Content page

Specimens were tested in edgewise and flatwise bending to establish the characteristic value. Qualification test data have been used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CAN/CSA-O86-01 was used to determine the specified strength.

Specimens were tested in shear to establish the characteristic value. Qualification test data have been used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CAN/CSA-O86-01 was used to determine the specified strength.

Specimens were tested in compression parallel to the grain to establish the characteristic value. Qualification test data have been used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CAN/CSA-O86-01 was used to determine the specified strength.

Specimens of 1.35E were tested in compression perpendicular to the grain in plank orientation, in accordance with ASTM D 5456-14b, the lesser of Article 6.5.4. (proportional limit) and Article 7.4.3.2. (1 mm (0.04 in.)) to determine the characteristic value, and multiplied by 1.81 as per CSA O86-14, Clause 16.3.3.5. For the joist orientation, the characteristic value (1 mm (0.04 in.)) deformation) was multiplied by 1.09 to establish the specified strength in accordance with CAN/CSA-O86-01.

Specimens were tested in tension to establish the characteristic value. Qualification test data have been used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CAN/CSA-O86-01 was used to determine the specified strength.

Nail withdrawal values were established following ASTM D 1761-12, "Standard Test Methods for Mechanical Fasteners in Wood," for an 8d common nail having a 31.75-mm penetration. Specimens were tested and the equivalent species capacity was determined in accordance with ASTM D 5456-98, A2.4.

Dowel bearing strength was determined as per ASTM D 5764-95, "Standard Test Method for Evaluating Dowel Bearing Strength of Wood and Wood-Based Products," with 10d common nails with a nominal diameter of 3.76 mm and a lead hole diameter of 2.77 mm. Specimens were tested and the mean bearing capacity was used to establish the equivalent species capacity as per ASTM D 5456-98, A2.5.

Bolt bearing capacity was determined in accordance with ASTM D 5764-95 with 12.5-mm and 19-mm bolts. Specimens were tested and the mean bolt bearing capacity was used to establish the equivalent species capacity as per ASTM D 5456-98, A2.5.

A total of 53 specimens were tested and a 90-day creep assessment was conducted in accordance with ASTM D 5456-98 and ASTM D 6815-02a, "Standard Specification for Evaluation of Duration of Load and Creep Effects of Wood and Wood-Based Products." It demonstrated equivalency to the duration of load behaviour of sawn lumber.

The binder meets CSA O437.2-93, "Evaluation of Binder Systems for OSB and Waferboard," with modifications. In addition, after a 14-day soak conditioning, the LSL specimens with an equivalent methylene diphenyl diisocyanate (MDI) binder were subjected to the 90-day creep test of ASTM D 6815 and performance equivalent to lumber was demonstrated.

The product was treated with zinc borate in accordance with AWPA N2-03, "Standard for the Preservative Treatment of Composite Wood Products by Nonpressure Processes." It was found to be effective in controlling decay for environmental conditions expected in sill plate applications. In addition, the ZB treatment was found not to affect the structural and fastener properties based on a test program.

Notching: All three grades of the product were notched 20% and 40% of the cross section and tested in tension, bending and compression. All grades showed higher residual strength than unnotched 2 × 6 Douglas fir sawn lumber (not NBC specified minimum stud lumber).

End nail connection: Lateral nail capacity of 10 stud/plate connections were tested with 4 mm to 82 mm (16d) nails and a minimum 5.3 kN was attained, which exceeds the 3.77 kN criterion.

Nail slip, en, performance (optional): Not applicable.

Full-scale shear wall tests of the three LSL grades, 12 mm (25/32 in.) sheathing thickness, nail size and spacing were undertaken to verify equivalency to lumber shear walls in Table 9.5.1A in CSA O86-09. Testing was performed following the CUREE Method C in ASTM E 2126. Three parameters needed to be met based on the equivalent energy elastic-plastic (EEEP) curve. The three parameters included: (i) ductility (μ) ≥ 11; (ii) drift capacity (D_u) ≥ 0.028H; and (iii) 2.3 ≤ overstrength (Ω) ≤ 5.0. These criteria were met for the LSL grades, panel edge spacing and species adjustment outlined in Table 4.1.5.

1.0

Douglas Fir-Larch

Douglas Fir-Larch

13 800 to 16 500

0.9

Hem-Fir

N/A

12 400 to 13 100

0.8

S-P-F

Spruce-Pine

8 300 to 11 700

0.7

Northern Species

N/A

N/A

*For other species of MSR or MEL lumber, use visually graded lumber values.