[CCMC 13507-R] CCMC Canadian code compliance evaluation
From: National Research Council Canada
Murphy Company, Engineered Wood Division
412 West Central Ave.
|Product name:||Murphy LVL|
|Code compliance:||NBC 2015, OBC|
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 2015
|ID||Code provision||Solution type|
|04-03-01-01-00-0-00||220.127.116.11.(1) Buildings and their structural members m ...||Acceptable|
|09-23-04-02-00-0-00||18.104.22.168.(3) Spans for built-up wood and glued-lamina ...||Alternative|
Ontario Building Code
Ruling No. 10-21-258 (13507-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 2010-12-30 (revised 2017-09-19) 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 nameMurphy LVL
The product is manufactured by laminating veneer sheets of Douglas Fir coated with an exterior type adhesive conforming to CSA O112.6-M1977(R2006), “Phenol and Phenol Resorcinol Resin Adhesives for Wood (High Temperature Curing),” (see CCMC 13019-L) in specific lay-up patterns, which are fed into a continuous press with the grain of the veneer oriented parallel to the length of the member. The lay-up patterns and adhesives used are as specified in the Murphy Company, Engineered Wood Division Manufacturing Standard.
The product is available in thicknesses from 35 mm to 89 mm, in widths ranging from 89 mm to 610 mm, and in lengths up to 24 m.
The manufacturing quality assurance program and records are verified by APA – The Engineered Wood Association as part of the product certification.
This evaluation is valid only for products produced at the following plant:
|Product name||Manufacturing plant|
|Sutherlin, OR, US|
|Murphy 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.
- As with all SCL, this product 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 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 Murphy Company to demonstrate compliance to Part 9 for acceptance by the local authority having jurisdiction (AHJ):
- Murphy company’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 Murphy Company in the document entitled “Murphy LVL Limit States Design Guide (2.0 E-LVL – 2.2E-LVL),” dated November 2018.
For applications falling within the scope of the Murphy Company’s above-noted document, 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.
- Murphy company’s installation details
Murphy Company’s pre-engineered details within the document outlined in i. above are limited in scope to building designs where the anticipated loads on the following structural details are not exceeded:
- floor beam span table (page 3);
- garage door header tables (page 4);
- window and door header tables (page 5);
- uniform load tables (pages 6 to 9);
- connection details (page 11); and
- multiple piece assembly and side load capacity (page 12).
- Engineering required
For structural applications beyond the scope and limitations of the above-referenced Murphy Company 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.
Installations beyond the scope and limitations stated in Sections i. and ii. 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 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 as a guide the “Engineering Guide for Wood-Frame Construction,” published by the Canadian Wood Council.
The specified strengths for the product must not exceed the values set forth in Table 1 in this evaluation.
Nail spacing for the product must conform to Table 3 in this evaluation. Fastener capacities must be as shown in Table 2 in this evaluation.
The ends of all Murphy 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 Murphy LVL members used as joists, rafters and beams must be laterally supported at least every 610 mm, except where designed in accordance with CSA O86.
- Engineering support provided by the manufacturer
The Murphy Company may provide engineering services in conjunction with its product specification and offers the following support contact number: 541-459-4545.
This product must be identified with the phrase “CCMC 13507-R” along the side of the product. This CCMC number is only valid when it appears in conjunction with the certification mark of APA – The Engineered Wood Association
- Murphy company’s pre-engineered tablesFootnote (2)
This evaluation is based on demonstrated conformance with the following criteria:
|Criteria number||Criteria name|
|CCMC-TG-061710-15A||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. Technical evidence provided in Appendix A shows products were tested to a previous edition of CSA O86 and are applicable to CSA O86-14.
