise reduction in the range of STC 30 to 60. It is very difficult to measure the STC performance of a single wall or door in the field because of the number of flanking paths and nonstandard conditions. Field performance is measured with noise isolation class (NIC) ratings, which cover effects from all sound transfer paths between rooms. DERIVATION AND USE OF THE STC CURVE
To determine the STC rating for a particular construction, the STC curve shown in the accompanying figure is applied over the transmission loss (Tl) curve for a laboratory test of the construction. The STC curve is then manipulated in accordance with prescribed rules to obtain the highest possible rating. The procedure states that the TL curve cannot be more than 8 dB less than the STC curve in anyone-third octave band, nor can the TL curve be more than a total of 32 dB less than the STC curve (average of 2 dB for each of 16 one-third octave band frequencies). Any values from the TL curve that are above the STC curve are of no benefit in the rating. The object is to move the STC curve up as high as possible and to read the STC rating number from the point where the STC curve at 500 Hz crosses the TL curve The STC curve has three segments: the first segment from 125 to 400 Hz, rises at the rate of 9 dB per octave (3 dB per one-third octave); the second segment, from 400 to 1250 Hz, rises at the rate of 2 dB per octave (1 dB per one-third octave); and the third segment, from 1250 to 4000 Hz, flat.
Design of construction and materials for high transmission loss builds on three principles: MASS: Lightweight materials do not block sound. Sound transmission through walls, floors, and ceilings varies with the frequency of sound, the weight (or mass) and stiffness of the construction, and the cavity absorption. Theoretically, the transmission loss increases at the rate of 6 dB per doubling of the surface weight of the construction. A single solid panel behaves less well than the mass law would predict since the mass law assumes a homogeneous, infinitely resilient material/wall. SEPARATION: Improved TL performance without an undue increase in mass can be achieved by separation of materials. A true double wall with separate unconnected elements performs better than the mass law predicts for a single wall of
Noise reduction also depends on the relative siZ!eof a room If the noise source is in a small room next to a ilJrge receiv ing room {like an office next to a cvrnnasrumn. the nois. reduction will be greater than the TL oertorrnsnceot the we alone because the sound radiating from the ccrJJnmon wa between office and gym is dissipated in such a tlirge space On the other hand, if the noise source is in a largJeroom next to a small one (as from a gym to an office ne»l door). the noise reduction will be far less than the TL of thte wall alone because the common wall, which radiates sourna is such a large part of the surface of the smaller room. AnlarJjustment for this ratio, plus the contribution of the absorptive finishes in the receiving room, enters into the catculatioa of act; noise reduction between adjacent spaces.
ABSORPTION: Use of soft, resilient absorptive materials in the cavity between wvthes. particularly for lightweight staggered or double stud con~truction, increases transmission loss slgn!flcantly. Viscoelastic (somewhat resilient but not fully elastic) materials. such as certain insulation boards, dampen or restrict the vibration of rigid panels such as gypsum board and plywood, increasing transmission loss somewhat. Follow manufacturer-recommended installation details. NOISE REDUCTiON
Noise reduction (NR} depends on the properties of a room and is the actual difference in sound pressure level between
-.
s-.
dB TO BE SUBTRACTED FROM TL OF WALL TO OBTAIN TL OF COMPOSITE STRUCTURE
SOUND TRANSMISSION CLASS (STC) RATING CURVE
:i'
~
20
BENEFIT OF AIRSPACE IN IMPROVING TRANSMISSION LOSS (TL)
o
-
~ '-~
r----:::::::::
50 60 1
~~
~
~
0 00
8~
~
~
2_ N8
~ N
2~ 8~ 8~ g~ 8m
Q
0 ~
00 N -
8~ 80 N
0 0
~ N
8N 80 ~
~
ONE-THIRD OCTAVE BAND CENTER FREQUENCY (HZ)
Q
0 ~
8~ 80 m 00
Sound Isolation and Noise Reduction SOUND ISOLATION CRITERIA
GENERAL RECEIVER ROOM ADJACENT
SOURCE ROOM OCCUPANCY
SOUND ISOLATiON REQUIREMENT (MIN.) FOR ALL PATHS BETWEEN SOURCE AND RECEIVER
Executive areas, doctors' suites. personnel offices, large conference rooms; confidential privacy requirements
Adjacent offices and related spaces
STC 50-55
Normal offices, regular conference rooms for group meetings; normal privacy requirements
Adjacent offices and similar activities
STC 45-50
Large general business offices, drafting areas, banking floors
Corridors. lobbies. data processing; similar activi-
STC 40-45
Privacy index
Shop and laboratory offices in manufacturing labo- Adjacent offices; test ratory or test areas; normal privacy areas, corridors Any spaces Neighbors (separate occupancy) Bedrooms Bathrooms Kitchens Living rooms Corridors Living Rooms Bathrooms Kitchens
School buildings Classrooms
STC 40-45 STC 50-60+ 1
Mechanical equipment rooms Multifamily dwellings
Living Rooms
STC 48-55 2 STC 52-58 2 STC 52-58 2 STC 52-57 2 STC 52-58 2 STC 48-55 2 STC 50-57 2
Large music or drama area
STC 60 3 STC 55 3
Interior occupied spaces
Exterior of building
STC 35-60"
Any and all adjacent
Use qualified acoustical consultants to assist in the design of construction details for these critical occupancies
Use acoustical consultants when designing mechanical equipment rooms to house equipment other than that used for air handling (e.g., chillers, pumps, and compressors) and heavy manufacturing areas that house equipment that generates noise at or above OSHA allowable levels or generates high vibration levels. 2 Ratings depend on nighttime, exterior background levels and other factors directly related to the location of a building. Grades I, II, and III are discussed in "Guide to Airborne, Impact, and Structureborne Noise Control in Multifamily Dwellings:' HUD TS-24 (1974l. 3 The STC ratings shown are guidelines only. These spaces typically- require double layer construction with resilient 1~
connections between layers or, preferably, structurally independent" room-within-a-room" construction. The level of continuous background noise, such as that provided by the HVAC system or an electronic masking system, has a significant impact on the quality of construction selected and must be coordinated with the other design parameters. 4 Ratings depend on the nature of the exterior background noise-its Ievet, spectrum shape. and constancy-as well as the client's budget and thermal considerations. Use qualified acoustical consultants for analysis of high noise outdoor environments such as airports, highways (especially those with heavy truck traffic), and industrial facilities.
I
MIN.
++
BATT INSULATION. THiCK MIN,
++
GYPSUM WALLBOARD
xlJ:-'::""'9tt- FURRING XL-JC-=""'=tT- CMU WALL
~v'\;X7\;;ti::::;;:::::;!+-CHANNEL R ESILIENT
3~
STUD WALL WITH INSULATION
2 LAYERS GYPSUM WALLBOARD DOUBLE STUD WALL
Testing for IIC ratings is a complex procedure using a standard tapping machine. Because the machine is portable, it cannot simulate the weight of a person walking across a floor. Therefore, the creak or boom footsteps cause in a timber floor cannot be reflected in the single-figure impact rating produced from the tapping machine. The correlation between tapping machine tests in the laboratory and field performance of floors under typical conditions may vary greatly, depending on the construction of the floor and the nature of the impact. Often the greatest annoyance caused by footfall noise is the low-frequency sound energy it generates, which is beyond the frequency range of standardized tests. Sometimes this sound energy is near or at the resonant frequency of the building structure. Whenever possible. to stifle unwanted sounds use carpet with padding on floors in residential buildings and resilient, suspended ceilings with cavity insulation. For especially critical situations, such as pedestrian bridges or tunnels, hire an acoustical consultant. Slamming doors or cabinet drawers are other sources of impact noise. If possible. bureaus should not be placed directly against a wall. Door closers or stops can be added to cushion the impact of energy from a door so it is not imparted directly into the structure. Common sense arrangements can help minimize problems in multifamily dwellings. For example, kitchen cabinets should not be placed on the other side of a common wall from a neighbor's bedroom. CONSTRUCTION NOTES
ISOLATION BOARD ~ FINISH FLOOR
PLYWOOD
C
~~~~!j~~i .----~~P:;D SUBFLOOR
~~L.------~~°ci~~~EF~::~NG
- - - - - - WOOD FRAMING
ISOLATOR
4.
Floors are subject to impact or structure-borne sound transmission noises such as footfalls. dropped objects, and scraping furniture. Parallel to development of laboratory sound transmission class (STC) ratings for partition constructions is the development of an impact insulation class (lie). This is a single-number rating system used to evaluate the effectiveness of floor construction in preventing impact sound transmission to spaces beneath the floor. The current lie rating method is similar to the STC rating.
DOUBLE WALL--CMU AND STUD
>4---------- CMU WALL
-,
Normal privacy, in which you are aware of a neighbor's activity but not overly distracted by it, can usually be achieved with a privacy index of 68 or higher. Confidential privacy, in which you are aware of the neighbor, usually requires a privacy index of 75 or higher.
1" MIN.
SEPARATE WOOD OR METAL STUD WALLS ON SEPARATE FLOOR PLATES OR TRACKS AVOID BACK·TO· BACK WALL OUTLETS
noise reduction + background noise
IMPACT NOISE DESIGN CRITERIA
STC 50 STC 50 STC45
Theaters. concert halls. lecture halls. radio and 1V studios
1
:=
A quiet environment with little or no natural.background sound (from HVAC systems) between neighbors requires a higher degree of sound separation construction to achieve the same privacy as that in a noisier environment with louder background sound.
STC 48-50'
Adjacent classrooms Laboratories Corridors Adjacent music or drama area Music practice rooms
Music practice rooms
One of the most common goals in the design of sound isolation construction is achievement of acoustical privacy from a neighbor. This privacy is a function of whether the signal from the neighbor is audible and intelligible above the ordinary background noise level in the environment.
Noise reduction is measured as a field performance where it is evaluated and given an STC value. Background sound levels from steadv mechanical heating and ventilating systems. a constant part of our environment, are measured in accordance with ASH RAE standards by a set of uniform curves called noise criteria (NC) ratings. These NC curves are constantly refined, so check the latest ASH RAE quides.
ties
Bedrooms
67
BATT
~ STRUCTURAL
INSULATION
FLOOR
WOOD FURRING
RESILIENT HANGER FRAMING CHANNELS
1. Edge attachment and junction of walls. partitions, floors, and ceiling can cause large differences in transmission loss (Tl) performance. The transverse waves set up in continuous, stiff, lightweight walls or floors can carry sound a long distance from the source to other parts of the structure with little attenuation. Curtain walls, thin concrete floors on bar joists, and wood framed structures are particularly SUbject to this weakness. 2. Properly designed discontinuities such. as interrupted floor slab/toppings are helpful in reducing structural flanking. 3. A resilient (airtight) joint between exterior wall and partition or partition and floor can appreciably improve TL 4. Continuous pipes, conduits. or ducts can act as transmission paths from room to room. Care must be taken to isolate such services from the structure.
\ { " - , . . - - - . INSULATION 2 LAYERS GYPSUM WALLBOARD FLOOR/CEILING CONSTRUCTION--CONCRETE
FLOOR/CEILING CONSTRUCTION-WOOD
TYPICAL HIGH SOUND ISOLATION CONSTRUCTION
Carl Rosenberg, AlA; Acentech, Inc.; Cambridge, Massachusetts
ACOUSTICAL DESIGN
.68
Mechanical System Noise and Vibration Control
GENERAL Mechanical system noise, as a major component of acoustics in modern buildings, must be addressed in developinq mechanical design and acoustical goals.
RECOMMENDED BACKGROUND NOISE CRITERIA FOR TYPICAL OCCUPANCIES USES
NC RATING RANGE
A-WEIGHTED DECIBELS
Sensitive listening spaces
Broadcast and recording studios, concert halls
TYPE OF SPACE
Background sound levels from mechanical systems are measured and evaluated by means of noise criteria (NC) ratings as well as by actual A-weighted decibel levels The noise criteria curves provide a convenient way of defining the ambient noise level in terms of octave band sound pressure levels. The NC curves consist of a family of curves that relate the spectrum of a noise to the environment being specified. Higher noise levels are permitted at lower frequencies since the ear is less sensitive to noise at these levels. The complete octave band frequency of an acceptable ambient noise level can be specified with one NC number.
NC-15 to NC-20
25 dBA
Performance spaces
Theaters, churches (no amplification), video and teleconferencing (live microphone)
NC-20 to NC-25
30 dBA
General presentation spaces
Large conference rooms, small auditoriurns. orchestral rehearsal rooms, movie theaters, courtrooms, meeting and banquet rooms, executive offices
NC-25 to NC-30
35 dBA
NC-30 to NC-35
40 dBA
Mechanical equipment creates noise and vibration from the rotation of the equipment motor. Four aspects of the noise and vibration to be addressed are described here:
Offices, small conference rooms, classrooms, private residences, hospitats. hotels, libraries
Public spaces
Restaurants, lobbies, open plan offices and clinics
NC-35 to NC-40
45dBA
Service and support spaces
Computer equipment rooms, public circulation areas. arenas, convention floors
NC-40 to NC-45
50 dBA
MACHINE NOISE: Sound isolation requirements for the walls and floors of a mechanical equipment room depend on the type of equipment to be housed and the sensitivity of adjacent spaces. Chillers can be extremely loud, requiring double walls and extra thick floor slabs. Air-handling units may only require regular wall construction, perhaps STC 50 systems. Major secondary sound paths are duct penetrations, open curbs under rooftop units, and doors; all potential sound paths must be controlled. FAN NOISE: Rotation of the fan motor and the fan itself generates noise, which is transmitted along the duct path (both supply and return) to the listening space. Typical fan noise control elements include package silencers (inserted into a straight run of duct, often at the wall of the mechanical equipment room) and internal acoustical duct lining (glass fibers adhered to the duct walls). The degree of fan noise attenuation can be determined by calculations based on the size and sound power levels of the fan, the length and configuration of duct runs, the attenuation of the duct systems, the number and type of diffusers, and the room finishes in the listening space. AIR NOISE: Movement of air through a duct generates turbulence, which creates noise. For sensitive spaces and quiet noise levels, the airflow must be at low velocity (hence the need for large ducts) with smooth inlet and outflow conditions. For extremely quiet noise levels, air velocities at diffusers or terminal devices may need to be below 400 fpm. Volume dampers to control flow for such spaces are critical; keep dampers 10ft from diffusers, and avoid opposed blade dampers at diffusers. A simple duct layout that provides even distribution of air to all diffusers in a room can eliminate many problems (see preferred duct layout below). VIBRATION ISOLATION: Rotating equipment generates vibration, which can travel through a structure and be radiated as noise in a distant location. Vibration isolation may entail use of neoprene pads, spring isolators, or inertia bases, depending on the size and power of the rotating equipment, the proximity of sensitive spaces, and the stiffness of the supporting structure. Piping attached to rotating equipment, especially chilled water piping, must also be isolated from the structure to prevent transmission of sound energy. The effectiveness of a vibration isolator depends on the static deflection of the isolator under load; lower frequency mechanical equipment rotation requires greater static deflection isolation to be effective. /
DIFFUSER. TYP
Quiet areas
NOISE CRITERIA SOUND PRESSURE LEVEL TABLE* SOUND PRESSURE LEVEL (DB)
NC 63 Hz
125 HZ
250 HZ
500 Hz
1000 Hz
2000 HZ
4000 HZ
NC-70
83
79
75
72
71
70
69
68
NC-65 NC-60
80
75
71
68
64
63
77
71 67
67 62
63 58
66 61
58
64 60 57
58 54 50 45
54
59 54 49
62 57
40
36
41
36
31
31
27
26
22 17
CURVE
NC-55 NC-50
74 71 67
NC-45 NC-40 NC-35
64
NC-30
57
NC-25
54
60
52 48
49 45
37 44 41 33 50 47 36 29 "For convenience In uSing norse criteria data, the table lists the
NC-20 NC-15
56 51 46 41
53 48
8000 Hz
52 47 42 37
44 39 34
43 38 33
32
29 24
28
27
22
21
19 17 16 22 14 12 11 sound pressure level (SPU In decibels for each NC curve.
NOISE CRITERIA CURVES 20 75
75 150
150
300
300 600
600 1200
1200 2400
2400 4800
4800 9600
90
80
SUBJECTIVE
iL
='0
EVALUATIONS
70
OJ
W
BUTT
JOINT
CONSTRUCTION
JOINT
BUTT TYPE CONSTRUC:TION JOINT PUSTIC OR PREFORMED HARDBOARD STRIP IF SAWCUT ONLY, FILL WITH SEALER (SHORE HARDNESS > 80) SAWEO OR PREMOLDED CONTRACTION JOINT PREFORMED METAL OR PLASTIC JOINT MATERIAL
DESIGN
In general, the controlling loading to a slab on grade is the heavrest mncenirated loading lhat it will carry. This is frequently the axle loading of an industrial lift truck or the set of post loadings {rm heaw rack storage shelves. The concretg slab thickness required will depend on the toading itself, the modulus of ruptur€ of the concrete (usuallv based on the comprossive strength of the concrete). the selected factor of safety used in th6 design, and the modulus of sub-. grade reaction (kl of the soil suppon system (subgrade). Procedures and examples are shown in ACI 360, ACI 330, '1, and ACI 302. Class 2, and 3 fl@rs should be no thinner than 4.or 5 irches. Loading and usage frequently require floors thic*er than 6 inches.
Rein{orcement in concrete slabS is unnecessary where frequent lornt spacings are used. Where less lrequent ioint spacrngs are used, reinforcement is placed in the slab, at or above the mid{epth (generally'/3 down from the top surlace) to act as crack control. Common conlraction ioint spacing rs 15 ro 25 ft, depending on the thickness ofthe slab and the construction type. Checkerboard placemenl oI slabs is no longer recommended bv American Concrete lnstitute (ACl) 302.1 "Guide tor floor and slab construction,' where strip placement of slabs is recommended for €rge areas.
r/s"RADrus--
TONGUE
AND
GROOVE
JOINT
SAWCUT FILL WITH SEALER {SHORE HARDNESS > 80) COAT OOWEL WITH NONBONDING AGENT CONTRACTION
JOINT
WITH
OOWELS
JOINT
SEALER
Three types of ioints are remmmended: EXPANSION MATERIAL
1. ISOLATION JOTNTS latso cailed expansion joints): Ailow movement between slab and fixed pans of the building such as columns, walls, and machinery bases. 2. CONTRACTION JOINTS (also called conrrot ioints): Induce cracktng at preselected locations 3. CONSTRUCTION JOINTS: ProMde stopping places during fl@r construction. Construction joints also function as control and isolation joints-
AONO
DOWEL SIZE AND SPACING (IN.)
'4 REBAR AT 24" MIN
TYPICAL
C LASS
OF CONCRETE
RECOMMENDED SLUMP 0N.)
