[CCMC 12904-R] CCMC Canadian code compliance evaluation

From: National Research Council Canada

CCMC number:

12904-R

Status:

Active

Issue date:

1999-03-11

Modified date:

2023-03-28

Evaluation holder:

Sundre Forest Products Inc. A Subsidiary of West Fraser Mills Ltd.

1250 Brownmiller Road
Quesnel BC V2J 6P5
Canada
Telephone: 250-991-5350

Product name:

West Fraser™ LVL

Code compliance:

NBC 2015, OBC

Evaluation requirements:

CCMC-TG-061710-15A "CCMC Technical Guide for Structural Composite Lumber"

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

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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 2015

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. 09-08-206 (12904-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 2009-04-16 (revised 2015-09-28) 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

West Fraser™ LVL

Product description

The product is a laminated veneer lumber (LVL) (see Figure 1) that is manufactured by laminating veneers of Lodgepole pine, Douglas fir, aspen and white spruce singularly or in combination at the Rocky Mountain House plant. The grain of the veneer is oriented parallel to the length of the member. The 3-mm-thick veneers are bonded with an exterior-type phenolic resin (phenol formaldehyde) complying with CSA O112.10-08, “Evaluation of Adhesives for Structural Wood Products (Limited Moisture Exposure)” (see CCMC 13192-L). The veneer joints are scarfed or lapped and staggered with a minimum distance between joints of not less than 100 mm. The lengths and widths are cut in square edges.

Five grades of the product (1700Fb-1.3E, 2750Fb-1.7E, 3000Fb-1.8E, 3000Fb-1.9E, and 3100Fb-2.0E) are available in 25.4-mm to 89-mm thicknesses, 89-mm to 1 219-mm depths, and a maximum length of 24.38 m.

Quality control and testing is conducted by APA – The Engineered Wood Association (APA-EWS) as an independent third-party monitoring and inspection agency accredited by the Standards Council of Canada.

Figure 1. Laminated veneer lumber

Manufacturing plant

This evaluation is valid only for products produced at the following plant:

Product name	Manufacturing plant
Product name	Rocky Mountain House, AB, CA
West Fraser™ LVL	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 O86-14, “Engineering Design in Wood,” for structural applications such as beams, headers, joists, rafters, and columns as intended by the product manufacturer. The specific application must be qualified through specific 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.
The pre-engineered tables in the literature outlined below have been provided to the CCMC by the manufacturer to demonstrate compliance with Part 9 buildings for acceptance by the local authority having jurisdiction (AHJ):
1. Manufacturer’s pre-engineered tables^{Footnote (2)}
  - When the product is used as floor beams in simple spans supporting uniform loads only, the installation must be in accordance with the content of the manufacturer’s publication entitled:
    1. “West Fraser™ LVL User’s Guide,” version Canada v0415v3;
  - The product must be installed in accordance with the manufacturer’s installation guidelines noted in this document for those applications falling within the scope of the document. Applications outside the scope of these installation guidelines require engineering on a case-by-case basis.
2. Manufacturer’s installation details
  - Nails and bolts in the attachment of the product must be used and installed in accordance with the manufacturer’s size and spacing specifications.
  - The ends of all beams must be restrained to prevent rollover.
  - The compression edges of all beams must be continuously laterally supported.
3. Engineering required
  - For structural applications beyond the scope/limitations of the above-referenced publication, 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.
  - The product must be designed in accordance with the requirements of CSA O86 and Part 4 of Division B of the NBC 2015. The specified strengths and fastener limits for the product must not exceed the values set forth in the Product specified strengths for dry-service conditions and Product fastener capacities tables in this evaluation.
  - The engineer must design in accordance with CSA O86, and may use as a guide, the “Engineering Guide for Wood Frame Construction,” published by the Canadian Wood Council
4. Engineering support provided by manufacturer
  - West Fraser Mills Ltd., through Sundre Forest Products Inc., provides engineering support and may be consulted at:
    Telephone: 250-991-5350
    Fax: 250-991-5351

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 in which the average 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% according to 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 2015.

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 2015.