|Grade||Bending strength, fbTable footnote footnote (4)Table footnote footnote – beam||Bending strength, fbTable footnote footnote (4)Table footnote footnote – plank||Tensile strength parallel to grain, ftTable footnote footnote (5)Table footnote footnote||Compressive strength parallel to grain, fc||Compressive strength perpendicular to grain, fcp – beam||Compressive strength perpendicular to grain, fcp – plank||Horizontal shear strength, fv – beam||Horizontal shear strength, fv – plank||Modulus of elasticity (MOE) – beam||Modulus of elasticity (MOE) – plank|
|2250Fb-1.5E||28.67||28.03||13.85||25.86||9.41||5.65||3.65||1.92||10 340||9 650|
|3100Fb-2.0E||39.50||37.76||21.55||35.21||9.41||6.90||3.72||1.92||13 790||13 790|
|3100Fb-2.2E||39.50||37.76||21.55||35.21||9.41||6.90||3.72||1.92||15 170||15 170|
|Grade||Nails – withdrawal load – installed in edge||Nails – withdrawal load – installed in face||Nails – lateral load – installed in edge||Nails – lateral load – installed in face||Bolts – lateral load – installed in face – parallel to grain||Bolts – lateral load – installed in face – perpendicular to grain|
|Thickness (t), mm||Orientation||FastenerTable footnote footnote (2)Table footnote footnote (3)||Minimum end distance, mm||Minimum nail spacing, mm – single row||Minimum nail spacing, mm – multiple rowsTable footnote footnote (4)Table footnote footnote (5)|
|32 ≤ t < 38||EdgeTable footnote footnote (6)||64 mm and smaller||64||102||–|
|32 ≤ t < 38||EdgeTable footnote footnote (6)||76 mm and 83 mm||64||102||–|
|32 ≤ t < 38||EdgeTable footnote footnote (6)||89 mm||89||127||–|
|32 ≤ t < 38||FaceTable footnote footnote (7)||64 mm and smaller||38||76||76|
|32 ≤ t < 38||FaceTable footnote footnote (7)||76 mm and 83 mm||38||76||76|
|32 ≤ t < 38||FaceTable footnote footnote (7)||89 mm||38||127||127|
|t ≥ 38||EdgeTable footnote footnote (6)||64 mm and smaller||64||76||102|
|t ≥ 38||EdgeTable footnote footnote (6)||76 mm and 83 mm||89Table footnote footnote (8)||102||127|
|t ≥ 38||EdgeTable footnote footnote (6)||89 mm||89||127||152Table footnote footnote (9)|
|t ≥ 38||FaceTable footnote footnote (7)||64 mm and smaller||38||76||76|
|t ≥ 38||FaceTable footnote footnote (7)||76 mm and 83 mm||38||76||76|
|t ≥ 38||FaceTable footnote footnote (7)||89 mm||38||127||127|
Appendix A - additional information
The design values obtained from testing to ASTM D 5456-07, “Evaluation of Structural Composite Lumber Products,” as specified in CSA O86-09 are summarized below. The manufacturer’s published pre-engineered joist spans were then designed in accordance with CSA O86-14.
|Bending||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, CVw. The reliability normalization factor from CSA O86-09 was used to determine the specified strength.|
|MOE||The 2.0E specimens were tested in edgewise bending to establish the mean MOE. The established mean MOE was 2.2 × 106 psi, and is maintained as indicated in the quality control manual (QCM), and is confirmed by the third-party certification agency to form the qualification for the 2.2E product grade.|
|Shear||Specimens were tested in edgewise and flatwise shear to establish the characteristic value. Data from QC tests were used to establish the applicable coefficient of variation, CVw. 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. Data from QC tests were used to establish the applicable coefficient of variation, CVw. 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 following ASTM D 5456-14b. The characteristic value was multiplied by 1.81 to establish the specified strength in accordance with CSA O86-14. The original value determined in accordance with CSA O86-09 was maintained since it is more conservative compared to the specified strength when calculated in accordance with CSA O86-14 Update No.1.|
|Tension parallel to grain||Specimens were tested in tension to establish the characteristic value. Data from QC tests were used to establish the applicable coefficient of variation, CVw. 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 an 8d common nail having a 31.75 mm penetration. Specimens were tested and equivalent species capacity was determined in accordance with ASTM D 5456-07, A2.4.|
|Nail bearing||Dowel bearing strength was determined as per ASTM D 5764-97a(2007), "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 5456-07, A2.5.|
|Bolt bearing||Bolt bearing capacity was determined as per ASTM D 5764-97a(2007) using 12.5-mm- and 19-mm-diameter bolts.|
|Creep and recovery||Creep testing was conducted in accordance with the creep and recovery test described in ASTM D 5456-07. The specimens met the acceptance criteria of ASTM D 6815, "Standard Specification for Evaluation of Duration of Load and Creep Effects of Wood and Wood-Based Products."|
|Adhesive||The adhesive complies with CSA O112.6-M1977. The adhesive used is from the Hexion Inc., family of Cascophen 84204 (CCMC 13019-L).|
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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