3000
4
SLABS
RECOMMENDED 2A - DAY COMPRESSIVE STRENGTH (PSI)
3500
DETAILS
ON GRADE USUAL TRAFFIC
Lrght lool rool
SPECIAL CONSIDERATIONS ncsrqciludt
Suilaces;
mainly with floor coverings
braoe tor dralnage; level slabs suitable for applied coverings; curing
unrces and churchesi usually with floor covenng
sunace tolerance 0nctudtnq - elevated slabs); nonslip aggregates In specrtrc areas
Decorative
CONCRETE FINISHING TECHNIQUE
nonsliptinish where required
Colored mineral aggregate; hardener or exposed aggregate; artistic joint layout
As required
c
3500
l-oot and pneurutic wheel
Exterrcr walks, drivewavs, garage floors, and sidevialks
5
Grade tor drainage; proper air content; curing
4000
l-loat,trowel. or brmm finish
l-oot and light vehicular traffic
rrrS!tu!onal commetctal
Level slab surtable for aoolied coverings; nonslip aggregate ror spectTtc areas an€l cuflng
trowel finish
4000
hdustnal vehaelar traff ic---pneumatic whel
Lrght{uty Industrial tloors for manufacturing., processing, ano wa16nousrnq
4500
Inous(rar ventcu6r traffic--+tard whe€ls
lndustnat fl@rs subject to heavy traffic; may be subject to impact loads
6ase 3500
Industraal vehicular traffic--+lard wheels
tsonded twHourse floors subject to heavy traffic and rmpact
odse sraHooo untrorm suborade: reinforcement; ioint lavout j lev;l surface: curino Toppingr-Coriposed of welt!raded alFmineral or all-metallicaqqreoatei Mrneral or metalhc aggreglie applied to high-strengrh plain topping to toughen; surface tolerance; curing
I opprng
As in classes4. 5. and6
Unbondedtopoinas--+reezer floorson insulition.on otd floors, or where construction scheduledictates
Bond breaker on old surface; mesh reinforcement: minimum thickness 3"(nominal 75mm) abrasion resrstance. and curing
Supertlator criti€l surface tolerancerequired.Special materials-handling vehicles or roboticsrequiring specifictolerances
Natrow-arsle,hrgh-bay warenouses: tetevtston studios
varyrn9 concrete quality requirements Shakmn hardeners cannot be used unless special application and great care are employed. Proper ioint arrangement
4
5000 - 8000
ot
Boyd C Ringo;Cincinnati, Ohio
3
BREAKER
USE AT NONBEARING MASONRY PARTITION WITH 2 *4 REBARS CONTINUOUS(MIN.)
Sawcutcontrol joints should be rode as early as is practical after tinishing the slab and should bo fjlled in ireas with wet conditions. hygienic and dust control requirements. or con-
CLASSIFICATION
JOINT
CAST-IN-PLACE CONCRETE
ano
u@d unrtormsubgrade;surtac tolerance;joint.layout;abrasion restslance;cuflng Umd unrtormsubgrade:surface tol€rance;ioint lavout;load transfer; abrasionresistance;curing
trowel finish SDectal m€tallic or maneral aggregate; repeated hard steel troweling suitable tor subseauenl bonded topping Special power tloats with repeated steel trowelings
Hard steel trorel finish
technrques as indacated in seclion 7.'15 of ACI 302
Concrete Stqirs RAILING
r95
TYP
I F
o
;
E. F o
r/2 REeUTRED WIOTHMIN
1t tz" MtNa ICLEARANCE
N FULLY DOOR OPENED, NOT SHALL MORE PROJECT THAN 7 "INTO
REOUIRED
THE REQUIRED WIDTH
DETAIL
A
SLIP RESISTANT AND ANCHOR NOSING
SPAN
PLAN
't DffAIL
Lr==.=
A
REINFORCEMENT AS REQUIRED
SLIP RESISTANT ABRASIVE ON STEPS AND LANDINGS
PRELIMINARY SL.AB THICKNESS BE SHOULD SPAN/26
DETAIL B
oEr^tL c
OETAIL B
//
r2
-o
THICKNESS REOUIRED TO ACHIEVE FIRE RATING AND STRUCTURAL NEEDS (ASSUME .NOMINAL FOR A
MAX
OR CONCRflE) FLOOR
LEVEL
DETAIL C NOTES 1. Structural engineer to determine reinforcement specifi cations and specilic placement in stairs. 2. Check codes for dimensions and clearances tor accessl bility standards.
s€cTloN
U_TYPE CONCRETE
STAIRS SPAN = CENTERLINE OISTANCE BETWEEN THE TWO FIXED ENDS
PRELIMINARY THICKNESS SUB
SLAB PR€LIMINARY - SPAN/26 THICKNESS
TREADS MAY BE TILTED INWARD SLIGHTLY TO COMPENSATE FOR THE OUruARO CENTRIFUGAL FORCE OF SOMEONE WALKING DOWN THE STAIR
NOTE
N OTE
N OTE
Extend hinge only as required by stair width, unless other wise permifted by struclural engrneer.
Use of helicoidal concrete stairs depends on very stiff fixed end support and small support deflection.
Reinforcement must develop full bond in masonry walls and have tull development length in concrete walls
FREESTANDING
CONCRETE
STAIR
HELICOIDAL
CONCRETE
STAIR
CANTILEVER
CONCRETE
STAIR
Krommenhoek/McKeownand Associates;San Diego,California Ka.lsbergerand Companies:Columbus,Ohio
CONCRETE CAST-IN-PLACE
196
Concrete FloorSystems
GENERAL
NOTES 1. Theinformation presentedon thesepagesis intendedonlyas a preliminary designguide.All structural dimensionsfor slabthickness,beamandjoint sizes,cblumnsizes,eti, U" calculatedand analyzedfor each proiect conditionbt a licensedprofessronar "ioutO engrneer.
2. Spansshownare approilmdleandarebasedon use ol m,ldreinforcrnq steel.Soansmav b, increased25 to 50yo wrth the use ot prestressrng. For spansgreateithan ao tt Posttensionino_ """ri.r.,
NOTES
l.Advantages: Inexpensiveformwork; ceilings may be exposed; minimum thickness; fast erection;flexiblecolumn location. 2. Disadvantages: Excessconcretefor longerspans;low sh€arcapacity;greaterdsflections. 3. Appropriatebuildingtypes: Hotels,motels,dormitori6s.condominiums,hospitals. 4 is best for moderatespans beeuse it is the most ffinomi€l floor system and l-f]1?l?!" nas me bwest structuralthickness.Avoid penetrationslor pipingand ductwork through the slab nearthe mlumns. Spandrelbeams may be necessary. FLAT
PLATE
NOTES 1. Advantages:Longerspans than flar plate:typicallyposttensioned;minimum thiclness. 2. Disadvantages: Must reuse formwork many times to b€ economical. 3. Appropristebuildjngtypes: High-risebuildings;sare use as flat plates it flying forms can be used more than 10 tim€s. 4- A bandedslab has most of th€ adv€ntagesof a flat plate but permits a longer span in one dirpction.lt can resist greaterlateralloadi in the direition of th; beams. BANDED
SLAB
DRC)P PANEL DIMENSIONS: %G OF SPAN FG EAG DIRECTON OtrIONAL COLUMN DES;IGN
N OTES
N OTES 1 . Advantages: Economial for design loads greater than 1SO psf. 2. Disadvantages: Formwo.k is costly. 3. Appropriate building types: Warehouses, industrial structures; parking structures 4. Flat.slabs are most commonly used today for buildings supponing very heaw ' loads. When live load exceds 150 lb per sq ft, this scheme rs by fa-r tne'mosi e-conomical.
FLAT SLAB
3. Appropriate building types: Schools, offices, churches, hospitals, public and institutional buildings, buildings with moderate loadings and spans. 4. This is the best scheme if slabs are too long for a flat plate and the strucrure rs not exposed. The slab thickn€ss between joints is determined by fire requirements. ro,sts are most economrcar Ir beams are the same depth as the ioists. Orient joists in the same direction throughout the building and in rhe long direction of long rectangular bays.
JOIST
RussellS. Fling,P.E.,Consutting Engineer;Cotumbus. Ohio
CAST-IN-PLACE CONCRETE
SLAB
Concrele FloorSystems
\
go rooo
w"
NOTES 1. Advantages:Uses less conqete than joist slab; lower rebar placingcosts; ioist space used for mechanicalsystems.Permitslights and equipmentto be recessedbetween ioasts. 2. Disadvantages:Simalarto idst slab;ioists must be designedas beams; {orms may require specialorder. for longerfire ratings. 3. Appropriate buildingrype:Sameas for ioistslabs,especially 4. Ensurethe availabilityof fmwork before specifyingskip joists. For larger projects.a skip joist slab should be less exp€nsivethan a ioist slab, and it permits lights and equiprent recessedbetween ioansts. SKIP
197
JOIST
NOTES '1 . Advantages: Long span in one direction. 2. Disadvanlages: Beams interfere with mechani€l seryices; mor€ expensive forms than flat Dlare. 3. Appropriate building types: Parking garages, especially with posttensioning. 4. This scheme is most favored lor parking garages, but the long span of about 60 ft must be prestressed unless beams are quite deep. Shallow beams will deflect excessively.
()NE-WAY
BEAM AND SLAB
N OTES
NOTES
spans; attractive exposed ceilings: heavy load capacity. 2. Disadvantages: Formwork costs more and uses more concrete and steel than a joist slab. 3. Appropriate building types: Prominent buildings with exposed ceiling structure; same types as are suitable tor flat slab but wth longer spans. 4. Column spacing should be multiples of pan spacing to ensure uniformity ot drop panels at square. or reclangular. each column. Drop panels €n be diarcndshap€d,
1. Advantages: Long span in two directions; small detlection; can carry conceotrated loads. 2. Disadvantages: Same as lor one-way beams, only more so. beam framing is needed 3. Appropriate building types: Portions of buildings in which twlway tor other reasons; industrial buildings with heaw concentrated loads.
\ivAFFLE
TWO-WAY
1 Advantages: Longer twcway
SLAB
4. The high cost of the formwork and structural interference with mechanical systems make this scheme unattractive unless heaw concentraled loads must be carried.
SLAB AND BEAM
Columbus,Ohio RussellS. Fling,P.E.,C onsultingEngineer;
CONCRETE CAST-IN-PLACE
198
Concrete Surfqces,Finishes, ond IntegrolColor
GENERAL
NOTES
Architectural concrete and structural concrete are both made from portland cement, aggregate,and water, but lhey have entirelydifferent concretemix designs.A variety o{ architecturalfinishes and colors can be achieved bv changingthe mix of these three simple ingredrents. The cost of productionusuallydetermnes the limlt of finish [email protected] are three basicways to changethe appeatr ance ol a Concretesurtacelinish:
1. Choosing a placing technique (pumping vs. bottom drop or other buckel type) is an important step toward achiev, ing a desired architectural concrete surface and finish. Evaluate whether architectural concrete forms can also be used for structural concrete. Verifu that the vibrators used are of the proper size, frequency, and power. 2. Shop drawings should be carefully checked to determine form quality and stel reinforcement placement. Require approval of forru and finishes; field mockuD is advised to evaluate the appearance o{ the concrete panel and the quality of workmnship.
MATERIALVARIATIONinvotveschangingthe size, shape, texture,and color of the coarseand tine aggregate,particularlyin exposedaggregateconcrete,and ch@sing whit€ or graycemenl. MOLD OR FOHM VARIATIONinvolves changingthe texture or pattern of the concrete surface bv means of form design.form liners,or ioinVedgetreatments. SURFACETREATMENTinvolvestreatingor tooling the surface after the concretehas cured. Design drawings for architecturalconcrete should show lorm details, including openings, jointi (contraction,construction, and rustication),and other important specifics. Other factors that affect concrete surfacesare mixing and placing techniques, slump control. curing methods, and rereas€agents.
EXPOSURE
METHODS
METHOO
FINISH
STANDARD JOINT DffAL BEARING AREA
3. Release agents are chemical treatments applied to the liner or face of the form that react with the cement to prevent it from sticking to the lorm. The safest way to select a release agent is to evaluate several products on a test panel under actual job conditions. The curing compound, used to retard or reduce evaporation ol moisture from concrete or to extend curing time, is typically applied immediately after final finishing of the concrete surface- Consult manutacturers and the American Concrete Institute for mora detailed informataon about the compatibility of th€se treatments and the form surface material or other finishes and surfaces to be applied to the concrete.
FOR ARCHITECTURAL
CONCRETE
EFFECT
REruCED BEARING AREA IMROWS TIGffiNESS OF rcINT
SURFACES CRITICAL
DETAILS
Slump = 2rl2to i Joineryof forms Properreleaseagent Pointform joints to avoidmarks
ARCHITECTURAL CORNER
FEATURE
AT
surfaces a- Brushblast
Uniformscour cleaning
Cement and fine aggregate have equal intluence
b. Light blast
Blastedto exposefine and some cGrse aggregate(sandblast, water blast,air blast,ice blast)
Fine aggregate pri" mary, coarse aggregate and cement secondary
Scouringatter 7 days Slump = 2tl, to 31/r' 'loYo more coarse aggregate Slump = 2t7,1e3t7r" Blastingb€tween 7 and 45 days Water and air blasting used lvhere sand blasting prohibited 1500 PSIconcretecompressivestrength,min.
c. Medium exposed aggregare
Blasted to expose coarse aggregate (sand blast, water blast, air blast, ice blast)
Coarse aggregate
All smooth
d. Heavy exposed aggregate
Blasted to expose coarse aggregate (sand blast, ice blast) 80% visible
Coarse aggregate
All smooth
of surfaceset
Hagherthan normal coarseaggregale Slump=2163" Blastbefore 7 days Specialmix coarse aggregare Slump=0to2" Blastwithin 24 hours Use high-frequenry vibrator
SHEAHING
HORIZONTAL FORMWORK
JOINT
N OTE A notch at the joint between two form members reduces the bearingareaat the point of contact.improvingthe tight ness of lhe joint. A non-notchedioint is acceptable.but a notch is recommended.
mines etch depth Strippingscheduledto prevsnt long drying betlv€en strippingand mshoff
surfaces,s€ling, bush hammering,jackhammering,tooling
SHEAfrING
for scaling and tooling 2r/2' minimum @ncrete cover over reinforced steel
rrregurar pattern Corrugated/abrasrve Venical rusticated/abrasive blasted Reededand bush hammered Seededand hammered Reededand chiseled and polashang
FORM LINER SHEETS
4000 PSIconcretecompressivestfenglh, minimum on type rsh desared Wood flute kerfed and nailed loosely
blemashes shouldbe patched 5000 PSIconcretecompressivestrength,minimum
FORM
LINEFI
JC)INT
N OTE Placing the inner sheet above the outer sheet reduces shadows, particularlv on sm@th surfaces.
JOINTS IN FORMWORK D. Neil Rankins;RGAy'r'irginia; Richmond,Virginia
CAST-IN-PLACE CONCRETE
ond lntegtql Color ConcreteSurfoces,Finishes, SURFACE
Patterned lorms and liners make it possible lo simulate in concrete the textures of wood, brick, and stone at a lower cost. The texture and resulting shadow patterns conceal minor color variations or damage that would be conspicuous and unacceptable on a smooth surface. Use ol rustication strips at joints n textured liners simplifies form assembly work.
Sources for coarse and fine aggregates should be kept the same lor an entire iob to avoid variations in the final surface appearance, paniculady in light-toned concrete. Following are the common types of aggregate available:
NOTES
OUARZ is available in clear, white. yellow, green, gray, and light pink or rose. Clear quartz is used as a sparkling other colors and prgmented surtace to complement cements. GRANITE is known for its durability and beauty and is available in shades of pink, red, gray. dark blue. black. and white. Traprock such as basalt can be used for gray. black. or green.
TEXTURE/FORM
LINER
AGGREGATE Aggregate is one of three components ot concrete and greatly affects the final appearance of the concrete surface. Aggregate should be selected on the basis of color, hard ness, size, shape, gradation. method of exposure, durabilitv, availability,and cost. Aggregate hardness and densitY must be compatible with structural requrrements and weathering conditions.
1. The choice of liner material may depend on whether the work is precast, cast-in-place, or tilt{p. Thin liners thal work well lor horizontal casting may wrinkle and sag in vertical forms, where sturdier liner materials are required. Form liners such as plastic foams can usually be used only once, while many elastomeric liners are good for 100 or more uses with reasonable care. 2. Reusable aluminum wall forms, textured with various patterns, can also be used; sections are held together with metal pins. Typical sizes are 3 x 8 {t and larger.
MARBLE orobablv offers the widest selection ot colorsgreen, yellow, red, pink, gray, white, and black.
3. Making a preconstruction mock-up is helpful in choosing patterned liner materials. lf built on site, the mock-up can be used as a reference standard for inspectors and workers. lf ribbed liners are specified, the largest aggregate pa(icle should be smaller than the nb.
LIMESTONE is available in white and gray.
4. Typical form liner materials are
MISCELLANEOUS GRAVEL, after being washed and screened, can be used for brown and reddish-brown fin ishes. Yellow @hers, umbers, buff shades, and pure whate are abundant in riverbed gravels. Check local supplies. CERAMIC exhibits the most brilliant and varied colors when vitreous materials are used. EXPANDED LIGHTWEIGHT SHALE may be used to duce reddish$rown. gray, or black aggregate. Porous crushable. this shale produces a dull surface with soft ors. lt should b€ tested for iron staining characteristics must meet ASTM C 330.
prc and coland
RECYCLED CONCRETE aggregate is produced when old concrete is crushed. Primarily used in pavement work, this material generally has a higher absorbsion rate and lower density than conventional aggregate. lt should be tested for durability, gradation, and other properties, as wath any new aggregate source. EXPOSEO
AGGREGATE
An exposed aggregate surface is a decorative tinish for concrete work achieved by removing the surface cement to expose the aggregate. Aggregates suitable for exposure may vary fromr/. in. to a cobblestone more than 6 in. in diameter. The extent to which the pieces of aggregate are revealed is largely determined by their size. Size is generally selected on the basis of the distance from which it will b€ viewed and the aDpearance desired. Aggregates with rough surfaces have better bonding proP enies than those with smoother surfaces; bind is impor tant, particularlv when small aggregate is used. For better weathering and appearance. the area of exposed cement matrix between pieces of aggregate should be minimal. which makes the color of cement in exposed aggregate concrete less rmportant.
a. Plyform: Sandblasted, wire$rushed, or striated plyform can be used as lorm sheathing or as a liner inside other structurally adequate forms. b. Unfinished sheathing lumber: Used to produce rough, board-marked concrete. this lumber can be used as form sheathing or liner. Ammonia spray on wood will raise grain and accentuate the wood pattern. c. Rigid plastics: ABS, PVC, and high-impact polystyrene sheets can be molded or extruded to produce nearlv any pattern or texture. Although typically supplied in sheets of 4 x 8,4 x 10, and 4 x 12 ft, they can be special ordered in lengths up to 30 ft or longer. d. Glass tiber-reinforced plastics (GFRP): These look much like other plastics but are stronger and more durable, particulady laminated GFRP. Extruded GFRP is less expensive (and less durable). Custom lengths up to 40 tt are available. e. Elastomeric plastics: These rubbery liners, typically polyurethane, are the most costly, but they are very strong and durable and flexible enough to accommq date finer details. Standard sheets in sizes up to 4 x 12 ft arer available,as are larger custom sheets. Typically attached to lorm sheathing with adhesive, they are sensitive to temperature change and may deform; consult manufacturers. f. Polystyrene foam: Single-use liners are used to produce unaquepat'ternsfor specilic jobs.
