1″ Bolt or dowelDouble Shear, S-P-F lumber to 6mm steel plates

Selection Tables

	1″ Bolt or dowel Double Shear, S-P-F 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, a_L, and the spacing between bolts in a row, S_R (mm)
102	152	203	254	305	102	152	203	254	305
38	140	1	0	9.73(R)	14.6(R)	19.5(R)	24.2(c)	24.2(c)	14.6(R)	21.9(R)	27.5(T)	27.5(T)	27.5(T)
38	235	2	76.2	16.9(G)	21.7(G)	26.6(G)	31.5(G)	36.3(G)	21.7(G)	29.0(G)	36.3(G)	37.3(T)	37.3(T)
38	286	2	125	19.5(R)	28.9(G)	33.7(G)	38.6(G)	43.5(G)	28.9(G)	36.2(G)	43.5(G)	43.5(T)	43.5(T)
38	286	2	125	19.5(R)	28.9(G)	33.7(G)	38.6(G)	43.5(G)	28.9(G)	36.2(G)	43.5(G)	43.5(T)	43.5(T)
89	140	1	0	22.8(R)	34.2(R)	45.6(R)	56.7(c)	56.7(c)	34.2(R)	51.3(R)	64.5(T)	64.5(T)	64.5(T)
89	235	2	76.2	39.5(G)	50.9(G)	62.3(G)	73.7(G)	85.1(G)	50.9(G)	68.0(G)	85.1(G)	87.3(T)	87.3(T)
89	286	2	125	45.6(R)	67.6(G)	79.0(G)	90.4(G)	102(G)	67.6(G)	84.7(G)	102(G)	102(T)	102(T)
89	286	2	125	45.6(R)	67.6(G)	79.0(G)	90.4(G)	102(G)	67.6(G)	84.7(G)	102(G)	102(T)	102(T)
140	140	1	0	28.7(R)	43.0(R)	48.0(T)	48.0(T)	48.0(T)	43.0(R)	48.0(T)	48.0(T)	48.0(T)	48.0(T)
140	241	2	76.2	39.7(G)	54.0(G)	59.4(T)	59.4(T)	59.4(T)	54.0(G)	59.4(T)	59.4(T)	59.4(T)	59.4(T)
140	292	2	125	50.7(G)	65.0(G)	68.7(T)	68.7(T)	68.7(T)	65.0(G)	68.7(T)	68.7(T)	68.7(T)	68.7(T)
140	292	2	125	50.7(G)	65.0(G)	68.7(T)	68.7(T)	68.7(T)	65.0(G)	68.7(T)	68.7(T)	68.7(T)	68.7(T)
191	140	1	0	39.1(R)	58.7(R)	60.4(T)	60.4(T)	60.4(T)	58.7(R)	60.4(T)	60.4(T)	60.4(T)	60.4(T)
191	241	2	76.2	56.1(G)	75.6(G)	91.5(T)	91.5(T)	91.5(T)	75.6(G)	91.5(T)	91.5(T)	91.5(T)	91.5(T)
191	292	2	125	69.1(G)	88.7(G)	93.8(T)	93.8(T)	93.8(T)	88.7(G)	93.8(T)	93.8(T)	93.8(T)	93.8(T)
191	292	2	125	69.1(G)	88.7(G)	93.8(T)	93.8(T)	93.8(T)	88.7(G)	93.8(T)	93.8(T)	93.8(T)	93.8(T)
241	140	1	0	49.4(R)	61.8(T)	61.8(T)	61.8(T)	61.8(T)	61.8(T)	61.8(T)	61.8(T)	61.8(T)	61.8(T)
241	241	2	76.2	70.8(G)	95.4(G)	116(T)	116(T)	116(T)	95.4(G)	116(T)	116(T)	116(T)	116(T)
241	292	2	125	92.2(G)	117(G)	134(T)	134(T)	134(T)	117(G)	134(T)	134(T)	134(T)	134(T)
241	292	2	125	92.2(G)	117(G)	134(T)	134(T)	134(T)	117(G)	134(T)	134(T)	134(T)	134(T)
292	140	1	0	59.8(R)	68.1(T)	68.1(T)	68.1(T)	68.1(T)	68.1(T)	68.1(T)	68.1(T)	68.1(T)	68.1(T)
292	241	2	76.2	85.7(G)	116(G)	127(T)	127(T)	127(T)	116(G)	127(T)	127(T)	127(T)	127(T)
292	292	2	125	112(G)	142(G)	162(T)	162(T)	162(T)	142(G)	162(T)	162(T)	162(T)	162(T)
292	292	2	125	112(G)	142(G)	162(T)	162(T)	162(T)	142(G)	162(T)	162(T)	162(T)	162(T)

