Selection Tables

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1″ Bolt or dowel
Single Shear, Hem-Fir lumber to 6mm steel plates
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 distance3, aL, and the spacing between bolts in a row, SR (mm)
102 152 203 254 305 102 152 203 254 305
38 140 1 0 6.75(R) 10.1(R) 13.5(R) 16.9(R) 20.2(R) 10.1(R) 15.2(R) 20.2(R) 25.3(R) 30.4(R)
38 235 2 76.2 13.5(R) 18.2(G) 21.5(G) 24.9(G) 28.3(G) 18.2(G) 23.2(G) 28.3(G) 33.3(G) 38.4(G)
38 286 2 125 13.5(R) 20.2(R) 27.0(R) 33.0(G) 36.3(G) 20.2(R) 30.4(R) 36.3(G) 41.4(G) 46.5(G)
38 286 2 125 13.5(R) 20.2(R) 27.0(R) 33.0(G) 36.3(G) 20.2(R) 30.4(R) 36.3(G) 41.4(G) 46.5(G)
89 140 1 0 15.8(R) 23.7(R) 31.6(R) 39.5(R) 47.4(R) 23.7(R) 35.5(R) 47.4(R) 59.2(R) 71.1(R)
89 235 2 76.2 31.6(R) 42.5(G) 50.4(G) 58.3(G) 66.2(G) 42.5(G) 54.4(G) 66.2(G) 78.1(G) 89.9(G)
89 286 2 125 31.6(R) 47.4(R) 63.2(R) 77.2(G) 85.1(G) 47.4(R) 71.1(R) 85.1(G) 96.9(G) 109(G)
89 286 2 125 31.6(R) 47.4(R) 63.2(R) 77.2(G) 85.1(G) 47.4(R) 71.1(R) 85.1(G) 96.9(G) 109(G)
140 140 1 0 18.6(R) 28.0(R) 37.3(R) 46.6(R) 51.6(T) 28.0(R) 41.9(R) 51.6(T) 51.6(T) 51.6(T)
140 241 2 76.2 37.3(R) 55.9(R) 67.4(G) 76.7(G) 86.0(G) 55.9(R) 72.1(G) 86.0(G) 100(G) 114(G)
140 292 2 125 37.3(R) 55.9(R) 74.6(R) 93.2(R) 112(R) 55.9(R) 83.9(R) 112(R) 130(G) 144(G)
140 292 2 125 37.3(R) 55.9(R) 74.6(R) 93.2(R) 112(R) 55.9(R) 83.9(R) 112(R) 130(G) 144(G)
191 140 1 0 25.4(R) 38.1(R) 50.9(R) 61.0(g) 61.0(g) 38.1(R) 57.2(R) 65.0(T) 65.0(T) 65.0(T)
191 241 2 76.2 43.7(G) 56.4(G) 69.1(G) 81.8(G) 94.6(G) 56.4(G) 75.5(G) 94.6(G) 98.6(T) 98.6(T)
191 292 2 125 50.9(R) 76.3(R) 102(R) 122(g) 122(g) 76.3(R) 114(R) 153(R) 178(G) 183(g)
191 292 2 125 50.9(R) 76.3(R) 102(R) 122(g) 122(g) 76.3(R) 114(R) 153(R) 178(G) 183(g)
241 140 1 0 32.1(R) 48.1(R) 61.0(g) 61.0(g) 61.0(g) 48.1(R) 72.2(R) 91.6(g) 91.6(g) 91.6(g)
241 241 2 76.2 55.1(G) 71.2(G) 87.2(G) 103(G) 119(G) 71.2(G) 95.2(G) 119(G) 124(T) 124(T)
241 292 2 125 64.2(R) 94.2(G) 110(G) 122(g) 122(g) 94.2(G) 118(G) 142(G) 144(T) 144(T)
241 292 2 125 64.2(R) 94.2(G) 110(G) 122(g) 122(g) 94.2(G) 118(G) 142(G) 144(T) 144(T)
292 140 1 0 38.9(R) 58.3(R) 61.0(g) 61.0(g) 61.0(g) 58.3(R) 87.5(R) 91.6(g) 91.6(g) 91.6(g)
292 241 2 76.2 66.8(G) 86.2(G) 106(G) 122(g) 122(g) 86.2(G) 115(G) 137(T) 137(T) 137(T)
292 292 2 125 77.8(R) 114(G) 122(g) 122(g) 122(g) 114(G) 143(G) 172(G) 175(T) 175(T)
292 292 2 125 77.8(R) 114(G) 122(g) 122(g) 122(g) 114(G) 143(G) 172(G) 175(T) 175(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 minimum loaded end distance, aL, is the maximum of 50 mm and 5 times the fastener diameter (O86 Clause 12.4.3.1).
  4. 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.
  5. 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 for yielding failure mode (a),
    • Pr = P'r (KD KSF KT) for yielding failure mode (b),
    • Pr = P'r (KDy KSF KT) for yielding failure mode (d), (e), (f) 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.

  6. 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).
  7. 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.
  8. 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.
  9. N/A = not applicable.
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