CEMENT
COLORED
INTEGRALLY
t99
Colored concrete can provide a cost-effective simulation of natural stone or other building materials. Two standard types of cement ar€ available, ot{ering different shades of color: standard gray portland cement and white cement. lntegrally colored concrete is made by adding mineral oxide pigments to concrete mixes made with one of these two types. Fine aggregates should be selected caretully, since they can enhance the color effect. The amount of coloring material should not exceed 10% by weight of the cement; any excess prgment may reduce concrete strength, and strong colors can be achieved with less than 1070 pigment. White cement is used when lighter, more delicate shades ol concrete are desired, although it is more expensive; da.ker hues can be produced using gray cement. N OTES 1. Variations in all components ot the concrete mix make color formulas only approximate. After a basic color is selected, the exact shade may be determined by prepar ing a number of small panels, varying the ratao ot pig ment to cemenl, wrth aggregate playtng a more import3nt role in exposed aggregate mixes. To evaluate panels properly, store them for about five days under conditions similar to those on the construction site. Panels lighten as they dry. 2. Batching, mixing, placing, and curing practices must be uniform, and sources of ingredients must be constant throughout a iob to maintain color uniformity. Avoid admaxtures lhat contain calcium chloride, since it can cause discoloration. Ciean forms and nonstaining release agents are vital. Consult pigment manufacturers'recommendataons. 3. Pigments should meet the quality standards of ASTM C979. Finely ground iron oxides are the most widely used pigments for coloring concrete. Colors and their sources include blue (cobalt oxide). brown (brown iron oxide). buff (yellow iron oxide), green (chromium oxide), red {red iron oxide}, gray/slale (black iron oxide). integral color and 4. Colorconditioning admixtureso{fer have additives that improve workability, better disperse color and cement, and reduce color bleeding for imoroved uniformitv. Consult manufacturers. ---4J---
E*+
-y
/-/
-HARDWOOD R FMOW REMOW
||lfiJ-------"", ryru
-
\br
WOOD
FORM
STRIP
AND AND C A U IK J O T N T
INSERT '-
SHEET WOOD MOVE JOINT
METAL WITH FILLER, RE. AND CAULK
5. Joints in the forms and Iiners must be executed carefuliy and the liners handed properly to achieve high{uality workmanship. Check liners for compatibility with release agents and adhesives. JOINT
FACE SPLIT SURFACE OPTIONAL
DEtrH
SHEET N OTE
METAL
FORM
INSERT
In flal concretework, a rotary saw may be used to make a contractionjoint. CONTRACTION
J()INTS
SUGGESTED VISIBILITY SCALE OISTANCE AT WHICH TEXTURE IS VISIBLE,
AGGREGATE srzE, tN. (MM)
FT (M) MOLDED ROUGH MASONRY
SHIPT-AP
W,; PANERN
EXPOSED
f-7-
-u''
r( '* I /rr
-o,'
RADTUS
t
RADIUS CORNER
%'TO 1,/"' ryP.
'l+
)-f..'.-l
4't
rIF** rcnc-Fr
7.'TO 3'\
tl rol
*
l. | |
:i
+
I lr; .l iro l3'
,iI L---, +-
TRAPEZOID (TYPICAL FOR RUSTICA,TION
JOINT)
Fq
--.
fr l,/
', /. / X
ROUGH BOARD
RANDOM
FORM TO EXERT MAIMUM RESSURE ON
GASKET
ON LUG FACE -
TIE ROD
/ / ' 't 1.ao 2'+
TRIANGLE RIGHT CHAMFER
MISCELLANEOUS CONCRETE JOINT/EDGE SHAPES
CONSTRUCTION JOINT
RIETE}ED
TYPICAL CONSTRUCTION
NPffi:""J;
CONSTRUCTION JOINT
Ni RANDOM
JOI NT PREFERRED LOCATION
oFrroNAL-\
f-:---7
|
AGGREGATE OffIONAL
ENEND BELOW
STONE
STRIATED CENTERLINE GROOVE
NOTE Consult manufacturers for other available patterns
REUSABLE
FORM LINER PATTERNS
RUSTICATION JOINT
AT CONSTRUCTION
Virginia Richmond, D. NeilRankins;RGA/r'irsinia:
CONCRETE CAST-IN-PLACE
200
Concrete Surfoces:Defect Prevention,Repoir,Cootings,ond Treotments
CONCRETE
REPAIR
REPAIR
MATERIALS
Prepackaged cementitious and latex-modified cementjtious repair materials are available, with tormulations tor thin or thicker repairs. Where aesth€tics are important, use the same cement and aggregates as in the surrounding work. Most types of Portland cement are acceptable, but match lhe origtnal type, rf posstble. Certain prepackaged mrxes must conform to ASTM C 928. Aggregates should match the existing concrete aggregate, it possible. For exoosed aggregate, matching the texture and color may require special mixtures to meet the specitications. Any admixture used in concrete work can be used in reoair mixtures. Bonding agents may be requrred for some repairs, especially thin ones; they are typicalty either cement-based. latex-based (ASTM C 1059), or epoxy-based {ASTM C get ). Acrylics, methyl methacrylates, and polymers are less expensive than epoxy bonding agents but are more likely to shrink. Repaired areas should be sealed or coated to the same specifications as the surrounding concrete work to protect against natural forces. corrosives, and chemicals.
Damage or deterioration of concrete can occur at any time during service life. Minor repairs may be reqoired durjng initial construction, for example, filling form tie holes; patching lifting l@ps on precast concrete; or repairing broken edgei on beams, walls, and columns. Distress my result from inadequate design or construction, or deterioration, natural eftects, or exposure to aggregate chemicals_ Most repairs rmprove appearance, blending adjacent surfaces by match, ing texlure and color. The repair area should be perma nently bonded to the adjacent concrete and sufficientlv rmpe.meable lo lquid penelratron lo keep it from shnnkrng or cracking. Repairs should withstand freezelthaw cycles as well as surrounding concrete does. The American Concrete lnstitute delines generally acceptable architectural concrete surfaces as those with minimal color and texture variation and minimal surface defects when viewed at 20 lt. Most architectural concrete contains some irregularities, such as blowholes or buqholes. Criteria for acceptabiltty should be defrned in advancl. but oatches should match lhe surrounding area as much as posstble
SIDES OF AT RIGHT
HOLE ANGLES
-
MrN. + + tl I I I I I I I
I.
EPOXY OVER
IMAY BE I EITHER IRECESlsED oR IFLUSH lwTa ISUR' I FACE \
CONCRETE
ARA
SOUND CONCREE
LEVEL
SOLID
PATCH
PLUG
Solid plugs may be made of pre€st mortar, plastic, or lead. Monar oI a drytamp consistency will be less likely to smear on surrounding concrete_ lf surrounding concrete is smooth, recess plug or patch.
TIE HOLE TREATMENT
OPTIONS
IN CONCRETE
OF DEFECTIVE
CONCRETE
NOTES 1. Floor-hardening agentsare appliedto reducedustingand Increasehardnessslightlyat the surface. 2. Consult a quallfied specialistto determine the corect coatingor sealerfor a particularapplication. 3. There may be restrictionson the use of solvent-based coatingsand sealersin some areasdue to the Dresence of VOCs{volatrle organrc compounds}.
CONSTRUCTION SLABS
SU RFACE CRAZING
sureS
./
GUIOELINES FOR PATCHING L Designpatch mix to match original,with smallamount of white cement; may eliminatecoarseaggregateor hand place it. Trial and error, the only reliablematch method, shouldbe perlormedon a mock{p lirst_ 2. Remov€defectiveconcrete down to soundconcrete:for expos€d aggregateconcr€te. chrp slightty deeper ihan maximumsize of aggregate. 3. Cl€anarea;saturatewith water and arpplybondingagent to base of hole and to water of patch mix. 4. Packpatch mix to densityof originat. 5. Placsexposedaggregateby hand. 6. Bristleirush after setup to match existingmaterial, 7. Moistrure to minimizeshrinking. 8. Use form or finishto match originat.
NOTE
CRACKING
Decorative coatings usually protect as well and are formu lated in a wide selection of colors. Decorative coatinqs Include watetrbased acrylic emulstonj elaslomeric acryIr resin; liquid polymer stain; solvent- based acrylic stain; port, land cement-based finish coating; and water-based acidic stain {a solution of metallic salts).
NOTE
PATCHING SURFACES
TIE
1/4.-7.. CUT
Sealers are usually clear and are expected to penetrale thF surtace without leaving a visible film. Coattngs are clear o, opaque and, while they may have some penelration. thev leave a visible lilm on the surface. Sealers and coatinqs should allow vapor emission from the concrele but at the same time keep moisture from penetrating after curing.
Larger and thicker patches should be anchored mechanically to the surroundingconcrete.
\
t.
W|TH SAW
tecl against severe weather, chemicals, or abrasions: lo prevent dusting of the surface layer; to harden the surface layer; or to add a decorative finish.
PROTECTIVE COATINGS AND SEALERS
OULINE DEFECTIW CONCRETE ARA OEEP
PROTECTIVE AND DECORATIVE COATINGS Concrete surlacesmayrequirea sealeror coatingto pro
PLASTIC
EARLY CONCRETE VOLUME CHANGES
SHRINKAGE
BEAMS, WALLS, COLUMNS. AND STRUCTURAL SLABS
ON GRADE OTHER
CRACKING
5hrnkage ot cement paste at exposed concrete surfaces due to concrete mix, toGwet excessive bleeding, overtroweling surface, rapid drying of surface
water al the concrete surtace evaporates too rapidly due to job site conditions such as low humidity, high wand speeds, high concrete temperatures, high to moderate air lemperatures
As concretecools and hardens,concrete volumeshrinks;crackingwill occur if slab is restrainedat any point
JUOgraoe setflement
rrematute excesstve loading on slab
unsrgnry cracktng ot surface layeralthough surface is probably sound
Parallel cracking, laidy wide at the exposed surface but shallow; doesn't typically extend to slab edge; crack spacing and length vary greatly
Handomor regularlyspacedqacks, usuallypassing@mpletelythrough slab; duringsawcuttingof ioints, crack may iump aheadof sawcut
and crack
through al edge by heaw equipment. eIc.
heouce amount and rate ot shrinkage at concrete SUrface by avoiding wet mixes, limiting bleeding by increasing sand or ai. content, limiting troweling/not troweling too early, curing as soon as possable
neouce rale at wntch 5ufiac€ morsture evaporates by erecting windbreaks or building walls betore slab, avoidangwet mixes, dampening subgrade before concrete pour, curing as soon as possible, avoiding vapor barrier under slab unless necessary
Not alwayspreventable;carefuljoint designor reinforcementmay help; other measures:tool or sawcut ioints rL of slabthickness,min.,time sawcut accordang to concretecuring rate; locatecontractionjoints at columnlines, min.:for unreinforced slabs,spacejoints at 24 to 36 times slab thickness.max.: posttensionat slab; isolateslabstrom adjoining structureswith preformedioint filler or if continuityis required,increase slab reinforcement
LOillljdct
uenefaIy, curangperiods of4toTdays, tollowed by 1 to 2 days of oryrng
subgrade well
NOTE Expecl gme cracking in concrete conslruction. Generally, cracking is controlled with ioints and reinforcement; how-
ever, not all cracks indi€te errors or Oerlormanceorob-. lems,andnot all cracksneedto b€ reoarred.
Grant Halvorsen, S E., P.E.; Wheaton, lllinois
CAST-IN-PLACE CONCRETE
SETTLEMENT
5ameas tor slabs on graoe;atso, heavaeramounts of reinforcement and natureof formed or shored construction
CRACKS
rrexrote lorms and insufficient vibrationcan increaselik€lihood
OTH ER CRACKI NG
SubgradeOrtormwrk settlement, earlyvolume changes,constructim overloads. errorsin design and detailing
LOngrtudrnal cracks develop over reinforcement bars; can cause reinforcement bar corrosion rroper lorm design and sufficient vibration or revibration: use lowest possible slump, increase concrete cover
LOnSUltWth structural concrete engi. neer or consultanl to prevent
/1 L I
PrecqstLong-SponDecks,Girders,ond Beoms
a-o" nPLa roo" frPtra ------., roeerruo omroNau
DOUBLE
I
DECK TYPE
]
+ot:
l-'\vaRrES
o o' 50'
I |
APPROXIMATE MAXIMUM SPAN FOR STEMMED DECK SECTIONS
,
ffi5ntr U--u ,lt
203
(DT)
TEE
1 i+
5-o'
,f
+\
37.'OR
47.'
TEt
DOUBLE
PRETOPPED
-
NOTES l.Sate loads shown indicatedead toad of 10 psf for untopped members and t5 psf for topped members. Remainderis live load. 2. Contactmanufacturersin the geographicareaot the prorcsed structure to detemine availabilitY,exacl dimensions.and load tablesfor wrious sections. 3. Check camb€r for its effect on nonstructuralmemb€rs {partitions.folding d@rs. elc.), which should be placed with adequateallowancefor error. Calculationstor topping quantitiesshouldalso remgnize cambervariataons 4. Normal-weightconcrete is assumed to be 150 lb/cu ft: lightweightaoncreteis assumedto b€ 115 lb/cuft. STEMMED
DECK MEMBERS
NOTE Strandpattern designation: Numberof strands(201 = straisht,D = depressed I -S 208 Dr L Number of dePressionPoints I I Diameterof strandin sixteenths
Toppingconcrete = 3000 Psi 150 lb/cuft lc = 5000 psi for normalor lightweightdeck
SAFE SUPERTMPOSED SERVTCE LOAD (PLF)* FOR PRECAST BEAM SECTIONS 5PAN
(FT)
m=*
[.,'.:;.'lI
f,r,t"I [.';.l I
|5=-_+ -f-9;ftz-
oc te'
7E+
['l':.1 .,| l:
r'{
|
|
|
:: l l :. -; . : ' -.J_ I . xl _l_ 1 .-..: |
fl -.-.; r. :t: .. :'i;l t ", 1 r I,
II
l---+--1
I I I
l--i t__ * l.;1:'l | | Ii::.11 |*'i
JI
Iri F-"', , i;r--f , ,Ii l I " Il 'rl ft :,.;:.'..:,.;.l '.1:-'.::'.1:.t I
P
INVERTED
+ +
TEE
' Safe loads shown indicate507. dead load and 50% live Ioad;800 psi top tension has been allowed, therefore additionaltop reinforcerent is required.
ConcreteInstitute:Chicago,lllinois SidnevFreedman;PrecasvPrestressed
CONCRETE PRECAST
PrecqstConcreteWqll ponels
204
wRrry FINISH a€'
:'fr+
-- SPECIAL FINISB
WINDOW
-
WALL
INSUUTTON
OPENING
rffi
lil[]ll lNqll tNtl
ill|l|l
ilLllj_tl FI-AT OR .V'GROOVE
F\-
N lill l/--l ill
t{
=-J
\\\j L(::&TE.'OIN TE .'OINTS TO OiANNEL WATER -
TRUSS
s( SCULPTURED
?8="ttt
SANDWICH PANEL
HOLLOW C:ORE SANDWICH PANEL
coLoRs Select a color. range, as complete unilormity cannot be guaranteed. White cement offers the best cols uniformitv gray. cement is subject to color variations even when sup plied from one source. Pigmenls require hrgh{uality manJ tactunng and curing standards. Fine aggregate colo requires control bf the mixture graduation; c@rse aggra gate color provides the best durabrlityand appearance.
NN
-
SPANOREL COLUMN
TYPE
F!NISHES Form liner molds provide a wide variety of sm@th and tex lured finishes. Fintshes after casling but prior to hardenrnq Inctude exposed aggregate, broom, trowel, scred. float. o, stippled. After hardening, linishes include acid€lched sandblasted, honed, polished, and hammered rib.
*----!J
V,tr?BK
PANELS
Carefully distinguish between the more specialized arcj tectural wall panel and the structural wall parel that is. derivattve ot floor systems. Always work *itt, ^"nuii"ru, ers early in the design prcess. Careful anention must b. grven lo manufactufing and joint tolerance during des,a Inoroughtv examrne ioinl sealants tor adhesron an expected joint movement.
AND CI.ADDING
MULLION
WALL
PANEL VARIATIONS
SRUfrURAL \ffiHE SRUCTURAI WHE
f]J,,Ci.-]
NON. STRUCTURAL WTHE RIGID INSUUTON
\\-
PUE INSERTS (vvELDED TGETHER)
smucTURAL \ffiHE
STANLESS SEEL OR GALVANI.ZEO REINFORONG BAR
PANELS
MESH RIGID INSUUNON
BONO BRAKER IF REOUIRED
VERTICAL WALL
PANEL
TO
WALL
PANEL
SLAB-TO-WALL
PANEL
AT
TIE
Panel requires accurate location of ties and reinforcemenr and established concrete qualitv control.
NOTE Pocket onnection
SECTTON
N OTE
may be at top of panel.
SAND\/VICH WALL
CONSTRUCTION
BEARING PANEL CONDITTONS
DISCOMINUE SAUNT AT VERTICAL JOINTS TO DRAIN JOIMSEMM COMINUES HORZONTAL JOIMS
MLD BNWEEN CLIP ANGLE AND CASTIN PUTE
fflJs,? /
NOTES 1. Minimum chimney clearance trom rusonry to brick, sheet steel suF ports, and smbustibles 2 in. 2. Masonry chimneys constructed to N F P A2 11 .
1::2..
=F J lF
IHH- 1ffi;1". lHH\.",**." \S--'* 'tr
= .
