[CCMC 13101-R] CCMC Canadian code compliance evaluation

From: National Research Council Canada

CCMC number:

13101-R

Status:

Active

Issue date:

2003-02-06

Modified date:

2022-11-17

Evaluation holder:

Plasti-Fab Ltd.

300 - 2891 Sunridge Way NE
Calgary AB T1Y 7K7
Canada
Website: www.plastifab.com
Telephone: 403-569-4312
Email: jwhalen@plastifab.com

Product name:

Advantage Insulating Concrete Forming (ICF) System

Code compliance:

NBC 2015

Evaluation requirements:

CCMC-TG-031119.01-15A "CCMC Technical Guide for Modular, Expanded-Polystyrene Concrete Forms"

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 an insulated concrete form 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
04-01-00-00-00-0-00	4.1. Structural Loads and Procedures	Acceptable
04-01-01-03-04-c-00	4.1.1.3.(4)(c) CAN/CSA-S269.3-M, “Concrete Formwork.”	Alternative
04-03-03-00-00-0-00	4.3.3. Plain, Reinforced and Pre-stressed Concrete	Acceptable
09-03-01-01-00-0-00	9.3.1.1. General	Acceptable
09-15-01-01-01-c-00	9.15.1.1.(1)(c) Flat insulating concrete form ...	Acceptable
09-15-03-03-00-0-00	9.15.3.3. Application of Footing Width and Area Requirements	Acceptable
09-15-03-05-01-c-00	9.15.3.5.(1)(c) 150 mm for each storey ...	Acceptable
09-15-04-01-00-0-00	9.15.4.1.(1) Insulating concrete form units shall be ...	Acceptable
09-15-04-02-00-0-00	9.15.4.2. Foundation Wall Thickness and Required Lateral Support	Acceptable
09-15-04-03-00-0-00	9.15.4.3.(5) Flat insulating concrete form foundation ...	Acceptable
09-15-04-04-00-0-00	9.15.4.4. Foundation Walls Considered to be Laterally Supported at the Bottom	Acceptable
09-15-04-05-00-0-00	9.15.4.5. Reinforcement for Flat Insulating Concrete Form Foundation Walls	Acceptable
09-20-01-01-00-0-00	9.20.1.1.(2) For walls other than those described in ...	Acceptable
09-20-01-01-01-b-00	9.20.1.1.(1)(b) flat insulating concrete form ...	Acceptable
09-20-15-01-00-0-00	9.20.15.1. Amount of Reinforcement	Acceptable
09-20-17-00-00-0-00	9.20.17. Above-Ground Flat Insulating Concrete Form Walls	Acceptable

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 information

Product name

Advantage Insulating Concrete Forming (ICF) System

Product description

The product is a modular, interlocking concrete form system consisting of 2 expanded polystyrene panels. Embedded in the polystyrene panels are polypropylene connectors that are equally spaced at 203 mm horizontally for the 150-mm-thick concrete wall form and 152 mm horizontally for the 200-mm-thick concrete wall form.

The polystyrene face panels have a preformed symmetrical interlocking expanded polystyrene (EPS) design along the top, bottom and vertical edges to facilitate stacking and alignment, as well as to prevent leakage of freshly placed concrete.

The units are dry-laid and stacked in a running (staggered) configuration. The stacked units form a rectangular space that, after being filled with concrete, results in an insulated, monolithic concrete wall of uniform thickness. Reinforcement may be placed where required to satisfy strength requirements for above- or below-grade load bearing walls, beams, lintels and shear walls.

The units have external dimensions of 1 219 mm in length and 419 mm in height. The polystyrene panels are each 67 mm thick, resulting in an overall wall thickness of 284 mm for the 150-mm-thick concrete wall form or 334 mm for the 200-mm-thick concrete wall form.

The product units are available in straight, 90° or 45° corner forms, Taper Top Block and Brick Ledge Block forms. A standard unit is illustrated in the Figure below.

Technical drawing of the “Advantage Insulating Concrete Forming (ICF) System” standard unit. — Figure 1. Advantage Insulating Concrete Forming (ICF) System standard unit

Manufacturing plant

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

Product name	Manufacturing plant
Product name	Crossfield, AB, CA
Advantage Insulating Concrete Forming (ICF) System	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.

