Evaluation Report CCMC 13283-R
BuildBlock Insulating Concrete Forms

Table of Contents

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MASTERFORMAT:
03 11 19.01
Evaluation issued:
2007-08-02
Re-evaluated:
2013-07-21
Revised:
Never
Re-evaluation due:
2016-08-02
Re-evaluation in progress
Yes

1. Opinion

It is the opinion of the Canadian Construction Materials Centre (CCMC) that “BuildBlock Insulating Concrete Forms”, when used as an insulating concrete form 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:
    • Section 4.1. Structural Loads and Procedures
    • Article 4.3.3.1. Design Basis for Plain, Reinforced and Pre-Stressed Concrete
    • Sentence 9.3.1.1.(3) General (Concrete)
    • Clause 9.4.1.1.(1)(c) General (Structural Design Requirements and Applications)
    • Clause 9.4.4.6.(2)(b) Walls Supporting Drained Earth
    • Sentence 9.15.1.1.(2) General (Footings and Foundations)
    • Clause 9.15.3.5.(1)(c) Adjustments to Footing Widths for Exterior Walls
    • Article 9.15.4.1. Permanent Form Material
    • Sentence 9.20.1.1.(2) General (Masonry and Insulating Concrete Form Walls Not In Contact with the Ground)
    • Article 9.20.17.1. Thickness of Flat Insulating Concrete Form Walls
  • 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:
    • Clause 4.1.1.3.(4)(c) Design Requirements
    • Article 9.15.4.5. Reinforcement for Flat Insulating Concrete Form Foundation Walls
    • Article 9.20.17.2. Reinforcement for Flat Insulating Concrete Form Walls
    • Article 9.20.17.3. Openings in Non-Loadbearing Flat Insulating Concrete Form Walls
    • Article 9.20.17.4. Openings in Loadbearing Flat Insulating Concrete Form Walls

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

Note 1:

The scope of this CCMC evaluation report on insulating concrete forms (ICF) is limited to the assessment of the forming capacity of these products and the structural sufficiency of the resulting monolithic concrete wall.

Note 2:

The structural monolithic concrete wall resulting from the use of the ICF product covered in this evaluation report has been designed in accordance with CAN/CSA-A23.3, “Design of Concrete Structures” and Part 4 of the NBC 2010.

2. Description

“BuildBlock Insulating Concrete Forms” is a modular, interlocking, concrete form system consisting of two expanded-polystyrene panels with polypropylene connectors molded into the polystyrene panels and equally spaced at 150 mm horizontally and 200 mm vertically. The extremities of the polypropylene connectors are embedded close to the exterior surface of the polystyrene panels.

The units have a preformed symmetrical interlocking design along their top, bottom and side edges that makes the forms reversible (top and bottom, left and right), facilitates stacking and alignment, and prevents leakage of freshly placed concrete.

The units are dry-laid and stacked in a running (staggered) configuration. The stacked units form a rectangular space which, after being filled with concrete, forms an insulated, monolithic concrete wall of uniform thickness.

Reinforcement may be placed where required to satisfy strength requirements for above- or below-grade loadbearing walls, beams, lintels and shear walls.

The units have external dimensions of 1 219 mm in length and 406 mm in height. The polystyrene panels are 64 mm thick, resulting in an overall wall thickness of 277 mm and 327 mm that in turn encloses a 150-mm and 200-mm concrete wall.

“BuildBlock Insulating Concrete Forms” are available in straight forms, 90-degree or 45-degree corner forms, and brick ledge forms.

A standard unit of “BuildBlock Insulating Concrete Forms” is illustrated in Figure 1.

Figure 1.
Figure 1. “BuildBlock Insulating Concrete Forms” Standard Unit

3. Conditions and Limitations

CCMC's compliance opinion in Section 1 is bound by the “BuildBlock Insulating Concrete Forms” being used in accordance with the conditions and limitations set out below.

