# [CCMC 12472-R] CCMC Canadian code compliance evaluation

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

## 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
04-03-01-01-00-0-004.3.1.1.(1) Buildings and their structural members m ...Acceptable
09-23-04-02-00-0-009.23.4.2.(3) Spans for built-up wood and glued-lamina ...Alternative

### Ontario Building Code

Ruling No. 05-15-139 (12472-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 2011-11-22) 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

VERSA-LAM® LVL

### Product description

The product is manufactured by laminating veneer sheets of

• Douglas Fir;
• Eucalyptus;
• Southern Yellow Pine;
• Sweetgum;
• Western Hemlock; and
• Yellow Poplar.

The product is available in thicknesses ranging from 38.1 mm to 178 mm and in depths ranging from 88.9 mm to 610 mm. The veneers are oriented vertically and run parallel to the length of the member (see Figure 1). The 2.5-mm- to 4.2-mm-thick veneers are bonded using a phenolformaldehyde adhesive to form panels. The fingerjoints are bonded using a phenol-resorcinol-formaldehyde or polyurethane emulsion polymer adhesive. The panels go through a secondary lamination process using an emulsion polymer isocyanate adhesive.

The wood species, species combinations, lay-up patterns and adhesives used are as specified in the manufacturer’s quality control manual (QCM). The manufacturing quality assurance program and records are verified by APA – The Engineered Wood Association, as part of the product certification.

### Manufacturing plants

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

Product nameManufacturing plants
Lena, LA, USThorsby, AL, USWhite City, OR, US
VERSA-LAM® LVLProduct evaluated by the CCMCProduct evaluated by the CCMCProduct 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.

• As with all SCL, this product is intended for dry-service conditions 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 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, which can be found in the publications referenced below, have been provided to the CCMC by the manufacturer to demonstrate compliance to Part 9, Housing and Small Buildings, of the NBC 2015, for acceptance by the local authority having jurisdiction (AHJ):
1. Manufacturer’s pre-engineered tablesFootnote (2)

When the product is used to support uniform loads only, the installation must be in accordance with the tables and installation details published by the Boise Cascade Company in the documents entitled:

• VERSA-LAM® 2.1E 2800 & 2.1E 3100 Western Specifier Guide, Limit States Design Canada, January 2019; and
• VERSA-LAM® 2.1E 3100 Eastern Specifier Guide, Limit States Design Canada, January 2019.

For applications falling within the scope of the above-noted publications, the product must be installed in accordance with the installation guidelines contained therein. Applications outside the scope of these installation guidelines require engineering on a case-by-case basis.

2. Manufacturer’s installation details

The product must be installed in accordance with the ALLJOIST® VERSA-LAM® Installation Guide, January 2019. Applications falling outside the scope of the installation guidelines will require engineering on a case-by-case basis.

3. Engineering required

For structural applications beyond the scope/limitations of the above-referenced documents, 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 stated in Section 3.i. and 3.ii. imply, but are not limited to, the following:

• higher loads/longer spans than the manufacturer’s pre-engineered details;
• areas of high wind or high seismicity;
• design of supporting members/columns when the total beam/header load exceeds the NBC 2015 pre-engineered beam/lintel tables; and
• design of supporting foundation footings when the total load exceeds the NBC 2015 pre-engineered floor/roof joist tables.

The engineer must design in accordance with CSA O86 and may use the Canadian Wood Council’s Engineering Guide for Wood Frame Construction as a guide.

The specified strengths for the product must not exceed the values set forth in the "Specified strengths of the product" table in this Report. Basic nail withdrawal and lateral nail capacities, as well as the bolt bearing capacities must be as shown in table "Fastener capacities of the product" nail spacing for the product must conform to "Fastener size and spacing for installation of the product using douglas fir and western hemlock (Mill No. 1110)" and "Fastener size and spacing for installation of the product using Southern yellow pine, yellow poplar, sweetgum and eucalyptus (Mill Nos. 1086 and 1106)" tables.

The ends of all VERSA-LAM® LVL members used as joists, rafters and 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 also be used.

The compression edges of all VERSA-LAM® LVL members used as joists, rafters and beams must be laterally supported at least every 610 mm, except where design is done in accordance with CSA O86.

4. Engineering support provided by manufacturer

Boise Cascade Company provides engineering support for their product and may be consulted by email at ewp_canada@bc.com or by telephone at 800-232-0788.

• The product must be identified with the phrase “CCMC 12472-R” along the side of the product. This CCMC number is only valid when it appears in conjunction with the APA EWS certification mark.