The product is permitted to be used in the construction of houses and small buildings up to 2 storeys above grade and 1 storey below grade that fall under the provisions of Part 9, Housing and Small Buildings, of Division B of the NBC 2015. It is subject to all of the conditions listed below.
The structural applications of this product must be in strict accordance with the design analysis as prepared by Plasti-Fab Ltd., Report No. 19-02-01, dated February 01, 2019, from which Table 1 to Table 18 have been reproduced. When the product is used in structural applications outside the scope of the referenced design analysis, the engineering design analysis, related documents and drawings must bear the authorized seal of a registered professional engineer skilled in concrete design and licensed to practice under the appropriate provincial or territorial legislation. The engineer must certify that the construction provides a level of performance equivalent to that required by Part 4, Structural Design, and/or Part 9 of the NBC 2015.
The maximum permitted building length is 24.4 m and the maximum permitted building width is 12.2 m. Engineering is required on a case-by-case basis for buildings that exceed these dimensions.
For loadbearing wall and shear wall applications, the minimum core thickness of the product must be 150 mm.
For non-loadbearing wall applications, the minimum core thickness of the product must be 100 mm.
Concrete used with this system must comply with Subsection 9.3.1. of Division B of the NBC 2015. It must be Type GU (General Use), with a minimum compressive strength of 20 MPa and a maximum slump of 150 ± 12 mm.
The maximum aggregate size to be used in conjunction with this product must be no greater than 19 mm.
For the wall heights indicated in Table 1 and Table 2, the pouring of concrete must be made at a rate of 1.3 m per hour in consecutive lifts. Each lift is limited to a maximum height of 1.3 m.
All point loads, such as concentrated loads created by girder trusses, columns and beams, must bear directly on top of the concrete wall and must not be supported in any manner that would create an eccentric loading on the concrete wall.
Floor and roof connections to ICF walls must be designed to accommodate diaphragm action in seismic zones and zones of high wind pressure.
The concrete must be cured a minimum of 7 days before backfilling. The wall must be laterally supported at the top and bottom prior to backfilling.
The EPS insulation used in this system must comply, at minimum, with CAN/ULC-S701-11, “Thermal Insulation, Polystyrene, Boards and Pipe Covering,” Type 2.
The product’s EPS insulation panels must be aged for at least 3 weeks from their date of manufacture.
The concrete wall must be constructed on a footing designed as per Article 9.15.3.4., Basic Footing Widths and Areas, of Division B of the NBC 2015.
The attachment of exterior cladding and interior finishing materials has not been assessed by the present evaluation.
The interior face of the EPS panels must be protected from the inside of the building in accordance with Sentence 9.10.17.10.(1), Protection of Foamed Plastics, of Division B of the NBC 2015.
For above-grade installations, the exterior face of the product must be protected with materials conforming to Article 9.20.6.4., Masonry Veneer, and Sections 9.27., Cladding, and/or 9.28., Stucco, of Division B of the NBC 2015.
For below-grade installations, dampproofing must be provided in accordance with Article 9.13.2., Dampproofing, of Division B of the NBC 2015.
Where hydrostatic pressure exists, waterproofing must be provided in accordance with Article 9.13.3., Waterproofing, of Division B of the NBC 2015.

For foundation wall installations, the backfill must be placed in such a way as to avoid damaging the wall, the exterior insulation paneland the waterproofing and dampproofing protection. The backfill material must be well-drained and a drainage system must be installed around the footing in accordance with the requirements of the NBC 2015. The installation of the product must be in strict compliance with the Advantage ICF Installation Manual dated October 3, 2018, without conflicting with the requirements stated in the NBC 2015 or this Report. Only installers trained and authorized by Plasti-Fab Ltd. shall be contracted to set up the wall system.

Technical information

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

Evaluation requirements
Criteria number	Criteria name
CCMC-TG-031119.01-15A	CCMC Technical Guide for Modular, Expanded-Polystyrene Concrete Forms

Material requirements

Compliance of the expanded polystyrene thermal insulation with the requirements of CAN/ULC-S701-11 is covered under Intertek Testing Services (NA) Ltd. Certificate and/or Label service.

