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Behavior of Traditional Timber Frame Structures Subjected to Lateral Load

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Behavior of Traditional Timber Frame Structures Subjected to Lateral Load BEHAVIOR OF TRADITIONAL TIMBER FRAME STRUCTURES SUBJECTED TO LATERAL LOAD Robert G. Erikson Richard J. Schmidt Department of Civil and Architectural Engineering University of Wyoming Laramie, WY 82071 A report on research co-sponsored by: USDA NRI/CGP Washington, DC Timber Frame Business Council Hamilton, MT Timber Framers Guild Becket, MA August 2003 50272---101 REPORT DOCUMENTATION 1. REPORT NO. 2. 3. Recipient’s Accession No. PAGE 4. Title and Subtitle 5. Report Date Behavior of Traditional Timber Frame Structures Subjected to Lateral Load August 2003 6. 7. Author(s) 8. Performing Organization Report No. Robert G. Erikson & Richard J. Schmidt 9. Performing Organization Name and Address 10. Project/Task/Work Unit No. Department of Civil and Architectural Engineering 11. Contract(C) or Grant(G) No. University of Wyoming (C) Laramie, Wyoming 82071 (G) 12. Sponsoring Organization Name and Address 13. Type of Report & Period Covered USDA NRI/CGP Timber Frame Business Council Timber Framers Guild final CSREES 217 Main Street PO Box 60 14. Wash., DC 20250 Hamilton, MT 59840 Becket, MA 01223 15. Supplementary Notes USDA NRI/CGP Contract No. 97---35103---5053 16. Abstract (Limit: 200 words) Timber framing is a method of construction in which heavy timber members are connected with carpenter-style joinery and wood pegs. Timber frames are commonly enclosed with structural insulated panels (SIPs). Current building codes do not provide guidelines for wood structures with wood pegged connections. The intent of this research was to provide a basis for implementing provisions for this typeof structurein buildingcodes. Specifically, this project investigated the effects of lateral load on the stiffness of full-scale timber frames. The frames were tested in both the unsheathed and sheathed condition and were modeled witha structural analysis program. Load-slip characteristics for single-fastener SIP-to-timber connections were developed. Excessive displacements of the frames indicated unacceptable flexibility when subjected to reversible lateral loads. This lack of stiffness was due to the inefficiency of knee braces for resisting lateral load. However, the knee brace system provided exceptional strength characteristics due to the substantial available compressive action of the joints. The addition of SIP sheathing significantly improved frame stiffness. In order to accurately model the displacement characteristics of a frame, the characteristics of the pegged connections must be included in the model. For sheathed frame models, the implementation of nonlinear SIP-to-timber connection elements produced accurate predictions of sheathed frame stiffness. 17. Document Analysis a. Descriptors traditional timber framing, heavy timber construction, structural analysis, wood peg fasteners, mortise and tenon connections, dowel connections, lateral load response b. Identifiers/Open---Ended Terms c. COSATI Field/Group 18. Availability Statement 19. Security Class (This Report) 21.No.ofPages unclassified 221 Release Unlimited 20. Security Class (This Page) 22. Price unclassified (See ANSI---Z39.18) OPTIONAL FORM 272 (4---77) Department of Commerce Acknowledgments Primary funding for this research project was provided by the USDA---NRI/CGP. Additional support was provided by the Timber Frame Business Council and the Timber Framers Guild. Timber frames were donated by The Cascade Joinery, Benson Woodworking, Riverbend Timber Framing, and Earthwood Homes. Structural insulated panels were donated by Great Lakes Insulspan and Premier Building Systems. 1. Introduction............................................................................................................1 1.1. Background.......................................................................................................1 1.1.1. Definition of Traditional Timber Frame................................................1 1.1.2. Engineering Design Difficulties ............................................................2 1.2. Objectives .........................................................................................................3 1.3. Scope of Work ..................................................................................................4 1.3.1. Full-scale Testing...................................................................................4 1.3.2. SIP Connection Testing .........................................................................6 1.3.3. Modeling................................................................................................7 1.4. Literature Review .............................................................................................8 1.4.1. Unsheathed Frames................................................................................8 1.4.2. SIP Sheathed Frames ...........................................................................13 1.5. Results.............................................................................................................14 2. 1S1B Unsheathed Frame Testing .......................................................................16 2.1. Overview.........................................................................................................16 2.2. Test Assemblies..............................................................................................16 2.2.1. Frame Dimensions ...............................................................................16 2.2.2. Frame Manufacturer and Species.........................................................18 2.2.3. Mortise and Tenon Joinery ..................................................................19 2.2.4. Peg species and size.............................................................................21 2.2.5. Member Dimensions............................................................................22 2.2.6. Knee Brace Joint Details......................................................................23 2.2.7. Beam to Column Connection...............................................................25 2.3. Experimental Program....................................................................................28 2.3.1. Test Setup.............................................................................................28 2.3.2. Load Magnitude...................................................................................29 2.3.3. Gravity Load ........................................................................................31 2.4. Moisture Content and Joint Numbering .........................................................32 2.5. Overview of Test Results................................................................................33 2.5.1. Douglas Fir...........................................................................................35 2.5.2. Eastern White Pine...............................................................................35 2.5.3. Ponderosa Pine.....................................................................................36 2.5.4. Port Orford Cedar ................................................................................37 2.5.5. White Oak ............................................................................................39 2.6. Results.............................................................................................................40 2.6.1. Service Level Load Results .................................................................40 2.6.2. Effect of Gravity Load.........................................................................42 2.6.3. Removal of Knee Brace Pegs ..............................................................44 iii 2.6.4. Direct Measurement of Knee Brace Force...........................................45 2.6.5. Unbraced Stiffness...............................................................................47 2.6.6. Cyclic Effects.......................................................................................49 2.6.7. Peg Effects ...........................................................................................50 2.6.8. Maximum Load....................................................................................51 2.7. Summary.........................................................................................................52 3. 2S2B Unsheathed Frame Testing .......................................................................54 3.1. Overview.........................................................................................................54 3.2. Test Assemblies..............................................................................................55 3.2.1. Frame Dimensions ...............................................................................55 3.2.2. Frame Manufacturer and Species.........................................................56 3.2.3. Mortise and Tenon Joinery ..................................................................57 3.2.4. Peg species and size.............................................................................57 3.2.5. Member Dimensions............................................................................58 3.2.6. Knee Brace Joint Details......................................................................59 3.2.7. Beam to Exterior Column Connection.................................................60 3.2.8. Beam to Interior Column Connection..................................................62 3.3. Experimental Program...................................................................................65
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