  • Use of the product is permitted in the construction of houses and small buildings up to two storeys above grade and one storey below grade that do not include residences with basement walkouts, and that fall under the provisions of Part 9 of Division B of the NBC 2010, 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 NOVATECH Engineering Consultants Ltd., Report No. 106129, dated August 31, 2011, from which Tables 4.3.1.1(A) to (D), 4.3.1.2, and 4.3.1.3(A) to (F) 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 legislations. The engineer must certify that the construction provides a level of performance equivalent to that required by Part 4 and/or Part 9 of the NBC 2010.
  • The structural applications of “BuildBlock Insulating Concrete Forms” are limited to buildings with a floor-to-floor height of 3.66 m that are erected in locations where the peak ground acceleration, PGA, does not exceed the values indicated in the tables referenced in this Report (see Appendix Notes A-9.20.1.2. and Appendix C of the NBC 2010 for the applicable locations). Steel reinforcement must be in accordance with Tables 4.3.1.1(A) to (D), 4.3.1.2, and 4.3.1.3(A) to (F).
  • The maximum permitted building length is 18.0 m and the maximum permitted building width is 12.0 m. Engineering is required on a case-by-case basis for buildings whose length or width exceeds these maximums.
  • Concrete used with this system must comply with Subsection 9.3.1., Concrete, of Division B of the NBC 2010. It must be Type 10 or Type 30 with a minimum compressive strength of 20 MPa and a maximum slump of 150 ± 20 mm.
  • The maximum aggregate size to be used in conjunction with this product must be no greater than 14 mm for 150-mm-thick concrete walls, and 19 mm for 200-mm-thick concrete walls.
  • For the wall heights indicated in Tables 4.3.1.1(A) to (D) and Table 4.3.1.2, 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 to 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 seven 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 with CAN/ULC-S701-05, “Standard for Thermal Insulation, Polystyrene, Boards and Pipe Covering,” Type 2 as a minimum. The EPS insulation panels must be aged for at least three weeks from their date of manufacturing.
  • 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 2010 or in accordance with Part 4 of the NBC 2010.
  • The attachment of exterior cladding must be as per Part 5 of Division B of the NBC 2010, as stated in Sentence 9.27.1.1.(5), General, of the NBC 2010.
  • The interior face of the product 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 2010. The thermal barrier must be attached in conformance with the requirements related to the acceptable solutions referenced in that Sentence.
  • 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 2010.
  • For below-grade installations, dampproofing material that is compatible with the EPS insulation must be provided in accordance with Subsection 9.13.2., Dampproofing, of Division B of the NBC 2010.
  • Where hydrostatic pressure exists, waterproofing material that is compatible with the EPS insulation must be provided in accordance with Subsection 9.13.3., Waterproofing, of Division B of the NBC 2010.
  • For foundation-wall installations, the backfill must be placed in such a way as to avoid damaging the wall, the exterior insulation panel and 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 2010.
  • The installation of the product must be in strict compliance with Buildblock Building Systems LLC’s Installation Manual, version 5-1-08, without conflicting with the requirements stated in the NBC 2010 or in this Report.  Only installers authorized by BuildBlock Building Systems LLC are permitted to be contracted to set up the wall system.

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 Material Requirements

4.1.1  Conformance of EPS

Compliance of the expanded polystyrene thermal insulation with the requirements of CAN/ULC-S701-05 is covered under Intertek Testing Services NA LTD. certification program.

4.2 Performance Requirements

4.2.1  Forming Capacity

The forming capacity of “BuildBlock Insulating Concrete Forms” has been established by testing to the requirements of Appendix B, Test Method B, of CCMC’s Technical Guide for the evaluation of Modular, Expanded Polystyrene Concrete Forms, MasterFormat Number 03 11 19.01, Modular, Expanded Polystyrene Concrete Forms.

“BuildBlock Insulating Concrete Forms” has met the related requirements. The test report is on file.

