Evaluation Report CCMC 13649-R
HTS Green Beam

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MASTERFORMAT:
06 17 36 .02
Evaluation issued:
2013-04-03
Re-evaluated:
Never
Revised:
Never
Re-evaluation due:
2016-04-03
Re-evaluation in progress
No



1. Opinion

It is the opinion of the Canadian Construction Materials Centre (CCMC) that “HTS Green Beam”, when used as a floor joist and roof joist in accordance with the conditions and limitations stated in Section 3 of this Report, complies with the National Building Code 2010:

  • Clause 1.2.1.1.(1)(a), Division A, using the following acceptable solutions from Division B:
    • Article 4.3.1.1. Design Basis for Wood (CSA O86-09, "Engineering Design in Wood," for joist strength and stiffness qualification)
  • Clause 1.2.1.1.(1)(b), Division A, as an alternative solution that achieves at least the minimum level of performance required by Division B in the areas defined by the objectives and functional statements attributed to the following applicable acceptable solutions:
    • Sentence 9.23.4.2.(2) Spans for Joists, Rafters and Beams

This opinion is based on CCMC's evaluation of the technical evidence in Section 4 provided by the Report Holder.

2. Description

The "HTS Green Beam" joist is 489 mm deep and consists of a single, toothed, corrugated metal web that is mechanically pressed into wood flanges. (The evaluation of other depths will be covered in subsequent editions of this evaluation report.) See Figure 1.

Lumber Flanges

The flanges are nominal 76 mm x 140 mm and are made of face-laminated lumber (2- 38 mm x 140 mm) containing finger joints. The 38 mm x 140 mm lumber is SPF No.2 & BTR KD lumber that is face-laminated by a third-party certified laminator using a phenol-resorcinol formaldehyde (PRF) adhesive complying with CSA O112.7 (CCMC 13213-L).

Metal-toothed Web

The corrugated metal web is manufactured from hot-dipped galvanized steel sheets, Z 275 coating grade equivalent to G-90 grade, that are 0.5 mm thick and conforms to EN 10326 and equivalent to ASTM A 653, Grade 550 (MPa) equivalent to Grade 80 (Ksi) . The metal web penetrates a minimum of 20 mm into the wood flange with the metal tag stop indicator touching the wood flange.

Figure 1
Figure 1. Corrugated single-web joist with 2 – 2 x 6 laminated flanges

3. Conditions and Limitations

CCMC's compliance opinion in Section 1 is bound by the “HTS Green Beam” being used in accordance with the conditions and limitations set out below.

  • The "HTS Green Beam" joist is intended for structural applications, such as floor joists or ceiling joists, and is intended for dry service use Footnote 1 applications and within heated buildings (see Table Note Table 4.1 footnote 5)
  • The flange lamination manufacture follows a manufacturing quality assurance (QA) program that is monitored by Certiwood Technical Centre, a third-party certification organization. The QA program is based on the principles of glulam laminating and NLGA SPS 6 and is verified by Certiwood as part of the product certification through regular audits.
  • The manufacture of the "HTS Green Beam" and the pressing of the corrugated metal webs into the flanges also follow a manufacturing quality control program that is commensurate with other metal-to-wood plating industry practices and is audited by Intertek Testing Services (ITS).
  • The following pre-engineering has been provided to CCMC by HTS-Beams Canada Ltd. to demonstrate compliance with Part 9 of the NBC for acceptance by the local authority having jurisdiction (AHJ):
    1. HTS-Beams Canada Ltd's Green Beam Pre-engineered Floor Joist Span Charts

      When "HTS Green Beam" joists are used to support uniform loads only, their installation must be carried out in accordance with the span tables (including vibration criteria Footnote 2) developed in accordance with limit states design in Canada entitled:

      "HTS Green Beam - 19/32" OSB Maximum Floor Span (ft) - Glued Subfloor Single Span Applications Only," dated March 26, 2013."

      "HTS Green Beam - 23/32" OSB Maximum Floor Span (ft) - Glued Subfloor Single Span Applications Only," dated March 26, 2013."

    2. "HTS Green Beam" Pre-engineered Installation Details

      No pre-engineered details have been developed by the manufacturer opting instead for engineering on a case-by-case basis for each building. Therfore, installation details of the floor system (i.e. rimboard, squash blocks, stair openings, etc.) must be engineered by a professional engineer skilled in wood design and licensed to practice under the appropriate provincial or territorial legislation.

