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Specimens were tested in edgewise and flatwise bending to establish the characteristic value. Data from quality control (QC) tests were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86-14 was used to determine the specified strength.

Specimens were tested in shear to establish the characteristic value. Data from QC tests were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA-O86-14 was used to determine the specified strength.

Specimens were tested in compression parallel to grain to establish the characteristic value. Data from QC tests were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA-O86-14 was used to determine the specified strength.

Specimens were tested in compression perpendicular to grain to establish the characteristic value. The two methods, namely, min. density and 0.04 in. deformation stress, were used with a voluntary adjustment of 0.71 by the proponent. The characteristic value was multiplied by 1.09 to establish the specified strength in accordance with CSA O86-14 and ASTM D 5456-14b.

Specimens were tested in tension to establish the characteristic value. Data from QC tests were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA-O86-14 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 equivalent species capacity was determined in accordance with ASTM D 5456-13a, A2.4.

Dowel bearing strength was determined as per ASTM D 5764-97a, "Standard Test Method for Evaluating Dowel-Bearing Strength of Wood and Wood-Based Products," using 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 5456-13a, A2.5.

Bolt bearing capacity was determined in accordance with ASTM D 5764-97a using 12.5 mm and 19.0 mm bolts. Specimens were tested, and the mean bolt bearing capacity was used to establish the equivalent species capacity as per ASTM D 5456-13a A2.5.

A total of 240 specimens were tested to a short-term and long-term creep assessment program. The creep performance of the product was found to be equal to or better than Aspen lumber. Long-term (90-day) creep testing was also conducted. It demonstrated equivalency to the duration of load behaviour of sawn lumber.

Two full-scale floor assemblies were tested, one containing sawn lumber joists and the other "TimberStrand® LSL" joists. Charring rate tests were also conducted for comparison. The testing and performance were considered adequate to demonstrate equivalency to the fire resistance of sawn lumber joists within a fire-rated floor assembly.

See CSA O325-07, "Construction Sheathing" (OSB binder requirements). For adhesive and species mix qualification, additional creep testing was conducted in accordance with CCMC’s creep and recovery test. After conditioning of the specimens, the creep and recovery performance was considered favourable.

As the product is treated with zinc borate in accordance with AWPA N2-03, "Composite Wood Products, Preservative Treatment by Nonpressure Processes," it was found to be effective in controlling decay from environmental conditions expected in sill plate applications.

Notching: Strength and stiffness reduction for a 22-mm × 75-mm notch in 1.3E "TimberStrand® LSL" was compared with "standard and better" Douglas fir sawn lumber (not NBC specified minimum stud lumber). The Douglas fir lumber showed 70% reduction, while the 1.3E LSL showed 43% reduction.

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 kN was attained, which exceeds the 3.77 kN criterion.

Nail slip, e_n, performance (optional): The sheathing-to-framing connection was tested for nail slip, and in combination with full-scale shear wall test results, 1.3E grade showed a similar load-slip relationship to "dry assemblies/dry use" SG = 0.50 material.

Full-scale shear wall tests of various combinations and permutations of LSL grades, sheathing thickness, nail size and spacing were undertaken to verify equivalency to lumber shear walls in Table 9.5.1.A in CSA O86-09. Testing was performed following the CUREE Method C in ASTM E 2126, "Standard Test Methods for Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings." 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.