Design requirements

The design analysis in the Engineering Analysis Report of walls using the product was provided to CCMC. It 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 corresponding design analysis is summarized in the tables below. 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 1. Vertical and horizontal steel reinforcement for below-grade walls^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Wall height (m)	Backfill height (m)	Max. spacing for vertical reinforcement (mm)		Max. spacing for horizontal reinforcement (mm)
Wall height (m)	Backfill height (m)	150-mm wall	200-mm wall	150-mm wall	200-mm wall
2.44	1.22	10M @ 406	10M @ 305	10M @ 419	15M @ 419
	1.52	10M @ 406	10M @ 305	10M @ 419	15M @ 419
	1.83	10M @ 305	10M @ 305	10M @ 419	15M @ 419
	2.13	10M @ 203	10M @ 305	10M @ 419	15M @ 419
3.05	1.22	10M @ 406	10M @ 305	10M @ 419	15M @ 419
	1.52	10M @ 406	10M @ 305	10M @ 419	15M @ 419
	1.83	10M @ 305	10M @ 305	10M @ 419	15M @ 419
	2.13	10M @ 203	10M @ 305	10M @ 419	15M @ 419
	2.44	15M @ 305	15M @ 457	10M @ 419	15M @ 419
	2.74	15M @ 203	15M @ 305	10M @ 419	15M @ 419
3.66	1.22	10M @ 406	10M @ 305	10M @ 419	15M @419
	1.52	10M @ 406	10M @ 305	10M @ 419	15M @ 419
	1.83	10M @ 305	10M @ 305	10M @ 419	15M @ 419
	2.13	10M @ 203	10M @ 305	10M @ 419	15M @ 419
	2.44	15M @ 305	15M @ 457	10M @ 419	15M @ 419
	2.74	15M @ 203	15M @ 305	10M @ 419	15M @ 419
	3.05	–	15M @ 203	–	15M @ 419
	3.35	–	15M @ 203	–	15M @ 419

Notes

Footnote 1

The "Vertical and horizontal steel reinforcement for below-grade walls" table is based on the following assumptions:

The design is applicable to all seismic zones.
The maximum building width is 12.2 m.
The maximum building length is 24.4 m.
The maximum floor clear span is 6.1 m.
The maximum roof clear span is 12.2 m with supports at mid-point.
The maximum number of stories above grade is 2.
The maximum number of stories below grade is 1.
The roof slope from flat to maximum 1:1.
The roof dead load is 0.72 kPa.
The floor dead load is 1.2 kPa.
The floor live load is 1.92 kPa.
The snow load is 4.44 kPa.
The surcharge load is 2.4 kPa.
The loads include earth pressure and surcharge loads, plus gravity load. The gravity load assumes 2 ICF storeys and a wood roof frame.
Below-grade walls are assumed to support a brick veneer with a maximum height of 7 320 mm, with an eccentricity of 220 mm for the 150-mm-thick wall system and 245 mm for the 200-mm-thick wall system.
The design earth pressure is 960 kg/m³ (equivalent fluid density).
All above-grade walls are assumed to be on top of the ICF foundation walls.
Openings in the foundation wall must be less than 1 220 mm in width, and the total openings in the wall must be less than 25% of the wall area.
When the length of the wall between windows is less than the average length of the windows, the wall is considered to be unsupported and additional engineering is required.
Reinforcing bars must be hard-grade deformed bars conforming to CSA G30.18-09, “Carbon Steel Bars for Concrete Reinforcement,” Grade 400. The specified yield strength of reinforcement, f_y, is 400 MPa.
Wall designs that detail bends, placement, spacing, splicing and protection of reinforcement must be in accordance with CSA A23.3-14, “Design of Concrete Structures.”
The minimum concrete cover for vertical reinforcement is 35 mm from the inside face (tension face) of concrete.
The minimum concrete cover for horizontal reinforcement is 25 mm from the inside face of concrete.
Two 10M bars must be placed around all openings and extend 600 mm (24 in.) beyond each side of the openings.
There shall be a minimum 28-day concrete yield strength of 20 MPa. Mix designs in accordance with the manufacturer’s recommendations.
There shall be a minimum 4% to 7% concrete air entrainment when exposed to freeze/thaw cycles.
The concrete must be allowed to cure for a minimum of 7 days prior to backfilling.
Below-grade walls must be supported by the floor system at the top.
All materials and workmanship must conform to the requirements of the NBC 2015, including any Revisions and Errata that have been released as of the issue date of this table.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that the spacing is not feasible with respect to the proposed backfill height.

