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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.

Material Requirements

Conformance of the EPS

Compliance of the expanded polystyrene thermal insulation with the requirements of CAN/ULC-S701-11 Type 2 is covered under the Intertek Testing Services NA LTD. certification program.

Design Requirements

Conformance of Structural Capacity (Steel Reinforcement Designs)

The design analysis presented by Genivar for walls using the product provides a level of performance equivalent to that required by applicable provisions in Part 4 and/or Part 9 of Division B of the NBC 2015. The design analysis is summarized in Tables 4.2.1.1 to 4.2.1.3. The tables provide steel reinforcement specifications for a number of different wall and lintel applications based on specific structural loads. The design assumptions are indicated below each table.

Table 4.2.1.1 Vertical and Horizontal Steel Reinforcement for Below-grade Walls for All Seismic Zones ^{Footnote (1)}
Height of Walls (m)	Backfill Height (m)	Maximum Vertical Steel Reinforcement Spacing for 150-mm Wall	Maximum Vertical Steel Reinforcement Spacing for 200-mm Wall	Maximum Vertical Steel Reinforcement Spacing for 250-mm Wall	Maximum Horizontal Steel Reinforcement Spacing for 150-mm Wall	Maximum Horizontal Steel Reinforcement Spacing for 200-mm Wall	Maximum Horizontal Steel Reinforcement Spacing for 250-mm Wall
2.44 2.44	1.22	10M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
2.44	1.53	10M at 400 or 15M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
2.44	1.83	10M at 250 or 15M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
2.44	2.14	10M at 200 or 15M at 425	10M at 325 or 15M at 500	10M at 450 FI and at 500 FE or 15M at 500 FI and 10M at 500 FE ^{Footnote (2)}	15M at 600	20M at 600	10M at 600 each face
3.05 3.05	1.22	10M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
3.05	1.53	10M at 300 or 15M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
3.05	1.83	10M at 200 or 15M at 425	10M at 250 or 15M at 500	10M at 400 FI and at 500 FE or 15M at 500 each face	15M at 600	20M at 600	10M at 600 each face
3.05	2.14	10M at 150 or 15M at 325	10M at 325 or 15M at 500	10M at 350 FI and at 500 FE or 15M at 500 each face	15M at 600	20M at 600	10M at 600 each face
3.05	2.44	10M at 125 or 15M at 250	10M at 200 or 15M at 425	10M at 275 FI and at 500 FE or 15M at 500 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.05	2.75	10M at 100 or 15M at 200	10M at 175 or 15M at 350	10M at 225 FI and at 500 FE or 15M at 400 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.66	1.22	10M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
3.66	1.53	10M at 275 or 15M at 425	10M at 325 or 15M at 500	10M at 500 each face	15M at 600	20M at 600	10M at 600 each face
3.66	1.83	10M at 175 or 15M at 375	10M at 300 or 15M at 500	10M at 400 FI and at 500 FE or 15M at 500 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.66	2.14	10M at 125 or 15M at 275	10M at 225 or 15M at 475	10M at 300 FI and at 500 FE or 15M at 500 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.66	2.44	10M at 100 or 15M at 200	10M at 175 or 15M at 350	10M at 250 FI and at 500 FE or 15M at 500 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.66	2.75	15M at 175	10M at 125 or 15M at 275	10M at 200 FI and at 500 FE or 15M at 400 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.66	3.05	^{Footnote (3)}	10M at 100 or 15M at 200	10M at 150 FI and at 500 FE or 15M at 350 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face
3.66	3.36	^{^{Footnote (3)}}	^{Footnote (3)}	10M at 125 FI and at 500 FE or 15M at 275 FI and 10M at 500 FE	15M at 600	20M at 600	10M at 600 each face

Notes to table 4.2.1.1

Footnote 1

Table 4.2.1.1 is based on the following assumptions:

