1″ Bolt or dowelSingle Shear, Spruce-Pine glulam to 6mm steel plate

Selection Tables

	1″ Bolt or dowel Single Shear, Spruce-Pine glulam to 6mm steel plate
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
80	114	1	0	15.5(R)	23.3(R)	31.1(R)	38.8(R)	46.6(R)	23.3(R)	34.9(R)	46.6(R)	58.2(R)	69.9(R)
80	228	2	76.2	31.1(R)	46.6(R)	62.1(R)	77.7(R)	93.1(G)	46.6(R)	69.9(R)	93.1(G)	105(G)	116(G)
80	266	2	125	31.1(R)	46.6(R)	62.1(R)	77.7(R)	93.2(R)	46.6(R)	69.9(R)	93.2(R)	116(R)	140(R)
80	266	2	125	31.1(R)	46.6(R)	62.1(R)	77.7(R)	93.2(R)	46.6(R)	69.9(R)	93.2(R)	116(R)	140(R)
130	152	1	0	25.2(R)	37.9(R)	50.5(R)	59.7(g)	59.7(g)	37.9(R)	56.8(R)	75.7(R)	89.6(g)	89.6(g)
130	228	2	76.2	50.5(R)	75.7(R)	101(R)	119(g)	119(g)	75.7(R)	114(R)	151(G)	170(G)	179(g)
130	266	2	125	50.5(R)	75.7(R)	101(R)	119(g)	119(g)	75.7(R)	114(R)	151(R)	179(g)	179(g)
130	266	2	125	50.5(R)	75.7(R)	101(R)	119(g)	119(g)	75.7(R)	114(R)	151(R)	179(g)	179(g)
175	190	1	0	34.0(R)	51.0(R)	59.7(g)	59.7(g)	59.7(g)	51.0(R)	76.4(R)	89.6(g)	89.6(g)	89.6(g)
175	228	2	76.2	68.0(R)	102(R)	119(g)	119(g)	119(g)	102(R)	153(R)	179(g)	179(g)	179(g)
175	266	2	125	68.0(R)	102(R)	119(g)	119(g)	119(g)	102(R)	153(R)	179(g)	179(g)	179(g)
175	266	2	125	68.0(R)	102(R)	119(g)	119(g)	119(g)	102(R)	153(R)	179(g)	179(g)	179(g)
215	266	1	0	41.7(R)	59.7(g)	59.7(g)	59.7(g)	59.7(g)	62.6(R)	89.6(g)	89.6(g)	89.6(g)	89.6(g)
215	266	2	76.2	83.5(R)	119(g)	119(g)	119(g)	119(g)	125(R)	179(g)	179(g)	179(g)	179(g)
215	266	2	125	83.5(R)	119(g)	119(g)	119(g)	119(g)	125(R)	179(g)	179(g)	179(g)	179(g)
215	266	2	125	83.5(R)	119(g)	119(g)	119(g)	119(g)	125(R)	179(g)	179(g)	179(g)	179(g)
265	342	1	0	51.5(R)	59.7(g)	59.7(g)	59.7(g)	59.7(g)	77.2(R)	89.6(g)	89.6(g)	89.6(g)	89.6(g)
265	342	2	76.2	103(R)	119(g)	119(g)	119(g)	119(g)	154(R)	179(g)	179(g)	179(g)	179(g)
265	342	2	125	103(R)	119(g)	119(g)	119(g)	119(g)	154(R)	179(g)	179(g)	179(g)	179(g)
265	342	2	125	103(R)	119(g)	119(g)	119(g)	119(g)	154(R)	179(g)	179(g)	179(g)	179(g)
315	380	1	0	59.7(g)	59.7(g)	59.7(g)	59.7(g)	59.7(g)	89.6(g)	89.6(g)	89.6(g)	89.6(g)	89.6(g)
315	380	2	76.2	119(g)	119(g)	119(g)	119(g)	119(g)	179(g)	179(g)	179(g)	179(g)	179(g)
315	380	2	125	119(g)	119(g)	119(g)	119(g)	119(g)	179(g)	179(g)	179(g)	179(g)	179(g)
315	380	2	125	119(g)	119(g)	119(g)	119(g)	119(g)	179(g)	179(g)	179(g)	179(g)	179(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 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 (b), P_r = P'_r (K_Dy K_SF K_T) for yielding failure mode (d), (e), (f) 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. For D.Fir-L glulam, the tabulated values are valid for 24f-E, 24f-EX, 20f-E, 20f-EX or 16c-E grade. For Spruce-Pine glulam, the tabulated values are valid for 20f-E, 20f-EX or 12c-E grade. Tabulated values are based on ASTM A307 grade steel bolts or dowels, and ASTM A36/36M 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
Single Shear, Spruce-Pine glulam to 6mm steel plate

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

114

15.5(R)

23.3(R)

31.1(R)

38.8(R)

46.6(R)

23.3(R)

34.9(R)

46.6(R)

58.2(R)

69.9(R)

228

76.2

31.1(R)

46.6(R)

62.1(R)

77.7(R)

93.1(G)

46.6(R)

69.9(R)

93.1(G)

105(G)

116(G)

266

125

31.1(R)

46.6(R)

62.1(R)

77.7(R)

93.2(R)

46.6(R)

69.9(R)

93.2(R)

116(R)

140(R)

266

125

31.1(R)

46.6(R)

62.1(R)

77.7(R)

93.2(R)

46.6(R)

69.9(R)

93.2(R)

116(R)

140(R)

130

152

25.2(R)

37.9(R)

50.5(R)

59.7(g)

37.9(R)

56.8(R)

75.7(R)

89.6(g)

130

228

76.2

50.5(R)

75.7(R)

101(R)

119(g)

75.7(R)

114(R)

151(G)

170(G)

179(g)

130

266

125

50.5(R)

75.7(R)

101(R)

119(g)

75.7(R)

114(R)

151(R)

179(g)

130

266

125

50.5(R)

75.7(R)

101(R)

119(g)

75.7(R)

114(R)

151(R)

179(g)

175

190

34.0(R)

51.0(R)

59.7(g)

51.0(R)

76.4(R)

89.6(g)

175

228

76.2

68.0(R)

102(R)

119(g)

102(R)

153(R)

179(g)

175

266

125

68.0(R)

102(R)

119(g)

102(R)

153(R)

179(g)

175

266

125

68.0(R)

102(R)

119(g)

102(R)

153(R)

179(g)

215

266

41.7(R)

59.7(g)

62.6(R)

89.6(g)

215

266

76.2

83.5(R)

119(g)

125(R)

179(g)

215

266

125

83.5(R)

119(g)

125(R)

179(g)

215

266

125

83.5(R)

119(g)

125(R)

179(g)

265

342

51.5(R)

59.7(g)

77.2(R)

89.6(g)

265

342

76.2

103(R)

119(g)

154(R)

179(g)

265

342

125

103(R)

119(g)

154(R)

179(g)

265

342

125

103(R)

119(g)

154(R)

179(g)

315

380

59.7(g)

89.6(g)

315

380

76.2

119(g)

179(g)

315

380

125

119(g)

179(g)

315

380

125

119(g)

179(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 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 (b),
- P_r = P'_r (K_Dy K_SF K_T) for yielding failure mode (d), (e), (f) 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.
For D.Fir-L glulam, the tabulated values are valid for 24f-E, 24f-EX, 20f-E, 20f-EX or 16c-E grade. For Spruce-Pine glulam, the tabulated values are valid for 20f-E, 20f-EX or 12c-E grade.
Tabulated values are based on ASTM A307 grade steel bolts or dowels, and ASTM A36/36M 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.