[CCMC 11518-R] CCMC Canadian code compliance evaluation

From: National Research Council Canada

CCMC number:

11518-R

Status:

Active

Issue date:

1987-06-03

Modified date:

2023-03-09

Evaluation holder:

Pacific Woodtech Corporation

1850 Park Lane
Burlington WA 98233
United States
Website: www.pacificwoodtech.com
Telephone: 360-707-2200

Product name:

PWT™ LVL (formerly SolidStart)

Code compliance:

NBC 2010, OBC

Evaluation requirements:

CCMC-TG-061710-10 "CCMC Technical Guide for Structural Composite Lumber"

In most jurisdictions this document is sufficient evidence for approval by Canadian authorities.

Learn more about CCMC recognition Look for the trusted CCMC mark on products to verify compliance.

Code compliance opinion

It is the opinion of the Canadian Construction Materials Centre that the evaluated product, when used as structural composite lumber (SCL) in accordance with the conditions and limitations stated in this evaluation, complies with the following code:

National Building Code of Canada 2010

ID	Code provision	Solution type
04-03-01-01-00-0-00	4.3.1.1.(1) Buildings and their structural members m ...	Acceptable
09-23-04-02-00-0-00	9.23.4.2.(3) Spans for built-up wood and glued-lamina ...	Alternative

Ontario Building Code

Ruling No. 05-14-138 (11518-R) authorizing the use of this product in Ontario, subject to the terms and conditions contained in the Ruling, was made by the Minister of Municipal Affairs and Housing on 2005-12-15 (revised 2012-06-21) pursuant to s.29 of the Building Code Act, 1992 (see Ruling for terms and conditions). This Ruling is subject to periodic revisions and updates.

The above opinion is based on the evaluation by the CCMC of technical evidence provided by the evaluation holder, and is bound by the stated conditions and limitations. For the benefit of the user, a summary of the technical information that forms the basis of this evaluation has been included.

Product information

Product name

PWT™ LVL (formerly SolidStart)

Product description

The product is a laminated veneer lumber (LVL), which is a type of SCL that is manufactured by laminating veneer sheets of wood coated with an exterior-type structural adhesive conforming to CSA O112.6-M1977, “Phenol and Phenol-Resorcinol Resin Adhesives for Wood (High-Temperature Curing)” (see CCMC 13192-L, CCMC 13322-L and CCMC 13019-L). The wood veneer properties, species, adhesive, manufacturing parameters, and finished product thickness, width and length are as specified in the quality control manual that contains the manufacturing standard. See Figure 1 for veneer orientation and details. Larger sections of the product are available through secondary lamination.

The manufacturing quality assurance program and records are verified by APA–The Engineered Wood Association as part of the product certification.

The permitted design values are outlined in the tables in the Technical information section of this Report.

Figure 1. Typical LVL profile

Manufacturing plants

This evaluation is limited to products produced at the following plants:

Product name	Manufacturing plants
Product name	Golden, BC, CA	Wilmington, NC, US
PWT™ LVL (formerly SolidStart)	Product evaluated by the CCMC	Product evaluated by the CCMC

Product evaluated by the CCMC Indicates that the product from this manufacturing facility has been evaluated by the CCMC

Conditions and limitations

The CCMC’s compliance opinion is bound by this product being used in accordance with the conditions and limitations set out below.

The product, as with all SCL, is intended for dry service applications only.^{Footnote (1)}
The product is intended for use in construction as an alternative material to lumber. Proprietary design values presented for the product are to be used by professional engineers for design in accordance with CSA O86 for structural applications such as beams, headers, joists, rafters, and columns as intended by the product manufacturer. The specific application must be qualified through testing and validated by the manufacturer. Applications such as I-joist flanges, studs and metal-plated truss chords are beyond the scope of this evaluation.
Structural applications:
1. Pacific Woodtech Corporation’s pre-engineered tables^{Footnote (2)}^{Footnote (3)}
  The pre-engineered tables in the literature outlined below have been provided to CCMC by the manufacturer to demonstrate compliance with Part 9 buildings of Division B of the NBC 2010 for acceptance by the local authority having jurisdiction (AHJ):
  