I
CHTMNEY
ZSHEET STEEL ,../ suppoRTs / / ' f | /|-CHIMINEY | /l sEororu- ' l/|---
corurecroa ffi
/l_-T -_
sHEffMffAL SUPPORTS
MASONRYUNITS
CAP
_ MtN.
f l
E
/
?^
= I u
| \ ""'"tev coNNEcToR \ \2-lrnspaCg
SYSTEMS AND CLEARANCES
Grace_S.Lee; BippeteauArchitects,pC; Washington,D.C. BrianE. Trimble;Brick Institute of America;Resion.Virginia
I I
DETAIL AT CHIMNEY
SHES STEEL SUPPORTS
i
MrN 6Fl\ GUSSFIBERIII r N s u u T r o N" l I
CONCRETE CROWN
q'F+
|FHI :srig+'""-tlN llF
ANCHOR
NoNsoLUBLE REFRACTORY CEMENT)
R
U
CHIMNEY
CHIMNEY OR VENT
GAS VENT OR TYPE L VENT 2 MtN.
WALL OR PARAPff
PARAPET
THAN
CHIMNEY 3, MtN.
CHIMN€Y 3,MIN. GAS VENT OR TYPE L VENT 2,MIN.
OR VENT
OR
MORE
FROM COMEUSTIgLE
titeeaNce CEMENT WASH
I AIRSPACE TO CHIMNEY LENGTH CHIMNEY CONNECTOR CHIMNEY LENGTH
SUPPORTS
\MILLS
CHIMNEY
POT
FlueSizes,Shopes,ond Fireploce Froming HEIGHT OF ADJACENT FLUES SHOULD VARY APPROX 4'
239
*m lffi -t
ti
tr
'--*f
-
H
IHH IHH l|-,# 'k,.@,
'#
RECTANGULAR FLUE LINING (STANDARD)
NOTE Eachlareplaceor stove requires its own separateflue. FRAMING INSULATION OF WOOO MEMBERS AT A CHIMNEY
RECTANGULAR FLUE LINING (MODULAR)
INCOMBUSTIBLE FILL BRICK CHIMNEY CONCEALEO BEHIND STUD WALL FLUE ANGLE NOT LESS THAN 60' CUT FLUE TO ENSURE TIGHT JOINTS. MAINTAIN
INCOMBUSTIBLE AIRSPAC
ROUND
FLUE
N
LINING
DAMPER
FIREPUCE
BRICK
CLAY
FLUE
LININGS
CHIMNEY
CHIMNEY
EXPOSEO
FRAMING
AND
INSULATION
NOTES 1. Availability ol specific clay flue liners varies according to location. Generally, round fiue liners used in construction with reintorcing bars are available in the western states, while rectangular flue liners are commonly found throughout the eastern states- Check with lmal manufacturers for available tyDes and sizes2. Nominal flue size for round flues is interior diameter; nominal flue sizes for standard rectangular tlues are the exterior dimensions and, lor modular flue lif,ings, the outside dimensions plusr/, jn.
TYPICAL RESIDENTIAL
3. Areas shown are net minimum inside areas. 4. All flue liners are generally available in 2 {t lengths. 5. Fireplace flue sizes can be approximated using the tollowing rules of thumb: One-tenth the area of fireplace opening recommended: one-eighth the area of opening recommended if chimney is higher than 20 tt and rectangular flues are used: one-twelfth the area is minimum required; verify with local codes.
CHIMNEY
MASONRYUNITS
240
FireplqceOpenings:Dompers,Ash Dumps,ond Cleqnouts FRAMED METAL PRE.FAB FLUE
COMBUSTIBLE
HIGH FORMED DAMPER
(IN.)
HIGH FORM€D DAMPERSprovide corect ratio of throattefireplace opening with an optional pretormed smoke shelf, which can reduce material and labor reouirements. They are useful for both single and multiple opening fireoraces.
FORMED DAMPER
(IN.)
SQUARE FORMED DAMPER (IN.)
SOUAREFORMEDDAMPERS havehighslopingsidesthat promote even draw on alfsides ot multiple opening fireplaces. They are prop€rly proportiored for a strong draft and smokefreeoperation. FORMEOSTEEL DAMPERSare designed to provide the correct ratio of throat-t}tireplace opening,producingmaximum draft. Thsse dampers ar€ equippedwith poker type controland ar€ easilvinstalled.
FORMED STEEL DAMPERS
''1.-\ | l\
NOTES 1. Locateboltom of damperminimum 6 to 8 in. from top of fareplaceopening. 2. Mineral wool blanket allorc for exoansion of metal damperwalls. 3. Dampersare availabl€in heavygauge steel or cast iron. Checkwith l@l suppliersfor specificforms and sizes. 4. A cord of w@d consistsof 128 cu ft or a stack 4 tt high and 8 ft wide, with logs 4 ft long. 5. A face cord ot w@d consistsof 64 cu ft or a stack 4 lt high and I ft wide, with logs 2 ft long. 6. Logs are cut to lengths of 'l tI 4 in., 2 ft 0 in., 2 ft 6 in.. and 4 ft. Allow 3 in. minimum clearanc€b€tween loas and each side of fireDla@.
--.. \/-
a\
I\ASHPIT.1
CLEANOUT DOOR
DOOR DIMENSIONS
(IN.)
DUMP DtMENStONS(tN.) BlTlelr0 NOTE Ash dumps and cleanout doors are available in heavy gauge steel or €st iron. See local manufacturers for available typ€s and sizes.
CLEANOUT
OR ASHPIT
DOOR
Timothy B. McDonald;Washington,D.C.
MASONRYUNITS
ASH DUMP
Designof Speciol Fireploces
241
GENERAL Multifaced fireplaces have more than one face ol the firebox open to the r@m. There are three types of multifaced fireplaces: projected corner, with two adjacent sides open; double faced, with two opposite sides open; and three taced, with only one side built of masonry construction. Multifaced fireplaces usually are not as energy€fficient as conventional, single-faced fireplaces because there is less mass surrounding the lire to hold and radiate heat to the room. However, multitaced tireplaces usually are located on the interior of a space, not on an exterior wall. and their can be augmented by the features disenergyefficiency cussed below. The addition of energy€fficient features to fireplace design can increase both the combustion oJ the wood and the abi! ity to heat the room or building. Energy€fficient features for conventional lireplaces include glass doors, damper controls, and outside air intake to the firebox. Designs that increase radiant heat also are energy€f{icient. For example, fireplaces the obliquelv llared sides ot Rumlord-type increase radiant heat. Air{irculating tireplaces ancreasethe fireplace through from a heat emanating amount of radiant natural con /ection or by forced-air circulation.
TYPICAL
DIMENSIONS
(IN.)
TYPICAL
DIMENSIONS
(IN.)
NOTE
The sides of the lireplace are partiallyenclosedby recessing the brick into the wall behind the fireplace.This design helpseliminatesmoke from cross{rafts.
fireplaces The narrowness and length of narroslront require that they be fitted with two square€nd dampers. To allow for expansion, the dampers should be neither solidly emb€dded in mortar nor mechanically fastened to steel angles.
TffiTFIREPLACE
ffis-paggD, FIREPLACE
NOTE
SINGLE
NARRow FRoNT
DOUBLE LOW
HIGH
DAMPER ARRANGEMENT BONOM
OF DAMPER
.
TYPICAL
TYPICAL DIMENSIONS
DIMENSIONS
(IN.)
(IN.)
N OTE N OTE The fireplace must be l@ated and designed to allow proper updraft through both openings. Exterior doors should not be located opposite the tireplace on either side because they may cause cross{ratts through the fireplace.
T\^/O-FACED
FIREPLACE
NOTE This design is similar to the projecled{orner
THREE-FACED. FI REPLACE_S
\/vIDE FRONT ECTIO N
fireplace
fireThe significant difference between a projectedtorner place and a conventional singlejaced fireplace is the shape fireplace uses a square of the damper. A proiected{orner end damper instead ol a tapered€nd damper. The open side should have a shon wall to help stop the escape of occurcombustive gases when crossiralts
PROJECTED-CORNER
FIREPLACE
D.C Architects,P.C.;Washington, Rippeteau
MASONRYUNITS
242
StructurqlFocingTile:Wqllsecfionsond Properties
GENERAL
WALL SECTIONS
Structural clay facing tile rs chosen as an attractive and durable wall system in many speciatrzedapplicatrons,espe. cially when maintenance and.esistance to vandalism are consadered. Applications include walls and-partitions in correctional lacilities. schools, public buildings. and food processing facilities. Structural clay tile can be glazed or unglazed, load bearing or non load bearing, and behaves similarly to brick. Structural clay rile is manutactured in many sizes and shapes. Numbers and letters shown on the units in the ligures indicate the standard shape classifications of structural clav tile used bv manufacturers.
WALL
AND PROPERTIES
TYPE NUMBER
loao (lb/linear ft) Marenar quanilty (per 100 sq tt)
(BTU/sqft hr "F) Lateralsupportspacing required{tt) resrslance
NOTE S '1. % in. plasteron backof theseunitswill producet hourlire rating 2. lf collarjointis tilled,add 2.6 cu ft per 100sq ft of wall.
ffi ll GUZED FACING
TILE
ARICK
FACING TILE
2- STRETCHER
4,' STRETCHER
4- STRflCHER
MffAL TIES ] 6'' O,C, VERTICALL 36 0.C.
MSAL TIES I6. o.c. VERTICALLY
HORIZONTALLY
HORIZONTALLY
TYPE 4 6 IN. WALL FACES BOTH SIDES METAL TIE BONO
SECTION
4
IN.
WALL
FRAME CLOSURE
6T54NR
6Trc2NL
6T54ANL 4 IN. SINGLE-FACED WALL WITH SILL AND JAMB; SQUARE LINTEL RUNNING BOND
BULLNOSE
SECTION
SECTION
GraceSj Lee; RippeteauArchitects,pC; Washington,D.C. FacingTile Institute;Washington,D.C.
MASONRYUNITS
EXTERIOR BUCK
6 IN. DOUBLE.FACEO WING WALL BONDED TO MAIN WALL WITH TYPICAL BUTT JOINTS
FRAME
FITTTNGS
TYPE 5 I O TN. CAVITY WALL BRICK ONE FACE TILE ONE FACE
Teno-Cottoond Cerqmic Veneer TERRA-COTTA
N OTES
Te.ra{otta is a high grade ot weathered or aged clay, which, when mixed with sand or with pulverized f ired clay, can be molded to a hardness and compactness no6obtainable wilh other materials. Used extensively until the 1930s, terrarotta has been largely replaced with ceramic veneer.
Ceramic veneer can be anchored or adhered to masonrV.
Terra{otta was usually hollow cast in blocks, open to the back lo reveal internal webbing. Ceramic veneer is not hollow cast but is a veneer of glazed ceramic tile that is ribbed on the back. lt is frequently attached to metal ties that are anchored to the building. Other tvpes of terra{otta
are:
l.Brownstone terratotta. A dark red or brown block, which is hollow cast. Used extensively in the mid- to late1gth century. 2. Fireproof @nstruction terra{otta. Inexpensive and light weight, these rough-finished hollow burlding blocks span widely b€ams. The blocks are available but not used today. 3. Glazed architectural terra{otta. Hollow unats were hand cast in rulds or carved in clay and heavily glazed. Sometimes called architectural ceramics, this terrarotla type was used until the 1930s.
The ceramic veneer manufacturer should provide scale shop drawings as detailed from the architect's drawings. To be used for setting, the shop drawings should indicate all dimensions and sizes of joints, and all anchors. hangers, expansion, and control or pressure-relievingjoints. Nonferrous metal anchors should be embedded in the masonry and encased for Drotection from corrosion. The minimum thickness ol anchored-type ceramic veneer, exclusive of ribs. should be 1 in. Ceramic veneer should be set true to line in setting mortar. Spaces between anchored ceramic veneer and backing walls should be lilled with grout: spaces % in. or more in width with pea gravel and spaces 3/. in. with monar. The minimum thickness of adhesion-WDe ceramic veneer, including ribs, should be lL in. with ribbed or scored backs. An evenly spread coat of neat portlano @ment and water should be aoolied to the wall and the entire back of the ceramic veneer panel about to be set. Then one hall ol the setting mortar coat should be immediately applied on the chosen wall area and the other on the ceramic veneer piece's entire back. Tap the piece into place on the wall to completelv fill all voids, with the tolal thickness of the mortar averaging % in. Th6re should be some excess mortar forced out at the joints and edge of the c€ramic veneer.
243
MOLD-PRESSED CERAMIC VENEER The minimum thickness ol the exposed faces of moldpressed ceramic veneer is 1 in. Eacks of special shapes should be open and ribbed. For placement, turn all units bottom side up and fill solidly with grout liller fo. mold-pressed ceramic veneer. When the fill has set sufficiently to permit handling. set the units. When applied to soffits, each piece of ceramic veneer. in addition lo the usual centers and wooden wedges, shall be supponed by bent and vertical wooden shores. A constant upward pressure is needed unlil the mortar coat has set. Adhesion can be tested with a 1 x 1 x 4 in. vitrified test bar. First dissolve vinyl acetate in methyl iso-butyl keytone. Applv to the ceramic veneer surface and test bar. The adhesive is heated by means ol an infrared lamp until bubbling ceases. Press the two surfaces together until cool. Then knock or pry off test bar.
TERRA-COTTA PANEL
VENEER
PRECAST
Terra{otta precast panels have a keyback design, which allows each piece to easily become an integral part of the precast unit through a mechanical bond. No fasteners are neeoeo. W I N D O WU N I T SEAUNT C E R A M I CV E N E E R 3/a" MoRTAR BED
r/s" ANcHoRs
METAL SUPPORT SYSTEM ANGLE CLIP WELDED TO METAL PUTE ANO STUD CAST IN CONCRffE (TYP.)
MASONRY BACKUP LOOP OOWEL ANCHOR AT I S- O.C r/4" Roo 1/." PtNs AT JotNTS . EXTRUOED TERRA.
.DOVETAIL SLOT DOVETAIL ANCHOR LOOP
DOWEL
l/s" ANcHoR CERAMIC
BACKER PANEL METAL ANCHOR (TYP.)
VENEER
TERRA.COTTA OOVffAIL IN AACKUP
DOVflAIL
PRECAST
SLOT SYSTEM
ANCHOR
3/4" MoRTAR BED
l/s" ANcHoR
I CERAMIC VENEER
CERAMIC VENEER CERAMIC
VENE
r/4" RoD
MffAL UTH l/2" scRATcH COAT 3/i" MoRTAR BED
rs " o.c
r/s" ANcHoR BACKUP SYSTEM
' I CERAMIC VENEER
C E R A M I CV E N E E R TERRA.COTTA
ETE METAL FRAMING
L@P- DOWEL ANCHOR AT
ADHESION
PANEL CONCRETE OR BLOCK BACKUP
(ANCHORED)
STUOS WOOD FRAMF MEMBRANE WATERPROOFING
MORTAR DOVETAILED VENEER BACK t/s'ANcHoR CERAMIC VENEER TYPICAL
AASE
NOTE
ADHESION TERRA-COTTA
(ANCHORED)
WIREMESH l/4" scRATcH COAT 3/a" MoRTAR BED I CERAMIC VENEER CERAMIC VENEER ON WOOD STUDS
Design of Eest Products Corporation
TER RA-COTTA
VI/ALL SECTION
ANCHORING
SYSTEMS
GROUT-ADHERED
CERAMIC VENEER
Architects,PC;Washington,D.C EricK. Beach;Rippeteau
MASONRYUNITS
244
GlossBlock: DesignDolo
GENERAL
PANERNS OCCUR ON THE INTERIOR SURFACE PRIOR TO FUSING
Glass bloct rs a drverse buildrng malerial whose many apphcatrons exhrbrt ils multilaceted: characteris{ics. I he varying forms of glass block - 1ype, thrckness,.jlize, shape, and patterns - along wrth the methods of insblfatron can combine to create unique design solutions. Applications range from entire facades. windows, interior dividers. and partitions to skylights, floors, walkways. and staiMays. In all applications. glass block units permit the control ot light, both natural and artificial, for function or drama. Glass block also allows for control of thermal transmission, noise, dust, and dratts. With the use of thick-faced glass block or solid 3 in. bullet-resistant block, security can also be achieved.
EXPANSION STRIP
The basic glass blck unit is made of two halves fused together with a panial wcuum inside. Facesmay be clear, figu.ed, or with integralrelief forms. Glassblock is availablein thicknessesrangingfrom a minimum of 3 in. for solidunitsto a maximumof 4 in. (nominal) tor hollow units. Metric thicknessesranqe from 76 to 98 mm
MORTAR glassblockunitsis 'l An optimummonarmixfor installing panportland cement,I /2partlime,and4 partssand. The table below gives the number of glass block that can be installed with a mortar batch consisting oI: 1.0 cu ft (1 bag/94 lb) portland cement 0.5 cu ft (20 lb) lime 4.0 cu ft (320 lb) sand
SQUARE
GLASS
BLOCK/MORTAR
BATCH
End block units have a rounded,finished surfa€ on one edge. They may be used to end interior partitionsor walls as well as spacedividerswhen installedhorizontally.
41ltin.x 4'lzin. 6 in. x 6 in. (5% in. x 53/!in. actual) 1lrin.x71l.in. 8 in. x 8 in. (73t in. x 73L in. actuall 91/,in. x 91/,in. 12in. x 12in. (11%in. x l1% in. actual)
END BLOCK
1 1 5m m x 1 1 5m m '190 190 mm x mm 240 mm x 240 mm 300 mm x 300 mm NOTES Metric sizes are available from foreign manutacturers through distributorsin the UnitedStates.
1. Includesl 57owaste 2- Basedon a r/. in. exposedjoint
# SOUND
sTc,
*'tA'
PANEL REINFORCING
Jf*'t;
m
TRANSMISSION'
stze
PATTERN
d
X5
XJ
AII panerns
8
x8" x4
All patterns
ASS EM B LY CONSTRUCTION
sy REGUUR THICKSET Some manufacturersprovide thick blocks for criticalapplicationswhere a thick-faed. heavierglassblock is needed. These bl@ks haw a superior sound transmissionrating properti€s.Their faes are three times as thick as regular unrrs.
All patterns
with LX fibrousfilter E xE x4 thick {aced block
hrck blocl
o9 p t_trtL\,' 45" BLOCK
J"
THICK BLOCK 50ltd block
solidunits NOTES 1- Testedin accordance with ASTM E90-90"... Measurerent ot AirborneSoundTransmission Loss..." 2.STC rating value in accordancewith ASTM E413-87 "Classificationfor RalingSoundInsulation." 3. Test method and STC rating value in accordancewith ASTM E9G81and ASTM E413-73accordingly.
THERMAL
BLOCK
PERFORMANCE/LIGHT
TYPE
HEAT TRANSMISSIO U-VALU E ( BTU/H R FT" "F)
Solid glass block units (glass bricks) are impacl resistant and allow throughvision.