## Technical information

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

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

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

Design requirements
Table 1. Specified strengths of the product
True E Apparent E Specified flexural strength, Fb (MPa) Specified tensile strength,Table footnote (1) Ft (MPa) Specified compr. strength, Fc (parallel to grain) (MPa) Specified compr. strength, Fcp (perpendicular to grain) (MPa) Specified horizontal shear strength, Fv (MPa)
Grade designationTable footnote (2) Table footnote (3)  Modulus of elasticity (MOE)Table footnote (4) Table footnote (5) (MPa) Grade designationTable footnote (6) Table footnote (3)  Modulus of elasticityTable footnote (4) Table footnote (5) (MPa)
JoistTable footnote (7) Plank Joist Plank Joist Plank
1.4E 1600/1100 9 653 1.3 1600 8 963 20.4 20.3 11.5 27.5 6.59 5.65 2.88 1.85
1.4E 1750/1100 9 653 1.3 1750 8 963 22.3 20.3 11.5 27.5 6.59 5.65 2.88 1.85
1.5E 1800 10 342 1.4 1800/1100 9 653 22.9 22.9 11.5 27.5 6.59 5.65 2.88 1.85
1.5E 1950 10 342 1.4 1950/1100 9 653 24.8 22.9 11.5 27.5 6.59 5.65 2.88 1.85
1.5E 1800/1250 10 342 1.4 1800 9 653 22.9 22.9 13.0 27.5 6.59 5.65 2.88 1.85
1.5E 1950/1250 10 342 1.4 1950 9 653 24.8 22.9 13.0 27.5 6.59 5.65 2.88 1.85
1.6E 2050 11 032 1.5 2050/1250 10 342 26.1 26.1 13.0 27.5 6.59 5.65 2.88 1.85
1.6E 2250 11 032 1.5 2250/1250 10 342 28.7 26.1 13.0 27.5 6.59 5.65 2.88 1.85
1.6E 2050/1400 11 032 1.5 2050 10 342 26.1 26.1 14.6 27.5 6.59 5.65 2.88 1.85
1.6E 2250/1400 11 032 1.5 2250 10 342 28.7 26.1 14.6 27.5 6.59 5.65 2.88 1.85
1.7E 2250 11 721 1.6 2250/1400 11 032 28.7 28.7 14.6 27.5 6.59 5.65 2.88 1.85
1.7E 2450 11 721 1.6 2450/1400 11 032 31.2 28.7 14.6 27.5 6.59 5.65 2.88 1.85
1.7E 2250/1500 11 721 1.6 2250 11 032 28.7 28.7 15.6 27.5 6.59 5.65 2.88 1.85
1.7E 2450/1500 11 721 1.6 2450 11 032 31.2 28.7 15.6 27.5 6.59 5.65 2.88 1.85
1.8E 2400 12 411 1.7 2400/1500 11 721 30.6 30.6 15.6 33.0 9.41 5.65 3.65 2.16
1.8E 2650 12 411 1.7 2650/1500 11 721 33.8 30.6 15.6 33.0 9.41 5.65 3.65 2.16
1.8E 2400/1650 12 411 1.7 2400 11 721 30.6 30.6 17.2 33.0 9.41 5.65 3.65 2.16
1.8E 2650/1650Table footnote (3) 12 411 1.7 2650Table footnote (3) 11 721 33.8 30.6 17.2 33.0 9.41 5.65 3.65 2.16
1.9E 2500 13 100 1.8 2500/1650 12 411 31.9 31.9 17.2 33.0 9.41 5.65 3.65 2.16
1.9E 2750 13 100 1.8 2750/1650 12 411 35.0 31.9 17.2 33.0 9.41 5.65 3.65 2.16
1.9E 2500/1825 13 100 1.8 2500 12 411 31.9 31.9 19.0 33.0 9.41 5.65 3.65 2.16
1.9E 2750/1825Table footnote (3) 13 100 1.8 2750Table footnote (3) 12 411 35.0 31.9 19.0 33.0 9.41 5.65 3.65 2.16
2.0E 2600 13 789 1.9 2600/1825 13 100 33.1 33.1 19.0 33.0 9.41 5.65 3.65 2.16
2.0E 2850 13 789 1.9 2850/1825 13 100 36.3 33.1 19.0 33.0 9.41 5.65 3.65 2.16
2.0E 2600/1950 13 789 1.9 2600 13 100 33.1 33.1 20.3 33.0 9.41 5.65 3.65 2.16
2.0E 2850/1950Table footnote (3) 13 789 1.9 2850Table footnote (3) 13 100 36.3 33.1 20.3 33.0 9.41 5.65 3.65 2.16
2.1E 2800 14 479 2.0 2800/1950 13 789 35.7 35.7 20.3 33.0 9.41 5.65 3.65 2.16
2.1E 3100 14 479 2.0 3100/1950 13 789 39.5 35.7 20.3 33.0 9.41 5.65 3.65 2.16
2.1E 2800/2150 14 479 2.0 2800 13 789 35.7 35.7 22.4 33.0 9.41 5.65 3.65 2.16
2.1E 3100/2150Table footnote(3) 14 479 2.0 3100Table footnote (3) 13 789 39.5 35.7 22.4 33.0 9.41 5.65 3.65 2.16
2.2E 2900 15 168 2.1 2900/2150 14 479 36.9 36.9 22.4 33.0 9.41 5.65 3.65 2.16
