Timber Frame Tension Joinery - Timber Frame Engineering Council

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materials, and the shear strength of the frame material. These factors must be combined into an appropriate analytical model. The model is an extension of the European Yield Model (EYM) (Larsen, 1973). The EYM was developed for connections using steel bolts and was extended by this research for use with wood peg connections. One important aspect of this project was the need to obtain material data for wood pegs. To this end, tests were conducted to obtain the material properties of species commonly used in mortise and tenon connections. Full-size connection tests were also conducted to validate the analytical model. The final objective of the project was to develop design procedures and recommendations for construction using connections of this type. 3
2. Timber Framing Background 2.1 History of Timber Framing The timber frame has been in existence for more than two thousand years. Timber framing came about slowly, as the tools became available and the laborers grew to be talented enough to do the work. The mortise and tenon joint was created sometime between 500 B.C. and 200 B.C. (Benson, 1997). This joint allowed a semi-rigid connection between the members of a frame. The first timber-frame buildings were constructed about the time of Christ (Benson, 1997). Early timber frames were made rigid by digging holes for the posts and compacting earth around the posts. This provided lateral support for the building, but the posts rotted quickly. The carpenters were forced to modify the structures to make them able to stand above the ground on stone foundations. To do this, the frames needed to be made stiffer. This was accomplished by means of diagonal bracing and stronger joinery. As architectural systems emerged in Europe, the most common style was the framed wall system. In this system, the exterior walls were capable of supporting the weight of the roof above, and they contained the secondary elements of door and window openings, interior panels, and a weather resistant exterior covering. These systems varied by region, but in all cases they used the mortise and tenon connection and used beams made from logs that were split in half. From this method came the more traditional name, half-timber (Charles, 1984). Timber frames became available to the common homeowner around 1450 (Charles, 1984). In the 1600’s, the craft of timber framing reached its peak in Europe (Sobon and Schroeder, 1984). But as the supply of long, straight timbers dwindled, carpenters were 4
Page 1 and 2: TIMBER FRAME TENSION JOINERY Richar
Page 3 and 4: Acknowledgments Acknowledgments go
Page 5 and 6: 5.4 Dowel Bearing Test Results.....
Page 7 and 8: List of Figures Page Figure 1-1 Typ
Page 9 and 10: List of Appendices Page Appendix A
Page 11 and 12: elasto-plastic behavior an ideal yi
Page 13 and 14: normal distribution orthotropic mat
Page 15 and 16: xiii
Page 17: Tie Beam Figure 1-2 American Timber
Page 21 and 22: territories. Using the new construc
Page 23 and 24: Although timber framing is still a
Page 25 and 26: 3. European Yield Model and Propose
Page 27 and 28: strength, then the dowel could bend
Page 29 and 30: P III s = k3 ⋅D⋅ts ⋅F ( 2 + R
Page 31 and 32: The areas under the shear diagram c
Page 33 and 34: and F es = 1728 psi) (see Sections
Page 35 and 36: Figure 3-7 Combined Shear - Bending
Page 37 and 38: 3.5 Additional Yield Model Equation
Page 39 and 40: need to know the required load and
Page 41 and 42: Using the equivalent bolt diameter,
Page 43 and 44: 4. Peg Testing Procedures and Analy
Page 45 and 46: dowel diameter and the intercept of
Page 47 and 48: were taken for two orientations (e.
Page 49 and 50: affected by the deformation in the
Page 51 and 52: Figure 4-6 Orientation of Prelimina
Page 53 and 54: The main purpose of the full-size t
Page 55 and 56: 5. Test Results 5.1 Introduction Th
Page 57 and 58: Table 5-1 Bending Test Correlation
Page 59 and 60: Table 5-4 Bending Yield Strength Re
Page 61 and 62: 5.3 Shear Test Results 181 shear te
Page 63 and 64: 0.90 0.90 Specific Gravity 0.80 0.7
Page 65 and 66: Yield Stress τ (psi.) 3/4" Red Oak
Page 67 and 68: 5.4 Dowel Bearing Test Results The
Page 69 and 70:
obtained from shear tests at variou
Page 71 and 72:
To obtain allowable stress design v
Page 73 and 74:
l e l v Figure 6-1 Full-size Test D
Page 75 and 76:
each mode in the general yield mode
Page 77 and 78:
7. Conclusions and Recommendations
Page 79 and 80:
Appendix A Derivation of Dowel Rota
Page 81 and 82:
Appendix C NDS Yield Mode II, Alter
Page 83 and 84:
Appendix D NDS Mode III s , Alterna
Page 86 and 87:
Appendix E Standard Test Setup for
Page 88 and 89:
Appendix G Bending Test Data Summar
Page 90 and 91:
Summary of Bending Tests: Last Revi
Page 92 and 93:
Appendix H Shear Test Data Summary
Page 94 and 95:
Summary of 1-1/4" Red Oak Shear Tes
Page 96 and 97:
Summary of 1" White Oak Shear Tests
Page 98 and 99:
Appendix I Dowel Bearing Data Summa
Page 100 and 101:
Bibliography Abe M., and Kawaguchi,
Page 102:
Soltis, L. A.; Karnasudirdja, S.; L
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