For buildings conforming to Part 9 of Division B of the NBC 2015.
Wall design shall be in accordance with the NBC 2015 (Part 9) and CSA A23.3-04, "Design of Concrete Structures."
All materials and construction quality must be in accordance with the NBC 2015 and with modifications provided in the tables.
Details concerning deflection, placement, spacing, and protection of reinforcement must conform to CSA A23.1, "Concrete Materials and Methods of Concrete Construction," CSA A23.2, "Test methods and standard practices for concrete" and CSA A23.3 standards.
Reinforcing bars shall be hard grade deformed bars conforming to CSA G30.18, "Carbon Steel Bars for Concrete Reinforcement," Grade 400.
Minimum compressive strength of concrete at 28 days is 20 MPa.
For below-grade applications, the vertical reinforcement must be 60 mm from the interior face. When a double row of reinforcement is required, vertical reinforcement must be 60 mm from the respective face.
Two 15M reinforcement bars must be placed around all openings and shall extend 600 mm beyond each side of the openings. For lintels, refer to Table 4.2.1.3.
Stirrups with the same diameter and spacing of the horizontal reinforcement must be installed at all corners. Total length on each side: 40d

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Footnote 2

FE: Exterior face

FI: Interior face

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Footnote 3

Shaded zones indicate no configuration possible for reinforcement.

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Table 4.2.1.2(a) Vertical and Horizontal Steel Reinforcement for Above-grade Walls for use as Single Storey Concrete Supporting Wooden Truss Roof^{Footnote (1)}
Wall Height (m)	Maximum Vertical Spacing for Reinforcement for 150-mm Wall	Maximum Vertical Spacing for Reinforcement for 200-mm Wall	Maximum Vertical Spacing for Reinforcement for 250-mm Wall	Maximum Horizontal Spacing for Reinforcement for 150-mm Wall	Maximum Horizontal Spacing for Reinforcement for 200-mm Wall	Maximum Horizontal Spacing for Reinforcement for 250-mm Wall
2.44	10M at 400	15M at 400	10M at 400 each face	15M at 600	20M at 600	10M at 600 each face
3.05	10M at 300	15M at 400	10M at 400 each face	15M at 600	20M at 600	10M at 600 each face
3.66	10M at 200	15M at 400	10M at 400 each face	15M at 600	20M at 600	10M at 600 each face

Table 4.2.1.2(b) Vertical and Horizontal Steel Reinforcement for Above-grade Walls for use as Ground Floor Concrete Construction Supporting a Second Storey Wood Frame and a Wood Frame Roof Structure ^{Footnote (1)}
Wall Height (m)	Maximum Vertical Spacing for Reinforcement for 150-mm Wall	Maximum Vertical Spacing for Reinforcement for 200-mm Wall	Maximum Vertical Spacing for Reinforcement for 250-mm Wall	Maximum Horizontal Spacing for Reinforcement for 150-mm Wall	Maximum Horizontal Spacing for Reinforcement for 200-mm Wall	Maximum Horizontal Spacing for Reinforcement for 250-mm Wall
2.44	10M at 300	15M at 400	10M at 400 each face	15M at 600	20M at 600	10M at 600 each face
3.05	10M at 200	15M at 400	10M at 400 each face	15M at 600	20M at 600	10M at 600 each face
3.66	^{Footnote (2)}	15M at 300	10M at 400 each face	^{Footnote (2)}	20M at 600	10M at 600 each face

Table 4.2.1.2(c) Vertical and Horizontal Steel Reinforcement for Above-grade Walls for use as Ground Floor Concrete Construction Supporting a Second Storey Concrete Constructions and a Wood Frame Roof Structure ^{Footnote (1)}
Wall Height (m)	Maximum Vertical Spacing for Reinforcement for 150-mm Wall	Maximum Vertical Spacing for Reinforcement for 200-mm Wall	Maximum Vertical Spacing for Reinforcement for 250-mm Wall	Maximum Horizontal Spacing for Reinforcement for 150-mm Wall	Maximum Horizontal Spacing for Reinforcement for 200-mm Wall	Maximum Horizontal Spacing for Reinforcement for 250-mm Wall
2.44	10M at 200	15M at 400	10M at 400 each face	15M at 600	20M at 600	10M at 600 each face
3.05	^{Footnote (2)}	15M at 300	10M at 400 each face	^{Footnote (2)}	20M at 600	10M at 600 each face
3.66	^{Footnote (2)}	15M at 200	10M at 400 each face	^{Footnote (2)}	20M at 600	10M at 600 each face

Notes to Table 4.2.1.2(a) to (c):

