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Three airblast shots covered elastic-limit loading and beyond-elastic loading, with reflected pressure and peak displacements recorded at multiple faces using sixty-two gauges. Results showed elastic responses consistent with predictions and controlled post-peak behavior where localized rupture occurred without compromising connection integrity.",{"@graph":14,"@context":73},[15,34,56],{"@type":16,"itemListElement":17},"BreadcrumbList",[18,23,27,31],{"item":19,"name":20,"@type":21,"position":22},"https://docshare.wps.com","Home","ListItem",1,{"item":24,"name":25,"@type":21,"position":26},"https://docshare.wps.com/document/","Document",2,{"item":28,"name":29,"@type":21,"position":30},"https://docshare.wps.com/document/research-report/","Research & 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types of CLT structures were tested in this report?","Question",{"text":63,"@type":64},"The report covers three two-story, single-bay cross-laminated timber (CLT) structures with anchorage to an existing concrete slab.","Answer",{"name":66,"@type":61,"acceptedAnswer":67},"How were the CLT structures connected and instrumented for the blast tests?",{"text":68,"@type":64},"Panels were connected using self-tapping screws and adhesive anchors with steel angles, and sixty-two gauges recorded reflected pressure and peak displacements at front, side, and roof faces.",{"name":70,"@type":61,"acceptedAnswer":71},"How did the results compare between elastic-limit tests and beyond-elastic-limit tests?",{"text":72,"@type":64},"The first two shots produced peak displacements consistent with pre-test predictions, while the third shot showed controlled post-peak behavior with localized panel rupture but without compromising connection integrity and load carrying 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Blvd,Suite 700  \nGlendale,CA91203-3215  \n# RESULTS FROM BLAST TESTS OFFULL-SCALE CROSS-LAMINATEDTIMBER STRUCTURES\n\n818-240-1919  \nwww.kcse.com  \nMark K.Weaver,S.E.Charles Newberry,P.E.²Casey O'Laughlin,P.E.³Lisa Podesto,P.E.⁴  \nI Karagozian &Case,Inc.-Glendale,CA  \n2 RTL Networks Inc.-Tyndall AFB,FL  \n3 Jacobs Technology SLG-Fort Walton Beach,FL  \n4 WoodWorks-Washington,DC  \nSeptember 27,2017  \nThe work upon which this publication is based was funded in part througha grant awarded by the Wood Education and Resource Center,Northeastern Area State and Private Forestry,Forest Service,U.S.Department of Agriculture with contributing funds provided by theSoftwood Lumber Board.(Award number“15-DG-11052021-222”)  \nIn accordance with Federal Law and U.S.Department of Agriculturepolicy,this institution is prohibited from discriminating on the basis ofrace,color,national origin,sex,age,or disability.(Not all prohibited basesapply to all programs.)Tofile a complaint of discrimination,write USDA,Director,Office of Civil Rights,Room 326-W,Whitten Building,1400Independence Avenue,SW,Washington,DC 20250-9410 or call (202)720-5964(voice and TDD).USDA is an equal opportunity provider andemployer.  \n## EXECUTIVE SUMMARY\n\nA series of blast tests was performed on three two-story,single-bay cross-laminated timber(CLT)structures at Tyndall Air Force Base.The structures,including anchorage to an existingconcrete slab,were constructed in full over a period ofeight days.Each structure was constructedusing a different grade of CLT(i.e.,grade designations V1,E1,and V4)and included window anddoor openings consistent with an actual building.Self-tapping screws and adhesive anchors wereutilized in concert with steel angles to connect the constituent panels of each structure to each otherand the foundation.  \nThree shots were performed to demonstrate the effectiveness of CLT over a spectrum ofairblast loads.The first two shots were designed to stress the CLT structures within their respectiveelastic limits.The third shot was designed to push the structures beyond their elastic limits suchthat post-peak response could be observed.Reflected pressure and peak displacements wererecorded at front,side,and roof faces using a total of sixty-two gages to thoroughly measure theresponse of the structure.  \nFor the first two tests,peak recorded displacements were consistent with pre-testpredictions indicating the efficacy of the design assumptions and methodology in predicting elasticresponse of CLT to dynamic loads.Furthermore,results from the third test indicated a controlledresponse in which localized panel rupture was observed but connection integrity and load carryingability were not compromised for each of the three structures tested.  \n1  \nTABLE OF CONTENTS  \nEXECUTIVE SUMMARY………………………………………………………………………………………………………………………1  \nTABLE OF CONTENTS………………………………………………………………………………………………………………………ii  \nLIST OF FIGURES…………………………………………………………………………………………………………………………………………iv  \nLIST OF TABLES…………………………………………………………………………………………………………………………………………vi  \nLIST OF ACRONYMS…………………………………………………………………………………………………………………………………vii  \nCHAPTER 1:INTRODUCTION……………………………………………………………………………………………………1-1  \n1.1 Background……………………………………………………………………………………………………………………………………………1-1  \n1.1.1 CLT Panel Description……………………………………………………………………………………………………1-1  \n1.1.2 UFC4-010-01 Analysis Requirement………………………………………………………………1-3  \n1.2 Objectives …………………………………………………………………………………………………………………………1-3  \n1.3 Report Outline………………………………………………………………………………………………………………………1-3  \nCHAPTER 2:TECHNICAL APPROACH……………………………………………………………………………………2-1  \n2.1 Quasi-Static Laboratory Testing………………………………………………………………………………………2-1  \n2.1.1 Overview…………………………………………………………………………………………………………………………2-1  \n2.1.2 Technical Approach Relevance……………………………………………………………………………2-4  \n2.2 Shock Tube Testing…………………………………………………………………………………………………………………2-6  \n2.2.1 Overview……………………………………………………………………………………………………………………………2-6  \n2.2.2 Technical A","cbCaikjBleDVj7f3","https://ap.wps.com/l/cbCaikjBleDVj7f3","pdf",12154475,180,"English","# EXECUTIVE SUMMARY\n# TABLE OF CONTENTS\n# LIST OF FIGURES\n# LIST OF TABLES\n# LIST OF ACRONYMS\n# CHAPTER 1: INTRODUCTION\n## 1.1 Background\n## 1.2 Objectives\n## 1.3 Report Outline\n# CHAPTER 2: TECHNICAL APPROACH\n## 2.1 Quasi-Static Laboratory Testing\n## 2.2 Shock Tube Testing\n# CHAPTER 3: TEST SETUP\n## 3.1 Test Structures\n## 3.2 Explosive Charge\n## 3.3 Instrumentation\n# CHAPTER 4: TEST RESULTS\n## 4.1 Observations\n## 4.2 Recorded Data\n# CHAPTER 5: TEST DATA COMPARISONS\n## 5.1 Airblast Loading\n## 5.2 Structural Response\n## 5.3 Observations\n# CHAPTER 6: CONCLUSIONS","[{\"question\":\"What types of CLT structures were tested in this report?\",\"answer\":\"The report covers three two-story, single-bay cross-laminated timber (CLT) structures with anchorage to an existing concrete slab.\"},{\"question\":\"How were the CLT structures connected and instrumented for the blast tests?\",\"answer\":\"Panels were connected using self-tapping screws and adhesive anchors with steel angles, and sixty-two gauges recorded reflected pressure and peak displacements at front, side, and roof faces.\"},{\"question\":\"How did the results compare between elastic-limit tests and beyond-elastic-limit tests?\",\"answer\":\"The first two shots produced peak displacements consistent with pre-test predictions, while the third shot showed controlled post-peak behavior with localized panel rupture but without compromising connection integrity and load carrying capability.\"}]","RESULTS FROM BLAST TESTS OFFULL-SCALE CROSS-LAMINATED TIMBER STRUCTURES - Report | PDF",454]