Timber Frame Tension Joinery - Timber Frame Engineering Council

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and the results obtained match those of others. In Figure 3-5, the deformed shape and the stress distribution on the peg are assumed. Joint capacities from the model generally agree well with experimental observations. Nevertheless, there are inconsistencies in the theory. For instance, the location of maximum bending moment in the peg does not coincide with the location of the hinge in the assumed deformed shape (Figure 3-5). Figure 3-5 Assumed Load, Moment and Shear Diagrams 15
The areas under the shear diagram can be represented as follows: FemDa( 2a) 2 A1 = = FemDa 2 A 2 ( 2a)( FemD 2a) = = FemDa 2 2 (3-13) (3-14) A A 3 4 2 = F Dd (3-15) es 2 = F Dd (3-16) es From mechanics of materials, the plastic moment capacity for a circular cross-section in bending is: M F D 3 yb p = (3-17) 6 From the moment diagram, we have 2 M = F Da p em (3-18) 2 ⋅ M = A2 + A3 p (3-19) Substituting for M p , A 2 and A 3 , and solving for a, we obtain: a = F D yb 2 ⎛ F 3Fem⎜1+ ⎝ F em es ⎞ ⎟ ⎠ (3-20) P= FemD 2 a (3-21) For single shear, the Mode IV capacity is: 2F F 2 em yb P= D ⎛ F ⎞ em 31 ⎜ + ⎟ ⎝ F ⎠ es (3-22) In actual mortise and tenon connections, hinges similar to the Mode IV hinges have been observed but at a very close spacing. The purpose of the following analysis is to predict the spacing between the Mode IV hinges from a strength of materials approach and compare it to actual distances to learn if this mode occurs or if something else is happening. 16
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 and 18: Tie Beam Figure 1-2 American Timber
Page 19 and 20: 2. Timber Framing Background 2.1 Hi
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: P III s = k3 ⋅D⋅ts ⋅F ( 2 + R
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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