2.2E 3200 15 168 2.1 3200/2150 14 479 40.8 36.9 22.4 33.0 9.41 5.65 3.65 2.16
2.2E 2900/2250 15 168 2.1 2900 14 479 36.9 36.9 23.4 33.0 9.41 5.65 3.65 2.16
2.2E 3200/2250 15 168 2.1 3200 14 479 40.8 36.9 23.4 33.0 9.41 5.65 3.65 2.16
2.3E 3100 15 858 2.2 3100/2250 15 168 39.5 38.9 23.4 33.0 9.41 5.65 3.65 2.16
2.3E 3400 15 858 2.2 3400/2250 15 168 43.3 38.9 23.4 33.0 9.41 5.65 3.65 2.16
2.3E 3100/2425 15 858 2.2 3100 15 168 39.5 38.9 25.3 33.0 9.41 5.65 3.65 2.16
2.3E 3400/2425 15 858 2.2 3400 15 168 43.3 38.9 25.3 33.0 9.41 5.65 3.65 2.16
Table 2. Fastener capacities of the product
PropertyFootnote (1) Orientation Load direction Specific gravity (SG) of equivalent species for design purposes
Nail withdrawal capacity
All grades Edge Withdrawal Spruce-pine-fir (S-P-F), SG = 0.42
Grades 1.4E–2.3E Face Withdrawal Douglas Fir-Larch, SG = 0.50
Lateral nail capacity
Grades 1.4E–1.7E Edge Parallel to grain S-P-F, SG = 0.42
Edge Perpendicular to grain S-P-F, SG = 0.42
Face Parallel to grain S-P-F, SG = 0.42
Face Perpendicular to grain S-P-F, SG = 0.42
Grades 1.8E–2.3E Edge Parallel to grain S-P-F, SG = 0.42
Edge Perpendicular to grain S-P-F, SG = 0.42
Face Parallel to grain Douglas Fir-Larch, SG = 0.50
Face Perpendicular to grain Douglas Fir-Larch, SG = 0.50
Bolt bearing capacity (12.5 mm and 19 mm bolt sizes)
Grades 1.4E–1.7E Face Parallel to grain SG = 0.38
Face Perpendicular to grain SG = 0.38
Grades 1.8E–2.3E Face Parallel to grain SG = 0.50
Face Perpendicular to grain SG = 0.50
Table 3. Fastener size and spacing for installation of the product using Douglas Fir and Western Hemlock (Mill No. 1110)
Property Nails parallel to the glue line Nails perpendicular to the glue line
Fastener size Minimum thickness (25.4 mm) Minimum thickness (38.1 mm) Minimum thickness (44.5 mm) Minimum thickness (88.9 mm) All thicknessesFootnote (1)
On centre (o.c.) EndFootnote (2) o.c. End o.c. End o.c. End o.c. End
8d box 76.2 38.1 76.2 38.1 50.8 25.4 50.8 12.7 50.8 12.7
8d common 101.6 76.2 76.2 50.8 76.2 50.8 50.8 25.4 50.8 25.4
10d and 12d box 101.6 76.2 76.2 50.8 76.2 50.8 50.8 25.4 50.8 25.4
16d box 101.6 76.2 76.2 50.8 76.2 50.8 50.8 25.4 50.8 25.4
10d and 12d common 152.4 101.6 101.6 76.2 101.6 76.2 50.8 50.8 50.8 50.8
16d sinker 152.4 101.6 101.6 76.2 101.6 76.2 50.8 50.8 50.8 50.8
16d common 152.4 101.6 152.4 101.6 152.4 76.2 50.8 50.8 50.8 50.8
Table 4. Fastener size and spacing for installation of the product using Southern Yellow Pine, Yellow Poplar, Sweetgum and Eucalyptus (Mill Nos. 1086 and 1106)
Property Nails parallel to the glue line Nails perpendicular to the glue line
Fastener size Minimum thickness (25.4 mm) Minimum thickness (38.1 mm) Minimum thickness (44.5 mm) Minimum thickness (88.9 mm) All thicknessesFootnote (1)
o.c. EndFootnote (2) o.c. End o.c. End o.c. End o.c. End
8d box 152.4 152.4 152.4 152.4 101.6 101.6 101.6 101.6 50.8 12.7
8d common 152.4 152.4 152.4 152.4 101.6 101.6 101.6 101.6 50.8 25.4
10d and 12d box 152.4 152.4 152.4 152.4 101.6 101.6 101.6 101.6 50.8 25.4
16d box 152.4 152.4 152.4 152.4 101.6 101.6 101.6 101.6 50.8 25.4
10d and 12d common 152.4 152.4 152.4 152.4 101.6 101.6 101.6 101.6 50.8 50.8
16d sinker 152.4 152.4 152.4 152.4 101.6 101.6 101.6 101.6 50.8 50.8
16d common 203.2 203.2 203.2 203.2 203.2 203.2 203.2 203.2 50.8 50.8

