DOCSLIB.ORG

Redacted Signature Redacted

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Redacted Signature Redacted Strength characterization of wood to wood connections using stress field analysis By Mitchell G. Shope B.S. Mechanical Engineering University of Tennessee Knoxville, College of Engineering (2015) SUBMITTED TO THE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING IN PARTIAL FULFILLMENT OF THE REQUIREMENTS OF THE DEGREE OF MASTER OF ENGINEERING IN CIVIL AND ENVIRONMENTAL ENGINEERING AT THE MASSACHUSETTS INSTITUTE OF TECHNOLOGY JUNE 2016 0 2016 Mitchell Grafton Shope. All Rights Reserved. The author hereby grants MIT permission to reproduce and distribute publicly paper and electronic copies of this thesis document or in part any medium now known or hereafter created. Signature of Author: Signature redacted Department of Civil and Environmental Efigineering MayMy1th 1 ,2016 Certified by: _______________Signature redacted c*entinFivet Lecturer of Civil and Environmeny Engineeri The * Co-SpeV/yf Certified by: Signature redacted John Ochsen'dorf Class of 1942 Professor of Civil and Environmental Engineering and Architecture I Thesis P-Sypervisor Accepted by : Signature redacted Aeidi M. 4epf Donald and Martha Harleman Professor of Civil and Environmental Engineoring MASSACHUSETTS INSTITUTE Chair, Departmental Committee for Graduate Program OF TECHNOLOGY JUN 0 7 2016 LIBRARIES Strength characterization of wood to wood connections using stress field analysis by Mitchell Shope Submitted to the Department of Civil and Environmental Engineering on May 9 h, 2016 In Partial Fulfillment of the Requirements for the Degree of Master of Engineering in Civil and Environmental Engineering ABSTRACT Minimizing construction cost and material usage are two dominant aspects in structural design. As a building material, timber presents a cheap, renewable option. However, current practice favors steel connections for wood structures. Wood to wood connections offer a solution to the minimization of steel connections. While some wood-only connections are referenced in timber codes, small modifications to these designs as well as a multitude of other possible connection types are yet to be characterized. This thesis analyzes wood to wood joints with stress fields. Stress field analyses may quickly and easily enable the design of timber joints and characterize the maximum loads they can handle. First, this thesis surveys and interconnects the theoretical concepts of wood behavior, plastic design, stress fields, and graphic statics. Additionally, this thesis tests these relationships empirically by load testing a designed double-birdsmouth connection and observing inconsistencies between the theoretical stress field model, code-required strength, and physical tests. The thesis shows that stress fields are a suitable design approach when considering the design of this wood-wood joint. The results also show that careful consideration must be attributed to the material properties of the wood as well as the possible failure modes. This thesis finally shows that shear failure should be checked in addition to compressive and tensile failure and provides a quick method to ensure a safe design. Thesis Co-Supervisor: John Ochsendorf Title: Professor of Civil and Environmental Engineering and Architecture Thesis Co-Supervisor: Corentin Fivet Title: Lecturer of Civil and Environmental Engineering 3 Acknowledgements This thesis is dedicated to my wonderful and loving mother, Robin Shope, for which none of this year could have ever happened. Thank you for teaching me a tireless work ethic and to continue to push myself further and achieve more than I thought possible, even when I continue to resist. I additionally want to thank my father Frank Shope for his incessant words of advice and encouragement as well as his ability to truly live by example. Although I may have resisted working for long periods of the day, I can finally say with 70 pages of proof that you have instilled in me a desire to exceed expectations and work until the job is finished. More thanks to my lovely girlfriend Marlee Houk for her willingness to put up with long talks of engineering nonsense and wood theory. Thanks for always pushing me to remember how blessed I am to be provided with all of the opportunities I have had this year. Thank you to my brother Connor Shope for offering the support and ability to unplug for a couple hours a week in deep strategic planning to keep my mind sharp and tactful. An unquantifiable abundance of thanks to Corentin Fivet for the absurd amount of hours discussing wood theory, graphic statics, plastic theory, and generally discussing what the hell was happening inside a piece of wood. I am forever grateful for your dedication to teaching and to your students, and you've made this a fantastic year at MIT for the entire