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Design Requirements

Product Specified Strengths (MPa)^{Footnote (1)} ^{Footnote (2)} ^{Footnote (7)} ^{Footnote (8)} ^{Footnote (11)}
Species	Grade	Axial		Load Parallel to WFS (Joist/Beam)			Load Perpendicular to WFS (Plank)			MOE^{Footnote (7)}
Species	Grade	F_t^{Footnote (3)}	F_c	F_b^{Footnote (4)} ^{Footnote (5)} ^{Footnote (10)}	F_v	F_cperp^{Footnote (6)}	F_b^{Footnote (4)}	F_v	F_cperp^{Footnote (6)}	MOE^{Footnote (7)}
Douglas Fir (DF)-Larch	1.8E	22.35	27.50	31.85	2.95	6.84	30.60	2.45	6.82	12 410
	1.9E	24.10	29.70^{Footnote (9)}	34.40	3.35	7.28	32.17	2.55	7.31	13 100
	2.0E	25.85	31.90^{Footnote (9)}	36.95	3.70	7.84	33.77	2.70	7.96	13 790
	2.1E	25.85	31.90^{Footnote (9)}	36.95	3.70	7.84	33.77	2.70	7.96	14 480
	2.2E	25.85	31.90^{Footnote (9)}	36.95	3.70	7.84	33.77	2.70	7.96	15 170
Southern Pine (SP)	1.8E	22.35	27.50	31.85	2.95	7.50	30.60	2.45	7.49	12 410
	1.9E	24.10	29.70^{Footnote (9)}	34.40	3.35	8.50	33.15	2.55	8.33	13 100
	2.0E	25.85	31.90^{Footnote (9)}	36.95	3.70	9.40	35.70	2.70	9.24	13 790
	2.1E	27.55	34.15^{Footnote (9)}	39.50	4.10	10.35	38.25	2.85	10.08	14 480
Yellow Poplar (YP) or YP/Red Maple (RM)	1.8E	22.35	27.50	31.85	2.95	7.50	30.60	2.45	9.24	12 410
	1.9E	24.10	29.70^{Footnote (9)}	34.40	3.35	8.50	33.15	2.55	10.50	13 100
	2.0E	25.85	31.90^{Footnote (9)}	36.95	3.70	9.40	35.70	2.70	11.90	13 790
	2.1E	27.55	34.15^{Footnote (9)}	39.50	4.10	10.35	38.25	2.85	13.16	14 480

Notes:

Footnote 1

WFS = wide face of strand; see Figure 1 for details on strand orientation. SP, YP and YP/RM are permitted to be combined as eastern species (ES). When using the species group designation ES, specified strengths are the lowest values for the species in the group.

Return to footnote 1 referrer

Footnote 2

Specified strengths are based on covered, dry service conditions of use. Dry service conditions of use are those in which 19% moisture content will not be exceeded.

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Footnote 3

The F_t values in Table 4.1.1 are reduced to reflect the volume effects of length, depth and thickness for a range of common application conditions. The F_t values for the product may be higher when approved by the manufacturer for use as a component of engineered products, which are manufactured under a recognized quality control program.

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Footnote 4

F_b values include allowances for variations in span-to-depth ratio and method of loading, and may be used without further adjustments except as noted below. For product depths other than 305 mm, regardless of thickness, multiply table values by (305/d)^0.111. Adjustments for common depths are shown below. For product depths less than 89 mm, the multiplier for the 89 mm depth must be used.

Depth (mm)	89	140	184	241	305	406	457	610
Multiplier	1.15	1.09	1.06	1.03	1.00	0.97	0.96	0.93

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Footnote 5

When structural members qualify as repetitive members in accordance with CSA O86-14, a 4% increase is permitted for F_b in addition to the increases permitted in Table Note 4. This increase does not apply to field-assembled, multi-member beams.

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Footnote 6

Fcperp must not be increased for the duration of the load.

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Footnote 7

Simple span uniform load deflection is calculated as follows:

$Δ = \frac{156 W L^{4} \times 10^{6}}{E b d^{3}} + \frac{2400 W L^{2}}{E b d}$

where

Δ = deflection, mm

W = specified uniform load, N/m

L = span, m

E = modulus of elasticity (MOE) (shear-free), MPa

b = beam width, mm

d = beam depth, mm

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Footnote 8

The specified strengths shown in this table also apply when secondary laminating is done in accordance with the manufacturer's quality control manuals for secondary laminating.

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Footnote 9

For column applications, member design must account for load eccentricity (where applicable) and initial member eccentricity due to curvature perpendicular to the wide face of the strand using the following equation:

e₂=load eccentricity+initial member curvature= $\frac{t}{6} + \frac{L^{2}}{3.37 \times 10^{6}}$

where

e₂ = overall load eccentricity in the direction perpendicular to the wide face of the strand, mm

t = thickness of the narrow face of the column (perpendicular to the wide face of the strand), mm

L = column unbraced length for buckling about a weak axis (perpendicular to the wide face of the strand), mm

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Footnote 10

When member thickness perpendicular to the wide face of the strand is less than 65 mm, multiply value by 0.93.

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Footnote 11

Some grades may not be currently under production; however, the manufacturer has qualified the grades listed in the table. Contact the manufacturer for further information. These unproduced prequalified grades may be reintroduced to the market after the manufacturer and the third-party certification agency verify the specified design values are as per the relevant requirements of the CSA O86 version current at the time. The manufacturer and the third-party certification agency are responsible for maintaining the values and informing CCMC of any changes.

Return to footnote 11 referrer

Results of Testing the Fire Resistance Properties of the Product
Specimen	Size (mm)	Estimated Fire Resistance as per Appendix D-2.11. Equations of Division B of the NBC 2015 (min)	Tested Fire Resistance (min)
Column	267 × 267 × 3 810	53.4	59.25
Beam No. 1	200 × 406 × 4 700	70	99
Beam No. 2	225 × 300 × 4 700	73	112

Equivalent Wood Species for Determining Fastener Capacities
Fastener Property	Nail Orientation	Load Direction	Specific Gravity (SG) of Equivalent Species for Design Purposes
Nail withdrawal	edge	withdrawal	Douglas Fir – Larch (N), SG = 0.50
Nail withdrawal	face	withdrawal	Douglas Fir – Larch (N), SG = 0.50
Lateral nail capacity	edge	parallel to grain	Douglas Fir – Larch (N), SG = 0.50
	edge	perpendicular to grain	Douglas Fir – Larch (N), SG = 0.50
	face	parallel to grain	Douglas Fir – Larch (N), SG = 0.50
	face	perpendicular to grain	Douglas Fir – Larch (N), SG = 0.50
Bolt axial capacity	–	parallel to grain	Douglas Fir – Larch (N), SG = 0.50
Bolt axial capacity	–	perpendicular to grain	Douglas Fir – Larch (N), SG = 0.50

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