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Evaluation of Extended Wall OSB Sheathing Connection Under Combined Uplift and Shear Loading for 24-Inch Heel Trusses

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Evaluation of Extended Wall OSB Sheathing Connection Under Combined Uplift and Shear Loading for 24-Inch Heel Trusses United States Department of Agriculture Evaluation of Extended Wall OSB Sheathing Connection under Combined Uplift and Shear Loading for 24-inch Heel Trusses Vladimir Kochkin Andrew DeRenzis Xiping Wang Forest Forest Products General Technical Report August Service Laboratory FPL–GTR–233 2014 Abstract Contents This study was designed to evaluate the performance of Introduction ......................................................................1 the extended wall structural panel connection in resisting Objective ..........................................................................1 combined uplift and shear forces at the roof-to-wall inter- face with a focus on a truss heel height of 24 in. to address Materials and Methods ......................................................1 the expected increases in the depth of attic insulation used General ..........................................................................1 in Climate Zones 5 and higher. Five full-size roof-wall as- semblies were constructed with extended oriented strand- Specimen Construction .................................................1 board (OSB) wall sheathing and each was tested under a Test Setup and Protocol .................................................3 different loading combination. Our test results indicate that using extended wood structural panel wall sheathing as the Results ...............................................................................7 primary connecting element (without additional connect- Summary and Conclusions ............................................. 10 ing hardware) at the roof-to-wall interface of energy trusses can provide a continuous load path in both the shear and References ....................................................................... 10 uplift directions and can be considered a viable option for Appendix—Summary of the Shear Load versus residential construction in most areas of the country. The Horizontal Displacement Curves for Tests B overturning effects caused by increased truss heel heights up Through E ....................................................................... 12 to 24 in. can be offset by additional face nails that attach the extended wood structural panel wall sheathing to the energy truss heel. Conversion Table Keywords: High-heel truss, lateral performance, extended OSB wall sheathing, roof-to-wall connection, uplift force, English unit Conversion factor SI unit shear force. inch (in.) 25.4 millimeter (mm) foot (ft) 0.3048 meter (m) Acknowledgments pound (lb) 0.45359 kilogram (kg) This project was funded through a cooperative research miles (m) 1.6093 kilometers (km) agreement between the Home Innovation Research Labs and the USDA Forest Service Forest Products Laboratory. This research was supported in part by funds provided by Nor- bord, Inc., Toronto, Ontario, Canada. August 2014 Kochkin, Vladimir; DeRenzis, Andrew; Wang, Xiping. 2014. Evaluation of extended wall OSB sheathing connection under combined uplift and shear loading for 24-inch heel trusses. General Technical Report FPL-GTR-233. Madison, WI: U.S. Department of Agriculture, Forest Service, Forest Prod- ucts Laboratory. 12 p. A limited number of free copies of this publication are available to the public from the Forest Products Laboratory, One Gifford Pinchot Drive, Madison, WI 53726–2398. This publication is also available online at www.fpl.fs.fed.us. Laboratory publications are sent to hundreds of libraries in the United States and elsewhere. The Forest Products Laboratory is maintained in cooperation with the University of Wisconsin. The use of trade or firm names in this publication is for reader information and does not imply endorsement by the United States Department of Agriculture (USDA) of any product or service. The USDA prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orienta- tion, genetic information, political beliefs, reprisal, or because all or a part of an individual’s income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program informa- tion (Braille, large print, audiotape, etc.) should contact USDA’s TARGET Center at (202) 720–2600 (voice and TDD). To file a complaint of discrimi- nation, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250–9410, or call (800) 795–3272 (voice) or (202) 720–6382 (TDD). USDA is an equal opportunity provider and employer. Evaluation of Extended Wall OSB Sheathing Connection under Combined Uplift and Shear Loading for 