4.3 Design Requirements

4.3.1 Conformance of Structural Capacity (Steel Reinforcement Designs)

The design analysis in the engineering analysis report provided to CCMC concerning walls using “BuildBlock Insulating Concrete Forms” demonstrates a level of performance equivalent to that required by applicable provisions in Part 4 and/or Part 9 of Division B of the NBC 2010. The corresponding design analysis is summarized in Tables 4.3.1.1(A) to D, 4.3.1.2 and 4.3.1.3(A) to (F). The tables provide the 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 4.3.1.1(A) Vertical and horizontal steel reinforcement for 150-mm-thick below-grade wallsTable 4.3.1.1(A) to (D) footnote 2 supporting brick-veneer clad walls
Wall Height (m)Backfill Height (m)Maximum Spacing for Vertical Reinforcement (mm)Maximum Spacing for Horizontal Reinforcement (mm)
Seismic Zone Classification
PGA = 0.036PGA = 0.15PGA = 0.25PGA = 0.40PGA = 0.50PGA = 0.61All locations
2.441.22 10M@400 10M@400 10M@400 10M@400 10M@400 10M@300 15M@410
1.53 10M@400 10M@400 10M@400 10M@300 10M@250 10M@250 15M@410
1.83 10M@300 10M@300 10M@300 10M@200 10M@200 15M@300 15M@410
2.14 10M@250 10M@250 10M@200 15M@300 15M@300 15M@300 15M@410
3.051.22 10M@400 10M@400 10M@400 10M@400 10M@300 10M@300 15M@410
1.53 10M@300 10M@300 10M@300 10M@250 10M@250 10M@200 15M@410
1.83 10M@250 10M@250 10M@250 10M@200 15M@300 15M@300 15M@410
2.14 10M@200 10M@200 15M@300 15M@300 15M@250 15M@200 15M@410
2.44 15M@300 15M@300 15M@300 15M@200 15M@200 15M@150 15M@410
2.75 15M@250 15M@250 15M@200 15M@150 15M@150 15M@100 15M@410
3.661.22 10M@400 10M@400 10M@400 10M@400 10M@300 10M@300 15M@410
1.53 10M@300 10M@300 10M@300 10M@250 10M@200 10M@200 15M@410
1.83 10M@250 10M@250 10M@200 15M@300 15M@300 15M@250 15M@410
2.14 15M@300 15M@300 15M@300 15M@250 15M@200 15M@150 15M@410
2.44 15M@250 15M@250 15M@250 15M@150 15M@150 15M@100 15M@410
2.75 15M@200 15M@200 15M@150 15M@100 15M@100 15M@95 15M@410
3.05 15M@150 15M@150 15M@150 15M@100 NA Table 4.3.1.1(A) to (D) footnote 1 NA 15M@410
3.36 15M@100 15M@100 15M@100 NA NA NA 15M@410
Table 4.3.1.1(B) Vertical and horizontal steel reinforcement for 150-mm-thick below-grade wallsTable 4.3.1.1(A) to (D) footnote 2 not supporting brick-veneer-clad walls
Wall Height (m)Backfill Height (m)Maximum Spacing for Vertical Reinforcement (mm)Maximum Spacing for Horizontal Reinforcement (mm)
Seismic Zone Classification
PGA = 0.036PGA = 0.15PGA = 0.25PGA = 0.40PGA = 0.50PGA = 0.61All locations
2.441.22 10M@400 10M@400 10M@400 10M@400 10M@400 10M@400 15M@410
1.53 10M@400 10M@400 10M@400 10M@400 10M@400 10M@300 15M@410
1.83 10M@400 10M@400 10M@400 10M@300 10M@250 10M@200 15M@410
2.14 10M@300 10M@300 10M@300 10M@200 10M@200 15M@300 15M@410
3.051.22 10M@400 10M@400 10M@400 10M@400 10M@400 10M@400 15M@410
1.53 10M@400 10M@400 10M@400 10M@300 10M@300 10M@250 15M@410
1.83 10M@400 10M@400 10M@300 10M@250 10M@200 15M@300 15M@410
2.14 10M@250 10M@250 10M@200 15M@300 15M@300 15M@250 15M@410
2.44 10M@200 10M@200 15M@300 15M@250 15M@200 15M@150 15M@410
2.75 15M@300 15M@300 15M@250 15M@200 15M@150 15M@150 15M@410
3.661.22 10M@400 10M@400 10M@400 10M@400 10M@400 10M@400 15M@410
1.53 10M@400 10M@400 10M@400 10M@300 10M@300 10M@250 15M@410
1.83 10M@300 10M@300 10M@300 10M@200 15M@300 15M@300 15M@410
2.14 10M@250 10M@250 10M@200 15M@300 15M@250 15M@200 15M@410