  When the product is used as beams, headers and rim boards to support uniform loads only, the installation must be in accordance with the tables and installation details published by Pacific Woodtech Corporation entitled:
  - “Pacific Woodtech^™ LVL Technical Guide 2.0E 2900Fb - Limit States Design,” dated December 2022;
2. The product must be installed in accordance with the manufacturer’s installation guidelines noted in the above-mentioned documents for those applications falling within the scope of these documents. Applications outside the scope of these installation guidelines require engineering on a case-by-case basis.
3. Pacific Woodtech Corporation’s installation details
  Pacific Woodtech Corporations’s pre-engineered details within the documents outlined in (i) above are limited in scope to building designs where the anticipated loads on the following structural details will not be exceeded:
  - beams supporting floor loads (pages 5 and 10 of (1));
  - beams supporting roof loads (pages 8, 9, and 17 of (1));
  - beams supporting floor and roof loads (pages 6 and 7 of (1));
4. Engineering required
  For structural applications beyond the scope/limitations of the above-referenced publications or when required by the AHJ, the drawings or related documents must bear the authorized seal of a professional engineer skilled in wood design and licensed to practice under the appropriate provincial or territorial legislation. Installations beyond the scope/limitations of (i) and (ii) above imply, but are not limited to, the following:
  - higher loads/longer spans than the manufacturer’s pre-engineered details;
  - concentrated loads;
  - areas of high wind or high seismicity;
  - design of supporting members/columns when the total beam/header load exceeds the NBC 2010 pre-engineered beam/lintel tables; and
  - design of supporting foundation footings when the total load exceeds the NBC 2010 pre-engineered floor/roof joist tables.
  The engineer must design in accordance with CSA O86 and may use the “Engineering Guide for Wood Frame Construction” (published by the Canadian Wood Council) as a guide.
  
  The specified strengths for the product must not exceed the values set forth in the Product specified strengths (MPa) table. See Figure 1 for details about veneer orientation.
  
  Basic nail, bolt and lag screw capacities must be as shown in the Equivalent specific gravity for the product fastener design table. Nail spacing of the product must conform to the Product nail spacing requirements table.
  
  The ends of all beams must be restrained to prevent rollover. This is normally achieved by attaching a diaphragm sheathing either to the top or compression edge, and an end wall or shear transfer panel capable of transferring a minimum unfactored load of 730 N/m or required shear forces due to wind or seismic conditions. Blocking or cross-bracing with equivalent strength may be used. The compression edges of all beams must be laterally supported at least every 610 mm, except where design is done in accordance with CSA O86.
5. Engineering support provided by manufacturer
  Pacific Woodtech Corporation provides engineering support through a professional engineer skilled in wood design and licensed to practice under the appropriate provincial or territorial legislation. Pacific Woodtech Corporation may also be consulted in the use of the product.
  
  Pacific Woodtech Corporation (tech. support):
  800-515-7570
  design@pacificwoodtech.com
Damaged or defective products must not be used, unless repaired in accordance with written instructions from the manufacturer.
This product must be identified with the phrase “CCMC 11518-R” along the side or top of the SCL member. This CCMC number is only valid when it appears in conjunction with the APA-EWS certification mark.

Notes:

Footnote 1

All lumber, wood-based panels and proprietary engineered wood products are intended for dry service conditions. “Dry service” is defined as the in-service environment under which the equilibrium moisture content (MC) of lumber is 15% or less over a year and does not exceed 19% at any time. Wood contained within the interior of dry, heated or unheated buildings has generally been found to have a MC between 6% and 14% depending on season and location. During construction, all wood-based products should be protected from the weather to ensure that the 19% MC is not exceeded in accordance with Article 9.3.2.5., Moisture Content, of Division B of the NBC 2010.