Footnote 1

Table 4.2.1.2(a) to (c) is based on the following assumptions:

For buildings conforming to Part 9 of Division B of the NBC 2015.
The calculation of the walls is based on the NBC 2015 (Part 9) and CSA-A23.3.
All materials and workmanship shall conform to the requirements of the NBC 2015 and its Revisions and Errata that have been released as of the issue date of these tables.
Details concerning deflection, placement, spacing, and protection of reinforcement must conform to CSA A23.1, CSA A23.2, and CSA A23.3.
Reinforcing bars shall be hard grade deformed bars conforming to CSA G30.18, Grade 400.
Minimum compressive strength of concrete at 28 days is 20 MPa.
For above-grade applications, the vertical reinforcement must be placed in the centre third of the concrete wall. When the vertical reinforcement is placed on each face, it must be 60 mm from the exterior face.
Two 15M reinforcement bars must be placed around all openings and shall extend 600 mm beyond each side of the openings. For lintels, refer to Table 4.2.1.3.
Stirrups with the same diameter and spacing of the horizontal reinforcement must be installed at all corners. Total length on each side: 40d
For calculation purposes, maximum wind pressure of 3 kPa was considered (covers all of Canada).

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Footnote 2

Shaded zones indicate no configuration possible for reinforcement

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Table 4.2.1.3(a) Minimum steel reinforcement of lintels for 150-mm Thick "Polycrete® Big Block 1600"^{Footnote (1)}
Width of openings (mm)	UDL (4) 2.0 kN/m , Lower Steel Bar	UDL 5 kN/m , Lower Steel Bar	UDL 5 kN/m , Dist. from s/u	UDL 10 kN/m , Lower Steel Bar	UDL 10 kN/m , Dist. from s/u	UDL 15 kN/m , Lower Steel Bar	UDL 15 kN/m , Dist. from s/u	UDL 20 kN/m , Lower Steel Bar	UDL 20 kN/m , Dist. from s/u	UDL 25 kN/m , Lower Steel Bar	UDL 25 kN/m , Dist. from s/u	UDL 30 kN/m , Lower Steel Bar	UDL 30 kN/m , Dist. from s/u
1000	2-10M	2-10M	0	2-10M	0	2-10M	0	2-10M	0	2-10M	100	2-10M	167
1500	2-10M	2-10M	0	2-10M	0	2-10M	84	2-10M	250	2-15M	350	2-15M	417
2000	2-10M	2-10M	0	2-10M	0	2-15M	334	2-15M	500	2-15M	600	2-15M	667
2500	2-10M	2-10M	0	2-15M	250	2-15M	584	2-15M	750	2-15M	850	2-15M	917
3000	2-10M	2-10M	0	2-15M	500	2-15M	834	2-15M	1000	2-15M	1100	^{Footnote (3)}	^{Footnote (3)}
3500	2-10M	2-10M	0	2-15M	750	2-15M	1084	2-15M	1250	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}
4000	2-10M	2-15M	0	2-15M	1000	2-15M	1334	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}
4500	2-10M	2-15M	250	2-15M	1250	2-20M	1584	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}
5000	2-10M	2-15M	500	2-20M	1500	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}

Table 4.2.1.3(b) Minimum steel reinforcement of lintels for 200-mm Thick "Polycrete® Big Block 1600"^{Footnote (1)}
Width of openings (mm)	UDL (4) 2.0 kN/m , Lower Steel Bar	UDL 5 kN/m , Lower Steel Bar	UDL 10 kN/m , Lower Steel Bar	UDL 10 kN/m , Dist. from s/u	UDL 15 kN/m , Lower Steel Bar	UDL 15 kN/m , Dist. from s/u	UDL 20 kN/m , Lower Steel Bar	UDL 20 kN/m , Dist. from s/u	UDL 25 kN/m , Lower Steel Bar	UDL 25 kN/m , Dist. from s/u	UDL 30 kN/m , Lower Steel Bar	UDL 30 kN/m , Dist. from s/u
1000	2-15M	2-15M	2-15M	0	2-15M	0	2-15M	0	2-15M	0	2-15M	34
1500	2-15M	2-15M	2-15M	0	2-15M	0	2-15M	50	2-15M	190	2-15M	284
2000	2-15M	2-15M	2-15M	0	2-15M	67	2-15M	300	2-15M	440	2-15M	534
2500	2-15M	2-15M	2-15M	0	2-15M	317	2-15M	550	2-15M	690	2-15M	784
3000	2-15M	2-15M	2-15M	100	2-15M	567	2-15M	800	2-15M	940	2-20M	1034
3500	2-15M	2-15M	2-15M	350	2-15M	817	2-15M	1050	2-20M	1190	2-20M	1284
4000	2-15M	2-15M	2-15M	600	2-15M	1067	2-20M	1300	2-25M	1440	^{Footnote (3)}	^{Footnote (3)}
4500	2-15M	2-15M	2-15M	850	2-15M	1317	2-25M	1550	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}
5000	2-15M	2-15M	2-20M	1100	2-25M	1567	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}

