5/8″ Bolt or dowelSingle Shear, D. Fir-L lumber to concrete

Selection Tables

	5/8″ Bolt or dowel Single Shear, D. Fir-L lumber to concrete
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)
64	95	127	159	190	64	95	127	159	190
38	89	1	0	5.01(R)	7.51(R)	10.0(R)	12.5(R)	15.0(R)	7.51(R)	11.3(R)	15.0(R)	18.8(R)	21.2(T)
38	184	2	47.625	9.60(G)	12.1(G)	14.6(G)	17.1(G)	19.6(G)	12.1(G)	15.9(G)	19.6(G)	23.4(G)	27.1(G)
38	184	2	79.375	10.0(R)	15.0(R)	19.5(G)	22.0(G)	24.5(G)	15.0(R)	20.8(G)	24.5(G)	28.3(G)	32.0(G)
38	235	2	111.125	10.0(R)	15.0(R)	20.0(R)	25.0(R)	29.4(G)	15.0(R)	22.5(R)	29.4(G)	33.2(G)	36.9(G)
38	235	3	47.625	14.2(G)	16.7(G)	19.2(G)	21.7(G)	24.2(G)	16.7(G)	20.4(G)	24.2(G)	28.0(G)	31.7(G)
38	286	3	79.375	15.0(R)	22.5(R)	29.0(G)	31.5(G)	34.0(G)	22.5(R)	30.2(G)	34.0(G)	37.8(G)	41.5(G)
89	89	1	0	11.7(R)	17.6(R)	21.5(d)	21.5(d)	21.5(d)	17.6(R)	26.4(R)	32.3(d)	32.3(d)	32.3(d)
89	184	2	47.625	22.5(G)	28.3(G)	34.2(G)	40.1(G)	43.0(d)	28.3(G)	37.1(G)	45.9(G)	54.7(G)	63.5(G)
89	184	2	79.375	23.5(R)	35.2(R)	43.0(d)	43.0(d)	43.0(d)	35.2(R)	48.6(G)	57.4(G)	64.5(d)	64.5(d)
89	235	2	111.125	23.5(R)	35.2(R)	43.0(d)	43.0(d)	43.0(d)	35.2(R)	52.8(R)	64.5(d)	64.5(d)	64.5(d)
89	235	3	47.625	33.2(G)	39.1(G)	45.0(G)	50.8(G)	56.7(G)	39.1(G)	47.9(G)	56.7(G)	65.5(G)	74.3(G)
89	286	3	79.375	35.2(R)	52.8(R)	64.5(d)	64.5(d)	64.5(d)	52.8(R)	70.8(G)	79.6(G)	88.4(G)	96.8(d)
140	140	1	0	14.6(R)	21.8(R)	24.4(g)	24.4(g)	24.4(g)	21.8(R)	32.8(R)	36.6(g)	36.6(g)	36.6(g)
140	191	2	47.625	25.6(G)	32.9(G)	40.2(G)	47.5(G)	48.8(g)	32.9(G)	43.8(G)	54.8(G)	65.7(G)	73.1(g)
140	191	2	79.375	29.1(R)	43.7(R)	48.8(g)	48.8(g)	48.8(g)	43.7(R)	55.7(G)	66.6(G)	73.1(g)	73.1(g)
140	241	2	111.125	29.1(R)	43.7(R)	48.8(g)	48.8(g)	48.8(g)	43.7(R)	62.9(G)	73.1(g)	73.1(g)	73.1(g)
140	241	3	47.625	33.8(G)	41.1(G)	48.4(G)	55.6(G)	62.9(G)	41.1(G)	52.0(G)	62.9(G)	73.8(G)	84.8(G)
140	241	3	79.375	43.7(R)	61.6(G)	68.9(G)	73.1(g)	73.1(g)	61.6(G)	72.5(G)	83.5(G)	85.7(T)	85.7(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 (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 (K_D K_SF K_T) for yielding failure mode (a), P_r = P'_r 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. 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. For the tabulated resistances to be valid, the fastener bearing length into concrete is required to at least the same as the wood member thickness. The resistance of concrete also needs to be checked separately. N/A = not applicable.	.

5/8″ Bolt or dowel
Single Shear, D. Fir-L lumber to concrete

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)

127

159

190

127

159

190

5.01(R)

7.51(R)

10.0(R)

12.5(R)

15.0(R)

7.51(R)

11.3(R)

15.0(R)

18.8(R)

21.2(T)

184

47.625

9.60(G)

12.1(G)

14.6(G)

17.1(G)

19.6(G)

12.1(G)

15.9(G)

19.6(G)

23.4(G)

27.1(G)

184

79.375

10.0(R)

15.0(R)

19.5(G)

22.0(G)

24.5(G)

15.0(R)

20.8(G)

24.5(G)

28.3(G)

32.0(G)

235

111.125

10.0(R)

15.0(R)

20.0(R)

25.0(R)

29.4(G)

15.0(R)

22.5(R)

29.4(G)

33.2(G)

36.9(G)

235

47.625

14.2(G)

16.7(G)

19.2(G)

21.7(G)

24.2(G)

16.7(G)

20.4(G)

24.2(G)

28.0(G)

31.7(G)

286

79.375

15.0(R)

22.5(R)

29.0(G)

31.5(G)

34.0(G)

22.5(R)

30.2(G)

34.0(G)

37.8(G)

41.5(G)

11.7(R)

17.6(R)

21.5(d)

17.6(R)

26.4(R)

32.3(d)

184

47.625

22.5(G)

28.3(G)

34.2(G)

40.1(G)

43.0(d)

28.3(G)

37.1(G)

45.9(G)

54.7(G)

63.5(G)

184

79.375

23.5(R)

35.2(R)

43.0(d)

35.2(R)

48.6(G)

57.4(G)

64.5(d)

235

111.125

23.5(R)

35.2(R)

43.0(d)

35.2(R)

52.8(R)

64.5(d)

235

47.625

33.2(G)

39.1(G)

45.0(G)

50.8(G)

56.7(G)

39.1(G)

47.9(G)

56.7(G)

65.5(G)

74.3(G)

286

79.375

35.2(R)

52.8(R)

64.5(d)

52.8(R)

70.8(G)

79.6(G)

88.4(G)

96.8(d)

140

14.6(R)

21.8(R)

24.4(g)

21.8(R)

32.8(R)

36.6(g)

140

191

47.625

25.6(G)

32.9(G)

40.2(G)

47.5(G)

48.8(g)

32.9(G)

43.8(G)

54.8(G)

65.7(G)

73.1(g)

140

191

79.375

29.1(R)

43.7(R)

48.8(g)

43.7(R)

55.7(G)

66.6(G)

73.1(g)

140

241

111.125

29.1(R)

43.7(R)

48.8(g)

43.7(R)

62.9(G)

73.1(g)

140

241

47.625

33.8(G)

41.1(G)

48.4(G)

55.6(G)

62.9(G)

41.1(G)

52.0(G)

62.9(G)

73.8(G)

84.8(G)

140

241

79.375

43.7(R)

61.6(G)

68.9(G)

73.1(g)

61.6(G)

72.5(G)

83.5(G)

85.7(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 (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 (K_D K_SF K_T) for yielding failure mode (a),
- P_r = P'_r 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.
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.
For the tabulated resistances to be valid, the fastener bearing length into concrete is required to at least the same as the wood member thickness. The resistance of concrete also needs to be checked separately.
N/A = not applicable.