The design values obtained from testing to ASTM D 5456-13a, “Evaluation of Structural Composite Lumber Products,” as specified in CSA O86-14, “Engineering Design in Wood,” are summarized below.

 Property Test information Bending Specimens were tested in edgewise and flatwise bending. A parametric, 5% tolerance limit with a 75% confidence level approach was used to determine the characteristic value. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength. Shear Specimens were shear tested edgewise and plank. A parametric, 5% tolerance limit with a 75% confidence level approach was used to determine the characteristic value. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength. Compression parallel to grain Compression tests were conducted on 53 specimens. A parametric, 5% tolerance limit with a 75% confidence level approach was used to determine the characteristic value. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CSA O86-09 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 multiplied by 1.09 to establish the specified strength in accordance with CSA O86-09. Tension parallel to grain Single member tension tests were conducted. A parametric, 5% tolerance limit with a 75% confidence level approach was used to determine the characteristic value. Qualification test data was used to establish the applicable coefficient of variation, CVw, and the reliability normalization factor from CSA O86-09 was used to determine the specified strength. Creep and recovery Thirty (30) specimens were tested in accordance with ASTM D 6815, “Standard Specification for Evaluation of Duration of Load and Creep Effects of Wood and Wood-Based Products,” whereby the specimens were subjected to a 90-day creep test for duration of load, the equivalent for lumber verification. The three criteria were met and deemed equivalent to lumber. Adhesive The adhesives comply with CSA O112.7-M1977, “Resorcinol and Phenol-Resorcinol Resin Adhesives for Wood (Room and Intermediate-Temperature Curing” (CCMC 13213-L); CSA O112.10-08, “Evaluation of Adhesives for Structural Wood Products (Limited Moisture Exposure)” (CCMC 13511-L); and CSA O112.9-10 “Evaluation of Adhesives for Structural Wood Products (Exterior Exposure).” Nail withdrawal For products produced at the Thorsby, AL plant, edgewise nail withdrawal values were established following ASTM D 1761-12, “Standard Test Methods for Mechanical Fasteners in Wood.” Specimens were tested and equivalent species capacity was determined in accordance with ASTM D 5456-14b, A2.4, “Standard Specification for Evaluation of Structural Composite Lumber Products.” Flatwise nail withdrawal values were established following ASTM D 1761-06, “Standard Test Methods for Mechanical Fasteners in Wood.” Specimens were tested and equivalent species capacity was determined in accordance with ASTM D 5456-07, A2.4 Dowel bearing For products produced at the Thorsby, AL plant, dowel bearing strength was determined in accordance with ASTM D 5764-97a (2007), “Standard Test Methods for Evaluating Dowel-Bearing Strength of Wood and Wood-Based Products,” using the full-hole method. Specimens were tested and the mean bearing capacity was used to establish the equivalent species as per ASTM D 5456-07, “Standard Specification for Evaluation of Structural Composite Lumber Products,” A2.5. Bolt bearing For products produced at the Thorsby, AL plant, bolt bearing strength was determined in accordance with ASTM D 5764- 97a (2007) using the full-hole method. Specimens were tested and the mean bolt bearing capacity was used to establish the equivalent species as per ASTM D 5456-07, A2.5.

### Disclaimer

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:

Construction Research Centre
Ottawa, Ontario, K1A 0R6
Telephone: 613-993-6189
Fax: 613-952-0268

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.

### 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.