CORNER BLOCK
Solarmntrol units have either insertsor exteriorcoatingsto reduce heat gain. C@ted units requireperiodiccleaningto remove alkali and retal ions that can harm the surface coating. Edge drips are requir€d to prevent moisture rundou,n on the surface.
n
PANEL REINFORCING
fr,C
fr rmo
TRANSMISSION,'
THERMAL RESISTANCE' R-VALUq ( H R FT' -FIBTU
)
THERMAL EXPANSION cpEFFrctENT (rF\
CORNER
SHADING COEFFICIENT'
BLOCK
A few manufacturershave sp€cialshapes to execute cor ner designs. These units also may be placed together for varyingpatternsand fo.ms. SPECIAL SHAPES
sheet glass
NOT€ S 1. Valuesequalr 5%. 2. Winter night values. 3.To calculateinstantaneousheat gain through glass block panels, see ASHRAE Handbookof Fundamentals,1985, section 22.41 .8. 4. Basedon I in. squareunits: ratio of heat gain throughglassblockpanelsvs. that througha single light ol doublestrengthsheet glassunderspecificconditions.
GraceS. Lee;Rippeteau Architects,PC;Washington, D.C.
GLASSUNITMASONRY
(CORNERS)
n{tt4ffi
-suRFAcEDESrcN
Surfacedecorationmay be achievedwith fused{n ceramic, etching, or sandblasting.Glass block units ruy be split or shippedin halvesin order to apply some decorationto the inside.Blocksthen must be resealed.Resealedblocks will not perform the same under various stresses as factory sealedunits. Placementin walls or panelsshouldbe limited to areasreceivingminimum loading-
GlossBlockDeioils MAXIMUM
PANEL
DIMENSIONS
245
NOTE Full bed of mortar typrcallyr/a in. wide at face ot wall. Mortar to be type S optimum mixture: '1 part portland cement '/, pan lime 4 pans sand
SECURE METAL ANCHORS PANEL TO BLOCK GUSS CONSTRUCTION ADJACENT (BEND WITHIN EXPANSION JOINT)
PERIMETER SUPPORT METHOD
STRIP EXPANSION TO ALLOW FOR DIFFERENTIAL
NOTE Maximum exterio. panel sizes are based on a design wind load ot 20 lb/sq ft with a 27 salely tactor.
JOINT HORIZONTAL AS REOUIRED REINFORCING FOR EACH INSTALUTION
MOVEMENT
CLEAN SURFACES AFTER E]RECTION WITHORDINARY SCRUB H O U S E H O L D SCRUts HOUSEHOLD BRUSH W|TH STIFF BntStUES --
GLASS BLOCK J32''
MIN.
,/
./
PANEL COMPONENTS
RAD
ELEVATION
NOTES 1. Area of exterior unbraced panel should not exceed 144 sq ft. 2. Area of interior unbraced panel should not exceed 250 sq
ir. 3 Panels are designed to be mortared at sill, with head and jambs providlng for movement and settling. Deflection of lintel at head should be anticioated. 4. Consult manufacturers {or specific design limitations of glass blek panels. Thickness of block used also determines maximum panel srze.
(65' MIN. RAD A" SOUARE BLOCK)
INTERMEDIATE EXPANSION JOINTS ANO SUPPORTS
NUMBER OF BLOCKS FOR lOO SQ FT PANEL
GLASS
BLOCK
CURVED
PANELS
€LASTIC PERMANENTLY SEALING COMPOUND
FOR MINIMUMS RADIUS PANEL CONSTRUCTION MANUFACTURER'S EXPANSION JOINT MATERIAL
INTERMEOIATE EXPANSION JOINTS AND SUPPORTS
DO NOT BRIOGE EXPANSION REINFORCING JOINT WITH PANEL
JOI NT THICKNESS BLOCK
NOTES
N OTE Expansion ioints should be installed at every change ol direction ol a multicuryed wall, at points o{ curved wall intersection with straight walls, and at cenler of curvature in excess of 90 degrees.
GLASS BLOCK EXPANSION
CURVED
JOINT
1. lt is suggested that curued areas be separated from flat areas by intermediate expansion ioints and supports. as indicated in these drawings. 2. When straight, ladder-type reinforcing is used on curued walls, the innermost parallel wire may be cut periodically and bent to accommodate the curuature of the wall.
4
XU
6" x 6
CURVEO PANEL CONSTRUCTION
D.C Architects,PC;Washington, GraceS. Lee;Rippeteau
GLASSUNITMASONRY
(IN.)
246
GlqssBlockDetoils
TYPICAL CRITERIA
SUPPORT
DESTGN
METAL
FSSHING
STEEL
STUD
(STRIPPED
IN)
HORIZONTAL REINFORCING
.
When specifying supports and shelf angles. the installed werght and deflection limitation of the glass block should be taken into account. Local building coCes should be checked for any limits on panel sizes or installation details.
INSTALLED WEIGHT OF GLASS BLOCK
SEAUNT
WEEP
STEEL
TUBE
STEEL
LINTEL . WELO
CHANNEL TO TUBE
SPACE
V\/EIGHT
STEEL
SEAUNT AND BACKER (TYP.)
PANEL
AND
BACKER (TYP.) STEEL CHANNEL
INSUUTION
DEFLECTION
INSTALLED (LBISA FT)
FRAMING
CHANNEL
EXPANSION STRIP
HEAO AT STUB WALL WITH BRICK
EXTERTOR FrNrsH ---_\
I |
DEFLECTION LIMITATIONS Maximum deflection of structural members supporting glassblockpanelsshallnot exceed:
oerucloru ,) SPACE --___j-l
GUSS
Where L = distancebetween verticalsuppons
BLOCK UNIT
BACKER(TYP.) MASONRY UNIT WALL
HEAO AT CONCRETE GUSS
EXPANSION STRIP
CHANNEL SEAUNT AT WELO TO TUBE LINER (TYP. ) JAMB AT STUD WALL WITH BRICX
'" u'r$l
L 600-
BLOCK UNIT
STEEL STUO STEEL TUBE
SEAUNT AND AACKER (TYP.) FILL SPACE WITH EXPANSION STRIPS
BLOCK UNIT MORTAR
PRECAST CONCRtrE
-
ASPHALT
I\
--
EMUsroN
SILL I
i|
/|NTER|OR
lcuss
CONCRETE MASONRY
BLOCK UNIT
UNIT
HORIZONTAL PANEL REINFORCING
FtN|SH
ll"
tNTERtoR FrNrsH --l SILL AT CONCRETE
EXTERIOR
MASONRY UNIT WALL
CONNECTION
STEEL ANGLE ztt2x2xttal'fyp.)
I
JAMB AT CONCRETE
MASONRY UNIT WALL
DETAILS MffAL
STEEL BRACE .SECURE TO STRUCTURE ABOVE
STUD
FRAMING
SEAUNT
ELEVATION
(TYP.)
HORIZONTAL PANEL REINFORCING
-tSEAUNT AND BACKER (TYP.)
MORTAR
rtr
GUSS
/'"-
SUSPENDEO CEILING
\ OEFLECTION
SPACE
ASPHALT EMUT-SION
SEAUNT
SEAUNT BACKER
SEAUNT
PANEL ANCHOR
MULLION AND (TYP )
(TYP.)
BLOCK UNIT
PANEL ANCHOR
souo BLOCKING
EXPANSION STRIP
EXPANSION STRIP
HEAO AT SUSPENDED
CEILING
JAMB
AT
INTERIOR
PARTITION
METAL STUD (TYP.) METAL STUD FRAMING
PANEL ANCHOR
EXPANSION STRIP
GYPSUM BOARD
\L-cYPsuM DEFLECTION
BoARD
SEAUNT
SEAUNT
MORTAR MULLION
PANEL
ASPHALT EMULSION
HORIZONTAL REINFORCING
SOLID BLOCKING (TYP.)
EXPANSION STRIP
ANCHOR
EXPANSION
HEAD AT INTERIOR
Gt-ASS BLOCK
SEAUNT BACKER
UNIT
ANO (TYP,)
INTERIOR
SOLID BLOCKING
PARTITION
CONNECTION
JAMB AT PERPENDICUI-AR
PANEL
GUSS
BLOCK
PANEL
ANCHOR
EXPANSION
UNIT
STRIP
PARTTYION
DETAILS
PANEL ANCHOR (TYP.) SHELF ANGLES IN VERTICAL PANELS
MULTIPLE
HOLLOW MffAL OOOR HEAO
EXPANSION STRIP
(TYP,)
SEAUNT
JAMB ANCHOR , SECURE TO STEEL BAR CONTINUOUS STEEL BAR , SECURE TO STRUCTURE ABOVE
(TYP.)
STEEL BAR LINTEL
PANEL ANCHORS ANACHED TO
STEEL PUTE
HOLLOW METAL DOOR AND JAMB HEAD AT OOORFRAME
SUPPORT IN HORIZONTAL
MULTIPLE PANELS
SECTION/ELEVATION
HORIZONTAL REINFORCING
PUTE EXPANSION
N OTE Panels with an expansion joint stiffener incorporating a con_ cealed vertical plate should be limited to 10 ft maximum height. HEAD AT DOORFRAME
SECTTONS AT SUPPORTS
GraceS. Lee; RippeteauArchitects,pC; Washington,D.C
GLASSUNITMASONRY
DOORFRAME
PUN
DETAILS
(JOINT ABOVE JAMB)
STRIP
PANEL
StoneUsesqnd properties GENERAL
The threeJock classes are rgneous, sedrmentary. and mela_ morpnrC. UOmmon COnSlructiOnSlOneSare marketed Under the names grven in the table below, although specialtv stoneS sUch aS soapstone and serpentrne a'so are avarlable tach stone has various commerctal graoes. Ltmestone grades are A, statuary; B, selectj C, sranOarO;D. rust,c; E, varegated and F, old Gothic. Marbte rs gradeo A, B, C, or D on the basis of working qualities, uniformity, and ftawi and rmpertectlons.
N a t u r a l s t o n e r s u s e d , n b u , l d i . g a s a f a c t n g .v e n e e r , and oecoratron. lhe malor lactors affecbng the suilability and use ot stone fall under two broad. bul overlappinq qj19q9_ nes: physrcal and structural propertres and aesthetic quilrlres. lhe three lacrors of burldrngStone that most influence therr selection by archttects for aesthetic reasons are oaF tern, texture, and color. Consideration also should be oiven to costs, availability, weathering characteristics, phtsical propenies, and size and thickness limitations.
PHYSICAL STONE
Stone patterns are highly vailed, and they provrde special teatures that make burldrng stone a unique material. Tex_ rufe rs vafled, rangrng trom coarse fragments to fine grains and crystalline structures. Texture also varies with ththardness of minerals composing the stone. To accuratelv compare stone colors lhe rock color chart publshed by the Geological Society of America (Boulder, CO) is recom_ mended. Samples also may be used to eslablish acceptable color ranges for a panicular installation. Pattsn, texture, and @lor all are affected by how the stone is fabricated and finished. Granites tend to hold their color and pattern, while limestone color and pattern changes wrlh exposure Texiures may range from rough and flamed lrnrshes to honed or polished surfaces. The harder lhe stone, the better it takes and holds a polish.
STONE CLASSIFIED ACCORDING
PROPERTIES
OF
The physical characteflstics ot a panicular stone must be surraore lor tts tntended use. lt rs imporlant to determine the physical p.operties of the actual stone being used rather lhan using values from a geneilc table, *n,cn'can Oe very mrsreadlng. uonsrderations of the physrcal propentes of the stone being selected include modulus ot,rpture, shear.strength. coefticient of expansion, pe,maneni iirt_ versrore growlh and change in shape, creep deflectron, compresstve strength, modulus of etastrcrty. moisture resistanc€, and weatherability. Epoxy adhesrves, otten used wrth slone, are affected by cleanlness ot surfaces to be bonded and ambient temperature. Cunng time rncreases wrth cotd temperatures and decreases with warmer tem. peratures.
TO QUALITIES AFFECTING
C LASS
SPECIAL
FABR ICATION,AND
241
INSTALLATION
With the rntroductron ot new syslems of tabr1s61,91 a.a rnstailatron.and recenl developments rn the destgn and oelailrng ol slone cu[rng, suppoat, and anchoraqe. costs are b€tter controlled. Correct design of ioinls, seieclion ol monars, and use of sealants affect the quality and durabiljtv of installation.Adequate design and Aetiitinq'of the anchei' age of each piece of stone are required. The size and thick_ ness ol the stone should be established based on physjcal propedies of the stone, its method of anchorage, and the loads it musl resist. Appropriate safety faclorishould be developed based on the variabtlity ol the stone properlres as well as other considerations such as imperfect work_ manship, method of support and anchorage, and degree of exposure of the cladding installation. Relieving angles for stone support and anchorage may be necessarV to Oreclude unacceptable loading of the stone. The stone should be prolected from slaining and breakage during shipment, delivery, and installation. Since stone cladding design and detailing vary with type o{ stone and installation, the designer should consult itone supptrers,stone.-se_tting specialty contractors, industry stan dards (such as ASl Ml, and other publicatrons to hetp selecl ano rmptement a stone cladding system. Resource rnforma tron is available in publications such as the Indiana Lime_ stone lnstitute's lndiana Limestffie Handb@k and the Marble lnstitute of America's Dimensioned Stone. lvol. g.
USE
FEATURES
HARDNESS
CHIEF
USES
red;may tarnishto brown
to black: also blue{rav and light to dark otive gieeh; also prnKtsn
rgneousrock)
used tor building
colorsor angularrock pises or fossils
may have irregular lractures
stonebut usuallyin panels decoratave
May be bandedwith pink, whrte, or gray streaksand
Not.necessanly anyregular panrngDuttractures irregularly Not necessarilyany regular partrngbut may fracture rrregulafly
6urldrng stone,but als panelingif attractively colored
Vafies: pank,purple, black; usable, rarely almost white
Burldrngstone, but also use( an panels if nicely banded or
crystalline as strong as granite; if
buildingstone; not decorative txceltent ior burldrng but hard to "shape"
dark brown, usuallygray; may be banded
crystals give slaty {acture
gray wrth some whtte. or hght gray
PHYSICAL
ts
bands very weak, however
PROPERTTES OF REPRESENTATIVE IGNEOUS
PHYSICAL
PROPERTY
quanzile: scratches easily
GRANITE
No special paning; tends to break along banding
be decorative if banded
STONES ROCK
SEDIMENTARY LIMESTONE
ROCK
METAMORPHIC
ROCK SLATE
strength {psr) Imate stress {psi)
stress(psi) ensron -
allowable
Ing stress
water (percentage by expansron N OTE P€nicular stones may vary greatlV from average properlres shown In table. A panicular stone s physical propenres. as
well as its allowable working values, always should be developed for each panicular application.
The McGuire & Shook Corporation: lndianapotis, Indiana Christine Beall, RA. CCS; Austin. Texas
STONE
248
StoneMosonry;;;tt
ono veneer -
-tl
I
tl
tl
It l{
FIELOSTONE
UNCOURSED
PATTERN
COURSED
_
ASHLAR
RUNNING
ONE-HEIGHT
BOND
PATTERN
(SINGLE
RISE)
tf
ililtl
=I =-l
llll ]|----''----.--l|
IFL lF-rr
ilil
il
lL TWO-HEIGHT PATTERN QO 6096 AT s rN.)
ASHLAR
UNCOURSED
LEDGE ROCK PATTERN
RANDOM COURSED
UNCOURSED
ROUGHLY SQUARE PATTERN
RANDOM BROKEN COURSEO ASHI.AR
RUBBLE STONE MASONRY ELEVATIONS PATTERNS -
SPLIT STONE PATTERNS -
€€gr
ANCHOR
ANCHOR
THREE - HEtcHT PATTERN ( | 5 40% AT s lN.; 4s96 AT 7% tN.)
AT 2rl. lN.;
SPLIT STONE MASONRY HEIGHT ELEVATIONS PATTERNS -
MASONRY ELEVATIONS TYPE C OR D
TYPE A OR B
A"f 2'1.IN.i
STONE TO STRUCTURE
STONE TO STONE
ANCHORS
SQUARE
COLUMNS
INSTALLATION
ROUND/QUADRANT
NOTES 'L A course is a horizontalrow oI stone. Bond pattern is describedby the horizontalarrangementof verticalioints (Se also Brickwork.)Structuralbond refers to the physi' cal tying together of load bearingand veneer portaoisol a comoosite wall. Structuralbond can be accomplished with metal ties or with stone units set as headersinto the backup. 2. Ashlar masonry is composed of squared{ff building stone units of varioussizes.Cut ashlaris dressedto spe cilic designdimensionsat the mill. Ashlaris oflen used in randomlengths and heights.with jointing worked out on the job. 3. All ties and anchorsmusl be made of noncorrosivemate rial. Chromiufrnickel stainlesssteel types 302 and 304 and eraydoalloyzincare the most resistantto corrosion and staining.Use stainlesssteel type 316 in highlycorrosive environments{potlutedor near the sea).Copper, b.ass,and bronzewill stain under some conditions.Local buildingcodes often governthe tYpesof metal that may be used for some stone anchors. cement mortarshouldbe used on porous 4. Nonstaining and light colored stones.At all cornersuse extta tles ano when possible,larger stones. Joints for rough work are usually1/, lo I 1/, in. and 3/sto 3L in. Jor ashlar.Prevent electr@hemicalreactionbetween different metals combined in the same assemblyby properlyisolatingor coat Ingtnem_
COLUMNS
DETAILS
SPOTS MORTAR AT ANCHOR LOCATIONS
BACKUP BACKUP WALL AIRSPACE
NONCORROSIVE CORRUGATED
SCRATCH
COAT
CAVITY VENEERED WALL
TYPICAL
WALL
THIN
VENEERED
SECTIONS
GeorgeM. Whiteside,lll, AIA and James D. Lloyd: KennettSquare,Pennsylvanaa BuildingSton€ Instilute: New York, New York AlexanderKeyes;RippeleauArchitects.PC;Washington,D C
STONE
WALL
(INTERIOR
ONLY)
StoneCornicer, por HOLD GRour
---__1
-
Fnov
I 1lr" Dta HoLEs
gXoJJu!?roDSrN
d euoins /.