2.44 15M@300 15M@300 15M@250 15M@200 15M@150 15M@150 15M@410
2.75 15M@250 15M@250 15M@200 15M@150 15M@100 15M@100 15M@410
3.05 15M@200 15M@200 15M@150 15M@100 15M@100 NA Table 4.3.1.1(A) to (D) footnote 1 15M@410
3.36 15M@150 15M@150 15M@100 15M@95 NA NA 15M@410
Table 4.3.1.1(C) Vertical and horizontal steel reinforcement for 200-mm-thick below-grade wallsTable 4.3.1.1(A) to(D) footnote 2 supporting brick-veneer-clad walls
Wall Height (m)Backfill Height (m)Maximum Spacing for Vertical Reinforcement (mm)Maximum Spacing for Horizontal Reinforcement (mm)
Seismic Zone Classification
PGA = 0.036PGA = 0.15PGA = 0.25PGA = 0.40PGA = 0.50PGA = 0.61All locations
2.441.22 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.53 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.83 10M@333 10M@333 10M@333 10M@333 10M@300 10M@250 15M@410
2.14 10M@333 10M@333 10M@333 10M@250 10M@250 15M@300 15M@410
3.051.22 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.53 10M@333 10M@333 10M@333 10M@333 10M@333 10M@250 15M@410
1.83 10M@333 10M@333 10M@333 10M@250 10M@250 15M@400 15M@410
2.14 10M@333 10M@333 10M@250 15M@400 15M@300 15M@300 15M@410
2.44 10M@250 10M@250 15M@400 15M@300 15M@300 15M@250 15M@410
2.75 15M@400 15M@400 15M@300 15M@250 15M@250 15M@200 15M@410
3.661.22 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.53 10M@333 10M@333 10M@250 10M@333 10M@300 10M@250 15M@410
1.83 10M@333 10M@333 10M@300 10M@250 15M@400 15M@300 15M@410
2.14 10M@300 10M@300 15M@400 15M@300 15M@300 15M@250 15M@410
2.44 15M@400 15M@400 15M@300 15M@250 15M@200 15M@200 15M@410
2.75 15M@300 15M@300 15M@300 15M@200 15M@150 15M@150 15M@410
3.05 15M@300 15M@300 15M@250 15M@150 15M@150 15M@100 15M@410
3.36 15M@250 15M@250 15M@200 15M@150 15M@100 15M@100 15M@410
Table 4.3.1.1(D) Vertical and horizontal steel reinforcement for 200-mm-thick below-grade wallsTable 4.3.1.1(A) to (D) footnote 2 not supporting brick-veneer-clad walls
Wall Height (m)Backfill Height (m)Maximum Spacing for Vertical Reinforcement (mm)Maximum Spacing for Horizontal Reinforcement (mm)
Seismic Zone Classification
PGA = 0.036PGA = 0.15PGA = 0.25PGA = 0.40PGA = 0.50PGA = 0.61All locations
2.441.22 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.53 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.83 10M@333 10M@333 10M@333 10M@333 10M@333 10M@300 15M@410
2.14 10M@333 10M@333 10M@333 10M@333 10M@250 15M@400 15M@410
3.051.22 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.53 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.83 10M@333 10M@333 10M@333 10M@333 10M@250 15M@400 15M@410
2.14 10M@333 10M@333 10M@300 15M@400 15M@400 15M@300 15M@410
2.44 10M@300 10M@300 10M@250 15M@300 15M@300 15M@250 15M@410
2.75 10M@250 10M@250 15M@400 15M@300 15M@250 15M@200 15M@410
3.661.22 10M@333 10M@333 10M@333 10M@333 10M@333 10M@333 15M@410
1.53 10M@333 10M@333 10M@333 10M@333 10M@333 10M@250 15M@410
1.83 10M@333 10M@333 10M@333 10M@250 15M@400 15M@400 15M@410
2.14 10M@333 10M@333 15M@250 15M@400 15M@300 15M@250 15M@410
2.44 10M@250 10M@250 15M@400 15M@300 15M@250 15M@200 15M@410
2.75 15M@400 15M@400 15M@300 15M@200 15M@200 15M@150 15M@410
3.05 15M@300 15M@300 15M@250 15M@200 15M@150 15M@100 15M@410
3.36 15M@250 15M@250 15M@200 15M@150 15M@100 15M@100 15M@410
Notes to Tables 4.3.1.1(A) to (D):
Footnote 1

