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[CCMC 14008-R] CCMC Canadian code compliance evaluation

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Compliance opinion

It is the opinion of the Canadian Construction Materials Centre that the evaluated product, when used as an exterior cladding 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
09-20-02-01-00-0-009.20.2.1. Masonry Unit StandardsAlternative
09-20-02-07-00-0-009.20.2.7. Compressive StrengthAlternative
09-20-05-01-00-0-009.20.5.1. Masonry SupportAlternative
09-20-06-00-00-0-009.20.6. Thickness and HeightAlternative
09-20-06-04-00-0-009.20.6.4.(4) Masonry veneer shall conform to Subsecti ...Acceptable
09-27-02-00-00-0-009.27.2. Required Protection from PrecipitationAcceptable

The above opinion(s) is/are 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

Shouldice Fusion Stone

Product description

The product is a concrete stone veneer cladding that is attached mechanically to Shouldice’s specific engineered structural wood sheathing and stud framing design.

The product is composed of Portland cement, natural aggregates, and mineral oxide pigments. Other additives such as water repellant and air entraining agents could be added to the mix. The product is cast in rectangular or square moulds that reflect different textures. The finished product is available in different sizes, varying from 203 mm to 508 mm long, 95 mm to 190 mm wide, and 32 mm to 56 mm thick.

The concrete stones are affixed individually to the structural wood sheathing using metal anchors/clips and metal screws. The metal anchors/clips are Type 304 stainless steel that are 50 mm long and 0.61 mm thick. The fasteners are #8 - 19-mm-long Robertson head stainless steel wood screws. One screw is used per anchor/clip. A metal starter strip anchor is affixed to the bottom of the first row of stones. Contrary to a conventional brick veneer, the product is not supported directly on the foundation wall, but instead is attached independently to the specific structural sheathing and back-up wall design. The top and bottom edges of the concrete stones include grooves to clip the anchors that are attached to the wood sheathing.

Once installed, the joints between the concrete stones could be grouted or left ungrouted (dry-stack), depending on the chosen design. Figure 1 shows the product installed in the dry-stack joint design, and Figure 2 shows the product installed for the grouted joint design just before grouted. Corner stones are plant-manufactured using two stones cut at 45 degree angles and fixed together with an adhesive (see Figure 3).

Instead of masonry supported on the foundation, the product is supported by the wood frame. Therefore, the product must be installed according to the proprietary wood frame construction details. These construction details are in Appendix A and include increased top and bottom plates, less stud spacing and horizontal sheathing, etc.

 
an image of the product installed in the dry-stack joint design

Figure 1. Shouldice Fusion Stone installed in dry-stack design

 
An image showing the product  product installed for the grouted joint design just before grouted

Figure 2. Shouldice Fusion Stone installed for the grouted joint design just before grouted

 
An image of the product being installed as a corner piece assembly

Figure 3. Corner piece of Shouldice Fusion Stone assembly

Manufacturing plant

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

Product nameManufacturing plant
Shallow Lake, ON, CA
Shouldice Fusion StoneProduct 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.