/-
3t4- Dta cALv
sieic oo;rLs /./
24g
otA. GALV. srEEL
-3ta
;A"EADEDRoDs
\
METAL FUSHING FOR GUNER BALUSTER
l-
II
BALUSTRADE
5' HOLE FOR RAIN LEADER
CORNICE tlz'
t"
WITH BUILT-IN GUTTER
ELEVATION
GROUT AROUND ROD HOLE INBALUSTRADE
IN 3" DIA BASE
- FusHtNG
( ,.o"rK rNREGLET
!ft
SECTION CORNICE
AT JOINT SECTION
STONE MtrAL FUSHING OVER STONE JOTNTS -=\
BALUSTRADE
CORNICE WITH SEPARATE PARAPET CAULK IN REGLET\
METAL FUSHING
SECTION
WEDGE
STONE STEPS AND CUR
.lo" oln. eorr-{ MffAL FUSHING OVER JOINTS
BOLT FLASHING DETAIL
v N OTE Dow^el between stone pieces allows flat interrupted flash: ng. Dowel set vertically is typicdt for stepped ftashing (mrn. z oowels oer stone) GOTHIC-TYPE STONE COPINGS, INSTDEWASH
l t/2" MlN
PARAPET
STONE
AS
CORNICE
PARAPET
STAGGERED
DETATLS
PATTERN
STONE QUOIN
CENTER DOWEL
2 VERTICAL DOWELS PER
DRIPS
STEPPEO
EACH
SIDE
ALTERNATING PATTERN
IN BRICK WALL
PLAIN
STONE
STONE
FUSHING COPING
COPINGS
RichardJ. Virullo,AIA; Oak LeafStudio;Crownsviile. Maryland
STONE
StoneDoorond WindowSurrounds
250
lRoN 1t r"' x 31e" wRouGHT AND ANCHOR GALVANIZED SET INTO HORIZONTAL sTONE JOINT
-sroNEWALL /ll/'ANcHoR
-
1
I
-
/-MFaal (3PERJAMb
l/
\tl
GROUT CAVITY
HOLLOW
DOOR
METAL FRAME FRAME
THAN
METAL FRAME
/
sToNE WALL METAL
ANCHOR
GROUT
HINGE DETAIL SHOWING
CONTINUOUS CAULK
METAL DOOR FASTENER
STONE ANCHOR
METAL FRAME
I l/e" x 3/e" GALVANIZED WROUGHT IRON ANCHOR SET INTO HORIZONTAL DETAILS
HEAD ANO JAMS
ELEVATTOTWOOD
WALL
AT STONE
DOOR IN STONE WALL 'i,sTONE
\' TRIM
wooD SCRff STEEL ANCHOR EXPANSION
AOLT
wooo SIDELIGHI
HEAD (AND JAMB) AT SIDELIGHT
HEAD (ANO JAMB) AT DOOR
\,VOOD FRAME STONE
WALL
STONE
ARCH
STRIKE DETAIL SHOWING
CONCEALED
DETAILS
ANCHOR
STONE ANCHOR
DOOR DETAILS
HEAD AND JAMB DETAILS AT CAVITY WALL
METAL FRAME
ALTERNATE
DETAILS
STONE LINTEL
LIMESTONE
TRACING
GUSS 3/e'DtA. GALVANIZED BARS. 12- TO I o.c. To REINFORCE GUSS
LEADEO ART STONE
LUG
SILL
ANO
DETAIL
LINTEL
Z-
sToNE St[
\
SILL
ELEVATION-\^r'INDOv\/
IN STONE
VI/ALL
RichardJ. Vitullo.AIA; Oak Leal Studio; Crownsville,Maryland
STONE
STONE
DETAIL
SECTION
A_WINDOW
IN STONE
WALL
SLIP
ALTERNATE
SILL
--
STONE SLIP SILL
LINE
OF
OETAIL
STONE TRIM DETAILS
StonePonelson SteelFromingond SfoneCornices
251
N OTES Use of the steel stud supporl system as shown requires an archilect o. engrneer to develop adequate and real.strcper lormance criteria. including thorough consideration o{ the long-term durability and corrosion resistance of light gauge members. mechanical fasteners, and other svstem comoc nents: provisions for adequale thermal movementj devel opment of adequate system strength and stillness; recognition of the structural interaction between the stone support system; and consideration of vapor retarders and flashing to control moisture migration. lt also is important that adequate provisions be developed to ensure qualitv workmanship necessa.y to implement the system and to achieve the expected quality and durability. The stone thickness depicted is a minimum oI 111, in. '| hrcker stone malerials can use the same type of support system; however, engineering analyses ot the system will be necessary to ensure proper performance and compliance with recommended design practices. Design criteria for stone anchorage must include consider ation of the panicuiar stone's average as well as lowest strength values for safety, particularly at ancho.age pojnts. The proposed stone should be tested for adequate design propenaes and values. Stone anchorage size and location depend on establ;shing the particular stone's strength val ues, natural faults, and other properties; the stone's thickness and supported area; the expected lateral as well as gravity loadjng; and the amouot ol thermal movement 10 be accommodated.
STONE DOWEL
HARD
STONE
CANT
PANEL
RAKE JOINT TO RELIEVE POSSIALE COMPRESSIVE
SENING
MEMBRANE
TREATED NAILER
WOOD
STEEL SPLIT,TAIL ANCHOR IN VERTICAL JOINT (SHIM AS REQUIRED)
CONCRETE FILLED STEEL OECK
RIGID
CONCRETE ROOF STRUCTURE
ANCHOR
ANCHOR BOLTS ANO PUTES SHOULD BE INSTALLEO AT VERTICAL
LIMESTONE ARCHITRAVE LIMESTONE FACING
WALL
INSUUTION
INSULATION
SPANDREL
FUSHING
STEEL SHELF ANGLE WITH DOWEL WELD OR BOLT TO CLIP ANGLE
CEILING
LINE
NOTE Required steel fireprooling has been omitted for clarity.
SECTION THROUGH
ROOF PARAPET AT HARD STONE PANEL
WINDOW MULLION (SHIM AS REQUIRED)
REVEAL GYPSUM BOARD
I 5{ FELT OVER GYPSUM BOARD SHEATHING {TYP )
PADS
STRIP
FIRESAFING CONTAINED IN STEEL CLOSURE
SEALANT WITH BACKER ROD
STANOARD STRAP
STEEL
ROOFING
SEAUNT WITH BACKER ROO AND WEEPS
ROOFING AND ROOF FILL )
CAP WITH ANCHORS
FUSHING
STE€L
SPLIT.TAIL
ANCHOR
AUNKET INSUUTION STEEL ANGLE WELD TO EMBEDDEO STEEL ANGLE FIRESAFING
FLOOR
CONTAINED
IN STEEL CLOSURE EMBEODED WITH POST
STEEL ANCHOR
SPANOREL
FUSHING
CONCRETE FILLED STEEL DECK
SECTION
Shown here is the most common method of anchorino a co.nice, which has a projectron large enough to be balanc;d in the wall. The bed ioint immediately below the heaw cornice is open far enough back to remove anv compresstve stress that would have a tendency to break off stone below.
PUSTIC
SHIMS
AS REQUIRED SEAUNT WITH BACKER ROO WITH WEEPS
PROVIOE SLEEVE WITHIN STUD SYSTEM FOR VERTICAL EXPANSION
STEEL SHELF ANGLE WITH OOWEL WELD OR BOLT TO CLIP ANGLE STEEL SPLIT-TAIL ANCHOR IN VERTICAL
(SHIM AS REOUIRED)
N OTE JOINT
SECTION THROUGH
Required steel fireproofing been omitted for clarity.
has
HARD STONE PANEL AT WTNDOW WALL I 5f, FELT OVER GYPSUM BOARD SHEATHING
t1--1--:
N OTE Shown are live possible cornice desagns. Indiana limestone can be fabricated easily and economically to almost any profile. See examples.
TRADITIONAL
CORNICES
SPACER SLEEVE BOLTS THROUGH GYPSUM BOARD
SECTIONAL
FOR
STEEL SHELF ANGLE ON A STRESSLESS DISC OVER A BED OF EPOXY, DEAO BOLT TO REAR FACE OF STONE
AT VERTICAL JOINT
STONE
PANEL
SEAUNT
WITH
STEEL ON A OVER DEAD FACE
SHELF ANGLE STRESSLESS DISC A BED OF EPOXY, BOLT TO REAR OF STONE
SECTION AT VERTICAL JOINT
The SpecterGroup;North Hills,New York
STONE
StonePonelson SteelFroming
252
CONTINUOUS COPING STONE SEALANT WITH BACKER
ROD
STEEL STAINLESS ANCHOR SPLIT.TAIL IN VERTICAL JOINT (SHIM AS REOUIREO)
FLASHING r/4 RouNo DR|P STEEL STUD BUILT.UP HEAOER
KERF IN STONE CONTINUOUS TO BE FILLED WITH SEAUNT IS PUCED ANCHOR AflER
ORIP
TEEL STUD AUILT.UP HEADER ROOFINGMEMBRANE 3/a'' EXTERioR PLYwooD ON STEEL STUDS TREATEO WOOD NAILER
GRIO
CLIP
SYSTEM
t 5I BUILDING FELT OVER GYPSUM BOARO SHEATHING
RIGID INSUUTION
PANEL
STEEL
STAINLESS
FUSHING
ANGLE WITH DOWEL CHANNEL
TREATED WOOO NAILER
CONTAINED
STEEL CLOSURE STONE
STEEL STAINLESS WITH STRAP ANCHOR DOWEL AT JOINT
HEAVYGAUGE SLIDING AOLT SEAUNT OVER OOWELED CONNECTION
ROOFING MEMBRANE 3/4" EXTERTORPLYWOOD ON STEEL STUOS
I 5I FELT OVER GYPSUM BOARO SHEATHING FIRESAFING IN STAINLESS
CONTINUOUS COPING STONE
STEEL STRAP 2 STAINLESS WITH OOWEL AT JOINT ANCHORS
RIGIO INSUUTION
FIRESAFING CONTAINED IN STEEL CLOSURE
INSUUTION
STONE PANEL PROVIOE SLEEVE WITHIN STUD SYSTEM FOR VERTICAL EXPANSION
AS REOUIREO
BRACING
STAINLESS STEEL ANGLE ON SH€LF
A
A BED OF EPOXY. DEAD BOLT TO STONE PANEL STAINLESS STEEL SHELF ANGLE BOLTED TO STEEL STUD THROUGH GYPSUM BOARO SHEATHING WITH
Required steel fireproofing been omitted for clarity.
AND WINDOVVLESS
has
SEALANT WITH BACKER ROO STONE
STEEL CHANNEL BOLTED TO STEEL STUDS THROUGH GYPSUM BOARD WITH SPACER
SPLIT.TAIL STAINLESS STEEL ANCHOR IN VERTICAL JOINT (SHIM AS
I 5' FELT OVER GYPSUM AOARO SHEATHING (TYP.) PANEL CONTAINED STEEL
STAINLESS STEEL SHELF ANGLE ON A DISC OVER STRESSLESS A BED OF EPOXY. DEAD
GYPSUM BOARO
SEAUNT OVER OOWELED CONNECTION
CONTINUOUS KERF IN STONE TO BE FILLED WITH SEAUNT ANER ANCHOR IS PUCED
INSUUTION
STAINLESS STEEL SHELF CLIP ANGLE AND DOWEL
GYPSUM BOARD
FLOOR STAINLESS STEEL SHELF ANGLE BOLTED TO STEEL STUD THOUGH GYPSUM AOARO SHEATHING WITH SPACER SLEEVE
EPOXY.FASTENED STONE RETURN WITH OOWEL (FACTORY FABRICATED) STEEL STUD BUILT.UP HEADER
SEAUNT WITH BACKER ROO AND WEEPS
CEILING
H€AD
FLASHING
WINMW
HAD
MULLION
SPANDREL
INSULATION I5* BUILDING FEL
FLOOR
SHELF STEEL STAINLESS CLIP ANGLE ANO DOWEL
STAINLESS STEEL CLIP ANGLE WITH THREAOED T PIN AT VERTICAL JOINTS
INSUUTION
STEEL STAINLESS ANCHOR SPLIT.TAIL JOINT IN VERTICAL (SHIM AS REOUIREI
WINMW
FLASHING
CONTINUOUS KERF IN STONE TO AE ALLED WITH SEAUNT ANER ANCHOR IS PUCED
PUSTTC SHTMS
BRACING
AS
REOUIRED
WINDOW HEAD FUSHING INSULATION
EPOXY.FASTENED STONE RETURN WITH CONTINUOUS DOW€L (FACTORY FABRICATEO)
BUILT-UP
HEADER
LINE CEILING
LINE
WINDOW
HEAD
N OTE Required steel fireproofing been omitted for clarity.
AT \^/INDOW
HEAD AND SILL
has
SEAUNT
WITH AACKER
ROD
WEEP
ANO
STONE
HOLE
SPANOREL
AT \MINOOV\/ HEAD ANO SILL
HEAVY GAUGE SLIOING BOLT
STONE PANEL
CHANNEL
15I FELT OVER G
STONE
GRID
SYSTEM
PANEL
INSUT.ATION
SHEATHING
STEEL SPLIT.TAIL STATNLESS IN VERTICAL JOINT ANCHOR (SHIM AS REOUIRE
FUSHING CONCRffE
WALL
BRACING AS REOUIRED
BOLT TO STONE PANEL
OVER SUB
FELT OVER I 5I BUILDING AOARD SHEATHING GYPSUM
STEEL STUDS
STEEL STRAP STAINLESS WITH DOWEL ANCHOR (SHIM AS
FLOOR
OVER SUB
FUSHING CONCRETE
WEEP HOLE THROUGH PUSTIC
AND \/vINDOWLESS
has
STAINLESS STEEL STRAP ANCHOR WITH 2 DOWELS AT JOINT
PROVIDE SLEEVE WITHIN STUO SYSTEM FOR VERTICAL EXPANSION
CLOSURE
BOARO
AT ROOF PARAPET
Required steel firepr@fing been omitted for clarity.
STONE STOOL (SHIM AT OOWEL AS REOUIRED)
STRAP
SEAUNT WITH BACKER ROO
STONE
BOARD
N OTE
SEALANT WITH BACKER ROD
FUSHING
FIRESAFING IN STAINLESS
FOR EXPANSION
GYPSUM
SILL
STAINLESS STEEL ANCHOR WTTH 2 AT JOINT @WELS
STONE
VERTICAL
SHIMS
SECTION
WALL
HIN STUO
STEEL STAINLESS ON A SHELF ANGLE OISC OVER STRESSLESS A BED OF EPOXY. OEAO BOLT TO STONE PANEL PUSTIC
N OTE
AT ROOF PARAPET
SECTION
INSULATION
WEEP PUSTIC
SHIMS
HOLE
THROUGH
SHIMS
AS REOUIRED
AS REOUIRED
STONE SPANDREL
AT GRAOE
The SpectorGroup; North Hills, New York
STONE
STONE SPANDREL
AT GRADE
GYPSUMBOARD
MULLION
3 in. StoneVeneer
253
NOTES
CRAMP
l.Throughout this section, flashing, sealants, and other ancillary materials necessary for sound weatherproof constructron sometimes have been omitted for clarity. See flashing and sealant details elsewhere. 2.Allow lor tolerances by including correct shimming to prevent installation problems or performance failure 3. All stone anchors embedded in or in contact with stone shall be slainless steel lype 300 sefies. 4 Stone support or anchor systems should be designed by an a.chitect or engineer experienced in stone claddina desrgn and construction.
ANCHOR
DOWELS BACKUP WALL
DRIP EDGE ,
,^:::'^.'"".-sr COPING
FASCIA
PANFL
CO PI NG BACKUP
WALL
CLIP ANGLE WITH WELDED BAR TO RETAIN STONE
DISC AND
ROD
SUPPORT
ANGLE
EYE ROD AND DOWEL TWISTEO
DOWEL
STRAP
VERTICAL SELF.SUPPORTING STONE LINTEL
CLIP
ANGLE
FIN
WITH
WELDED BAR SUN SCREEN
WINDOW HEAD
WINDOW
HEAD
STONE VENEER CRAMP ANCHOR
ROD ANCHOR EYE ROD AND DOWEL STONE VENEER
JAMB SHOULD ANCHOR TO WALL NOT TO ADJACENT STONE VENEER
STONE VENEER
BACKUP WALL
WINDOW JAMB
ADJUSTABLE
WI NDOWS ILL
INSERT
ANGLE WITH WELDED BAR CRAMP ANCHOR
CONCRETE WEDGE INSERT CLIP
ANGLE
WITH
WELDED BAR
CLIP ANGLE WITH WELDED BAR
BONO
WALL
ANO
HOOK HOOK
BASE
STONE VENEER
DOWEL
NO. 4 REBAR
ANGLE
DETATLS: OPT|ONS
ROD
SENING SOFFIT
ROD
SOFFIT
HOOK ROD ANCHOR
ROD CRAMP
STRAP
ANGLE WITH WELDED BAR
PLATE WITH WELDED TIE.BACK ROD
-
ANCHOR
ANCHOR
COLUMN
WITH
r\t\
ANCHOR
STONE VENEER
l,i .1r' "o*tt
j PLATE WITH WELDED SAR
STONE VENEER ON CONCRETE MASONRY BACKUP
f\f
| ;/1 I.f 1
TURNED INTO STONE BOTH WAYSi WELO TO COLUMN
METAL ANCHOR
COLUMN
CLIP OR CONTINUOUS ANGLE
T , SUPPORT
ON STEEL FRAME
t sxtv
OOWEL PI N CONNECTION
BASE DETAILS
George M. Whiteside. lll, AlA, and James D. Lloyd; Kennett Square, pennsyrvanra Building Stone Institute: New York, New york Alexander Keyes; Rippeteau Architects, PC; Washington, D.C.
SIONE
I r/oin. lo 2t/ain. SfoneVeneer
254
SEAUNT FOAM
hhm
ANO
ffiffiffi
ROD
SENING
DIMENSIONS '/., ir Standard flat stck anchors are made of strap 1 md I wjde by'/s, 3/,6,andr/4 in. thick. Lengths vary up to6, 8, 10. an(l r/a in. overall with 3 '/, in 12 in. Dovetail anchoG are usually 4 prciection for fa@ o{ mncrete. Bends are %, 1, ard 1 r/. in. ANCHORAGE
STEEL STAINLESS DOWEL WITH HOOK ANCHOR
BEO
FLASHING
STONE VENEER
HORIZONTAL CONNECTION: DOWEL ANO CRAMP
DOWEL CONNECTION
ANCHOR
Round stock anchors are made f.om stock ot any diametef '/e in. (#11 ga l '/. and % in. are most common for rods: '/r and through 3/16in. (#6 ga.) for wire anchors; and % in are most common tor dowels. Dowel lengths re usually 2 to 6 in. BOLT
NOTES 1. Refer to page on 3 in. stone veneer for additioal anchor age information. 2. Allow for tolerances by including correct shimming to lail prevent installation {itting problems or perfmnce ure. 3. Stone anchorage systems should be desigrEd by a pro tessional engineer experienced in stone claddng design
COPINGS oowELs
RIGID INSULATION
SUPPORT ANGLE AND
MORTAR
4. Sizes may ditfer widely lrom the standard sizes listed n€re.
SUPPORT ANGLE AND
MORTAR
5. Soecifv stainlass steel.
CRAMP AND SEAUNT AT
SLOTTED CLIP
JOINT
HEAD (JAMB SIMIUR)
(JAMB
HEAO
SIMII.AR)
USE DOWEL TO CONNECT SEVERAL PIECES
STRAP AND DOWEL METAL INSERT
RIGID INSULATION
STRIP UNER WITH OOWEL
STONE VENEER
SILL
SI LL
WINDOr/v
ASKS BOLT AND WEDGE INSERT
ASKEW BOLT AND WEDGE INSERT
SUPPORT ANGLE WITH
SILL DETAIL
DETAILS
*4 REBAR
BARS WELDED IO ANGLE
MORTAR
SEAUNT
WEEP VENT AT TOP OF CAVITY
STAINLESS STEEL CLIP ANGLE WITH BARS WELDED
WIRE ANCHOR
SLOT ANCHOR
SEAUNT
RIGID INSUUTION
SLOT
RELIEFANGLE
WITH LINER
RELIEF ANGLE
ANCHOR
EXPANSION JOINT DETAIL
ANGLE SUPPORT WITH SHEAR RESISTANCE
SUPPORTS N OTE
FLASHING
It is recommend€d that water repellent treatment be provided at the sidewalk.
