[CCMC 13543-R] CCMC Canadian code compliance evaluation
From: National Research Council Canada
Global LVL Inc.
48, rue Boivin
|Product name:||Global LVL|
|Code compliance:||NBC 2005, OBC|
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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 2005
|ID||Code provision||Solution type|
|04-03-01-01-01-0-00||188.8.131.52.(1) Design Basis for Wood||Acceptable|
|09-23-04-02-03-0-00||184.108.40.206.(3) Spans for built-up wood and ...||Alternative|
Ontario Building Code
Ruling No. 11-02-260 (13543-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 2011-05-25 (revised 2011-08-16) 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 nameGlobal LVL
The product is a laminated veneer lumber (LVL) that is available in several structural grades as outlined in the tables in this evaluation. The LVL product is manufactured by laminating veneers of either:
- all aspen veneers, or
- a mixed species of aspen/birch veneers.
The grain of the veneers is oriented to the length of the member. The 3.2-mm-thick veneers are bonded with a phenol-formaldehyde adhesive and laid end to end with a slight overlap. Veneer layers are laid one on top of the other such that the scarf and lap joints in one layer are staggered in relation to those in the adjacent layer. The veneer assembly is hot pressed under computer-controlled time, pressure and temperature cycles. The product is then machined to the required depth and length after curing.
The product is available in thicknesses ranging from 19 mm to 76 mm, depths ranging from 45 mm to 1 220 mm, and lengths up to 18 m.
The phenol-formaldehyde adhesive complies with CSA O112.10-08, “Evaluation of Adhesives for Structural Wood Products (Limited Moisture Exposure)” (CCMC 14111-L).
This evaluation is valid only for products produced at the following plant:
|Product name||Manufacturing plant|
|Ville-Marie, QC, CA|
|Global 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 for the product are to be used by professional engineers to design in accordance with CSA O86 and Part 4, Structural Design, of Division B of the NBC 2015, for use in 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.
- Engineering requirements
The design and installation of the product requires engineering on a case-by-case basis. All drawings and 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 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 and fastener limits for the product must not exceed the values set forth in the "Technical information" section of this evaluation.
When the product is used as a beam member, the ends of all beams must be restrained to prevent rollover. This is normally achieved by attaching a diaphragm sheathing to the top or to the compression edge, and to an end wall or shear transfer panel capable of transferring a minimum unfactored uniform load of 730 N/m or the required shear forces due to wind or seismic conditions. Blocking or cross-bracing with equivalent strength may be used. For beams with a maximum depth-to-width ratio of no more than 6.5:1, the compression edge of the beams must be laterally supported at least every 610 mm. When the depth-to-width ratio exceeds 6.5:1, the compression edge of the beams must be continuously laterally supported through its length, except where the design is done in accordance with CSA O86.
- Engineering support provided by manufacturer
Global LVL Inc. will coordinate the engineering support and may be contacted at:
- Engineering requirements
This evaluation is based on demonstrated conformance with the following criteria:
|Criteria number||Criteria name|
|CCMC-TG-061710-05||CCMC Technical Guide for Structural Composite Lumber|
The evaluation 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.
|LVL orientationTable footnote footnote (3)|
|Bending (fb)Table footnote footnote (4)Table footnote footnote (5) (MPa)||31.5||31.5||35.7||35.7|
|Shear-free modulus of elasticity (Etrue)Table footnote footnote (6)(MPa)||13 100||13 100||11 722||11 722|
|Apparent modulus of elasticity (Eapparent)Table footnote footnote (7)(MPa)||11 909||11 909||10 656||10 656|
|Longitudinal shear (fv) (MPa)||2.83||1.54||2.8||1.9|
|Compression perpendicular to grain (fc⊥) (MPa)||5.42||5.42||6.0||3.5|
|Compression parallel to grain (fc||) (MPa)||20.9||20.9||28.6||28.6|