General

  • The components of the backup wall construction must be in full compliance with the requirements of Part 9, Housing and Small Buildings, of Division B of the NBC 2015 in conjunction with the conditions and limitations listed in this report.
  • The product is limited to use as exterior cladding for the buildings falling within the scope of Part 9, Housing and Small Buildings, of Division B of the NBC 2015 in conjunction with the conditions and limitations listed in this report. It must be applied on structural grade wood sheathing boards that are attached to wood framing in accordance with the Shouldice back-up wall design specified below.
  • The product is permitted to be installed in either a grouted and/or dry-stack joint design.
  • The product is limited to installation on buildings not exceeding two (2) storeys with 3 m height per floor.
  • The product is limited to installations in geographical areas where the 1/50 design wind load pressure is ≤ 0.85 kPa and the building is Category 2 for internal pressure as defined in the NBC 2015. The wind design value has been validated for the product installed over horizontally installed plywood or oriented strand board (OSB) structural sheathing with a minimum thickness of 12.5 mm for plywood and 11 mm for OSB.
  • The product must be applied in geographical areas where the spectral response acceleration Sa(0.2) is 1.2 or less and the building is on a Class C site or better.
  • The 10 mm air space that is created by the anchors must remain unobstructed to form a clear drainage layer behind the product.
  • At least one layer of wall sheathing membrane conforming to Article 9.27.3.2., Sheathing Membrane Material Standard, of Division B of the NBC 2015, must be applied beneath the cladding products. The sheathing membrane must be applied in accordance with Article 9.27.3.3., Required Sheathing Membrane and Installation, of Division B of the NBC 2015.
  • The product must be installed with suitable flashing to drain water from the drainage layer to the exterior and to protect the exposed top edge of the cladding.
  • Flashing must be installed in accordance with the requirements of Articles 9.27.3.7., Flashing Materials, and 9.27.3.8., Flashing Installation, of Division B of the NBC 2015.
  • The impact resistance of the product makes it susceptible to hard and soft body impacts. However, the ease of replacing the product makes it suitable for normal use in upper floors and protected ground floors. When used at ground floors exposed to high impacts, special precautions must be taken such as guardrails or raised gardens.
  • The requirements of the NBC 2015 regarding fire blocks must be implemented when required.
  • The product must be installed in accordance with the manufacturer’s current instructions.
  • A high level of quality control at all stages of the exterior wall construction is imperative for obtaining an acceptable performance.
  • This evaluation is applicable only to products identified by the phrase “CCMC 14008-R.”

Structural

  • The product is to be installed on Shouldice’s pre-engineered wood frame designed to support this proprietary product. The installation of the product must be in accordance with the engineering analysis as prepared by Quaile Engineering Ltd., Report 13-166-2, dated January 27, 2014. The pre-engineered design solutions are produced in the engineering analysis and reproduced in Appendix A of this evaluation, along with the detailed design and construction requirements. The pre-engineered design solutions are provided having the following features:
    • only applied to “new” construction;
    • the top and bottom plates are increased and the stud spacings are reduced; 
    • nailing of the top and bottom plates are increased;
    • squash blocks are required to support the I-joists; and
    • exterior sheathing is installed with the strong axis (face grain) oriented horizontally.
  • When the product is used outside the scope and limitations of the report “Quaile Engineering Ltd., Report 13-166-2, dated January 27, 2014,” a special engineering analysis must be carried out by a licensed professional engineer skilled in structural design who must sign and seal the related analysis confirming its conformance to Part 4 of Division B of the NBC 2015.
  • The stud wall must consist of 38 mm × 140 mm stud grade Spruce-Pine-Fir (SPF). A hole not greater than 25 mm in diameter is permitted at the centreline of the stud. The plates used in the framing of the back-up wall must be No. 2 grade SPF plates. The anchor clips must be attached to a minimum 11-mm-thick OSB that is supported by untreated wood studs spaced at 406 mm or less, or 12.5 mm plywood sheathing conforming to CSA O121, “Douglas Fir Plywood,” or CSA O151, “Canadian Softwood Plywood.”
  • A horizontal joint must be provided in the stone at each floor level as indicated in Figure 6.
  • The maximum anchor clip spacing along the horizontal joints between stone rows is 150 mm for both the grouted and the dry-stack applications.
  • For dry-stack applications, the cladding is installed so that there is at least one row of 95 mm stone above and below any 190 mm stones.
  • The fastening screws used to secure the cladding through the anchors/clips must be # 8  19-mm-long Robertson-head stainless steel wood screws.
  • The cladding attachment must conform with Sentence 9.27.5.1.(1), Article 9.27.5.5., Fastener Materials, and Article 9.27.5.7., Penetration of Fasteners, of Division B of the NBC 2015. For any other mode of attaching a cladding system to sheathing, the structural sufficiency of the sheathing and the whole backing, in conjunction with the anchors/clips and type of fasteners, must be in accordance with the engineering analysis as prepared by Quaile Engineering Ltd., Report 13-166-2, dated January 27, 2014.