MEng program. Thanks to John Ochsendorf for the continual support and encouragement to join the MIT community. Your zeal and fervor for structural engineering as well as the little chocolate cream cakes at the open house are what really drew me in to attending MIT. More thanks to Chris Dewart for his immense help in the ordering, handling, and fabrication of the wood used in the tests. Thank you to Stephen Rudolph for his abundance of help in making the testing of the joints possible. This thesis would not have happened without his consul and support. I would also really like to extend a special thank you to Ron Anthony for his advice and expertise in the physical domain of wood design. Without his experience and background, the results and contributions of this thesis would remain largely unclear. Last word of thanks to all of my MEng cohort, this year wouldn't have been possible without all of the support and collaboration from each of you. I will forever remember all of the blood, sweat, and flaming wax that we shared together in the MEng room. 5 Table of Contents 1 I Introduction .......................................................................................................................................... 10 1. 1 Background ............................................................................................................................. 10 1.2 Research M otivation ........................................................................................................... 10 1.3 Problem Statem ent .................................................................................................................. 11 1.4 Research Objectives ................................................................................................................ 12 2 Literature Review ................................................................................................................................. 13 2.1 W ood Science and M echanics ............................................................................................. 13 2.2 W ood-only Connection Design ........................................................................................... 19 2.3 Plastic Theory .......................................................................................................................... 21 2.4 Stress Fields in Concrete Design ........................................................................................ 24 2.5 Graphic Statics ........................................................................................................................ 30 2.6 Stress Fields in W ood Design ............................................................................................. 31 3 Experim ent Setting ............................................................................................................................... 34 3.1 Literature Research of Joint .................................................................................................. 34 3.2 Dim ensioning of Experim ental Joint .................................................................................... 39 3.3 Construction of Joints and Transmission Apparatus ............................................................ 45 3.4 Compressive Strength Tests of Joints ................................................................................. 47 3.5 Allowable Strength of Tested Specimens ............................................................................. 48 3.6 Stress Field Approxim ations ............................................................................................... 49 4 Results .................................................................................................................................................. 55 4.1 Physical Tests .......................................................................................................................... 55 4.2 Code Approxim ations ......................................................................................................... 58 4.3 Stress Field Approxim ations ............................................................................................... 60 5 Discussion ............................................................................................................................................ 64 5.1 Comparison of Design Approaches ...................................................................................... 64 5.2 Guidelines for Stress Field Design and Future W ork .......................................................... 66 6 Conclusions .......................................................................................................................................... 67 References .................................................................................................................................................