24-inch Heel Trusses Vladimir Kochkin, Director Andrew DeRenzis, Structural Engineer Home Innovation Research Labs, Upper Marlboro, Maryland Xiping Wang, Research Forest Products Technologist Forest Products Laboratory, Madison, Wisconsin Introduction Materials and Methods This study is Phase 3 of a test program that responds to the General new requirements for roof-to-wall connections in the 2012 International Residential Code (IRC) and expands upon the Testing was conducted at the Home Innovation Research previous phases that evaluated innovative roof-to-wall con- Labs located in Upper Marlboro, Maryland. All specimens Conversion Table nection systems (DeRenzis and others 2012, 2013). The were constructed in the laboratory and all construction ma- terials were purchased from local suppliers. The Norbord English unit Conversion factor SI unit new IRC provisions specify complex details for attachment TallWall/Windstorm OSB product used for the wall sheath- inch (in.) 25.4 millimeter (mm) of rafters and trusses to the supporting walls (ICC 2012). These new requirements, which apply to high-heel energy ing was donated by Norbord, Inc., Toronto, Canada. foot (ft) 0.3048 meter (m) trusses even in the low-wind areas, are labor intensive and A total of five laboratory tests of a roof–wall assembly with pound (lb) 0.45359 kilogram (kg) add cost to construction of light-frame wood buildings. A extended OSB wall sheathing were conducted, each under a miles (m) 1.6093 kilometers (km) previous testing project conducted to evaluate optimized different loading combination. Table 1 provides a test matrix structural roof-to-wall attachment solutions demonstrated summarizing all uplift-shear loading combinations. A com- the effectiveness of wood structural panels in restraining pletely new specimen was constructed for each test. high heel (i.e., energy) trusses against rotation (NAHBRC 2011; DeRenzis and others 2012). Further testing in Test A (100% uplift, no shear load) and Test E (100% shear Phase 2 confirmed the ability of oriented strandboard (OSB) load, no uplift load) were conducted to anchor the combined wall sheathing panels extended over the roof heel to resist loading interaction curve by establishing capacities under a combined uplift and shear forces without additional roof-to- single direction loading. The uplift load levels by percent- wall hardware (NAHBRC 2012; DeRenzis and others 2013). age of total uplift capacity were selected to provide system performance at realistic combined load combinations (Tests Phase 3 builds upon our previous testing by evaluating the B, C, and D) for a low-rise residential building. Combined performance of the extended wall structural panel connec- loading scenarios for residential construction are typically tion in resisting combined uplift and shear forces at the above a 2:1 uplift to shear loading ratio. Therefore, two roof-to-wall interface with a focus on a truss heel height of of the three combined loading tests used the loading ratio 24 in. to address the expected increases in the depth of attic above 2:1. insulation used in Climate Zones 5 and higher. The results of this study are expected to further expand prescriptive Specimen Construction construction solutions optimized for performance from the Figure 1 shows a photo of a roof–wall assembly speci- structural, energy, and constructability standpoint. men in a laboratory setup. Each specimen was constructed with five 24-ft span wood trusses with a 24-in. heel height, Objective spaced at 24 in. on center. The overall size of the full roof The specific objective of this study is to develop an uplift- system was 8-ft deep by 24-ft wide with additional 16-in. shear capacity interaction curve for extended wood struc- long overhangs on each side. Trusses were supported at the tural panel wall sheathing used as the primary connecting heel by 4-ft high by 8-ft long light-frame wood walls. The element at the roof-to-wall interface with 24-in.-high energy supporting walls were constructed with 24-in. on center truss heels. framing and sheathed on the exterior with 4-ft wide OSB panels extending up past the top plate of the wall to capture General Technical Report FPL–GTR–233 Table 1—Test matrix Test Uplift loada Uplift to shear ratiob Shear load Purpose A 100 NA None Establish peak uplift load capacity of the specimen B 85 5.7:1 Max load at 85% uplift Develop uplift versus shear load capacity C 70 2.3:1 Max load interaction relationship at various combined at 70% uplift loading ratios D 40 0.7:1 Max load at 40% uplift } E 0 NA Max load Establish peak shear load capacity of the specimen at 0% uplift aAs percentage of peak uplift capacity. bAssuming linear relationship. testing. The shear/rotational restraint limit
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