Return to footnote 1 referrer

Footnote 2

The pre-engineered tables present the pre-engineered factored resistance of the beam. The AHJ may require further engineering to determine the factored load in accordance with Part 4 of Division B of the NBC 2010.

Return to footnote 2 referrer

Footnote 3

As per Section 9.4., Structural Requirements, of Division B of the NBC 2010, particularly in areas of high wind or high seismicity, the adequacy of the rim board to transfer loads from shear walls and the diaphragm must be verified.

Return to footnote 3 referrer

Technical information

This evaluation is based on demonstrated conformance with the following criteria:

Evaluation requirements
Criteria number	Criteria name
CCMC-TG-061710-10	CCMC Technical Guide for Structural Composite Lumber

The Report Holder has submitted technical documentation for the CCMC’s evaluation. Testing was conducted at laboratories recognized by the CCMC. The corresponding technical evidence for this product is summarized below.

Design requirements

Table 1. Product specified strengths (MPa)^{Table footnote footnote (1)}^{Table footnote footnote (2)}^{Table footnote footnote (3)}
Grade	Bending, F_b MPa (psi)		Tension parallel to grain F_t ^{Table footnote footnote (4)} MPa (psi)	Compression parallel to grain, F_c \|\| MPa (psi)	Compression perpendicular to grain, F_c ┴ MPa (psi)		Horizontal shear, F_v MPa (psi)		Modulus of elasticity^{Table footnote footnote (5)} MPa (x 10⁶ psi)
Grade	Beam	Plank		Compression parallel to grain, F_c \|\| MPa (psi)	Beam	Plank	Beam	Plank	Beam	Plank
1 400F_b-1.1E (cross-ply)	17.84^{Table footnote footnote (6)} (2 587)	17.84 (2 587)	12.38 (1 796)	18.71 (2 713)	8.53 (1 238)	5.66 (820)	3.20 (465)	0.784 (114)	7 580 (1.10)	6 900 (1.00)
1 650F_b-1.3E (cross-ply)	21.02^{Table footnote footnote (6)} (3 049)	21.02 (3 049)	12.38 (1 796)	18.71 (2 713)	8.53 (1 238)	5.66 (820)	3.20 (465)	1.79 (260)	8 960 (1.30)	7 580 (1.10)
1 750F_b-1.3E (cross-ply)	22.30^{Table footnote footnote (6)} (3 234)	22.30 (3 234)	12.38 (1 796)	18.71 (2 713)	8.53 (1 238)	5.66 (820)	3.20 (465)	1.79 (260)	8 960 (1.30)	8.960 (1.30)
2 250F_b-1.5E	28.67^{Table footnote footnote (7)} (4 158)	28.03 (4 066)	13.93 (2 021)	25.86 (3 751)	9.41 (1 365)	5.66 (820)	3.65 (530)	1.79 (260)	10 340 (1.50)	9 650 (1.40)
2 400F_b-1.7E	30.58^{Table footnote footnote (7)} (4 435)	29.31 (4 250)	13.93 (2 021)	25.86 (3 751)	9.41 (1 365)	5.66 (820)	3.65 (530)	1.79 (260)	11.720 (1.70)	11 720 (1.70)
2 650F_b-1.9E	33.77 ^{Table footnote footnote (7)} (4 897)	33.13 (4 805)	16.51 (2 395)	25.86 (3 751)	9.41 (1 365)	6.90 (1 001)	3.65 (530)	1.79 (260)	13 100^{Table footnote footnote (8)} (1.90)	12 410^{Table footnote footnote (8)} (1.80)
2.0E 2 900F_b or 2 900F_b-2.0E	36.95^{Table footnote footnote (7)} (5 359)	37.59 (5 452)	18.58 (2 694)	35.21 (5 107)	9.41 (1 365)	6.90 (1 001)	3.65 (530)	1.79 (260)	13 790 (2.00)	13 790 (2.00)
2 950F_b-2.0E	37.59^{Table footnote footnote (7)} (5 452)	37.59 (5 452)	18.58 (2 694)	35.21 (5 107)	9.41 (1 365)	6.90 (1 001)	3.72 (540)	1.79 (260)	13 790^{Table footnote footnote (8)} (2.00)	13 790 ^{Table footnote footnote (8)} (2.00)
3 100F_b-2.1E	39.50^{Table footnote footnote (7)} (5 729)	39.50 (5 729)	18.58 (2 694)	35.21 (5 107)	9.41 (1 365)	6.90 (1 001)	3.72 (540)	1.79 (260)	14 480 (2.10)	13 790 (2.00)
3 100F_b-2.2E	39.50^{Table footnote footnote (7)} (5 729)	37.59 (5 452)	18.58 (2 694)	35.21 (5 107)	9.41 (1 365)	6.90 (1 001)	3.72 (540)	1.79 (260)	15 170 (2.20)	15 170 (2.20)