MORTAR
WEEP VENT IN JOINT
GRADE
CONCRETE
CORNER
DETAILS
BASE DETAILS
GeorgeM. Whheside,lll, AlA. and James D. Lloyd; Kennett Square,Pennsylvania BuildingStone Institute;New York, New York AlexanderKeyes;RippeteauArchitects,PC;Washington,D.C.
STONE
WEEP HOLES IN VERTICAL JOINTS
I r/oin. to 2tlt in. StoneVeneerGrid StrutSystem
255
DOWEL FUSHING MORTAR METAL
CONCRETE INSERT
JOINT
STRIP LINING
CLIP
MflAL
STRUT STRIP
AND
STRUT
STRUTS
CLIP
LiNER
METAL STONE VENEER
COPI
COPING,
FASCIA.
ANO
HEAD
CLIP
STONE VENEER
NG
STONE VENEER AND
LINER
METAL STRUT FASCIA AND WINDOW HEAO SOFFIT
ANCHOREO EXISTING BUILDING FACING
TO
EXISTING
STRUT ANCHORED TO
FLOOR
CONNECTION
TO EXISTING FACING
EXPANSION SPACE BETWEEN STRUTS
SHEAR WALL SUPPORT
STRUTS
RETENTION ANGLES
ANCHOR SLOT FILLED WITH
SEAUNT SEALANT BACKER
BASE
OR
AND ROD
SHEAR
STARTER
SUPPORT
WALL
SIOE
(PLAN)
RETENTION
GRID STRUT SYSTEM . METAL FRAME GRID ANCHOR STRUT SIZE -
SPACING MARBLE
COLUMN
RETURN
AND N OTES
WIDTH, DEPTH AND SHAPE
1. Engrneering design of all supports for this type of con struction is essential. 2. Grid strut spacing is subject to engineering design.
NOT ES CLIP
ANCHORING
GRID STRUT FRAME
SYSTEM
SYSTEM
. CONCRETE
1- "X" = dimension between strut and outside face of stone 2. "X" = 1 5/"" lor 1/"" marble. 3. "X" = 1 3/a" for I '/a" marble.
George M. Whiteside, lll, AlA. and James D. Llovd; Kennett Square, Pennsylvania Euilding Stone Institute; New York, New York Alexander Keyesj Rippeteau Archirects, PC: Washington. D.C.
STONE
PreossembledStonePonels
256
ELEVATION SPANDREL,
AND AND
- SILL, SECTION SOFFIT UNIT
+Ew-Lr --\d.-l ffi\'.l
l--+-*.;.1,/ 5.,i!S:.i€
STONE TRIM UNIT ON
COLUMN
I
VIEW OF BUILDING
PREASSEMBLED
ELEVATION AND SECTION _
FACADE
STONE
UNIT WITH
PLAN -
PARAPET UNIT
COLUMN
,/-
-sEAuNTAND BAcKER RoD
\-.-
Outnrf O CORNER
TRIM UNIT
EPOXY ON STEEL FRAME PREASSEMBLED
PANELS
Preassembledstone panel technologyotfers savingsin onsite laborand accuratecomponontstone unit ioining. +
i ;
+
METAL SUPPORT SYSTEM: ANGLE CLIP WELDED TO METAL PLATE ANO STUO CAST IN CONCRETE
.+
ll j t
i
+
t
+
Shippingand erection stresses on the stone panels and stone anchoragesyst€m to the preassembledunits should be evaluated. Design of sealant joints between preassembled units should include at least the following: thermal movement, fabrication and erection tolerances, irreversible material groMh or shrinkage,and sealantmovementpotential. STONE ON STEEL FRAME WITH EPOXY J O IN T S Stone units are mounted in a steel frame plus expansion anchors and dowel pins (as recommendedby manufac turer). Joints in stone are epoxied and held to approxi mately 1/sin. when finished for delivery.All stones in the assembly are anchored as a unit to the structure. Preas plumbleveling, sembledunit installation reducesindividual ing, and aligning,and on-site joint sealing is not as extensiveas with individualstone oanels.
UNIT ELEVATION
COMPOSITE ASSEMBLIES OF STONE ANO CONCRETE VIEW OF BUILDING
STONE
Stone units are bonded to reinforcedorecastconcreteDan els with bent stainlesssteel anchors.A moisturebarrierand a bonding agent are installedbetween the stone and concrete in conditions where @ncrete alkali slats mav stain stoneunits.
FACADE
UNIT PRECAST
V\/ITH CONCRETE
BACKUP
STONE ANO STEEL ASSEMBLIES WITH SEALANT JOINTS WALL UNIT B (SIMILAR TO UNIT A)
Stone units are shimmed and anchoredto a steel frame using standardstone connecting hardware.Joints may be sealedon site, along with joints betweenassemblies.
UNIT A MAXIMUMPANEL lo'-o"x20'-o'
STAINLESS
VIEW OF BUILDING FACADE
PREASSEMBLED
ELEVATION _
UNIT A
STONE UNIT ON STEEL FRAME
GeorgeM. Whileside, lll, AlA, and James D. Lloyd; Kennett Square,Pennsytvania BuildingStone Institute; New York, New York AlexanderKeyes;BippeteauArchitects,PC;Washington,D.C.
STONE
SECTION _
UNIT A
CONNECTION
OETAILS
STEEL THREADED ANCHOR
StoneDetoils-Residentiol
ryre w-;l F *.. t'p,ffi I 7
w-, l'=-...1
E "....ilrF€|
, "ryr //zlt t.:,7
f'*#--€
o..
ROCK PITCH
W
OR
SAWED
FACE
I, l--=l ,:,,2.
I fiil/ll/lll/llll/ii/ll P-
iliiiillillillillliiili E--,-,.,-..j p:::r:=:=.:.:
l lllillllllllllillllllll tll/iittlltillll/llt/tE i 1 : - - - .-:r-- ' - - : . 1
1
SHOT SAWEO (R O U G H )
FINISH
"n
1--..
illp'fliflilflilt, -l llllrlllllllrllllrrll ry E : -...-:l
E" E, s"" E E 1 ' 72 "'/,2l;:r4
257
MACHINE ( PLANER
FINISH
POINTED
FINISH
)
[]ffiffiffiffiffiffiffi SLIP
SILL
4'' FOR
BUSH HAMMERED
PATENT BUSH HAMMER
DROVE OR BOASTEO
RANOOM+PARALLEL
PEAN
HAMMERED
-l [I$,,ffi ffitrffiffiWffi illl]llIlll1Tll1llllll EE=EE=EEI tr*" [.:'i:.i,:l$,',i,:,1 il|Jffiillillf,ilmilffifi|il lllllllllllllllllllllll E===E===l I ;J;: I HANO
TOOLED
LUG
SILL
Nffi ffiffiilffiffiilffifril il]]]]]]]]]]]]]]]]]]1| EEEEEEEEJ [11 STONE
PARALLEL+RANOOM CRANDALLED
PLUCKER FINISH
MACHINE TOOLED
TOOTH CHISEL
N OTE Consult stone fabricators about which {inishes are appropriate for which type of stone.
SILL
TYPES
SMOOTH-RUBBED (WET FINISH} OR VERY SMOOTH (CARBORUNDUM, HONEO, ANO POLTSHEO)
TYPICAL STONE FINISHES
;t r+l
SECTION
'-l
-f"-MORTAR
RUBBLE ASHLAR OF GRANITE
SQUARED STONE MASONRY
GRANITE. SANOSTONE. AND LIMESTONE (GENERAL USE)
LIMESTONE (FINE WORK)
SPECIAL INTERIOR WORK
TYPICAL STONE JOINT SPACING
lti tl
-r-
(
aaa t--
lll RUSTICATED JOINTS
I+ L_
s+ [TYPICAL
JOINT
l,
I
r--
f-
GROOVE
PROFILES
I
+_ I
::::??"
ELEVATION
STONE
LUG
SECTION
SILL
PROFILES
STONE
BRICX
StoneDetoils-Residenliql
258 GENERAL
A traditional structural stone wall typically consists of two independent laces {interior and exterior) of. closely fitted stones with a code-drescribed p€rcentage of bonding unit stones that extend the full thickness of the wall. Together, these two stone faces create a massivelv thick wall, rarelv less than 24 in. thick. An interior finish backup stud or furred wall with a vapor barrier and insulation typically completes the wall system.
FACE STONE ON BOTH SIDES STEEL REBAR sET 3 -O O.C. AND PUCED 3'-O" MtN.|NTO STONEWORK,
For structural stone walls. it is best to lay the stone In regu'l lar courses, 2 to 15 in. high per course. Limiting the heighl trom the top of one level course to the top of the next level course ensures that the wall joints will be consistently bridged, thereby avoiding long continuous vertical joints both perpendicular to and parallel to the plane ol the wall face. This will help prevent long cracks lrom developing, which can cause large sections of the wall 1o split and tall off. Control joints should be built into masonry construction in wall sections up to 30 ft long to account {or expansion and contraction of the stone.
STONE OR CONCRETE FOUNDATION
STRUCTURAL STONE WALL
N OTES
RIGID INSULATION
for masonry construction is to 1- A simple rule{f-thumb rely on gravity, not the bond of mortar, as the predominant "bonding agent" lor stone.
FUSHING
2. Consult codes to determine the minimum percentage of bonding units per structural stone wall. Some codes require that 15% of the face area be composed of bondIng unrts. € -l
r-1-
il
I
/
L_-JL-'Jc----l I
tr
,l
I
I I
BONOING UNIT TYPE 2
STUD
STONE OR CONCRSE FOUNDATION
lt K=M*'4 m*."#*
BAR ENDS
INTERSECTING
MEMBERS
-WELD
CORNER CONDITIONS
.
WELD
-
WELD
EDGE CONDITIONS
RIVETS (OR BOLTS)
MISCELLANEOUS
CONNECTIONS
Maryland RichardJ. Vitullo,AIA; Oak LeafStudio;Crownsville,
METAL ORNAMENTAL
292
PerforotedMetqls
GENERAL Pe.forated metals were initiallv created to fulfill industrial needs such as minimizing the weight of a particularcomponent or controlling the passage ot fluids or gasses. As an architectural component, perforated metals can be used as control devices or simply as decoration. They can serve as sound suppression acoustical devices in ceilings, walls, and grilles; when incorporated into light lixtures. grilles, or ceiling and wall components, they can filter light and obscure views. Since perlorated metals retain a great deai of their strength and al$ ventilate well, they are otten employed in furniture and other designs. Because they can bend and interrupt wavelengths of many types, perforated metals are used to contain microwave radiation and the EMI/RFl radiation emitted by electrical devices.
6. Nonstandard end patterns may require special dies. Unoerforated borders mav cause distonions of the finished sheet. Roller leveling may be used to correct some of these distortions but may not always work. To calculate the (round) holes per square inch:
Y.-9p9!-{9q 78.54xDxD
METAL SHEET
(SECIry
THICKNESS. G G METAL THICKNESS, METAL. WIDfr) AND WIDfr) AND LENGTH, LENGTH, LENGTH
I
OF
SHEET
NOTES perlorated l. Metal is typically with hole-punching machines, which work best on sheets .008 in. to rL in. rhick. Specialized equipment is available for thicker metal. 2. The intended use of the perforated metal sheet determines the size, shape, and pattern of the holes punched. The strength and stiffness required vary according to use. Since oerforated materials can be used in different applications involving a wide range of geometries, materials. and loading conditions. design data are given in very general form. 3. The enormous number of perforating patterns possible with round holes, squares, slots, and other special perfc rations make it impractical to list every pattern combination. The numbered perforations listed by the lndustrial Perforators Association (lPA) are considered standard. 4. For design and tol€rances of perforated metals, consult the lPA. 5. Round holes trom.020 in. to more than 6 in. in diameter make up the majority of all perforated metal sheets produced. This is because round holes can be produced with greater efficiency and less expense and are generally stronger than other hole shapes.
SIDE MffiGIN
'.aLdtoooooooo.
F u
oooooooooooooa aooooooooooooo ooooooooood\o. .oooooooooopool ooooooooq".s4
TT
o,, ;b .H WIDTH OF -ORANON PERFORANONS
ERFORATI ERFORI AND SE ARRANGEMEM ANGEMET s.lrocffi,dcffi. OF ofi
\t / l /1-
1
l
I
sl \r:==:l DrREcrroN / TfON (SEClry -,t S SHAPE [
(sEctry (OftER
STaGGERED. PANERNS) -
ffi-
MACHINE MAC DARK HOLES REMESEM TOOL ruNCH ARRANG€MEM THE SHEET FOR ERFORATING
"-*-*{
N OTE Spacing€n be specifiedas a center-trenter dimension.a p€rc€ntag6ol op€n ar€a,or holesper squareinch. TYPICAL TERMS FOR SPECIFYING PERFORATED METAL
ROUND HOLES S*/S, STRENGTH IPA NUMBERS
C H E C K L I S T O F P E R F O R A T I N GC O S T INFLUENCES materialmay nol l.Material type: The least expensave save mon€y; a higher strength alloy may allow thickness to be reduced. 2. Materialthickness:Thinnermaterialscan b€ p€rforated easierandfaster. 3. Hole shaoe and oattern:Roundholes are the most eco nomical;the 60x" staggoredround hole pattern is the strongest,most versatile,and most common. 4. flole size:Do not go belowa l-to-l ratioof holeto size to sheet thickness;stay with a 2-to-1 ratio or larger if possible. 5. Bar size:Do not use barswith less than a l-tel ratio with sheetthickness. 6. Center distance:This controls the teed rate and thus the conductionrate. It possible,choose a patternwith longercenter distance7. Open areas: Extreme open area proportions tend to increasedistonion;if possible,stay under 70 percent. B. Margans:Keepside marginsto a minimumto reduce ' distortion.Use standardunfinishedend marginsif pos sible. 9. Blankareas:Considerthe die patternwhen determining blankareas;consultthe metalsupplier. l0.Standardization: Specifystandardhole patterns,material dimensions,and toleranceswhen possible.Before specityinga "special," ask the perforatorwhat can be donewith existingtooling. 11.Accept normal commercial burrs unless otheMise sp€cified.
LENGTH OI R ECTIO N
NorE
*l 2-l
'
I
This standardIPA option is stronger than straight row pattems but not as strong as a 60x'staggered arrangement.lt is also not as versatile in providingcompact hole spacing and high open areasas the 60xo arGngement. 45" STAGGERED PATTERN
RoUND
cE,*Rs
f !Rt'*t' --o
FLAT HEAD
FILLISTER
Ya)/e 40 N.C.
/e-lfz
Ye-1Yz
36
Ve-1Vt
C.
t/,a-3
%o-3
v,-3
y4-3
6-
O
%-6
FLAT H EAD
HEXAGON H EAO
Ye-6
3/a-3
y4-6
%-8
| -o
Vz-23/,
Vz-3Vz
'A-33/,
Yz-8
v,-8
l-10
%-3 3h-3
,/t-4
1/,-3Yz
3h-4
3/,-3Y, 3h-4
xh-4,h
l-4
1-4y,
7A
1-4
t-5
,/e
2-6
3h-12
|-20 l-20
1Ve-4Vz
| -30 |-30
1-20
| 72- tO
1'/z-4'/z
|-30
r -20
11/z-16
1Vz-30
13/,-5
ROUNO
(r(|)\ \ /\-\
V
,N\
L e n g t h i n t e r v a l s = % i n . LengthinteF increments up to 6 in., % vals = % in. in. increments from 6% in Inctemenlsup to l2 in., I in. increments t o 8 i n . , 1 i n . 'l increments over 2 in. ov
YU
I
r\
-t\ =:
l-1a ,ln n ,I |t ll l=rl
l\\
ffil
\^/ASHER
++
+ets
\/
,:?:f".,
@
HEX
TRUSS
(^\ n\ I+= fi= \w \v/ l+- l+i:i
WASHERS
a
FILLISTER
,/-\
@rc))r
ffiA CASTELLATE
FLAT
T
2- to
1Yz-30
'/2-)
HEAO
| -12
3A-24
Lengthintervals= % in. increments up to 1 in., % in. incrementstrom 1t/t io. to 4 in., \/, in. incrementslrom 4t/z in Incremenls to 6 in.
v, v7 Lengthintervals= %Gin. increments up to % in.. % in. increments from % io. to 1% in., % in. incrementshon l'/z in. to 3 in.. % in. incrementsfrom 3% in. to 6 in. NOTE:N.C. = Cou.sethread
LAG BOLT
Vz-8
2-5
416-J
CARRIAGE SOLT
%-3
v,
3/'a-2
MACHINE BO LT
H EAO
fz-3'/z
3/,-4
Vz
FILLISTER
Vz-2'/.
'/16
Va-3/, '/a-1
Z
'/r6-O
'/1
% t/r
Va-1Yz
'/6-
OVEN HE A O
Var/e
6
10 12
OVAL HEAD
HEAD
YrYa
6 '/32
BUTTON HEAO
V, ROUNO HEAD '/er/a
3
-/16
BOLTS
CAP SCREWS U.