Return to table footnote footnote 2 referrer

Table 2. Vertical and horizontal steel reinforcement for above-grade walls^{Table footnote footnote (1)}
Wall height (m)	Max. spacing for vertical reinforcement (mm)		Max. spacing for horizontal reinforcement (mm)
Wall height (m)	150-mm wall	200-mm wall	150-mm wall	200-mm wall
Single-storey concrete construction supporting a wood-frame roof structure
2.44	10M @ 406	10M @ 305	10M @ 419	15M @ 419
3.05	10M @ 406	10M @ 305	10M @ 419	15M @ 419
3.66	10M @ 203	10M @ 305	10M @ 419	15M @ 419
Ground floor concrete construction supporting a second storey woodframe and wood-frame roof structure
2.44	10M @ 406	10M @ 305	10M @ 419	15M @ 419
3.05	10M @ 406	10M @ 305	10M @ 419	15M @ 419
3.66	10M @ 203	10M @ 305	10M @ 419	15M @ 419
Ground floor concrete construction supporting a second storey concrete construction and a wood-frame roof structure
2.44	10M @ 406	10M @ 305	10M @ 419	15M @ 419
3.05	10M @ 406	10M @ 305	10M @ 419	15M @ 419
3.66	10M @ 203	10M @ 305	10M @ 419	15M @ 419

Note

Footnote 1

The "Vertical and horizontal steel reinforcement for above-grade walls" table is based on the following assumptions:

The design is applicable to seismic zones up to S_a(0.2) = 1.2 for Site Class C.
Applicable to a maximumwind pressure of q(1/50) = 1.2 kPa.
For allowable building dimensions and floor and roof clear spans, see Note 1 to Table 1
For assumed loads, see Note 1 to Table 1
For concrete and steel material properties, see Note 1 to Table 1
Above-grade vertical reinforcement is to be placed in the middle third of the wall section.
Above-grade horizontal reinforcement is to be placed in the middle third of the wall section.
A minimum of two 10M bars should be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Table 3. (a) Minimum steel reinforcement of 210-mm lintels with a 150-mm core^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Opening width (mm)	Factored uniformly distributed load (kN/m)
	2.0		5.0		10.0		15.0		20.0		25.0		30.0
	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)
900	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0
1 500	1-15M	0	1-15M	0	1-15M	300	1-15M	300	1-15M	300	1-15M	300	1-20M	300
2 100	1-15M	0	1-15M	0	1-15M	300	1-20M	300	–	–	–	–	–	–
2 700	1-15M	0	1-15M	0	1-20M	300	–	–	–	–	–	–	–	–
3 300	1-15M	0	1-20M	0	–	–	–	–	–	–	–	–	–	–
3 900	1-15M	0	–	–	–	–	–	–	–	–	–	–	–	–
4 500	1-15M	0	–	–	–	–	–	–	–	–	–	–	–	–
5 100	–	–	–	–	–	–	–	–	–	–	–	–	–	–

Notes

Footnote 1

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

The factored uniformly distributed load includes live and dead loads, not including the weight of the lintel.
The minimum height of the lintel is 210 mm for Tables (a) and (d); 419 mm for Tables (b) and (e); and 629 mm for Tables (c) and (f).
Stirrups are single-leg fabricated from 10M bars spaced at 100 mm on centre (o.c.) for Tables (a) and (d); 200 mm o.c. for Tables (b) and (e); and 300 mm o.c. for Tables (c) and (f).
Lintel reinforcing is located at the bottom of the lintel and projects 320 mm for 15M bars and 430 mm for 20M bars into the lintel support on each side.
The specified compressive strength of concrete, @ 28 days f′_c, is 20 MPa.
The specified yield strength of reinforcement, f_y, is 400 MPa.
A minimum of two 10M bars must be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that engineering input is required.

Return to table footnote footnote 2 referrer

Table 4. (b) Minimum steel reinforcement of 419-mm-deep lintels with a 150-mm core^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Opening width (mm)	Factored uniformly distributed load (kN/m)
	2.0		5.0		10.0		15.0		20.0		25.0		30.0
	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)
900	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0
1 500	1-15M	0	1-15M	0	1-15M	500	1-15M	500	1-15M	500	1-15M	500	1-15M	500
2 100	1-15M	0	1-15M	0	1-15M	500	1-15M	500	1-15M	500	1-15M	500	1-15M	500
2 700	1-15M	0	1-15M	0	1-15M	500	1-15M	500	1-15M	500	1-20M	500	1-20M	500
3 300	1-15M	0	1-15M	0	1-15M	500	1-20M	500	1-20M	500	–	–	–	–
3 900	1-15M	0	1-15M	0	1-20M	500	–	–	–	–	–	–	–	–
4 500	1-15M	0	1-15M	0	1-20M	500	–	–	–	–	–	–	–	–
5 100	1-15M	0	1-15M	0	–	–	–	–	–	–	–	–	–	–