  Technical information

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

Evaluation requirements
Criteria number Criteria name
CCMC-TG-074661-15CCMC Technical Guide for Cladding Systems Using Concrete Stone (Installed Directly over Wood Frame Backing by Metal Connectors)

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.

Material requirements
Table 1. Results of testing of the material and physical properties (stone)
Property Requirement Results
Dimensions – length (mm) ≤ 900 510
Dimensions – width (mm) ≤ 900 128
Dimensions – thickness (mm) ≤ 70 47
Area (m2) ≤ 0.26 0.07
Deviation from plane of the back face (mm) ≤ 1.0 0.67
Warpage/out-of-square (mm) Parallel edge dimensions, and out-of-square I any direction ≤ 2 0.01
Dimensional tolerances – length (mm) ±3.0 +1.6
Dimensional tolerances – height (mm) ±2.0 +0.9
Dimensional tolerances – thickness (mm) ±2.0 Pass
Groove thickness (mm) Report value 1.72
Groove thickness tolerance (mm) +2.0, –1.0 from specified thickness 0.19 Pass
Weight(kg/m2) ≤ 75.0 70
Density (kg/m3) Report value 1 860
Moisture properties – water absorption (24 h) (%) Report value 5
Moisture properties – water vapour transmission (if any water repellent coating or additive is used) (kg/m2·s·Pa) Report value NATable footnote (1)
Moisture properties – coefficient of water absorption (kg/m2 /sec½) Report value 0.012Table footnote (2) 0.011Table footnote (3)
Drying shrinkage (mm/m) ≤ 0.65 0.43
Strength (MPa) – flexural Report value 2.31
Strength (MPa) – compressive 15 28
Freeze-thaw resistance – loss of weight (%) ≤ 1 −0.9
Freeze-thaw resistance – visual observation Specimen must not show any deleterious effects such as spalling such as spalling, cracking or crazing None
Table 2. Results of testing of the materials and physical properties (clip/anchor)
Property Requirements Results – Pult Results – factored resistanceTable footnote (1) Comments
Pullout test (N) ≥ 1000 464Table footnote (2) 278 Pass
Pullout test (N) ≥ 1000 427Table footnote (2) 256 Pass
Shear bending (N) Report value 45 27 Pass

 

Performance requirements
Table 3. Results of testing for impact resistance of the product
Impact body Dynamic mass (kg) Energy (N·m) Results
Safety impact – large soft 50 100 Pass
Safety impact – hard 1 10 Pass
Retention of performance impact – large soft 50 34 Deemed to pass
Retention of performance impact – small soft 30 60 FailTable footnote (1)
Retention of performance impact – hard 1 10 FailTable footnote (1)
Table 4.

Results of testing of wind load resistance of the product

Cycle Pressure (Pa) Q50 ≤ 0.85 kPa @ 20 m Deflection at midspan of specimen
Sustained loads (P1, P1′) ± 235 +0.2/−0.2
Sustained loads (P1, P1′) ± 470 +0.2/−0.2
Sustained loads (P1, P1′) ± 705 +0.1/−0.1
Sustained loads (P1, P1′) ± 940 (P1) +0.5/+0.5
Sustained loads (P1, P1′) Residual +1.3/0.0
Cyclic loads (P2, P2′) 0 to ± 1 370 (P2) +0.5/0.0
Cyclic loads (P2, P2′) Residual +1.3/+2.1
Gust loads (P3, P3′) 0 to ± 2 050 (P3) +1.0/+0.6
Gust loads (P3, P3′) Residual 0.0/0.0

 

Appendix A: pre-engineered design solutions

The pre-engineered solutions must be in full accordance with the engineering analysis as prepared by Quaile Engineering Ltd., Report 13-166-2, dated January 27, 2014. The following three tables provide the main pre-engineering solutions for buildings not exceeding two (2) storeys with 3 m height per floor.

A-1. Maximum stud spacing for top floor (supporting roof only)

  • Top plate: 2 – 38 mm × 140 mm No. 2 Grade SPF
  • Bottom plate: 1 – 38 mm × 140 mm No. 2 Grade SPF
  • Stud materials: 38 mm × 140 mm stud grade SPF
  • Maximum roof truss span: 12 m
  • Dry-stack design of the product

 

 
Table 5.