Notes:

Footnote 1

Specified design stresses in this table are for standard term load duration and must be adjusted (with the exception of modulus of elasticity) using load duration factors as per CSA O86.

Return to table footnote footnote 1 referrer

Footnote 2

Specified design stresses in this table apply to product installation conditions that are dry, well-ventilated and covered. Dry conditions are product installation conditions where ambient moisture content is 15% or less.

Return to table footnote footnote 2 referrer

Footnote 3

All specified strengths are in accordance with CSA O86.

Return to table footnote footnote 3 referrer

Footnote 4

The specified tension strength, F_t, is assigned for a standard length of 6 096 mm (20 ft.). For lengths other than 6 096 mm (20 ft.), multiply Ft by (6 096/length in mm)^0.111 [(20/length in ft.)^0.111]. For lengths less than 914 mm (3 ft.), use the value adjusted for 914 mm (3 ft.).

Return to table footnote footnote 4 referrer

Footnote 5

The modulus of elasticity for all except the 2650F_b-1.9E and 2950F_b-2.0E grades is shear-free, therefore, when calculating deflection, both bending and shear deformation must be included. The following equation may be used for a simple supported loading condition under a uniform load:

$Δ = \frac{5 w L^{4}}{384 E I} + \frac{2.4 w L^{2}}{E b d}$

where:

Δ = deflection (mm)

w = specified uniform load (N/mm)

L = span (mm)

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

I = moment of inertia (mm⁴ )

b = beam width (mm)

d = beam depth (mm)

Return to table footnote footnote 5 referrer

Footnote 6

The specified bending strength, F_b, is assigned for a standard depth of 305 mm (12 in.). For other product depths, multiply F_b as follows:

For thicknesses < 32 mm (1 ¼ in.): multiply F_b by (305/depth in mm)^0.323 [(12/depth in in.)^0.323]. For depths < 89 mm (3 ½ in.), multiply F_b by 1.488.
For thicknesses ≥ 32 mm (1 ¼ in.): multiply F_b by (305/depth in mm)^0.261 [(12/depth in in.)^0.261]. For depths < 89 mm (3 ½ in.), multiply F_b by 1.379.

Return to table footnote footnote 6 referrer

Footnote 7

The specified bending strength, F_b, is assigned for a standard depth of 305 mm (12 in.). For depths greater than 305 mm (12 in.), multiply F_b by (305/depth in mm)^0.143 [(12/depth in in.) ^0.143]. For depths less than 305 mm (12 in.), multiply F_b by (305/depth in mm) ^0.111 [(12/depth in in.) ^0.111]. For depths less than 89 mm (3 ½ in.), multiply F_b by 1.147.

Return to table footnote footnote 7 referrer

Footnote 8

The modulus of elasticity for the 2650F_b-1.9E and 2950F_b-2.0E grades is the apparent MOE which includes the effects of shear deformation. Therefore, when calculating the deflection, only the bending deformation has to be included. The second term of the equation in Note 5 may be ignored.

