[CCMC 14008-R] CCMC Canadian code compliance evaluation

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

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 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.

Manufacturing plant

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

Product evaluated by the CCMC Indicates that the product from this manufacturing facility has been evaluated by the CCMC

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 S_a(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.

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

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.

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

 

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.

 

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 span^{Table 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.