U 6 U
I
titl tttl
if-
E8SB"
F % , + _#: _ + %-
+-+e_ ltt-:ttt-
I r 'l= | | fri ltattu
| ;'l = I t1-t-l
n ,l I n,l I R tt |tr ll tl )
:':::1?:
|
Il
a \--l
aEND
|t
ll]=Nl 8PHe".
tl
sPEcraL
Timothy B. McDonald;Washington,D.C
WOODAND PLASTIC FASTENINGS
322
Rivefs,Screws,ond MiscelloneousFosteners
WITH
r^)
STUB
ENOS
/A
FIR
e
H
\"/
aa
.250
t/z
ttl
375
4 '/z
4
625
.750
6" 9"
12" 1 1/tz
1 '/t
1 2t/tz
o
B
12"
12
OIAreT€RS
ffR
f'
2-4
E
1,
'/"
,2
ryALA4E,
NOT
4WAYS
164 1.875 .500
2-4 2 t/t 1 . 2 5 0 2.000
WING
6"
9" 12"
B
't.00
875
,/t t/,
r38 r.438
EOUIV
,/e
.500
INCHES) 5/t
DECIMAL
t/,
DI AMETER
( IN
TOGGLE
( tN INeHES)
TURNEIUCKLES
OECI. EQUIV
/A
tu I V\/
\u/ tl
'(/
1 1/e
.500 2'/z 2.000
1," r90 1.875 500
2-6 2.000
RIVITEO
TUMBLE
13 2.750
2.875 l.txx)
688 2'/z -
,6/5
2.250
2.150 2.150
.688
415
.875
2.750 .625
2.750 .688 3-6
500 3-6 2.000
2.250
3-6
500 3-6
B
STOCKEO
t, .250
-6
3-6
.500 4.625 1.250
J_D
3-6
1
rrn-, -dh:,t F1fi> 6fr1 6D f?, .41.{h fillt? -+H
j qlil'ttdY ilfi -lFW tllFLillliU 6
Ttr'EAC)EO
PULL
TS
m
FoR
UgE
IN A JoINT
MANOREL
THAT
ORIVE
Is ACCEGSIBLE
FRoM
oNLY
H?
LJ
wrrH
STEELi
IN
@ [J PAry
soLTo,TUBULAR aNo GpLrr sHNKs
sTAINLESS
CHTMICALLY
FIN
OIAMETER€
OF
oF 6TEEL, BRAss, copr'ER,
I/e..
7/16'' ANo
To
/-1r\
IP tr \N\\\'N", r_, ffu* \l_|
|
ffiT
Self-drilling,astenefs: used to attach metal to metal, wood, and concrete.Consult manufaclurerfor sizesand drillingcapabiiities.
o
o
POTNT
Sheet metal gimlet point: hardened, self-tapping. Used in 28 gauge to 6 g€uge sheet metal; aluminum, plaslic, slate, etc. Usual head tvoes.
sLorrEo
vU
6HET
METAL
BLUNT
tl
POINT
Sheet metal bluot point: hardened, selttapping. Used in 28 to 1 8 gauge sheet metal. Made in sizes 4 ro 14 ln usual head tvoes.
F.1
"x v
rA\ \/
rTr w
LJ
FREARSON
=
a
= 9.-
=
a
THruM
BeuaRe HE .
.,LorrEo
EBI*=t
Set Screws: headless with socket or slotled toD; made in s i z e s4 h . t o r 2 i o . , a n d I n l e n g l h s 1 / I n . t o 5 i n . S q u a r e headsizesr. In. tO 1 in., and lengthsrr h. to 5 rn.
SET
METALGIMLET
SCREWS
CUTTING.
CUTTING
6LOT
Thread cuttiog, cutting slot: hardened. Used in m e t a l s u p t o r . i n . t h i c k i n s i z e s4 i n . t o 5 r o i n . i n usual head tvoes.
SHEET METALA THREADING SCRE\^/S
TimolhyB. McDonald;Washington,D.C
WOOD AND PLASTIC FASTENINGS
ov{HeAo
LENGTHS
/^\
Etssss\rus-e
EXPANOTO
SIoE
\7
TJ
ETANOARO RIVETS AVAILABLE ALWINUM,MONEL METAL AND OF 3/16" TO 4lN.
oNE
DRIVE TYPES
r-\smsw
Western or PlqtformFroming HIP
RAFTER
323
RAFTER
HEAOER HIP ROOF+ SHEATHING
JACK
TAIL
RAFTER
RAFTER
OOUBLE VALLEY
TRIMMER
RAFTER
NAILER
RIOGE
OORMER
HEAOER DORMER
RAFTER
FASCIA
OOUALE HEAOER
wooo STTEL
CAP TWO
PLATE 2X4'S
oR STUO
BRACING
HEAOER
SHORT
PLYWOOD SUBFLOORING
2)
BEARING PAD (G CONCRETE) FOOTING fuTE
DETAIL
Richard J. Vitullo, AIA; Oak Leaf Studio; Crownsville, Maryland American Forest & Paper Ass@iation: Washrngton, D C.
ROUGHCARPENTRY
.JOIST END.NAILING JOIST TOENAILING
CAP
INTERIOR BEARING WALL-FLOOR JOIST SUPPORT (ALTERNATIVES)
JOTST
I)ETAIL
SHEAR WALL ANCHORAGE SHEAR \/VALLS AS RACKING RESISTANCE Foundation wallsmaybe subjectto rackingloads,which occur parallel to a wall and can cause shearing forces along the plane of the wall. Racking loads are caused by soil pres: sure and other lateral forces such as earthquake and wind. Walls. connections. and tasteners must be desioned to resist these torces. Generally, soil pressure comes i-ntoplay for backfill greater than 24 in. in height: check anticipated wind and earthquake forces to determine how best to accommodate them. Check long shear walls or those with a length-tewidth ratjo greater than 2:1 for diaphragm detlection, particularly if the structure is built on a slope. The unequal heights of the backfill on a slope apply unequal loads to the end walls or walls parallel to the tloor joist system. These walls. having received these loads by the diaphragm action of the floor system, then act as shear walls. Internal shear walls, accommodated within interior partitions, also may be n€eded.
PUE
I he strength of a draphragm or shear wall depends on care ful nailing ol the plywrcd to the structural members. ply wood ioints should be staggered to increase stiffness.
FromingDetoilsfor Openings TOP
gZ7
PLATE
USE SINGLE HEAOER ALONG SIDE WOOO JOIST FOR FULL =FRAMING
LAMINATED
wooo
(
OOU BLE H EADER 2-2"X4"ON EDGE EXCEPT FOR OPENINGS ovER 3'- O"; usE 2- 2" X 6"
JolsT
0 0
NOTE, OOUBLE TRII ADEQUATE BI LARGER THA
@
TOP
PLATE
-o r o
L AM I NATED
L
-: o
DOOR
BOLTS DOUBLE
AT 2'-O" AT EACH
STEEL PLATE
FLITCH
O.C END
OPENING
\^/INDO\^/
OPENING
NOTES 1. Steel lintels a.e selected lrom steel beam design tables on lhe basis of floor, wall, and roof openings. 2. Wood lintels over openings in bearing walls may be engtneered as beams_ 3. Composate beams, such as glued laminated beams, also are approprrate in some applications. plywood box beams are used lor garage doors. Steei llrrch plates can add strength without adding extra width to a composrte beam. 4. Check wirh local codes and staodards lor fire resis, tance reeuirements. LINTELS
FOR
\MIOE
OPENTNGS TRIMMER
SMALL
rcUB€ FLUSH INTERIOR OF TOP
OPENING
HEADER WITH FACE PLATE
OOU BLE HEADER \
\
rcUBLE HEAOER (SECONO HEAOER SHOWN CUT AWAY) DOUBLE
\ \
TRIMMER
l*'."FA1oH'H,". -/ oF
JOIST OOUBLE TRIMMER ( SECOND JOIST TRIMMER SHOWN CUT AWAY) 16 d aT 6" STAGGERED
O-C -
LARGE
ecate,
/?
HANGER
DOUBLE TAIL
TOP
HEAOER
gST
STAIR
OPENING
AT
EXTERIOR
\^/ALL
JosephA. Wilkes,FAIA Wilkesand Fautknerj Washington. D.C.
ROUGHCARPENTRY
328
FromingDetqilsfor Stoirs SUBFLOORI
BEAM OOUELE
(OOUALE
N G
TRIMMERI
TRTMMER
FINISHED
TREAO
HEAOER DOUBLE HEADER JOIST ( DOUELE BEAM TRIMMER }
CANTILEVEREO
LANDING
OOUALE HEAOER CONTINUOUS
KICKPLATE
DOUBLE HEAOER
DOUBLE
JOIST
HANGER
FLOOR
CONTINUOUS
JOIST
STAIR
LEOGER
OETAILS
PLYWOOD SUBFLOORING CARRIAGE
LBasEvENr NOTES I,
A
WALL
: CARRIAGE
IS
FoR RrcrDrry. rr rs Nor
ORAWING 2
ABOVE
FOR
THE FIRS|T FLOG BqrLT gTatR. THE MENT sratRs aRE
STA.IR
FRAMING
TECOMMENDEO
sHowN
SAKE
OF
lru r-sE
FLAT STEEL PLATE FLUSH WTH JOIST ANO ANCHOREO TO BLOCKING ELOW
CLARTTY
STAIR SHC'WS A SHOPsEcoND aNo eadE--' caRpENTEn-eurut.
DETAIL
TimothyB McDonald;Washington.D.C.
rA v/
\ \
CENTER
ROUGHCARPENTRY
KICK PLATE
ANCHORS
AT
END
OF
SOLID
RAIL
FromingDefqilsfor Roofs HEAOER RAFTER
OMMON
RIDGE BOARD BEAM
COLLAR
OOUELE RAFTER
TIE BEAMS (SERVE AS
DOUBLE
CEILING
PLATE
GABLE
ROOF
JOISTS
GAMBREL
)
ROOF
HIP
ROOF
RAFTER
OOUBLE
MANSARO
SHED
ROOF
ROOF
FLAT
VALLEY RIOGE
RAFTER
COMMON
ROOF
RAFTER BOARD RAFTER
COLLAR
OOUALE
GABLE
ROOF BOARD
\^r'ITH OVERHANO OOUBLE
HIP GABLE
ROOF
INTERSECTING
HEAOER
DOUBLE RAFTER
ROOF
CEiLING FIST
TRIMMER RAFTER
RAFTER
OOUELE VALLEY RAFTER
SOLE
OOUBLE HTAOEF
JACK
PLATE
SIOE STUD
DORMER
PLATE
HEADEF
SMALL
SHEO
DORMER
E|AY \^/INDO\^/
Timothy B. McDonald:Washington,D.C
ROUGHCARPENTRY
329
FromingDetoilsfor Rqttersond posts
330 HIP
RAFTER
T\
FIRST RAFTER OF PAIR NAILEO WITH TWO NAIS (IO d FOR T' RIDGE 16d FoR 2"R|OGE)
JACK RAFTER
FOUR
RAF
EACH RAFTER AFFOROS MORE RESIS_ TANCE
TER JOIST
ATTIC FLOOF
THREE 16 d TOENAiLEO
OR
TWO
COLLAR 8d
NAILEO EACH
AT
stoE JACK
RAFTERS
NOTE:
d:
ROOF
PEAI< AEVELEO NOTCHED
PENNY
BEVELTO
TWO t6d TOENAILS EACH SIOE
RAFTERS BACKOVER PLATE
RAFTER
NOTCHED RAFTER \
-
PARTITION
PLATE
oNE 16 d TOENAILID
TWO r6d TOENAILEO EACH SIOE
NOTCHEO
TAL
EACH
STRAP
PROVIDES
ADDITIONAL SECURITY AGAINST UPLIFT- REFER TO LOC)AL CODES
FOUR E d
RAFTERA REeTIN€
AND CEILINO !,OISTS ON WALL PLATEE
FILLER
TWO 16 d TOENAILEO EACH SIDE AND ONE AT FRONT
ON
SIDE
16d 4"oc aNo OVER EACH JOTST
NOTCHEO OR BEVELEO RESTING ON PLATE
BRACINO OF ROOF ARE AT RTANGLES
BLOCK
TWO-gd
TWO
16 d
16 d IX4
oR
T\ ,!) NAIL-S SUFFICIENT
MIN.
rr- wtoE
Rrsfr
16 GAUGE STEEL STRAP BRACE AT 45. OR PLYWOOD PANELS WILL ALSO SUFFICE t6d STAGGEREO 12 0.c.
r6d 12" o.c. TO SPACER STUD
PLYW@D S@FL@R
JOISTE
rN EACH IF FULL
BEARING
r6d 12" o.c. STAGGERED
ro d ToENAILEO
IOd
COFINER
POC'T
TOENAILED
SAME NAtUrc ASSTUD E TOP
PLATE
JosephA. Wilkes. FAIA;Wilkes and Faulkner;Washingron,D.C
ROUGHCARPENTRY
ANO
BRACING
PARTITION CONNECTION
TO
WALL
JOIST STORY
ON
ffiE €OVE
RIBBON
PREFAB SKYLIGHT UNIT FITS TO CURB FLASHING REQUIRED
SOLE
STUOA TO HAVE rc FILLER BLOq
RAFTERE TO ..,OISTS
RAFTERE
I
THREE rc FILLER ALOCK
FLOOR
CURB FOR SKYLIGHT
t6d
FromingDefoilsfor Joistsond Sills THREAD ROD WELDED TO BEAM
2-8d JOIST
331
IN EACH
PREDRILLED
AS EXTERIOR SNE SILL TO EQIJALIZE SHRINKAG
LAPPEO OVER wooo stLL \^/OOD
JOI6T6
ON
ON
SUPPOR-TED
FLANGE
LOIdER
6TEEL
ON
\A/OOO
ON
BLOCKING
ANoLES
STEEL
G'IRC'ERS
TWO to d
3-20 d NEAR EACH JOIST/
JOIET NOTCHEO OVER LEOGTR STRIP NOTCHING OVER BEARING NOT RECOMMTNI)ED
\^/OOD
JOIETS
OVERLAPPING JOIETE NOTCHEO OVER oIROER AEARING ONLY ON LEOGER, NOT ON TOP OF GIRDER
JOIST IN JOIST HAN-,--:3iZ-,4
2 x Ct CORNER WALL rAaVnO
HEADER 20
d NAIL
TYPES OF CUTS IN BLOCKING, SEE NOTE
HEAOER
FOUNOATION 20
- ' ' i ! ,
NOTE: lF SPACE ABOVE IS TO BE HEATED. INSULATE BETWEEN JOTSTS aNo PRovrDE cuTs IN BLOCKING AS SHOWN
PERPENOICULAR
CERAMIC
TILE
FLOOR
John Ray Hoke, Jr., FAIA Washington D.C
ROUGHCARPENTRY
FLOOR
TO
JOI6T
CANTILEVERE
d NA|L
*aNY ExTENstoN GREATER THAN 2'-O" MUST BE ENGINEEREO PARALLEL
TO
JOIsTE
FromingDeloils
2 X 6 2X
CRIPPLE
STUD
-
TRIMMER
2X3W@O . BLGKING
STUD KING SruD
NOTE
STUD
Providesmaximum nailingsur{aceon interiorand exterior wails.
KING SruD
WALL-HEADER
2X6 BEARING
DETAIL
K'NG STUD CRIPPLE
\ivALL_HEADER
2X4 BEARING
DETAIL
ruO 2X TOP |:uTES STUD GIPPLE
2X TOP fuTES
MO
SruD
2X HEADER
Z HADER |uTE FOR IMERIOR RrM/FrNrSH NAIUNG g
MIMMER
2X BUILT-UP
2X BEARING
WALL_HEADER
DETAIL
NOTCHED RAKE STUDS (ALIGNED STUDS BELOW CEILING JOIST
END
T , I
RIMMER
SruD
STUD
HEADEF
TOP PLATE FRAMING RAFER
2X DOUBLE HEADER WTH %. SPACE ON INTERIOR WOOD BLOCKING FOR AOOMONAL NAILING SURFACE (omoNAL)
ruO
AT
DOUBLE 2X HEAOER WITH '4. PLruOOD BETre€N
FOR SPACE INSULATION
TRIMMER
OWR4P WALLS
CRIPPLE STUDS CONTINUE COMMON WALL STUD SPACING
HEADERS
W@D
PUTES 2X TOP L@KING CORNER TOGETHER
NO2X4 TOP PGTES
ruo2xeroP|,uTES---
KING SruD
DETAIL
vt/ALL_HEADER
2X BEARING
MO2X4TOPPUTES UNreRRUffiD THROUGH OPENING CRIPPLE
2X TOP PUTES
DETAIL
RAKE WALL FRAMING
DETAIL_PLATFORM
RAKE WALL FRAMING
DETAIL-BALLOON
-
CONTINUE @MMON WALL STUD SPAONG
2X CRIPPLE NOTCHED STUD FOR BEADER
INSUUTON
%. MIN. CDX PLWOOD ANO GLUED TO NAILED ONE OR BOTH SIDES FMMING OF
INTERIOR SIDE -__> HEADER oF
FASTENERS. STAGGERED
2X
HEADER
'/2.
2X HEADER
NOTE TRIMMER SruD KING SruD
2X BEARING ruO
Interior plywood gypsum b€rd.
WALL_HEADER
DETAIL
2X TOP PSES
CRIPPLE CONTINUE coMMoN
fac€ must be sm@th
for finishing with
2X4 BEARING WALL-OPEN BOX PLYVVOOD_HEADER DETAIL MO2X4TOPluTES
STUDS
ruo 2 x 10 HADERS WN 12. tuW@D
./
STUD SPACING
MO FUT HEADERS PROVIDE
2X f I
2X4 SABBED TO BOfrOM
NAILTNG SURFACE trOR FRAME ANO TRIM
TRIMMER STUD KING SruD
TRIMMER
NOTE
STUD
This detail eliminates cripple studs above opening.
KING STUO
2X PARTITION
WALL_HEADER
DETAIL
2X BEARING
WALL-HEADER
DETAIL
GREEK RETURN
Maryland BichardJ. Vitullo,AIA; Oak LeafStudio;Crownsville,
ROUGHCARPENTRY
333
334
FromingDetoils UPPER FLMR WALL STUDS ALIGNED ERTIALLY WITH FL@R JOISTS AND LOWER FL@R STUDS AELOW MID-HEIGHT BL@KING STIFFNESS
FOR 1 X BAND JOIST
METAL BACK.UP CLIPS FOR GYPSUM BOARD
2X SINGLE TOP PUTE \-
o"o
COMMON STUDS IN
SILL "too BLOCKING FOR WNDOWS
CONTINUOUS SOLE PGTE AELOW
.41 ll L-.]-l-'-\ .,/l\ SECoNDARY INTERSECTING WALL
| ;;'"
\
\
INTERSECTING WALI-S \^/ITH GYPSUM E]OARO CT-|PS
STRAP ROOF
\
//-
SHEATHING
NAILING
!eEEEi,"." _ )
IF WND LOADS ryCESSI€
] ^-"^
\
UPLIFT
2X4's;AT 2'{' O.C. OR2X6'5AT
|
-'.