Return to table footnote footnote 8 referrer

Table 2. Equivalent specific gravity for the product fastener design^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Grade	Equivalent specific gravity
	Nails				Bolts and lag screws installed in face^{Table footnote footnote (3)}
	Withdrawal load		Lateral load		Lateral load
	Installed in edge	Installed in face	Installed in edge	Installed in face	Load applied \|\| to grain	Load applied ┴ to grain
1400F_b-1.1E (cross-ply)	0.42	0.48	0.49	0.50	0.41	0.48
1750F_b-1.3E (cross-ply); 2250F_b-1.5E & better	0.46	0.50	0.50	0.50	0.46	0.50

Table 3. Product nail spacing requirements^{Table footnote footnote (1)}
Thickness (mm (in.))	Orientation	Fastener^{Table footnote footnote (2)}	Minimum end distance (mm (in.))	Closest on-centre spacing (mm (in.))
Thickness (mm (in.))	Orientation	Fastener^{Table footnote footnote (2)}	Minimum end distance (mm (in.))	Single row	Multiple rows^{Table footnote footnote (3)}^{Table footnote footnote (4)}
< 38 (< 1 ½)	Edge^{Table footnote footnote (5)}^{Table footnote footnote (6)}	64 mm (8d 2 ½ in)	64 (2 ½)	102 (4)	N/A
		76 mm (10d 3 in) & 83 mm (12d 3 ¼ in)	64 (2 ½)	102 (4)
		89 mm (16d 3 ½ in)	89 (3 ½)	127 (5)
	Face^{Table footnote footnote (7)}	64 mm (8d 2 ½ in)	38 (1 ½)	76 (3)	76 (3)
		76 mm (10d 3 in) & 83 mm (12d 3 ¼ in)	38 (1 ½)	76 (3)	76 (3)
		89 mm (16d 3 ½ in)	38 (1 ½)	127 (5)	127 (5)
≥ 38 (≥ 1 ½)	Edge^{Table footnote footnote (5)}^{Table footnote footnote (6)}	64 mm (8d 2 ½ in)	64 (2 ½)	76 (3)	76 (3)
		76 mm (10d 3 in) & 83 mm (12d 3 ¼ in)	64 (2 ½)	102 (4)	102 (4)
		89 mm (16d 3 ½ in)	89 (3 ½)	127 (5)	127 (5)
	Face^{Table footnote footnote (7)}	64 mm (8d 2 ½ in)	38 (1 ½)	76 (3)	76 (3)
		76 mm (10d 3 in) & 83 mm (12d 3 ¼ in)	38 (1 ½)	76 (3)	76 (3)
		89 mm (16d 3 ½ in)	38 (1 ½)	127 (5)	127 (5)

Notes:

Footnote 1

Fastener sizes and closest spacing not specifically described in this table are beyond the scope of this Report.

Return to table footnote footnote 1 referrer

Footnote 2

Fasteners are common wire or common spiral nails.

Return to table footnote footnote 2 referrer

Footnote 3

For multiple rows of nails, the rows must be offset 13 mm (½ in.) or more from each other, and staggered.

Return to table footnote footnote 3 referrer

Footnote 4

For multiple rows of nails, rows must be equally spaced from the centre line of the product’s edge or face (whichever applies).

Return to table footnote footnote 4 referrer

Footnote 5

Edge distance must be sufficient to prevent splitting, but not less than permitted in CSA O86.

Return to table footnote footnote 5 referrer

Footnote 6

Nail penetration for edge nailing must not exceed 51 mm (2 in.) for 89-mm (16d 3½ in.) nails and 64 mm (2½ in.) for 76-mm (10d 3 in.) and 83-mm (12d 3¼ in.) nails.

Return to table footnote footnote 6 referrer

Footnote 7

The tabulated closest on-centre spacing for face orientation is applicable to nails that are installed in rows that are parallel to the direction of the LVL grain (length). For nails that are installed in rows that are perpendicular to the direction of the LVL grain (width/depth), the closest on-centre spacing for face orientation must be as per CSA O86.