Load more

Recommended publications
  • Mechanical Characterization of Traditional Connections in Half-Timbered Walls: Experimental Results and Retrofitting Solutions
    Aikaterini Maria Koukouviki Mechanical characterization of traditional connections in half-timbered walls: experimental results and retrofitting solutions Portugal | 2013 Mechanical characterization of traditional connections in half-timbered walls: experimental results and retrofitting solutions DECLARATION Name: Aikaterini Maria Koukouviki Email: [email protected] Title of the Mechanical characterization of traditional connections in half-timbered walls: Msc Dissertation: experimental results and retrofitting solutions Supervisor(s): Graça Vasconcelos, Jorge Branco Year: July 2013 I hereby declare that all information in this document has been obtained and presented in accordance with academic rules and ethical conduct. I also declare that, as required by these rules and conduct, I have fully cited and referenced all material and results that are not original to this work. I hereby declare that the MSc Consortium responsible for the Advanced Masters in Structural Analysis of Monuments and Historical Constructions is allowed to store and make available electronically the present MSc Dissertation. University: University of Minho Date: 24 July 2013 Signature: ___________________________ Erasmus Mundus Programme ADVANCED MASTERS IN STRUCTURAL ANALYSIS OF MONUMENTS AND HISTORICAL CONSTRUCTIONS i Mechanical characterization of traditional connections in half-timbered walls: experimental results and retrofitting solutions Erasmus Mundus Programme ii ADVANCED MASTERS IN STRUCTURAL ANALYSIS OF MONUMENTS AND HISTORICAL CONSTRUCTIONS Mechanical
    [Show full text]
  • Woodwork Joints: How They Are Set Out, How Made and Where Used
    The Project Gutenberg EBook of Woodwork Joints, by William Fairham This eBook is for the use of anyone anywhere at no cost and with almost no restrictions whatsoever. You may copy it, give it away or re-use it under the terms of the Project Gutenberg License included with this eBook or online at www.gutenberg.org Title: Woodwork Joints How they are Set Out, How Made and Where Used. Author: William Fairham Release Date: May 19, 2007 [EBook #21531] Language: English *** START OF THIS PROJECT GUTENBERG EBOOK WOODWORK JOINTS *** Produced by Chris Curnow and the Online Distributed Proofreading Team at http://www.pgdp.net Transcriber's Note: The Table of Contents has been changed to match the actual chapter headings. A few hyphenations have been changed to make them consistent. Minor typographic errors have been corrected. WOODWORK JOINTS (THE WOODWORKER SERIES) REVISED EDITION WOODWORK JOINTS HOW THEY ARE SET OUT, HOW MADE AND WHERE USED; WITH FOUR HUNDRED ILLUSTRATIONS AND INDEX REVISED EDITION LONDON EVANS BROTHERS, LIMITED MONTAGUE HOUSE, RUSSELL SQUARE, W.C.1 THE WOODWORKER SERIES WOODWORK JOINTS. CABINET CONSTRUCTION. STAINING AND POLISHING. WOODWORK TOOLS. PRACTICAL UPHOLSTERY. WOOD TURNING. WOODCARVING. TIMBERS FOR WOODWORK. FURNITURE REPAIRING AND RE- UPHOLSTERY. HOUSEHOLD REPAIRS AND RENOVATIONS. CARPENTRY FOR BEGINNERS. KITCHEN FURNITURE DESIGNS. BUREAU AND BOOKCASE DESIGNS. LIGHT CARPENTRY DESIGNS. DOORMAKING. EVANS BROTHERS, LIMITED, MONTAGUE HOUSE, RUSSELL SQUARE, LONDON, W.C.1. EDITORIAL FOREWORD To be successful in woodwork construction the possession of two secrets is essential—to know the right joint to use, and to know how to make that joint in the right way.
    [Show full text]
  • Dictionary of Molinology Wörterbuch Der Molinologie Dictionnaire De
    Edition 01 Dictionary of Molinology English - German - French - Dutch Wörterbuch der Molinologie Englisch - Deutsch - Französisch - Niederländisch Dictionnaire de Molinologie Anglais - Allemand - Français - Néerlandais Molinologisch Woordenboek Engels - Duits - Frans - Nederlands Compiled by the Dictionary Working Group of TIMS Zusammengestellt von der TIMS Wörterbuch-Arbeitsgruppe Compilé par la Groupe de travail du dictionnaire de la TIMS Samengesteld door de Werkgroep Woordenboek van TIMS 2004 The International Molinological Society Dictionary Working Group of TIMS TIMS Wörterbuch-Arbeitsgruppe Groupe de travail du dictionnaire de la TIMS Werkgroep Woordenboek van TIMS Yves Coutant, Bellegem/Kortrijk, Belgium (French – Französisch – Français – Frans) Michael Harverson, Watford, England (English – Englisch – Anglais – Engels) Yolt IJzerman, Aldeboarn, The Netherlands (Dutch – Niederländisch – Néerlandais – Nederlands) Berthold Moog, Binningen, Switzerland (Planning – Konzept – Elaboration – Planning; German – Deutsch – Allemand – Duits) 2004 by The International Society of Molinology, 125 Parkside Drive, Watford, Herts, WD17 3BA, England All rights reserved. No part of this publication may be reproduced without permission in writing by TIMS. Contents Inhalt Table des matières Inhoud Preface Vorwort Avant-propos Voorwoord V Advice to the user Hinweise für die Benutzung Notice concernant l'emploi Aanwijzingen voor het VI gebruik 0 Molinology Molinologie Molinologie Molinologie 1 0.1 General Allgemeines Généralités Algemeen 1 0.2 Mill