Notes

Footnote 1

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

The factored uniformly distributed load includes live and dead loads, not including the weight of the lintel.
The minimum height of the lintel is 210 mm for Tables (a) and (d); 419 mm for Tables (b) and (e); and 629 mm for Tables (c) and (f).
Stirrups are single-leg fabricated from 10M bars spaced at 100 mm o.c. for Tables (a) and (d); 200 mm o.c. for (b) and (e); and 300 mm o.c. for Tables (c) and (f).
Lintel reinforcing is located at the bottom of the lintel and projects 320 mm for 15M bars and 430 mm for 20M bars into the lintel support on each side.
The specified compressive strength of concrete, @ 28 days f′_c, is 20 MPa.
The specified yield strength of reinforcement, f_y, is 400 MPa.
A minimum of two 10M bars must be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that engineering input is required.

Return to table footnote footnote 2 referrer

Table 5. (c) Minimum steel reinforcement of 629-mm lintels with a 150-mm core^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Opening width (mm)	Factored uniformly distributed load (kN/m)
	2.0		5.0		10.0		15.0		20.0		25.0		30.0
	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)
900	1-20M	0	1-20M	0	1-20M	0	1-20M	0	1-20M	0	1-20M	0	1-20M	0
1 500	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
2 100	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
2 700	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
3 300	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
3 900	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	–	–	–	–
4 500	1-20M	0	1-20M	0	1-20M	700	1-20M	700	–	–	–	–	–	–
5 100	1-20M	0	1-20M	0	1-20M	700	–	–	–	–	–	–	–	–

Notes

Footnote 1

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

The factored uniformly distributed load includes live and dead loads, not including the weight of the lintel.
The minimum height of the lintel is 210 mm for Tables (a) and (d); 419 mm for Tables (b) and (e); and 629 mm for Tables (c) and (f).
Stirrups are single-leg fabricated from 10M bars spaced at 100 mm o.c. for Tables (a) and (d); 200 mm o.c. for Tables (b) and (e); and 300 mm o.c. for Tables (c) and (f).
Lintel reinforcing is located at the bottom of the lintel and projects 320 mm for 15M bars and 430 mm for 20M bars into the lintel support on each side.
The specified compressive strength of concrete, @ 28 days f′_c, is 20 MPa.
The specified yield strength of reinforcement, f_y, is 400 MPa.
A minimum of two 10M bars must be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that engineering input is required.

Return to table footnote footnote 2 referrer

Table 6. (d) Minimum steel reinforcement of 210-mm lintels with a 200-mm core^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Opening width (mm)	Factored uniformly distributed load (kN/m)
	2.0		5.0		10.0		15.0		20.0		25.0		30.0
	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)
900	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0
1 500	1-15M	0	1-15M	0	1-15M	300	1-15M	300	1-15M	300	1-15M	300	1-20M	300
2 100	1-15M	0	1-15M	0	1-15M	300	1-20M	300	–	–	–	–	–	–
2 700	1-15M	0	1-15M	0	1-20M	300	–	–	–	–	–	–	–	–
3 300	1-15M	0	1-20M	0	–	–	–	–	–	–	–	–	–	–
3 900	1-15M	0	–	–	–	–	–	–	–	–	–	–	–	–
4 500	1-20M	0	–	–	–	–	–	–	–	–	–	–	–	–
5 100	1-20M	0	–	–	–	–	–	–	–	–	–	–	–	–

Notes

Footnote 1

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

The factored uniformly distributed load includes live and dead loads, not including the weight of the lintel.
The minimum height of the lintel is 210 mm for Tables (a) and (d); 419 mm for Tables (b) and (e); and 629 mm for Tables (c) and (f).
Stirrups are single-leg fabricated from 10M bars spaced at 100 mm o.c. for Tables (a) and (d); 200 mm o.c. for Tables (b) and (e); and 300 mm o.c. for Tables (c) and (f).
Lintel reinforcing is located at the bottom of the lintel and projects 320 mm for 15M bars and 430 mm for 20M bars into the lintel support on each side.
The specified compressive strength of concrete, @ 28 days f′_c, is 20 MPa.
The specified yield strength of reinforcement, f_y, is 400 MPa.
A minimum of two 10M bars must be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that engineering input is required.