    3. Engineering Required

      For structural applications beyond the scope/limitations of the above-referenced "HTS Green Beam" span charts or when required by the AHJ, the drawings or related documents shall 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) imply, but are not limited to, the following:

      • rim board resistance;
      • loadbearing cantilever tables;
      • higher loads/longer spans than the manufacturer's pre-engineered span charts;
      • concentrated loads;
      • offset bearing walls;
      • areas of high wind or high seismicity;
      • stair openings;
      • design of supporting wall studs/beams when the total load/span exceeds the NBC 2010 pre-engineered floor/roof joist tables; and
      • design of supporting foundation footings when the total load/span exceeds the NBC 2010 pre-engineered floor/roof joist tables.

      The engineer must design in accordance with CSA O86-09 and may use the "Engineering Guide for Wood Frame Construction," published by the Canadian Wood Council, as a guide.

    4. Engineering Support Provided by Manufacturer

      HTS-Beams Canada Ltd.'s engineering and technical support is provided by Caterra Consulting Limited in conjunction with the "HTS Green Beam" product specification at the following contact numbers:

      Alberta Division
      +1 (855) CAT-SOLV (228-7658) ext. 701 or (780) 669-7481

      British Columbia Division
      +1 (855) CAT-SOLV (228-7658) ext. 700 or (403) 829-8736

  • The product must be identified with the phrase "CCMC 13649-R" along the side of the flange of the joist. This CCMC number is only valid when it appears in conjunction with the Intertek Testing Services Certification Mark and the Certiwood Mark.

Footnotes

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% 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. of Division B of the NBC 2010.

Return to footnote 1 referrer

Footnote 2

In cases where concrete topping is applied or bridging/blocking is used or joists are installed at the maximum spans, the current vibration criteria may not address all occupant performance expectations. HTS-Beams Canada Ltd. should therefore be consulted for span adjustments, if necessary, in these types of installations.

There are currently no pre-engineered roof joist span tables published in the "HTS Green Beam" literature. When used as roof joists, the spans for the products must be engineered on a case-by-case basis, as outlined below, by a professional engineer skilled in wood design and licensed to practice under the appropriate provincial or territorial legislation.

Return to footnote 2 referrer

4. Technical Evidence

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

4.1 Design Requirements

Table 4.1 Limit States Design Values for "HTS Green Beam" with 68 mm × 133 mm SPF No. 2 Flanges and a Single Web
Depth of Joist
(mm)		Limit States Design Values Table 4.1 footnote 1  Table 4.1 footnote 2  Table 4.1 footnote 3  Table 4.1 footnote 4  Table 4.1 footnote 5
Factored Moment Resistance Table 4.1 footnote 6 ,
Mr (kN·m)		Factored Shear Resistance Table 4.1 footnote 7 ,
Vr (kN)		Factored Reaction Resistance Table 4.1 footnote 8 89-mm Bearing LengthLoad-Slip Modulus of Flange-Web Connection Table 4.1 footnote 9 K(N/mm2)
End Reaction,
ER (kN)		Intermediate Reaction,
IR (kN)
489 23.51 8.57 12.28 24.95 33.8
Notes to Table 4.1:
Footnote 1

All values have been calculated in accordance with the CCMC Technical Guide and CSA O86-09.

Return to table 4.1 footnote 1 referrer

Footnote 2

All resistance values include the applicable resistance factor.

Return to table 4.1 footnote 2 referrer

Footnote 3

Design values must not be increased for load-sharing.

Return to table 4.1 footnote 3 referrer

Footnote 4

Design values are based on standard term duration of load and no chemical treatment.

Return to table 4.1 footnote 4 referrer

Footnote 5

Design values are limited to dry service conditions and, more specifically, to heated spaces only, including dry insulated assemblies around heated spaces.

Return to table 4.1 footnote 5 referrer

Footnote 6

Full support of the compression flange is required.

Return to table 4.1 footnote 6 referrer

Footnote 7

Shear resistance allows for a 65-mm hole at the centre of the web.

Return to table 4.1 footnote 7 referrer

Footnote 8

Stiffeners are not required for the factored reaction resistances.

Return to table 4.1 footnote 8 referrer

Footnote 9

Bending stiffness must be calculated as E·I = E·Ieff described below.

E·I = E·Ieff

where

E = modulus of elasticity of flange material, MPa

I = b f   h f 3 12 , mm4

where bf = flange width, mm

hf = flange depth, mm

Ieff = 2·I + 2·γ·A·a12, mm4

where

γ = 1 ( 1 + π 2 E A K L 2 )

where K = load-slip modulus of flange-web connection per unit length, N/mm2

L = span, mm

A = bf·hf, mm2

a1 = 0.5·(h - hf), mm

where h = beam depth, mm

Figure 2
Figure 2. Bending Stiffness

Return to table 4.1 footnote 9 referrer

Report Holder

HTS-Beams Canada Ltd.
P.O. Box 1087 Station Main
Okotoks, AB T1S 1B2

Telephone:
403-608-1918

Plant(s)

Calgary, AB

Disclaimer

This Report is issued by the Canadian Construction Materials Centre, a program of NRC Construction at the National Research Council of Canada. The Report must be read in the context of the entire CCMC Registry of Product Evaluations, including, without limitation, the introduction therein which sets out important information concerning the interpretation and use of CCMC Evaluation Reports.

