3/4″ Bolt or dowelDouble Shear, 6mm steel internal plate to D. Fir-L lumber

Selection Tables

	3/4″ Bolt or dowel Double Shear, 6mm steel internal plate to D. Fir-L 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, a_L, and the spacing between bolts in a row, S_R (mm)
76	114	152	190	229	76	114	152	190	229
89	140	1	0	12.5(R)	18.7(R)	25.0(R)	31.2(R)	37.5(R)	18.7(R)	28.1(R)	37.5(R)	46.8(R)	56.2(R)
89	286	2	57.15	24.1(G)	30.3(G)	36.6(G)	42.8(G)	49.0(G)	30.3(G)	39.7(G)	49.0(G)	58.4(G)	67.8(G)
89	286	2	95.25	25.0(R)	37.5(R)	48.8(G)	55.0(G)	61.3(G)	37.5(R)	51.9(G)	61.3(G)	70.6(G)	80.0(G)
89	286	2	125	25.0(R)	37.5(R)	50.0(R)	62.4(R)	70.8(G)	37.5(R)	56.2(R)	70.8(G)	80.2(G)	89.5(G)
140	140	1	0	16.2(R)	24.3(R)	32.5(R)	40.6(R)	48.7(R)	24.3(R)	36.5(R)	48.7(R)	60.8(R)	68.8(T)
140	241	2	57.15	27.1(G)	35.2(G)	43.3(G)	51.4(G)	59.5(G)	35.2(G)	47.3(G)	59.5(G)	71.7(G)	83.9(G)
140	241	2	95.25	32.5(R)	46.6(G)	54.7(G)	62.8(G)	71.0(G)	46.6(G)	58.8(G)	71.0(G)	83.1(G)	84.5(T)
140	292	2	125	32.5(R)	48.7(R)	63.7(G)	71.8(G)	79.9(G)	48.7(R)	67.7(G)	79.9(G)	92.1(G)	96.5(T)
191	140	1	0	22.6(R)	33.9(R)	45.2(R)	56.5(R)	58.8(d)	33.9(R)	50.8(R)	67.8(R)	84.7(R)	88.1(d)
191	241	2	57.15	40.0(G)	51.3(G)	62.6(G)	73.9(G)	85.2(G)	51.3(G)	68.2(G)	85.2(G)	102(G)	119(G)
191	241	2	95.25	45.2(R)	67.8(R)	80.9(G)	92.2(G)	103(G)	67.8(R)	86.6(G)	103(G)	120(G)	135(T)
191	292	2	125	45.2(R)	67.8(R)	88.6(G)	99.9(G)	111(G)	67.8(R)	94.3(G)	111(G)	128(G)	134(T)
241	140	1	0	28.8(R)	43.2(R)	57.7(R)	64.8(d)	64.8(d)	43.2(R)	64.9(R)	86.5(R)	89.8(T)	89.8(T)
241	241	2	57.15	51.0(G)	65.4(G)	79.8(G)	94.3(G)	109(G)	65.4(G)	87.1(G)	109(G)	130(G)	152(G)
241	241	2	95.25	57.7(R)	86.5(R)	103(G)	118(G)	130(d)	86.5(R)	110(G)	132(G)	154(G)	173(T)
241	292	2	125	57.7(R)	86.5(R)	115(R)	130(d)	130(d)	86.5(R)	129(G)	150(G)	172(G)	194(G)
241	292	3	57.15	73.2(G)	87.6(G)	102(G)	116(G)	131(G)	87.6(G)	109(G)	131(G)	152(G)	174(G)
241	292	3	62.5	79.8(G)	94.2(G)	109(G)	123(G)	137(G)	94.2(G)	116(G)	137(G)	159(G)	181(G)
292	140	1	0	35.2(R)	52.8(R)	70.4(R)	71.0(d)	71.0(d)	52.8(R)	79.2(R)	99.6(T)	99.6(T)	99.6(T)
292	191	2	57.15	58.7(G)	76.3(G)	93.9(G)	112(G)	125(T)	76.3(G)	103(G)	125(T)	125(T)	125(T)
292	191	2	95.25	70.4(R)	101(G)	119(G)	125(T)	125(T)	101(G)	125(T)	125(T)	125(T)	125(T)
292	292	2	125	70.4(R)	106(R)	141(R)	142(d)	142(d)	106(R)	157(G)	184(G)	210(G)	213(d)
292	292	3	57.15	89.4(G)	107(G)	125(G)	142(G)	160(G)	107(G)	133(G)	160(G)	186(G)	213(G)
292	292	3	62.5	97.4(G)	115(G)	133(G)	150(G)	168(G)	115(G)	141(G)	168(G)	194(G)	221(G)

Notes: 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. 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. The tabulated lateral resistances are based on removing a 10 mm thick slot to accommodate the 6 mm internal steel plate. The minimum loaded end distance, a_L, is the maximum of 50 mm and 5 times the fastener diameter (O86 Clause 12.4.3.1). 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. 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: P_r = P'_r (K_D K_SF K_T) for yielding failure mode (a), P_r = P'_r for yielding failure mode (c), P_r = P'_r (K_Dy K_SF K_T) for yielding failure mode (d) or (g), P_r = P'_r (K_D K_Sv K_T) for row shear, P_r = P'_r (K_D K_St K_T) 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. 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). 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. 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. N/A = not applicable.	.