Return to table footnote footnote 2 referrer

Table 7. (e) Minimum steel reinforcement of 419-mm lintels with a 200-mm core^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Opening width (mm)	Factored uniformly distributed load (kN/m)
	2.0		5.0		10.0		15.0		20.0		25.0		30.0
	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)
900	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0	1-15M	0
1 500	1-15M	0	1-15M	0	1-15M	500	1-15M	500	1-15M	500	1-15M	500	1-15M	500
2 100	1-15M	0	1-15M	0	1-15M	500	1-15M	500	1-15M	500	1-15M	500	1-15M	500
2 700	1-15M	0	1-15M	0	1-15M	500	1-15M	500	1-15M	500	1-20M	500	1-20M	500
3 300	1-15M	0	1-15M	0	1-15M	500	1-20M	500	1-20M	500	–	–	–	–
3 900	1-15M	0	1-15M	0	1-20M	500	–	–	–	–	–	–	–	–
4 500	1-15M	0	1-15M	0	1-20M	500	–	–	–	–	–	–	–	–
5 100	1-15M	0	1-20M	0	–	–	–	–	–	–	–	–	–	–

Notes

Footnote 1

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

The factored uniformly distributed load includes live and dead loads, not including the weight of the lintel.
The minimum height ofthe lintel is 210 mm for Tables (a) and (d); 419 mm for Tables (b) and (e); and 629 mm for Tables (c) and (f).
Stirrups are single-leg fabricated from 10M bars spaced at 100 mm o.c. for Tables (a) and (d); 200 mm o.c. for Tables (b) and (e); and 300 mm o.c. for Tables (c) and (f).
Lintel reinforcing is located at the bottom of the lintel and projects 320 mm for 15M bars and 430 mm for 20M bars into the lintel support on each side.
The specified compressive strength of concrete, @ 28 days f′_c, is 20 MPa.
The specified yield strength of reinforcement, f_y, is 400 MPa.
A minimum of two 10M bars must be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that engineering input is required.

Return to table footnote footnote 2 referrer

Table 8. (f) Minimum steel reinforcement of 629-mm lintels with a 200-mm core^{Table footnote footnote (1)}^{Table footnote footnote (2)}
Opening width (mm)	Factored uniformly distributed load (kN/m)
	2.0		5.0		10.0		15.0		20.0		25.0		30.0
	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)	Bottom steel	Stirrup end dist. (mm)
900	1-20M	0	1-20M	0	1-20M	0	1-20M	0	1-20M	0	1-20M	0	1-20M	0
1 500	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
2 100	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
2 700	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
3 300	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	1-20M	700	1-20M	700
3 900	1-20M	0	1-20M	0	1-20M	700	1-20M	700	1-20M	700	–	–	–	–
4 500	1-20M	0	1-20M	0	1-20M	700	1-20M	700	–	–	–	–	–	–
5 100	1-20M	0	1-20M	0	1-20M	700	–	–	–	–	–	–	–	–

Notes

Footnote 1

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

The factored uniformly distributed load includes live and dead loads, not including the weight of the lintel.
The minimum height of the lintel is 210 mm for Tables (a) and (d); 419 mm for Tables (b) and (e); and 629 mm for Tables (c) and (f).
Stirrups are single-leg fabricated from 10M bars spaced at 100 mm o.c. for Tables (a) and (d); 200 mm o.c. for Tables (b) and (e); and 300 mm o.c. for Tables (c) and (f).
Lintel reinforcing is located at the bottom of the lintel and projects 320 mm for 15M bars and 430 mm for 20M bars into the lintel support on each side.
The specified compressive strength of concrete, @ 28 days f′_c, is 20 MPa.
The specified yield strength of reinforcement, f_y, is 400 MPa.
A minimum of two 10M bars must be placed around all openings and must extend at least 600 mm beyond each corner of the opening.

Return to table footnote footnote 1 referrer

Footnote 2

Table cells without a value indicate that engineering input is required.

Return to table footnote footnote 2 referrer

Table 9. (a) Minimum solid shear wall length for wind pressure equal to 0.4 kPa^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2 ^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	12.2	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	18.3	1.22	1.22	1.26	1.22	1.22	1.22	1.22	1.22
	24.4	1.22	1.22	1.67	1.22	1.22	1.22	1.26	1.22
12.2	6.1	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	12.2	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	18.3	1.22	1.22	1.53	1.22	1.22	1.22	1.22	1.22
	24.4	1.39	1.22	2.02	1.22	1.22	1.22	1.53	1.22