|Tension parallel to grain (ft)Table footnote footnote (8) (MPa)||21.7||21.7||23.6||23.6|
|Fastener property||Nail orientation or bolt size||Load direction||Equivalent species specific gravity for fastener design purposes (2850Fb-1.9E)||Equivalent species specific gravity for fastener design purposes (2800Fb-1.7E)|
|Lateral nail resistance||edge||parallel to grain||0.43||0.42|
|Lateral nail resistance||edge||perpendicular to grain||0.43||0.42|
|Lateral nail resistance||face||parallel to grain||0.43||0.45|
|Lateral nail resistance||face||perpendicular to grain||0.43||0.45|
|Bolt-bearing capacityTable 4.1.2 footnote (2)||12.5 mm||parallel to grain||0.43||0.36|
|Bolt-bearing capacityTable 4.1.2 footnote (2)||12.5 mm||perpendicular to grain||0.43||0.44|
|Bolt-bearing capacityTable 4.1.2 footnote (2)||19.0 mm||parallel to grain||0.43||0.36|
|Bolt-bearing capacityTable 4.1.2 footnote (2)||19.0 mm||perpendicular to grain||0.43||0.44|
|Nail spacing into edge||N/ATable 4.1.2 footnote (3)||N/A||N/A||N/A|
|LVL orientationTable footnote footnote (3)|
|Bending (fb)Table footnote footnote (4)Table footnote footnote (5)(MPa)||42.0||42.0||38.5||38.5|
|Shear-free modulus of elasticity (Etrue)Table footnote footnote (6)||13 800||13 800||13 101||13 101|
|Apparent modulus of elasticity (Eapparent) Table footnote footnote (7)||12 545||12 545||11 910||11 910|
|Longitudinal shear (fv) (MPa)||3.65||1.80||3.72||1.76|
|Compression perpendicular to grain (fc⊥) (MPa)||7.42||6.21||7.22||6.28|
|Compression parallel to grain (fc||) (MPa)||29.6||29.6||29.6||29.6|
|Tension parallel to grain (ft)Table footnote footnote (8)(MPa)||29||29||26.8||26.8|
|Fastener property||Nail orientation or bolt size||Load direction||Equivalent species specific gravity for fastener design purposes|
|Lateral nail resistance||edge||parallel to grain||0.50|
|Lateral nail resistance||edge||perpendicular to grain||0.50|
|Lateral nail resistance||face||parallel to grain||0.50|
|Lateral nail resistance||face||perpendicular to grain||0.50|
|Bolt bearing capacityTable footnote footnote (2)||12.5 mm||parallel to grain||0.50|
|Bolt bearing capacityTable footnote footnote (2)||12.5 mm||perpendicular to grain||0.50|
|Bolt bearing capacityTable footnote footnote (2)||19.0 mm||parallel to grain||0.50|
|Bolt bearing capacityTable footnote footnote (2)||19.0 mm||perpendicular to grain||0.50|
|Nail spacing into edge||N/ATable footnote footnote (3)||N/A||N/A|
This evaluation is applicable only to Global LVL labeled with the APA–EWS certification mark and the CCMC 13543-R on each beam or header member.
The manufacturing quality assurance program has been updated to include requirements specified in the most recent version of ASTM D 5456, “Evaluation of Structural Composite Lumber Products,” and has been verified by APA-EWS as part of the product certification. APA-EWS conducts audits of the manufacturing plants and the quality assurance program.
The design values are obtained from testing to ASTM D 5456-01, “Evaluation of Structural Composite Lumber Products,” was used for original qualification and volume effect exponent determination. The ASTM D 5456-07 was used for the plant re- qualification for the strength of the old and new grades, as specified in CAN/CSA O86-09 and summarized below. The original exponents for volume adjustments being used was reaffirmed by the certification agency to ASTM D 5456-13a.
|Bending||A total of 216 specimens were originally tested in edgewise and flatwise bending. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CAN/CSA O86 was used to determine the specified strength. For requalification, 53 specimens of 2850Fb-1.9E (edgewise) and 3300Fb-2.0E (edgewise) grades were tested. For new qualification, 53 specimens of 3025Fb-1.9E (edgewise) and 2800Fb-1.7E (edgewise and flatwise) grades were tested.|
|Modulus of elasticity||
Shear-free modulus of elasticity was established during the initial qualification. Testing and analysis by APA following the procedures of Sections 45 through 52 of Appendix X4 of ASTM D 198-15, “Standard Test Methods of Static Tests of Lumber in Structural Size,” was conducted to determine Etrue/Eapparent for 3300Fb-2.0E. Ratios of 1.08 and 1.10 were determined for edgewise bending and flatwise bending, respectively. The conservative ratio of 1.10 was selected for all grades and species to determine Eapparent.