    [Show full text]
  • BS 8298‑4:2020 Design and Installation of Natural
    BS 8298‑4:2020 BSI Standards Publication Design and installation of natural stone cladding and lining Part 4: Stone cladding on rainscreen support systems — Code of practice BS 8298‑4:2020 BRITISH STANDARD Publishing and copyright information The BSI copyright notice displayed in this document indicates when the document was last issued. © The British Standards Institution 2020 Published by BSI Standards Limited 2020 ISBN 978 0 580 52097 6 ICS 91.060.10 The following BSI references relate to the work on this document: Committee reference B/545 Draft for comment 20/30369535 DC Amendments/corrigenda issued since publication Date Text affected © THE BRITISH STANDARDS INSTITUTION 2020 – ALL RIGHTS RESERVED BRITISH STANDARD BS 8298‑4:2020 Contents Page Foreword iii 1 Scope 1 2 Normative references 1 2 Figure 1 — Birdsmouth joint 6 3 Terms and definitions 4 Stone selection process 8 4.1 General 8 4.2 Stone samples and testing 9 Table 1 — PCT testing of characteristics of panels for cladding 10 Table 2 — Stone testing regime in addition to the requirements of BS EN 1469 12 5 Designing rainscreen and stone on metal frame cladding systems 13 5.1 General 13 5.2 Movement in structures 14 Table 3 — Origins of movement in structures 14 14 5.4 Loading 14 5.3 Deflection limits 5.5 Material strength 15 5.6 Factors of safety 17 Table 4 — Components of overall factor of safety 20 5.7 Impact 21 5.8 Water run‑off and management 23 Figure 2 — Water run-off and management 24 5.9 Damp‑proof courses and cavity trays 24 5.10 Staining and changes in appearance
    [Show full text]
  • Woqdqwrk Joints
    T H E W O O D W O R K E R S E R I E S W O Q D W Q R K J O IN T S Y A O M ADE ND HOW THE RE SET OUT , H W A WHERE USED ; WITH FOUR HUNDRED AND THIRTY ILLUSTRATIONS AND - A C OM PLETE INDE% OF ELEVEN HUNDRED REFERENC ES PHILADELPHIA AN D LONDON PIN C OTT C OM PA Y J . B . LIP N FO REWO RD HE principal aim of this Volume is to provide the oo o e w l o m on to the u e w dw rk r ith ful inf r ati as s s , and c e d e o to the m n of l ar practical ir cti ns as aki g, e e o he m a e be e to e co e v ry j int y at any tim lik ly n unt r . Those of us whose occupation or recre ation is w ood working are familiar with numerous j oints which we e u se our o n It m w . o e o e e ak and in way is p ssibl , h w v r, e e are m n h we do not m e well not that th r a y whic ak , be e we ck or c e bu t be e we are caus la skill ar , caus unf amiliar with some simple rule which gove rns e ither the setting out or the metho d of using the tool whilst probably the re are many othe rs which might suit our o e e e but h we ne ec bec u e he r purp s b tt r , whic gl t a s t i e o t o existence h as nev r ccurred us .
    [Show full text]
  • Green Oak in Construction
    Green oak in construction Green oak in construction by Peter Ross, ARUP Christopher Mettem, TRADA Technology Andrew Holloway, The Green Oak Carpentry Company 2007 TRADA Technology Ltd Chiltern House Stocking Lane Hughenden Valley High Wycombe Buckinghamshire HP14 4ND t: +44 (0)1494 569600 f: +44 (0)1494 565487 e: [email protected] w: www.trada.co.uk Green oak in construction First published in Great Britain by TRADA Technology Ltd. 2007 Copyright of the contents of this document is owned by TRADA Technology Ltd, Ove Arup and Partners (International) Ltd, and The Green Oak Carpentry Company Ltd. © 2007 TRADA Technology Ltd, Ove Arup and Partners (International) Ltd, and The Green Oak Carpentry Company Ltd. All rights reserved. No copying or reproduction of the contents is permitted without the consent of TRADA Technology Ltd. ISBN 978-1900510-45-5 TRADA Technology and the Consortium of authoring organisations wish to thank the Forestry Commission, in partnership with Scottish Enterprise, for their support in the preparation of this book. The views expressed in this publication are those of the authors and do not necessarily represent those of the Forestry Commission or Scottish Enterprise. Building work involving green oak must comply with the relevant national Building Regulations and Standards. Whilst every effort has been made to ensure the accuracy of the advice given, the Publisher and the Authors, the Forestry Commission and Scottish Enterprise cannot accept liability for loss or damage arising from the information supplied. The assistance of Patrick Hislop, BA (Hons), RIBA, consultant architect, TRADA Technology Ltd as specialist contributor is also acknowledged.