Return to footnote 2 referrer

Technical information

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

Evaluation requirements
Criteria number	Criteria name
CCMC-TG-061710-15A	CCMC Technical Guide for Structural Composite Lumber

Table 1. Product specified strengths for dry-service conditions^{Table footnote footnote (1)}
Mechanical properties	Specified strengths for product grades⁽²⁾ (MPa)
Mechanical properties	1700Fb-1.3E	2750Fb-1.7E	3000Fb-1.8E	3000Fb-1.9E	3100Fb-2.0E
Flexural stress, f_b ^{Table footnote footnote (3)} - joist	21.7	35.1	38.2	38.2	39.5
Tension parallel to grain, f_t^{Table footnote footnote (4)}	14.3	21.5	21.5	21.5	23.1
Compression parallel to grain, f_c\|\|	19.8	25.9	25.9	27.5	33.0
Compressionperp.tograin,f_c - parallel to the glue line (joist)	7.5	9.4	9.0	9.0	9.0
Horizontal shear, F_v - perp. to the glue line (joist)	2.8	3.7	3.7	3.8	3.8
Modulus of elasticity (MOE)	8 960	11 720	12 400	13 100	13 790
MOE column, E05	7 799	10 200	10 798	11 397	11 997

Notes:

Footnote 1

For uniformly loaded simple span beams, the deflection must be calculated as follows:

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

where:
Δ = deflection, mm
E = modulus of elasticity (shear-free), MPa
W = specified uniform load, N/m
L = span, m
b = beam width, mm
d = beam depth, mm

Return to table footnote footnote 1 referrer

Footnote 2

Lodgepole pine, Douglas fir, aspen and white spruce, singularly or in combination in these grades.

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Footnote 3

Tabulated values are based on loads of a normal duration and a reference depth of 305 mm. For depths of 89 mm and deeper that are loaded edgewise, the specified bending strength must be modified by (305/d)^1/9 for 1.3E, 1.7E and 2.0E grades as

1.3E, 1.7E and 2.0E grades (305/d)^1/9
Depth (mm)	89	140	185	241	305	356	407	458	610
Multiply by	1.15	1.09	1.06	1.03	1.00	0.98	0.97	0.96	0.93

For 1.8E and 1.9E grades, the specified bending strength must be modified by (305/d)^1/7.35as shown in the following table:

1.8E and 1.9E grades (305/d)^1/7.35
Depth (mm)	89	140	185	241	305	356	407	458	610
Multiply by	1.18	1.11	1.07	1.03	1.00	0.98	0.96	0.95	0.91

Return to table footnote footnote 3 referrer

Footnote 4

Tension values for 1.3E, 1.7E, 1.8E, 1.9E and 2.0E grades are adjusted to a specified length of 6 096 mm (20 ft.). For applications with shorter lengths, (6 096/L)^1/11 should be used to adjust f_t for the actual in-service length.

Return to table footnote footnote 4 referrer

rn to footnote referrer

Table 2. Product fastener capacities
Fastener properties		Nail orientation or bolt size	Load direction	Specific gravity of equivalent species for design purposes
Nail withdrawal	1.3E LVL	Edge	Withdrawal	Hem-fir, SG = 0.43
	1.3E LVL	Face	Withdrawal	Hem-fir, SG = 0.43
	1.7E, 1.8E LVL	Edge	Withdrawal	Hem-fir, SG = 0.43
	1.7E, 1.8E LVL	Face	Withdrawal	Hem-fir (north), SG = 0.46
	1.9E, 2.0E LVL	Edge	Withdrawal	Hem-fir, SG = 0.43
	1.9E, 2.0E LVL	Face	Withdrawal	DF-L, SG = 0.50
Lateral nail capacity	1.3E LVL	Edge	Parallel to grain	Hem-fir, SG = 0.43
	1.3E LVL	Edge	Perpendicular to grain	Hem-fir, SG = 0.43
	1.3E LVL	Face	Parallel to grain	Hem-fir, SG = 0.43
	1.3E LVL	Face	Perpendicular to grain	Hem-fir, SG = 0.43
	1.7E, 1.8E LVL	Edge	Parallel to grain	Hem-fir, SG = 0.43
	1.7E, 1.8E LVL	Edge	Perpendicular to grain	Hem-fir, SG = 0.43
	1.7E, 1.8E LVL	Face	Parallel to grain	DF-L, SG = 0.50
	1.7E, 1.8E LVL	Face	Perpendicular to grain	DF-L, SG = 0.50
	1.9E, 2.0E LVL	Edge	Parallel to grain	Hem-fir, SG = 0.43
	1.9E, 2.0E LVL	Edge	Perpendicular to grain	Hem-fir, SG = 0.43
	1.9E, 2.0E LVL	Face	Parallel to grain	DF-L, SG = 0.50
	1.9E, 2.0E LVL	Face	Perpendicular to grain	DF-L, SG = 0.50
Bolt bearing capacity (installed in face)	1.3E LVL	12.5 mm	Parallel to grain	Northern spec., SG = 0.34
	1.3E LVL	12.5 mm	Perpendicular to grain	Northern spec., SG = 0.43
	1.3E LVL	19.0 mm	Parallel to grain	Northern spec., SG = 0.34
	1.3E LVL	19.0 mm	Perpendicular to grain	Northern spec., SG = 0.43
	1.7E, 1.8E, 1.9E, 2.0E LVL	12.5 mm	Parallel to grain	Hem-fir, SG = 0.43
	1.7E, 1.8E, 1.9E, 2.0E LVL	12.5 mm	Perpendicular to grain	Hem-fir, SG = 0.43
	1.7E, 1.8E, 1.9E, 2.0E LVL	19.0 mm	Parallel to grain	Hem-fir, SG = 0.43
	1.7E, 1.8E, 1.9E, 2.0E LVL	19.0 mm	Perpendicular to grain	Hem-fir, SG = 0.43