3/4″ Bolt or dowel
Double Shear, 6mm steel internal plate to D. Fir-L lumber

Wood Member

Fastener

Thickness
(mm)

Depth
(mm)

No.
of
rows

No. of fasteners in a row

Bolt spacing in a row taken as the minimum of the loaded end distance⁴, a_L, and the spacing between bolts in a row, S_R (mm)

114

152

190

229

114

152

190

229

140

12.5(R)

18.7(R)

25.0(R)

31.2(R)

37.5(R)

18.7(R)

28.1(R)

37.5(R)

46.8(R)

56.2(R)

286

57.15

24.1(G)

30.3(G)

36.6(G)

42.8(G)

49.0(G)

30.3(G)

39.7(G)

49.0(G)

58.4(G)

67.8(G)

286

95.25

25.0(R)

37.5(R)

48.8(G)

55.0(G)

61.3(G)

37.5(R)

51.9(G)

61.3(G)

70.6(G)

80.0(G)

286

125

25.0(R)

37.5(R)

50.0(R)

62.4(R)

70.8(G)

37.5(R)

56.2(R)

70.8(G)

80.2(G)

89.5(G)

140

16.2(R)

24.3(R)

32.5(R)

40.6(R)

48.7(R)

24.3(R)

36.5(R)

48.7(R)

60.8(R)

68.8(T)

140

241

57.15

27.1(G)

35.2(G)

43.3(G)

51.4(G)

59.5(G)

35.2(G)

47.3(G)

59.5(G)

71.7(G)

83.9(G)

140

241

95.25

32.5(R)

46.6(G)

54.7(G)

62.8(G)

71.0(G)

46.6(G)

58.8(G)

71.0(G)

83.1(G)

84.5(T)

140

292

125

32.5(R)

48.7(R)

63.7(G)

71.8(G)

79.9(G)

48.7(R)

67.7(G)

79.9(G)

92.1(G)

96.5(T)

191

140

22.6(R)

33.9(R)

45.2(R)

56.5(R)

58.8(d)

33.9(R)

50.8(R)

67.8(R)

84.7(R)

88.1(d)

191

241

57.15

40.0(G)

51.3(G)

62.6(G)

73.9(G)

85.2(G)

51.3(G)

68.2(G)

85.2(G)

102(G)

119(G)

191

241

95.25

45.2(R)

67.8(R)

80.9(G)

92.2(G)

103(G)

67.8(R)

86.6(G)

103(G)

120(G)

135(T)

191

292

125

45.2(R)

67.8(R)

88.6(G)

99.9(G)

111(G)

67.8(R)

94.3(G)

111(G)

128(G)

134(T)

241

140

28.8(R)

43.2(R)

57.7(R)

64.8(d)

43.2(R)

64.9(R)

86.5(R)

89.8(T)

241

57.15

51.0(G)

65.4(G)

79.8(G)

94.3(G)

109(G)

65.4(G)

87.1(G)

109(G)

130(G)

152(G)

241

95.25

57.7(R)

86.5(R)

103(G)

118(G)

130(d)

86.5(R)

110(G)

132(G)

154(G)

173(T)

241

292

125

57.7(R)

86.5(R)

115(R)

130(d)

86.5(R)

129(G)

150(G)

172(G)

194(G)

241

292

57.15

73.2(G)

87.6(G)

102(G)

116(G)

131(G)

87.6(G)

109(G)

131(G)

152(G)

174(G)

241

292

62.5

79.8(G)

94.2(G)

109(G)

123(G)

137(G)

94.2(G)

116(G)

137(G)

159(G)

181(G)

292

140

35.2(R)

52.8(R)

70.4(R)

71.0(d)

52.8(R)

79.2(R)

99.6(T)

292

191

57.15

58.7(G)

76.3(G)

93.9(G)

112(G)

125(T)

76.3(G)

103(G)

125(T)

292

191

95.25

70.4(R)

101(G)

119(G)

125(T)

101(G)

125(T)

292

125

70.4(R)

106(R)

141(R)

142(d)

106(R)

157(G)

184(G)

210(G)

213(d)

292

57.15

89.4(G)

107(G)

125(G)

142(G)

160(G)

107(G)

133(G)

160(G)

186(G)

213(G)

292

62.5

97.4(G)

115(G)

133(G)

150(G)

168(G)

115(G)

141(G)

168(G)

194(G)

221(G)

Notes:

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.
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.
The tabulated lateral resistances are based on removing a 10 mm thick slot to accommodate the 6 mm internal steel plate.
The minimum loaded end distance, a_L, is the maximum of 50 mm and 5 times the fastener diameter (O86 Clause 12.4.3.1).
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.
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:
- P_r = P'_r (K_D K_SF K_T) for yielding failure mode (a),
- P_r = P'_r for yielding failure mode (c),
- P_r = P'_r (K_Dy K_SF K_T) for yielding failure mode (d) or (g),
- P_r = P'_r (K_D K_Sv K_T) for row shear,
- P_r = P'_r (K_D K_St K_T) 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.
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).
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.
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.
N/A = not applicable.