The corresponding conservative Etrue/G ratio of 40 was selected for the derivation of the deflection equation instead of the typically assumed ratio of 16.
|Shear||A total of 240 specimens were originally tested parallel and perpendicular to grain as well as to the glue line to establish the characteristic value. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CAN/CSA O86 was used to determine the specified strength. For requalification, 53 specimens of 2850Fb-1.9E and 3300Fb-2.0E grades were tested in both plank and the flatwise orientation. For new qualification, 53 specimens of 3025Fb-1.9E (plank only) and 2800Fb-1.7E grade were tested in both plank and the flatwise orientation.|
|Compression parallel to grain||A total of 60 specimens were tested to establish the characteristic value. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CAN/CSA O86 was used to determine the specified strength. For new qualification, 53 specimens of 2800Fb-1.7E were tested and no specimens of 3025Fb-1.9E were tested.|
|Compression perpendicular to grain||A total of 120 specimens were tested in edge and plank compression to establish the characteristic value. The characteristic value was multiplied by 1.09 to establish the specified strength in accordance with CAN/CSA O86. For new qualification, 30 specimens of 2800Fb-1.7E were tested and no specimens of 3025Fb-1.9E were tested.|
|Tension parallel to grain||A total of 184 specimens were tested to establish the characteristic value and volume adjustment exponent. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CAN/CSA O86 was used to determine the specified strength. For requalification, 53 specimens of 2850Fb-1.9E and 3300Fb-2.0E grades were tested. For new qualification, 53 specimens of 3025Fb-1.9E and 2800Fb-1.7E grades were tested.|
|Nail withdrawal||Nail withdrawal values were established following ASTM D 1761-06 for an 8d common nail having a 38-mm penetration. Specimens were tested and an equivalent species capacity was determined in accordance with ASTM D 5456, A2. For new qualification, 15 specimens of 2800Fb-1.7E grade were tested.|
|Nail lateral resistance||Dowel bearing strength was determined in accordance with ASTM D 5764-97a(2007) with 10d common nails with a nominal diameter of 3.76 mm. Specimens were tested and the mean bearing capacity was used to establish the equivalent species capacity as per ASTM D 5456, A2. For new qualification, 15 specimens of 2800Fb-1.7E grade were tested.|
|Bolt bearing||Bolt bearing capacity was determined in accordance with ASTM D 5764 with 13-mm and 19-mm bolts. Specimens were tested and the mean bolt bearing capacity was used to establish the equivalent species capacity in accordance with ASTM D 5456, A2. For new qualification, 15 specimens of 2800Fb-1.7E grade were tested.|
|Creep and recovery||In the initial qualification, 30 specimens of mixed birch/aspen were tested within a four-month creep and recovery test program, resulting in acceptable performance demonstrating equivalency to the duration of load behaviour of lumber.|
|Product durability||The SCL product durability was tested as per Annex A4.3 of a more recent edition of ASTM D 5456-09, not currently required in the 2007 version specified in CAN/CSA O86-09.|
|Adhesive||The adhesive used is a high-temperature cure phenol-resorcinol that has demonstrated compliance with CSA O112.10-08 (CCMC 14111-L).|
|Quality assurance||The manufacturing quality assurance program includes audits by APA-EWS that are conducted as part of the product certification.|
This evaluation is issued by the Canadian Construction Materials Centre (CCMC), a part of the Construction Research Centre at the National Research Council of Canada (NRC). The evaluation must be read in the context of the entire CCMC Registry of Product Assessments and the legislated applicable building code in effect.
The CCMC was established in 1988 on behalf of the applicable regulator (i.e., the provinces and territories) to ensure—through assessment—conformity of alternative and acceptable solutions to regional building codes as determined by the local authority having jurisdiction (AHJ) as part of the issuance of a building permit.
It is the responsibility of the local AHJs, design professionals, and specifiers to confirm that the evaluation is current and has not been withdrawn or superseded by a later issue. Please refer to the website or contact:
Canadian Construction Materials Centre
Construction Research Centre
National Research Council of Canada
1200 Montreal Road
Ottawa, Ontario, K1A 0R6
The NRC has evaluated the material, product, system or service described herein only for those characteristics stated 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 (i.e., AHJs, design professionals and specifiers). This evaluation is only valid when the product is installed in strict compliance with the stated conditions and limitations of evaluation and the applicable local building code. In circumstances where no applicable local building permit is issued and that no confirmation of compliance ‘for use in the intended field application’ is undertaken, this evaluation is null and void in all respects. This evaluation is provided without representation, warranty, or guarantee of any kind, expressed, or implied, and the NRC provides no endorsement for any evaluated material, product, system or service described herein. The NRC accepts no responsibility whatsoever arising in any way from any and all use and reliance on the information contained in this evaluation with respect to its compliance to the referenced code(s) and standard(s). 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.
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