Return to table footnote footnote 7 referrer

Table 4. Product factored resistances for rim board^{Table footnote footnote (1)}^{Table footnote footnote (2)}^{Table footnote footnote (3)}^{Table footnote footnote (4)}
Minimum thickness (mm (in.))	Grade	Depth (mm (in.))	Vertical load		Horizontal lateral load transfer capacity^{Table footnote footnote (5)} (kN/m (lbs/ft.))	Lateral resistance of 13-mm (1/2-in.) lag screw (installed in face)^{Table footnote footnote (6)} (kN (lbs))
Minimum thickness (mm (in.))	Grade	Depth (mm (in.))	Uniform (kN/m (lbs/ft.))	Concentrated (kN (lbs))
32 (1 ¼)	1400F_b-1.1E (cross-ply)	≤ 406 (≤ 16)	195 (13 344)	31.2 (7 022)	4.76 (326)	3.34 (751)
	1400F_b-1.1E (cross-ply)	≤ 610 (≤ 24)	123 (8 457)	31.2 (7 022)	4.76 (326)	3.34 (751)
	1750F_b-1.3E (cross-ply)	≤ 406 (≤ 16)	204 (13 970)	31.2 (7 022)	4.76 (326)	3.34 (751)
	1750F_b-1.3E (cross-ply)	≤ 610 (≤ 24)	123 (8 457)	31.2 (7 022)	4.76 (326)	3.34 (751)
38 (1 ½)	2250F_b-1.5E and better	≤ 406 (≤ 16)	97 (6 650)	20.0 (4 500)	4.76 (326)	3.34 (751)
38 (1 ½)		≤ 610 (≤ 24)	60.6 (4 150)	20.0 (4 500)	4.76 (326)	3.34 (751)
44 (1 ¾)		≤ 406 (≤ 16)	108 (7 400)	23.8 (5 350)	4.76 (326)	3.34 (751)
44 (1 ¾)		≤ 610 (≤ 24)	83.9 (5 750)	23.8 (5 350)	4.76 (326)	3.34 (751)

Notes:

Footnote 1

The factored resistances are for the rim board only when under standard term and dry service loading; therefore, adjustment is permitted for other load durations in accordance with CSA O86. The compressive resistance of the sill plate and the sheathing also needs to be checked in accordance with CSA O86.

Return to table footnote footnote 1 referrer

Footnote 2

The horizontal lateral load transfer resistance is for shear forces parallel to the rim joist under short-term loading and dry service conditions only. The fastening of the floor must meet or exceed Part 9 of Division B of the NBC 2010.

Return to table footnote footnote 2 referrer

Footnote 3

See the Product nail spacing requirements table for minimum nail spacing requirements.

Return to table footnote footnote 3 referrer

Footnote 4

For use with the limit states design procedures of the NBC 2010 and CSA O86.

Return to table footnote footnote 4 referrer

Footnote 5

The nailing schedule for sheathing to rim is based on 51-mm (6d 2 in.) nails at 150 mm (6 in.) o.c., and for rim board to sill plate (toenailed) is based on 64-mm (8d 2 ½ in.) nails at 150 mm (6 in.) o.c. Values assume that floor joists or blocking are fastened to the rim board and sill plate at a maximum of 610 mm (24 in.) o.c. as per Part 9 of Division B of the NBC 2010. Commercial framing connectors may be used to achieve lateral load capacities exceeding the values in this table. Calculations must be based on the equivalent specific gravity listed in the Equivalent specific gravity for the product fastener design table and must not exceed the nail spacing requirements of the Product nail spacing requirements table.

Return to table footnote footnote 5 referrer

Footnote 6

Lag screw lateral resistance values are based on a 38-mm- (1 ½ in.) thick side member with full penetration of the lag screw.