Table 10. (b) Minimum solid shear wall length for wind pressure equal to 0.6 kPa^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2 ^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	12.2	1.22	1.22	1.26	1.22	1.22	1.22	1.22	1.22
	18.3	1.22	1.22	1.87	1.22	1.22	1.22	1.41	1.22
	24.4	1.53	1.22	2.48	1.22	1.22	1.22	1.87	1.22
12.2	6.1	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	12.2	1.22	1.22	1.53	1.22	1.22	1.22	1.22	1.22
	18.3	1.55	1.22	2.27	1.22	1.22	1.22	1.71	1.22
	18.3	2.06	1.22	3.01	1.22	1.55	1.22	2.27	1.22

Table 11. (c) Minimum solid shear wall length for wind pressure equal to 0.8 kPa^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200 mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2 ^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	12.2	1.22	1.22	1.67	1.22	1.22	1.22	1.26	1.22
	18.3	1.53	1.22	2.48	1.22	1.22	1.22	1.87	1.22
	24.4	2.02	1.22	3.30	1.22	1.53	1.22	2.48	1.22
12.2	6.1	1.22	1.22	1.22	1.34	1.22	1.22	1.22	1.22
	12.2	1.39	1.22	2.02	1.34	1.22	1.22	1.53	1.22
	18.3	2.06	1.22	3.01	1.34	1.55	1.22	2.27	1.22
	24.4	2.73	1.22	4.00	1.34	2.06	1.22	3.01	1.22

Table 12. (d) Minimum solid shear wall length for wind pressure equal to 1.0 kPa^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2 ^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.22	1.22	1.22	1.22	1.22	1.22
	12.2	1.28	1.22	2.08	1.22	1.22	1.22	1.57	1.22
	18.3	1.90	1.22	3.09	1.22	1.43	1.22	2.33	1.22
	24.4	2.52	1.22	4.11	1.22	1.90	1.22	3.09	1.22
12.2	6.1	1.22	1.22	1.28	1.67	1.22	1.22	1.22	1.26
	12.2	1.72	1.22	2.52	1.67	1.30	1.22	1.90	1.26
	18.3	2.56	1.22	3.76	1.67	1.93	1.22	2.83	1.26
	24.4	3.40	1.22	5.00	1.67	2.56	1.22	3.76	1.26

Table 13. (e) Minimum solid shear wall length for wind pressure equal to 1.2 kPa^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2 ^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.26	1.22	1.22	1.22	1.22	1.22
	12.2	1.53	1.22	2.48	1.22	1.22	1.22	1.87	1.22
	18.3	2.27	1.22	3.70	1.22	1.71	1.22	2.79	1.22
	24.4	3.01	1.22	3.70	1.22	2.27	1.22	3.70	1.22
12.2	6.1	1.22	1.31	1.53	2.00	1.22	1.22	1.22	1.51
	12.2	2.06	1.31	3.01	2.00	1.55	1.22	1.22	1.51
	18.3	3.07	1.31	4.50	2.00	2.31	1.22	3.39	1.51
	24.4	4.08	1.31	5.99	2.00	3.07	1.22	4.50	1.51

Table 14. (a) Minimum solid wall length for S_a(0.2) equals 0.4^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2 ^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.25	1.25	1.22	1.22	1.22	1.22
	12.2	1.22	1.22	1.84	1.97	1.22	1.22	1.60	1.72
	18.3	1.22	1.26	2.43	2.69	1.22	1.22	2.10	2.34
	24.4	1.22	1.59	3.02	3.42	1.22	1.39	2.60	2.96
12.2	6.1	1.22	1.22	2.02	1.88	1.22	1.22	1.80	1.68
	12.2	1.29	1.29	2.61	2.61	1.22	1.22	2.30	2.30
	18.3	1.49	1.62	3.20	3.33	1.33	1.45	2.80	2.92
	24.4	1.69	1.96	3.79	4.05	1.50	1.74	3.30	3.54

Table 15. (b) Minimum solid wall length for S_a(0.2) equals 0.6^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	1.85	1.85	1.22	1.22	1.62	1.62
	12.2	1.22	1.36	2.73	2.93	1.22	1.22	2.38	2.56
	18.3	1.46	1.86	3.62	4.02	1.28	1.64	3.13	3.49
	24.4	1.76	2.37	4.50	5.11	1.53	2.07	3.88	4.42
12.2	6.1	1.61	1.41	3.00	2.80	1.46	1.28	2.68	2.50
	12.2	1.91	1.91	3.89	3.89	1.72	1.72	3.43	3.43
	18.3	2.21	2.41	4.77	4.98	1.97	2.15	4.18	4.36
	24.4	2.51	2.92	5.66	6.06	2.23	2.59	4.93	5.30