    [Show full text]
  • Mechanics of Traditional Connections with Metal Devices in Timber Roof Structures
    Transactions on the Built Environment vol 55, © 2001 WIT Press, www.witpress.com, ISSN 1743-3509 Mechanics of traditional connections with metal devices in timber roof structures L. Candelpergher & M. Piazza Department of Mechanical and Structural Engineering, Trento UniversiQ Italy Abstract The preservation of ancient buildings (also if not monumental structures) has evolved, during recent years, from a mainly cultural issue into an economic opportunity and instrument of correct administration of the real estate. In this field the presence of wooden structures is significant. Structural timber, however, is affected by several problems related to the material itself. the structural elements and the connections. The arising of these difficulties often leads, in restoration design, to drastic solutions, such as the complete substitution of elements or whole sub-structures or, even worse? the use of elements made of other materials. Results, then, have been shown to be questionable not only from the aesthetic point of view but also from the strictly structural one. Justifications for similar interventions are very often related to the difficulty, complexity and burden of acquiring the understanding and knowledge about the existing structures. Within this framework, it appears necessary to struggle in deepening the methods to investigate mechanical and structural characteristics of existing structures, along with the techniques for effective restorations. This article reports the most recent results from the research held in Trento about connections typical of traditional timber roof structures (trusses) and especially about carpentry joints retrofitted with metal devices. The purpose of the specific research is to gain an understanding of the mechanisms and factors that influence the behavior of these connections and to set up synthetic models in order to characterize and verify the overall joint structural behavior.
    [Show full text]
  • The Hammer-Beam Roof: Tradition, Innovation and the Carpenter’S Art in Late Medieval England
    The Hammer-Beam Roof: Tradition, Innovation and the Carpenter’s Art in Late Medieval England Robert Beech A thesis submitted to the University of Birmingham for the degree of DOCTOR OF PHILOSOPHY Department of Art History, Film and Visual Studies College of Arts and Law University of Birmingham September 2014 University of Birmingham Research Archive e-theses repository This unpublished thesis/dissertation is copyright of the author and/or third parties. The intellectual property rights of the author or third parties in respect of this work are as defined by The Copyright Designs and Patents Act 1988 or as modified by any successor legislation. Any use made of information contained in this thesis/dissertation must be in accordance with that legislation and must be properly acknowledged. Further distribution or reproduction in any format is prohibited without the permission of the copyright holder. ABSTRACT This thesis is about late medieval carpenters, their techniques and their art, and about the structure that became the fusion of their technical virtuosity and artistic creativity: the hammer-beam roof. The structural nature and origin of the hammer-beam roof is discussed, and it is argued that, although invented in the late thirteenth century, during the fourteenth century the hammer-beam roof became a developmental dead-end. In the early fifteenth century the hammer-beam roof suddenly blossomed into hundreds of structures of great technical proficiency and aesthetic acumen. The thesis assesses the role of the hammer-beam roof of Westminster Hall as the catalyst to such renewed enthusiasm. This structure is analysed and discussed in detail.
    [Show full text]
  • Construction Stora Enso Wood Products Building Solutions
    CLT by Stora Enso Construction Stora Enso Wood Products Building Solutions © Stora Enso 2020 All rights reserved Version 06/2021 Table of contents Frame construction ..............................................................4 Base and wall anchoring ...............................................................6 Wall joints ................................................................................... 16 Lintels ........................................................................................ 32 Floor joints ................................................................................. 38 Connection nodes ...................................................................... 66 Roof ........................................................................................... 72 Cantilever and upstand ............................................................... 86 Layer structure ..................................................................... 92 External wall ............................................................................... 94 Internal wall .............................................................................. 110 Floor structure .......................................................................... 120 Floor......................................................................................... 128 Roof ......................................................................................... 138 Apartment partition wall ............................................................ 150
    [Show full text]
  • INSTALLATION GUIDE Timber Stairs a Guide to Safe Stair Installation from the BWF Stair Scheme
    INSTALLATION GUIDE Timber Stairs A Guide to Safe Stair Installation from the BWF Stair Scheme © British Woodworking Federation 2018 Introduction Contents Introduction Page 3 Assembly 3.1 Straight flight Page 14 Before Installation 3.1.1 Wall string Page 14 1.1 General Page 5 Notching top of wall string 3.1.1.1 to fit over trimmer Page 15 1.2 Checking the delivery Page 5 (birds mouth) 1.3 Storage Page 5 Trimming bottom of wall 3.1.1.2 Page 16 string 3.1.2 Outer string Page 17 Installation Notching top newel to fit 3.1.2.1 Page 17 2.1 General Page 7 over trimmer 2.2 Working at height Page 7 Trimming newel at bottom 3.1.2.2 Page 18 of outer string 2.3 Temporary fixing of stairs Page 8 Preparing the outer 3.2 Page 19 2.4 Clearances Page 8 handrail 2.5 Wall string fixings Page 9 3.3 Half landings Page 19 3.4 Quarter landing Page 20 3.5 Winder flights Page 20 Fitting a quarter turn/ 3.5.1 Page 22 winder 3.6 Balustrade Page 24 Further information Page 26 It’s all in The Badge Page 26 Index Page 27 2 © British Woodworking Federation 2018 Introduction Introduction The installation process itself has inherent risks and care should be taken The BWF Stair Scheme Installation to adequately support the stair until all Guide is intended to provide general the necessary fixings to the surrounding information about installing timber structure are in place. No stair should be staircases, focusing on key areas used for access until its full load bearing to ensure that the stairs are safe to capacity has been achieved and it is use and not compromised by poor securely fixed in place.