Return to table footnote footnote 6 referrer

Appendix A

The initial design values obtained from testing to ASTM D 5456-01, “Standard Specification for Evaluation of Structural Composite Lumber Products,” as specified in CAN/CSA-O86-01, “Engineering Design in Wood,” are summarized below. Confirmation from the third-party certification agency with respect to product compliance with ASTM D 5456-07 (as specified in CSA O86-09) was provided, namely in relation to the following aspects (i) durability, (ii) evaluating bond quality, (iii) duration of load and creep effects, and (iv) alternative horizontal shearstress test procedures.

Table 5. Additional test information for PWT™ LVL (formerly SolidStart)^{Table footnote footnote (1)}
Property	Test information
Bending	Specimens were tested in edgewise and flatwise bending to establish the characteristic value. Qualification test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength.
Shear	Specimens were tested in shear (using block shear and then using structural-size horizontal shear-stress test procedures) to establish the characteristic value. Qualification test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength.
Compression parallel to grain	Specimens were tested in compression parallel to grain to establish the characteristic value. Qualification test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength.
Compression perpendicular to grain	Specimens were tested in compression perpendicular to grain to establish the characteristic value. The characteristic value was multiplied by 1.09 to establish the specified strength in accordance with CSA O86-09.
Tension parallel to grain	Specimens were tested in tension to establish the characteristic value. Qualification test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength.
Nail withdrawal	Nail withdrawal values were established following ASTM D 1761, “Standard Test Methods for Mechanical Fasteners in Wood,” for a 6d common nail having a 31.75-mm (1¼ in.) penetration. Specimens were tested and equivalent species capacity was determined in accordance with Annex 2 of ASTM D 5456-07.
Nail bearing	Dowel bearing strength was determined in accordance with 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 Annex 2 of ASTM D 5456-07.
Bolt bearing	Bolt bearing capacity was determined in accordance with ASTM D 5764-95, with 13-mm (½ in.) and 19-mm (¾ in.) bolts. Specimens were tested and the mean bolt bearing capacity was used to establish the equivalent species capacity in accordance with Annex 2 of ASTM D 5456-07.
Creep	Twelve (12) specimens of the product were tested in accordance with the CCMC Creep and Recovery Test, resulting in acceptable performance. Long-term (90-day) creep testing was also conducted. It demonstrated equivalency to duration of load behaviour of sawn lumber. See Note 1(4) below for further information.
Bond quality	Specimens were tested for shear strength in the L-X plane in accordance with ASTM D 143 and the percentage of wood failure was evaluated and reported in accordance with ASTM D 5456-07.
Edgewise bending durability	Specimens were tested for edgewise bending durability in accordance with Annex A4.3 of ASTM D 5456-07. The average strength retention was greater than or equal to 75%.
Adhesive	The adhesives used comply with CSA O112.6-M1977, “Phenol and Phenol-Resorcinol Resin Adhesives for Wood (High-Temperature Curing).” For the Golden plant, see CCMC 13192-L; for the Wilmington plant, see CCMC 13322- L; and for the Sutherlin plant, see CCMC 13019-L.

Notes:

Footnote 1

The differences between qualification in accordance with CAN/CSA O86-01 and CSA O86-09 (ASTM D 5456-01 and ASTM D5456- 07) as they relate to the qualification of LVL products are summarized as follows:

