Selection Tables

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3/4″ Bolt or dowel
Double Shear, 6mm steel internal plate to S-P-F lumber
Wood Member Fastener
Thickness
(mm) 		Depth
(mm) 		No.
of
rows 		No. of fasteners in a row
2 3
Bolt spacing in a row taken as the minimum of the loaded end distance4, aL, and the spacing between bolts in a row, SR (mm)
76 114 152 190 229 76 114 152 190 229
89 140 1 0 9.86(R) 14.8(R) 19.7(R) 24.7(R) 29.6(R) 14.8(R) 22.2(R) 29.6(R) 37.0(R) 44.4(R)
89 286 2 57.15 19.7(R) 25.8(G) 30.7(G) 35.6(G) 40.6(G) 25.8(G) 33.2(G) 40.6(G) 48.0(G) 55.4(G)
89 286 2 95.25 19.7(R) 29.6(R) 39.4(R) 47.2(G) 52.1(G) 29.6(R) 44.4(R) 52.1(G) 59.5(G) 66.9(G)
89 286 2 125 19.7(R) 29.6(R) 39.4(R) 49.3(R) 59.2(R) 29.6(R) 44.4(R) 59.2(R) 68.6(G) 76.0(G)
140 140 1 0 13.0(R) 19.5(R) 26.0(R) 32.5(R) 38.9(R) 19.5(R) 29.2(R) 38.9(R) 47.0(T) 47.0(T)
140 241 2 57.15 20.5(G) 27.0(G) 33.5(G) 40.0(G) 46.5(G) 27.0(G) 36.8(G) 46.5(G) 56.2(G) 58.9(T)
140 241 2 95.25 26.0(R) 35.0(G) 41.5(G) 48.0(G) 54.5(G) 35.0(G) 44.7(G) 54.5(G) 58.9(T) 58.9(T)
140 292 2 125 26.0(R) 38.9(R) 47.7(G) 54.2(G) 60.7(G) 38.9(R) 51.0(G) 60.7(G) 67.2(T) 67.2(T)
191 140 1 0 18.1(R) 27.1(R) 36.1(R) 45.2(R) 52.9(d) 27.1(R) 40.7(R) 54.2(R) 60.5(T) 60.5(T)
191 241 2 57.15 30.0(G) 39.0(G) 48.0(G) 57.1(G) 66.1(G) 39.0(G) 52.6(G) 66.1(G) 79.7(G) 92.7(T)
191 241 2 95.25 36.1(R) 51.6(G) 60.6(G) 69.6(G) 78.7(G) 51.6(G) 65.1(G) 78.7(G) 92.2(G) 92.7(T)
191 292 2 125 36.1(R) 54.2(R) 66.4(G) 75.5(G) 84.5(G) 54.2(R) 71.0(G) 84.5(G) 93.6(T) 93.6(T)
191 140 1 0 23.1(R) 34.6(R) 46.1(R) 57.7(R) 58.1(d) 34.6(R) 51.9(R) 62.6(T) 62.6(T) 62.6(T)
191 241 2 57.15 38.2(G) 49.8(G) 61.3(G) 72.8(G) 84.4(G) 49.8(G) 67.1(G) 84.4(G) 102(G) 118(T)
191 241 2 95.25 46.1(R) 65.8(G) 77.3(G) 88.9(G) 100(G) 65.8(G) 83.1(G) 100(G) 118(G) 118(T)
191 292 2 125 46.1(R) 69.2(R) 89.8(G) 101(G) 113(G) 69.2(R) 95.6(G) 113(G) 130(G) 135(T)
191 292 3 57.15 53.4(G) 65.0(G) 76.5(G) 88.0(G) 99.6(G) 65.0(G) 82.3(G) 99.6(G) 117(G) 124(T)
191 292 3 62.5 57.9(G) 69.5(G) 81.0(G) 92.5(G) 104(G) 69.5(G) 86.8(G) 104(G) 121(G) 124(T)
191 140 1 0 28.2(R) 42.2(R) 56.3(R) 63.4(d) 63.4(d) 42.2(R) 63.4(R) 69.4(T) 69.4(T) 69.4(T)
191 191 2 57.15 44.5(G) 58.6(G) 72.7(G) 86.8(G) 86.9(T) 58.6(G) 79.7(G) 86.9(T) 86.9(T) 86.9(T)
191 191 2 95.25 56.3(R) 75.9(G) 86.9(T) 86.9(T) 86.9(T) 75.9(G) 86.9(T) 86.9(T) 86.9(T) 86.9(T)
191 292 2 125 56.3(R) 84.5(R) 110(G) 124(G) 127(d) 84.5(R) 117(G) 138(G) 159(G) 165(T)
191 292 3 57.15 65.2(G) 79.3(G) 93.4(G) 107(G) 122(G) 79.3(G) 100(G) 122(G) 143(G) 151(T)
191 292 3 62.5 70.7(G) 84.8(G) 98.9(G) 113(G) 127(G) 84.8(G) 106(G) 127(G) 148(G) 151(T)

Notes:

  1. The tabulated values are the minimum of the yielding resistance, row shear, group tear-out and net tension resistances of the wood member, and are applicable to tension members. For compression members, the values are conservative when the governing failure mode is indicated as group tear-out or net tension since the resistance is based on yielding and row shear only.
  2. The governing failure mode for each connection configuration is denoted either by lowercase letter (a)-(g), indicating the specific yielding failure mode as per O86 Clause 12.4.4.3.2, or by uppercase letter (R), (G) or (T), indicating failure due to row shear, group tear-out or net tension in the main member.
  3. The tabulated lateral resistances are based on removing a 10 mm thick slot to accommodate the 6 mm internal steel plate.
  4. The minimum loaded end distance, aL, is the maximum of 50 mm and 5 times the fastener diameter (O86 Clause 12.4.3.1).
  5. For the calculation of group tear-out and net tension resistances, the fastener hole diameter is assumed to be 2 mm larger than the fastener diameter.
  6. The connection resistance P'r is required to be adjusted to end-use conditions using modification factors depending on the governing failure mode as follows:
    • Pr = P'r (KD KSF KT) for yielding failure mode (a),
    • Pr = P'r for yielding failure mode (c),
    • Pr = P'r (KDy KSF KT) for yielding failure mode (d) or (g),
    • Pr = P'r (KD KSv KT) for row shear,
    • Pr = P'r (KD KSt KT) for group tear-out or net tension.

    Modification factors are provided in Section 7.4 of the Wood Design Manual 2020. For untreated wood members under standard-term loading and dry service conditions, the modification factors are 1.0.

  7. Tabulated values are based on No.1/ No.2 grade for dimension lumber (38 to 102 mm in smaller dimension) and No.2 grade for timbers (114 or more in smaller dimension).
  8. Tabulated values are based on ASTM A307 grade steel bolts or dowels, and ASTM A36/A36M grade steel plate. The resistance of steel plate needs to be checked separately.
  9. A single steel splice plate is not permitted to be used for multiple rows of bolts or dowels when the distance between the two outer rows exceeds 125 mm.
  10. N/A = not applicable.
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