Maximum stud spacing (mm) for top floor

Design snow load (kPa) Wall height (m) 1/50 yr hourly wind pressure (kPa)
0.4 0.45 0.5 0.55 0.6 0.65 0.7
1 2.4 400 400 400 400 300 300 300
1 2.7 400 400 400 300 300 300
1 3.0 400 400 300 300 300
1.5 2.4 400 400 400 400 300 300 300
1.5 2.7 400 400 400 300 300 300
1.5 3.0 400 400 300 300 300
2 2.4 300 300 300 300 300 300 300
2 2.7 300 300 300 300 300 300
2 3.0 300 300 300 300 300
2.5 2.4 300 300 300 300 300 300 300
2.5 2.7 300 300 300 300 300 300
2.5 3.0 300 300 300 300 300
3 2.4
3 2.7
3 3.0

 

A-2. Maximum stud spacing for top floor with increased top and bottom plates (supporting roof only)

  • Top plate: 3 – 38 mm × 140 mm No. 2 Grade SPF
  • Bottom plate: 2 – 38 mm × 140 mm No. 2 Grade SPF
  • Stud materials: 38 mm × 140 mm stud grade SPF
  • Maximum roof truss span: 12 m
  • Dry-stack design of the product

 

Table 6.

Maximum stud spacing (mm) for top floor with increased top and bottom plates

Design snow load (kPa) Wall height (m) 1/50 yr hourly wind pressure (kPa)
0.4 0.45 0.5 0.55 0.6 0.65 0.7
1 2.4 400 400 400 400 300 300 300
1 2.7 400 400 400 300 300 300
1 3.0 400 400 300 300 300
1.5 2.4 400 400 400 400 300 300 300
1.5 2.7 400 400 400 300 300 300
1.5 3.0 400 400 300 300 300
2 2.4 400 400 400 400 300 300 300
2 2.7 400 400 400 300 300 300
2 3.0 400 400 300 300 300
2.5 2.4 400 400 400 400 300 300 300
2.5 2.7 400 400 400 300 300 300
2.5 3.0 400 400 300 300 300
3 2.4 400 400 400 400 300 300 300
3 2.7 400 400 400 300 300 300
3 3.0 400 400 300 300 300

 

A-3. Maximum stud spacing for ground floor (supporting roof and 1 floor)

  • Top plate: 2 – 38 mm × 140 mm No. 2 Grade SPF
  • Bottom plate: 2 – 38 mm × 140 mm No. 2 Grade SPF
  • Stud materials: 38 mm × 140 mm stud grade SPF
  • Maximum roof truss span: 12 m
  • Maximum floor joist span: 8 m

 

Table 7.

Maximum stud spacing (mm) for ground floor

Design snow load (kPa) Wall height(m) 1/50 yr hourly wind pressure (kPa)
0.4 0.45 0.5 0.55 0.6 0.65 0.7
1 2.4 400 400 400 400 300 300 300
1 2.7 400 400 300 300 300 300
1 3.0 400 300 300 300 300
1.5 2.4 400 400 400 400 300 300 300
1.5 2.7 400 400 300 300 300 300
1.5 3.0 400 300 300 300 300
2 2.4 400 400 400 400 300 300 300
2 2.7 400 400 300 300 300 300
2 3.0 400 300 300 300 300
2.5 2.4 400 400 400 400 300 300 300
2.5 2.7 400 400 300 300 300 300
2.5 3.0 400 300 300 300 300
3 2.4 400 400 400 400 300 300 300
3 2.7 400 400 300 300 300 300
3 3.0 300 300 300 300 300

 

A-4. Exterior sheathing and fastening

The exterior sheathing requirements are illustrated in the following figure and their fastening schedules are shown in Table 8

an image depicting the exterior sheathing requirements.

Figure 4. Exterior sheathing and fastening for the product

  1. nail spacing as per Table 8 along all supports
  2. 11 mm OSB to CSA O325, or 12.5 mm plywood to CSA O121 or O151
  3. 600 mm minimum
  4. face grain horizontal

 

Table 8.