Longitudinal shear qualification: Manufacturers may opt to conduct the structural-size horizontal shear tests in accordance with Annex 3 of ASTM D 5456-07 rather than the shear block tests in accordance with ASTM D 143 (with modifications). The structural-size horizontal shear tests are expected to result in higher shear values.
Bond quality: This is a new requirement in ASTM D 5456-07 (compared to ASTM D 5456-01). Manufacturers are required to conduct tests on a minimum 50 samples in accordance with ASTM D 1037 for PSL, LSL and OSL. For LVL, the method used for longitudinal shear must be used in the L-X plane and the percentage of wood failure reported.
Edgewise bending durability: This is a new requirement in ASTM D 5456-07 (compared to ASTM D 5456-01). Manufacturers are required to conduct tests in accordance with Annex A4.3 of ASTM D 5456-07 and the average strength retention has to be more than 75%.
Duration of load/creep effects: Manufacturers are required to conduct a test in accordance with ASTM D 6815. The CCMC Creep and Recovery test that was used in the CCMC Technical Guide applicable at the time of the initial evaluation included this test method, and therefore, this requirement remains unchanged. As a further note, the CCMC Technical Guide requires LSL and OSL products to undergo the creep test in accordance with ASTM D 6815 after a 14-day soak, which remains unchanged.

Return to table footnote footnote 1 referrer

Administrative information

Use of Canadian Construction Materials Centre (CCMC) assessments

This assessment must be read in the context of the entire CCMC Registry of Product Assessments, any applicable building code or by-law requirements, and/or any other regulatory requirements (for example, the Canada Consumer Product Safety Act, the Canadian Environmental Protection Act, etc.).

It is the responsibility of the user to confirm that the assessment they are using is current and has not been withdrawn or superseded by a later version on the CCMC Registry of Product Assessments.

Disclaimer

The National Research Council of Canada (NRC) has evaluated only the characteristics of the specific product described herein. The information and opinions in this evaluation are directed to those who have the appropriate degree of experience to use and apply its contents (such as authorities having jurisdiction, design professionals and specifiers). This evaluation is valid when the product is used as part of permitted construction, respecting all conditions and limitations stated in the evaluation, and in accordance with applicable building codes and by-laws.

This evaluation is provided without representation, warranty or guarantee of any kind, expressed or implied, and the NRC provides no endorsement for any evaluated product. The NRC accepts no responsibility whatsoever arising in any way from any and all use of or reliance on the information contained herein or the use of any evaluated product. The NRC is not undertaking to render professional or other services on behalf of any person or entity nor to perform any duty owed by any person or entity to another person or entity.

Language

Une version française de ce document est disponible.
In the case of any discrepancy between the English and French version of this document, the English version shall prevail.

Copyright

All rights reserved. No part of this publication may be reproduced, stored in a retrieval system, or transmitted in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, without the prior written permission of the CCMC.

Code Compliance via Alternative Solutions

Where a design differs from the acceptable solutions in Division B, then it should be treated as an "alternative solution." A proponent of an alternative solution must demonstrate that the alternative solution addresses the same issues as the applicable acceptable solutions in Division B and their attributed objectives and functional statements. However, because the objectives and functional statements are entirely qualitative, demonstrating compliance with them in isolation is not possible. Therefore, Clause 1.2.1.1.(1)(b) identifies the principle that Division B establishes the quantitative performance targets that alternative solutions must meet. In many cases, these targets are not defined very precisely by the acceptable solutions [...] Nevertheless, Clause 1.2.1.1.(1)(b) makes it clear that an effort must be made to demonstrate that an alternative solution will perform as well as a design that would satisfy the applicable acceptable solutions in Division B—not “well enough” but “as well as.”

National Building Code of Canada, Sentence A-1.2.1.1.(1)(b)

The CCMC has determined that compliance with this provision of the Code has been demonstrated as an Alternative Solution. The evaluation report provides a summary of the basis of CCMC's compliance opinion.

CCMC's code compliance opinions

All CCMC evaluation reports are opinions of code compliance established in accordance with the National Building Code of Canada, Subsection 1.2.1. "Compliance with this Code," which requires compliance to be achieved by:

complying with the applicable acceptable solutions in Division B, or
using an alternative solution that will achieve at least the minimum level of performance required by Division B in the areas defined by the objective and functional statements attributed to the applicable acceptable solutions.

The CCMC assesses compliance with Canadian building, energy and safety codes, and is trusted by over 6,000 regulators across Canada.

Language selection

Search

[CCMC 11518-R] CCMC Canadian code compliance evaluation