This Evaluation Report is applicable only to the product labelled with the APA-EWS certification mark and the phrase “CCMC 12904-R” on each beam or header member.

The manufacturing quality assurance program has been updated to include requirements specified in ASTM D 5456-14b, “Standard Specification for Evaluation of Structural Composite Lumber Products,” and has been verified by APA-EWS as part of the product certification. APA-EWS conducts monthly audits of the manufacturing plants and the quality assurance program.

Additional information

The design values obtained from testing to ASTM D 5456-01 as specified in CSA O86-01 is summarized below. The manufacturer’s published pre-engineered beam and header spans were then designed in accordance with CSA O86.

Table 3. Additional test information for the product
Property	Test information
Bending	Bending of multiple sizes to establish volume effects. A parametric, 5% tolerance limit with 75% confidence level approach was used to determine the characteristic value. Test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86 was used to determine the specified strength.
Shear	Specimens were tested edgewise as full-size specimens (ASTM D 5456-03). A non-parametric, 5% tolerance limit with 75% confidence level approach was used to determine the characteristic value. Test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor for full-size specimens from CSA O86 was used to determine the specified strength.
Compression parallel to grain	Specimens were tested and a non-parametric, 5% tolerance limit with 75% confidence level approach was used to determine the characteristic value. Test data were used to establish the applicable coefficient of variation, CV_w, and the reliability normalization factor from CSA O86 was used to determine the specified strength.
Compression perpendicular to grain	Specimens were tested and the average stress for a 1-mm deformation was determined. This value was divided by 1.67 to establish the design value.
Tension parallel to grain	Specimens were tested in tension for establishing the characteristic value and volume effects. A parametric 5% tolerance limit with 75% confidence level approach was used to determine the characteristic value.
Nail withdrawl	Nail withdrawal values were established following ASTM D 1761-88, “Standard Test Methods for Mechanical Fasteners in Wood,” for an 8d common nail having a 31.75-mm penetration. Twenty specimens were tested and equivalent species capacity was determined in accordance with ASTM D 5456-01, Appendix A2.4.
Nail bearing	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,” using 10d common nails with a nominal diameter of 3.76 mm and a lead hole diameter of 2.77 mm. Forty specimens (10 specimens for four combinations of load direction) of each LVL were tested and the mean bearing capacity was used to establish the equivalent species capacity as per ASTM D 5456-01, Appendix A2.5.
Bolt bearing	Bolt bearing capacity was determined as per ASTM D 5764-95 using 12.5-mm and 19.0-mm bolts. One hundred and twenty specimens (30 specimens for each bolt and LVL face combination) were tested and the mean bolt bearing capacity was used to establish the equivalent species capacity as per ASTM D 5456-01, Appendix A2.5.
Creep and recovery	Specimens of the product were tested in accordance with a 90-day creep and recovery test, resulting in acceptable performance.
Adhesives	APA has confirmed that the adhesive, Hexion Cascophen MX-06C, complies with CSA O112.10-08, “Evaluation of Adhesives for Structural Wood Products (Limited Moisture Exposure).” See CCMC 13192-L.

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.

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Date modified:: 2023-03-28