Table 4.2.1.3(c) Minimum steel reinforcement of lintels for 250-mm Thick "Polycrete® Big Block 1600"^{Footnote (1)}
Width of openings (mm)	UDL (4) 2.0 kN/m , Lower Steel Bar	UDL 5 kN/m , Lower Steel Bar	UDL 10 kN/m , Lower Steel Bar	UDL 10 kN/m , Dist. from s/u	UDL 15 kN/m , Lower Steel Bar	UDL 15 kN/m , Dist. from s/u	UDL 20 kN/m , Lower Steel Bar	UDL 20 kN/m , Dist. from s/u	UDL 25 kN/m , Lower Steel Bar	UDL 25 kN/m , Dist. from s/u	UDL 30 kN/m , Lower Steel Bar	UDL 30 kN/m , Dist. from s/u
1000	2-15M	2-15M	2-15M	0	2-15M	0	2-15M	0	2-15M	0	2-15M	0
1500	2-15M	2-15M	2-15M	0	2-15M	0	2-15M	0	2-15M	50	2-15M	167
2000	2-15M	2-15M	2-15M	0	2-15M	0	2-15M	125	2-15M	300	2-15M	417
2500	2-15M	2-15M	2-15M	0	2-15M	84	2-15M	375	2-15M	550	2-15M	667
3000	2-15M	2-15M	2-15M	0	2-15M	334	2-15M	625	2-15M	800	2-20M	917
3500	2-15M	2-15M	2-15M	0	2-15M	584	2-20M	875	2-20M	1050	2-20M	1167
4000	2-15M	2-15M	2-15M	250	2-15M	834	2-20M	1125	2-25M	1300	2-25M	1417
4500	2-15M	2-15M	2-15M	500	2-20M	1084	2-25M	1375	2-25M	1550	^{Footnote (3)}	^{Footnote (3)}
5000	2-15M	2-15M	2-20M	750	2-25M	1334	2-25M	1625	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}	^{Footnote (3)}

Notes to Tables 4.2.1.3(a) to (c):

Footnote 1

Tables 4.2.1.3(a) to (c) are based on the following assumptions:

All materials and installation procedures must be in accordance with the NBC 2015.
Lintel calculations must conform to CSA A23-04.
Minimum height for lintels is 300 mm.
Stirrups shall be made of 10M steel bars and spaced not more than 170 mm o.c.
Reinforcing bars shall be hard grade deformed bars conforming to CSA G30.18, Grade 400.
Uniformly distributed loads include permanent loads and surcharges.
Lintel reinforcing starts from the bottom of the lintel and extends 600 mm into the lintel support on each side of the openings.
Lintels supporting concentrated loads such as beams or trusses must be calculated by a professional engineer.
Minimum compressive strength of concrete is 20 MPa at 28 days. Concrete strength must be as recommended by the manufacturer.
Details concerning deflexion, placing, spacing, and protection of reinforcement must conform to CSA A23.1, CSA A23.2, and CSA A23.3.

Return to footnote 1 referrer

Footnote 2

s/u: stirrups

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Footnote 3

Shaded zones indicate no configuration possible for reinforcement.

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Footnote 4

UDL: Uniformly Distributed Load (kN/m)

Return to footnote 4 referrer

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Technical Evidence

Material Requirements

Conformance of the EPS

Design Requirements

Conformance of Structural Capacity (Steel Reinforcement Designs)