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 ®, (G) or (T), indicating failure due to row shear, group tear-out or net tension in the main member. 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 for yielding failure mode (a), P_r = P'_r (K_D K_SF K_T) 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.	.

1″ Bolt or dowel
Double Shear, S-P-F lumber to 6mm steel plates

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 distance³, a_L, and the spacing between bolts in a row, S_R (mm)

102

152

203

254

305

102

152

203

254

305

140

9.73(R)

14.6(R)

19.5(R)

24.2(c)

14.6(R)

21.9(R)

27.5(T)

235

76.2

16.9(G)

21.7(G)

26.6(G)

31.5(G)

36.3(G)

21.7(G)

29.0(G)

36.3(G)

37.3(T)

286

125

19.5(R)

28.9(G)

33.7(G)

38.6(G)

43.5(G)

28.9(G)

36.2(G)

43.5(G)

43.5(T)

286

125

19.5(R)

28.9(G)

33.7(G)

38.6(G)

43.5(G)

28.9(G)

36.2(G)

43.5(G)

43.5(T)

140

22.8(R)

34.2(R)

45.6(R)

56.7(c)

34.2(R)

51.3(R)

64.5(T)

235

76.2

39.5(G)

50.9(G)

62.3(G)

73.7(G)

85.1(G)

50.9(G)

68.0(G)

85.1(G)

87.3(T)

286

125

45.6(R)

67.6(G)

79.0(G)

90.4(G)

102(G)

67.6(G)

84.7(G)

102(G)

102(T)

286

125

45.6(R)

67.6(G)

79.0(G)

90.4(G)

102(G)

67.6(G)

84.7(G)

102(G)

102(T)

140

28.7(R)

43.0(R)

48.0(T)

43.0(R)

48.0(T)

140

241

76.2

39.7(G)

54.0(G)

59.4(T)

54.0(G)

59.4(T)

140

292

125

50.7(G)

65.0(G)

68.7(T)

65.0(G)

68.7(T)

140

292

125

50.7(G)

65.0(G)

68.7(T)

65.0(G)

68.7(T)

191

140

39.1(R)

58.7(R)

60.4(T)

58.7(R)

60.4(T)

191

241

76.2

56.1(G)

75.6(G)

91.5(T)

75.6(G)

91.5(T)

191

292

125

69.1(G)

88.7(G)

93.8(T)

88.7(G)

93.8(T)

191

292

125

69.1(G)

88.7(G)

93.8(T)

88.7(G)

93.8(T)

241

140

49.4(R)

61.8(T)

241

76.2

70.8(G)

95.4(G)

116(T)

95.4(G)

116(T)

241

292

125

92.2(G)

117(G)

134(T)

117(G)

134(T)

241

292

125

92.2(G)

117(G)

134(T)

117(G)

134(T)

292

140

59.8(R)

68.1(T)

292

241

76.2

85.7(G)

116(G)

127(T)

116(G)

127(T)

292

125

112(G)

142(G)

162(T)

142(G)

162(T)

292

125

112(G)

142(G)

162(T)

142(G)

162(T)

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 ®, (G) or (T), indicating failure due to row shear, group tear-out or net tension in the main member.
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 for yielding failure mode (a),
- P_r = P'_r (K_D K_SF K_T) 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.