Readers must confirm that the Report is current and has not been withdrawn or superseded by a later issue. Please refer to the CCMC web site, or contact the Canadian Construction Materials Centre, NRC Construction, National Research Council of Canada, 1200 Montreal Road, Ottawa, Ontario, K1A 0R6. Telephone (613) 993-6189. Fax (613) 952-0268.

NRC has evaluated the material, product, system or service described herein only for those characteristics stated herein. The information and opinions in this Report are directed to those who have the appropriate degree of experience to use and apply its contents. This Report is provided without representation, warranty, or guarantee of any kind, expressed, or implied, and the National Research Council of Canada (NRC) provides no endorsement for any evaluated material, product, system or service described herein. NRC accepts no responsibility whatsoever arising in any way from any and all use and reliance on the information contained in this Report. 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.

Appendix A

The design values were obtained from testing to CCMC’s Technical Guide for “Corrugated Toothed Metal Web Joists” and reliability normalization factors as per CAN/CSA‑O86-09.

Table A1.  Additional Test Information for “HTS Green Beam”
PropertyTest Information
Conditioning The joist test specimens were pre-conditioned by cycling the moisture content of the flange to simulate in-service humidity cycles in dry-service conditions anticipated in heated buildings.
Flange-Web Joint Stiffness and Bending Strength The stiffness and strength of the flange-web joint was calculated by analyzing the results from testing beam specimens at three span-to-depth ratios: 10, 15 and 20 in third-point bending. The minimum sample size for the 3 span-to-depth ratios was 10, 10 and 53 respectively. The test procedure followed ASTM D 198 or ASTM D 4761. The tests were conducted on the joists after conditioning to simulate in-service environmental effects for dry service applications.  For all tests, the characteristic values and 2-P Weibull coefficient of variation, CVw, were established. The reliability normalization factor was determined following the CSA Standard Procedure to determine the reliability-based moment resistance for limit states design.
Flange Modulus and Tensile Strength Fifty-three (53) specimens of the laminated flange stock were tested to establish the characteristic tensile value. For all tests, the characteristic values and 2-P Weibull coefficient of variation, CVw, were established. The reliability normalization factor was determined following the CSA Standard Procedure to determine the reliability-based resistance for limit states design.
Web Shear Strength Twenty- eight (28) joist specimens were tested to establish the characteristic shear value. For all tests, the characteristic values and 2-P Weibull coefficient of variation, CVw, were established. The reliability normalization factor was determined following the CSA Standard Procedure to determine the reliability-based shear resistance for limit states design.
End Bearing Fifteen (15) specimens of the 489-mm depth were tested to qualify the 89-mm minimum end bearing characteristic value. For all tests, the characteristic values and 2-P Weibull coefficient of variation, CVw, were established. The reliability normalization factor was determined following the CSA Standard Procedure to determine the reliability-based resistance for limit states design.
Intermediate Bearing Fifteen (15) specimens of the 489-mm depth were tested to qualify the 89-mm minimum intermediate bearing characteristic value. For all tests, the characteristic values and 2-P Weibull coefficient of variation, CVw, were established. The reliability normalization factor was determined following the CSA Standard Procedure to determine the reliability-based resistance for limit states design.
CCMC Creep and Recovery Test Three (3) pairs of the 489-mm-deep joists (one pair controlled by vibration, one pair by bending and one pair by shear) were subjected to the CCMC Creep and Recovery Test and passed (i) the 25% maximum creep in 24h, (ii) the L/1440 recovery, and (iii) the 24h overstrength criteria.
ASTM D 5055 Creep Test A pair of 489-mm bending-moment joist specimens were subjected to the ASTM D 5055 creep test, which is specific to I-joists, and a 69.5% and 80% recovery was obtained and deemed acceptable.
Metal Web – Ultimate Tensile and Yield Strength The yield strength at 0.5% elongation was an average of 656 MPa and the average ultimate tensile strength was 695 MPa. Thus meeting the 550 MPa grade specification.
Manufacturing Quality Control The flange lamination follows a quality assurance procedure that is audited by Certiwood, an accredited certification organization.  The "HTS Green Beam" manufacture follows a quality assurance procedure that is audited by Intertek Testing Services (ITS) and a QA manual that bears their WH mark.