    [Show full text]
  • Stora Enso Wood Products Building Solutions
    Stora Enso Wood Products Building Solutions © Stora Enso 2015 / All rights reserved Version 05/2015 Product information CLT characteristics Standard structures Surface quality Approvals Construction Shell construction Layer structure Details Other applications Building physics Thermal protection Airtightness Moisture Evaluations Structural analysis Calculating and dimensioning CLT CLT - structural analysis program CLT preliminary estimate tables Earthquakes Project management and transport CLT order processing Transport Terms of transport Tender text Machining Machining options Reference buildings Notes Product information CLT CHARACTERISTICS 04/2012 Use Primarily as a wall, ceiling and roof panel in homes and other buildings Maximum width 2.95 m Maximum length 16.00 m Maximum thickness 40 cm Layer structure at least three bonded single-layer panels arranged at right angles to each other Wood species Spruce (middle layers can contain pine; larch and pine as cover layer on request) C24 (in accordance with the technical approval 10 % to strength class C16 allowed; other Grade of lamellas grades on request) Moisture content 12% ± 2% Bonding adhesive Formaldehyde-free adhesives for edge bonding, finger jointing and surface bonding Surface quality Non-visible quality, industrial visible quality and visible quality; the surface is always sanded 5.0 kN/m³ in accordance with DIN 1055-1:2002, for structural analyses; Weight for ascertaining transport weight: approx. 470 kg/m³ Swelling and shrinkage in accordance with DIN 1052:2008 below the fibre saturation level: Change in shape with . In the panel layer: 0.02% change in length for each 1% change in timber moisture change in moisture content content . Perpendicular to the panel layer: 0.24% change in length for each 1% change in timber moisture content In accordance with Commission Decision 2003/43/EC: Fire rating .
    [Show full text]
  • Hybridized Framing to Modify Load Paths and Enhance Wood Shearwall Performance
    AN ABSTRACT OF THE THESIS OF Sarah M. Bultena for the degree of Master of Science in Wood Science and Civil Engineering presented on June 16, 2006. Title: Hybridized Framing to Modify Load Paths and Enhance Wood Shearwall Performance Abstract approved: ______________________________________________________________ Robert J. Leichti Heavy timber framing relies primarily on bracing to withstand lateral loads due to earthquakes and wind events. Bracing configurations in heavy timber framed buildings vary widely and include cross bracing, knee bracing, and other geometries. Many heavy timber frames constructed during colonial American times are still standing, exceeding the expected life of many structures being built today. Limited research has been conducted on the lateral resistance of heavy timber frames and their connections and design aids and procedures are not readily available for engineers to assist in the design of these structures. This method of wood construction has been largely replaced with the development of light-framed wood buildings, which utilize sheathing (typically plywood or OSB) attached to the frame to resist lateral loads. Today, the primary form of wood construction is light-frame. These structures rely on shearwalls to resist lateral loads. The shearwall consists of 2x4 or 2x6 studs regularly spaced with wood structural panel sheathing attached to the wall frame. This assembly is lightweight and ductile. Extensive research has been conducted on light-frame shearwalls since the 1950’s. The effects of construction variables (i.e., fastener schedule, sheathing thickness and grade, anchorage, and openings) on shearwall performance have been cataloged through numerous studies. Studies have found the sheathing-frame connection, particularly the perimeter connection, is critical to the performance of a shearwall.
    [Show full text]