Table 16. (c) Minimum solid wall length for S_a(0.2) equals 0.8^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.22	1.22	2.45	2.45	1.22	1.22	2.15	2.15
	12.2	1.53	1.80	3.63	3.90	1.35	1.59	3.15	3.40
	18.3	1.93	2.47	4.81	5.35	1.69	2.17	4.16	4.64
	24.4	2.34	3.14	5.99	6.80	2.03	2.75	5.16	5.88
12.2	6.1	2.14	1.87	3.99	3.72	1.94	1.70	3.56	3.32
	12.2	2.54	2.54	5.17	5.17	2.28	2.28	4.56	4.56
	18.3	2.94	3.21	6.35	6.62	2.61	2.86	5.56	5.81
	24.4	3.34	3.88	7.53	8.07	2.95	3.44	6.57	7.05

Table 17. (d) Minimum solid wall length for S_a(0.2) equals 1.00^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2^nd floor		1 ^st floor of 2 storey
		Short dir.		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.41	1.41	3.05	3.05	1.25	1.25	2.68	2.68
	12.2	1.91	2.24	4.53	4.86	1.68	1.98	3.93	4.23
	18.3	2.41	3.08	6.00	6.68	2.10	2.70	5.19	5.79
	24.4	2.91	3.92	7.48	8.49	2.52	3.43	6.44	7.34
12.2	6.1	2.66	2.32	4.98	4.64	2.41	2.11	4.44	4.14
	12.2	3.16	3.16	6.45	6.45	2.83	2.83	5.69	5.69
	18.3	3.66	4.00	7.93	8.27	3.26	3.56	6.95	7.25
	24.4	4.16	4.83	9.40	10.08	3.68	4.28	8.20	8.80

Table 18. (e) Minimum solid wall length for S_a(0.2) equals 1.2^{Table footnote footnote (1)}
Width (m)	Length (m)	150-mm-thick wall (mm)				200-mm-thick wall (mm)
		2^nd floor		1 ^st floor of 2 storey		2^nd floor		1 ^st floor of 2 storey
		Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.	Short dir.	Long dir.
6.1	6.1	1.68	1.68	3.66	3.66	1.49	1.49	3.21	3.21
	12.2	2.28	2.68	5.43	5.83	2.00	2.36	4.71	5.07
	18.3	2.88	3.69	7.20	8.00	2.51	3.23	6.22	6.94
	24.4	3.48	4.69	8.97	10.18	3.02	4.10	7.72	8.80
12.2	6.1	3.18	2.78	5.87	5.56	2.88	2.52	5.32	4.96
	12.2	3.78	3.78	7.74	7.74	3.39	3.39	6.82	6.82
	18.3	4.39	4.79	9.51	9.91	3.90	4.26	8.33	8.69
	24.4	4.99	5.79	11.28	12.08	4.41	5.13	9.83	10.55

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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.

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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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Code Compliance via Alternative Solutions

Where a design differs from the acceptable solutions in Division B, then it should be treated as an "alternative solution." A proponent of an alternative solution must demonstrate that the alternative solution addresses the same issues as the applicable acceptable solutions in Division B and their attributed objectives and functional statements. However, because the objectives and functional statements are entirely qualitative, demonstrating compliance with them in isolation is not possible. Therefore, Clause 1.2.1.1.(1)(b) identifies the principle that Division B establishes the quantitative performance targets that alternative solutions must meet. In many cases, these targets are not defined very precisely by the acceptable solutions [...] Nevertheless, Clause 1.2.1.1.(1)(b) makes it clear that an effort must be made to demonstrate that an alternative solution will perform as well as a design that would satisfy the applicable acceptable solutions in Division B—not “well enough” but “as well as.”

National Building Code of Canada, Sentence A-1.2.1.1.(1)(b)

The CCMC has determined that compliance with this provision of the Code has been demonstrated as an Alternative Solution. The evaluation report provides a summary of the basis of CCMC's compliance opinion.

CCMC's code compliance opinions

All CCMC evaluation reports are opinions of code compliance established in accordance with the National Building Code of Canada, Subsection 1.2.1. "Compliance with this Code," which requires compliance to be achieved by:

complying with the applicable acceptable solutions in Division B, or
using an alternative solution that will achieve at least the minimum level of performance required by Division B in the areas defined by the objective and functional statements attributed to the applicable acceptable solutions.

The CCMC assesses compliance with Canadian building, energy and safety codes, and is trusted by over 6,000 regulators across Canada.

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[CCMC 13101-R] CCMC Canadian code compliance evaluation