Nail spacing for 11 mm OSB or 12.5 mm plywood sheathing fastened to 38 mm × 140 mm SPF studs

Stud spacing (mm) Spiral nail size – length (mm) Spiral nail size – diameter (mm) 1/50 year hourly wind pressure
0.45 0.50 0.55 0.60 0.65 0.70
300 63 2.77 150 150 150 150 140
300 76 3.1 150 150 150 150 150
400 63 2.77 140 130 120 110 105 95
400 76 3.1 150 150 150 150 145 135

 

A-5. Details of stud wall construction

The details of the stud wall construction are illustrated in the following figure. The details in the following figure are designed to accommodate the worst case scenario for the range of conditions covered by the pre-engineered solutions.

The details of the stud wall construction

Figure 5. Stud wall construction for the product (wall elevation, interior face)

  1. 2 × 6 top plate (2 or 3 ply as per stud tables)
  2. 3 – 82 mm end nails per stud
  3. 3 – 82 mm plate-to-plate nails between studs
  4. 2 × 6 bottom plate (1 or 2 ply as per stud tables)
  5. 2 × 4 squash block aligned with wall studs below (maximum 76 mm offset from stud below)
  6. 2 × 4 squash blocks above foundation at the same spacing as the studs in the wall above
  7. minimum 28 mm engineered rim board fastened with 82 mm toe nails at 150 mm o.c.
  8. floor joist or blocking at maximum of 406 mm o.c., fastened with 3 – 82 mm nails
  9. bottom plate fastened to floor with 82 mm nails at 150 mm o.c.
  10. maximum 25 mm diameter hole at centre of stud
  11. 3 – 82 mm toe nails from truss to plate
  12. Simpson strong G-Tie H 10A anchor on each truss
  13. 2 × 6 sill plate
  14. 11 mm 1 R 24/2f 16 OSB or 12.5 mm softwood or Douglas fir plywood fastened as per Table 8
  15. 70 mm
  16. 70 mm
  17. section
  18. concrete foundation wall
  19. roof trusses at 24 " o.c. max
  20. 76 mm max
  21. top of 2nd floor plate
  22. 2 × 6 studs
  23. top of 1st floor plate
  24. top of foundation wall
  25. wall elevation (interior face)
  26. deviation from conventional wood frame construction
  27. 2 or 3 top plates
  28. 1 or 2 bottom plates
  29. must have squash blocks
  30. must have exterior sheathing horizontally
  31. must have 2 bottom plates

 

A-6. Maximum lintel span

The maximum lintel span is provided in the following table. It is important to note that the lintel span tables provided in Part 9 of the NBC 2015 are not applicable to walls supporting this product.

 

Table 9.

Maximum lintel spanTable A-6.1 footnote (1)

Design snow load (kPa) Maximum lintel clear span (m)
Lintel supporting roof only Lintel supporting roof and one (1) floor
3 – 38 mm × 184 mm 3 – 38 mm × 235 mm 3 – 38 mm × 286 mm 3 – 38 mm × 184 mm 3 – 38 mm × 235 mm 3 – 38 mm × 286 mm
1 1.97 2.43 2.79 1.29 1.59 1.82
1.5 1.72 2.13 2.44 1.27 1.58 1.80
2 1.55 1.91 2.20 1.21 1.50 1.71
2.5 1.42 1.75 2.01 1.14 1.37 1.62
3 1.32 1.63 1.86 1.08 1.19 1.53

 

A-7. Movement joints

The movement joints required for this product are illustrated in details in the following figure.

 
The movement joints required for this product
Figure 6. Required movement joints in applications for the product
  1. movement joints in upper floor to be the same as shown below
  2. 100 mm to 125 mm
  3. top of wall
  4. height
  5. 1/3 height
  6. 3 mm gap (movement joint) between stone where shown
  7. 100 mm to 125 mm
  8. top of floor
  9. top of floor

 

 

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.

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© His Majesty the King in Right of Canada, as represented by the National Research Council of Canada, 2024

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.

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