NA refers to the fact that the combination of height and backfill exceeds the maximum capacity of the wall; engineering input is required.

Return to table 4.3.1.1(A) to (D) footnote 1 referrer

Footnote 2

Tables 4.3.1.1(A) to (D) are based on the following assumptions:

  1. The design is applicable for the seismic zones indicated in the tables.
  2. The design is applicable to structures that are to be constructed on soil Type E or better.
  3. Maximum building length = 18.0 m.
  4. Maximum building width = 12.0 m.
  5. Maximum floor clear span = 6.0 m.
  6. Maximum roof clear span = 12.0 m.
  7. Maximum number of storeys above grade is two (2).
  8. Maximum number of storeys below grade is one (1).
  9. Maximum height of foundation walls and first-floor walls is 3.66 m.
  10. Maximum height of above-grade second-floor wall is 3.66 m.
  11. The concrete walls are evenly distributed on each side and in each direction.
  12. K0= 0.47; density of soil = 18 kN/m3.
  13. Roof dead load = 0.50 kPa.
  14. Floor dead load = 0.70 kPa.
  15. Snow load = 1.84 kPa.
  16. Floor live load = 1.90 kPa.
  17. Surcharge lateral pressure = 2.4 kPa.
  18. All walls are proportionally and evenly distributed in both the transverse and longitudinal directions of the building.
  19. Below-grade walls are considered to be supported by the floor system at the top.
  20. Reinforcing bars conform to CSA G30.18, Grade 400. Specified yield strength of reinforcement, fy, is 400 MPa.
  21. Wall design detailing bends, placement, spacing, splicing and protection of reinforcement are in accordance with CSA A23.3-04 (R2010).
  22. For below-grade walls, vertical reinforcement is located on the inside face of the wall, between horizontal bars. The concrete cover to the vertical reinforcement (measured from the edge of concrete to centre of reinforcement bars) is 30 mm.
  23. Horizontal reinforcing conforms to the tables, plus a 1-10M continuous bar is placed 150 mm from the top of the wall and at floor level.
  24. Two full-height vertical bars that are equal to the vertical reinforcing within the wall system are installed at all corners and on each side of the wall openings.
  25. Two 15M bars are placed around all openings and extend 600 mm (24”) beyond each side of the openings.
  26. Minimum 28-day concrete compressive strength is 20 MPa. Maximum aggregate size is 13 mm for the 150-mm-thick concrete walls and 19 mm for 200-mm- and 250-mm-thick concrete walls.
  27. Concrete is allowed to cure for a minimum of seven days prior to backfilling.
  28. All materials and workmanship conform to the requirements of the NBC 2010 and any revisions and errata that have been released as of the issue date of these tables.

Return to table 4.3.1.1(D) footnote 2 referrer

Table 4.3.1.2 Vertical and Horizontal Steel Reinforcement for Above-grade WallsTable 4.3.1.2 footnote 1
 Type of structureWall Height (m)Max. Spacing for Vertical Reinforcement (mm)Max. Spacing for Horizontal Reinforcement (mm)
150-mm wall200-mm wall150-mm wall200-mm wall
Hourly Wind Pressure, q1/50 ≤ 0.58 kPa Sa(0.2) ≤ 0.94
Single-storey concrete construction supporting a wood-frame roof structure2.44 10M@400 10M@333 10M@325 15M@410
3.05 10M@400 10M@333 10M@325 15M@410
3.66 10M@400 10M@333 10M@325 15M@410
Ground floor concrete construction supporting a second-storey wood-frame and wood-frame roof structure2.44 10M@400 10M@333 10M@325 15M@410
3.05 10M@400 10M@333 10M@325 15M@410
3.66 10M@400 10M@333 10M@325 15M@410
Ground floor concrete construction supporting a second-storey concrete construction and a wood-frame roof structure2.44 10M@400 10M@333 10M@325 15M@410
3.05 10M@400 10M@333 10M@325 15M@410
3.66 10M@400 10M@333 10M@325 15M@410
Note to Table 4.3.1.2:
Footnote 1

Table 4.3.1.2 is based on the following assumptions:

  1. The design is applicable for the seismic zones and the maximum factored wind pressure indicated in the tables.
  2. Loads include all applicable gravity, seismic and wind loads.
  3. The exterior walls are designed to include the option of cladding with bricks.
  4. For allowable building dimensions, see Note (1) to Tables 4.3.1.1(A) to (D).
  5. For assumed loads, see Note (1) to Tables 4.3.1.1(A) to (D).
  6. Vertical reinforcement is placed in the centre of the wall.
  7. For concrete and steel materials properties, see Note (1) to Tables 4.3.1.1(A) to (D).
  8. Horizontal reinforcing conforms to the tables, plus 1-10M continuous bar is placed 150 mm from the top of wall and at floor level.
  9. Two full-height vertical bars that are equal to the vertical reinforcing within the wall system are installed at all corners and on each side of the wall openings.
  10. Two 15M bars are placed around all openings and extend 600 mm (24”) beyond each side of the openings.
  11. All materials and workmanship conform to the requirements of the NBC 2010 and any revisions and errata that have been released as of the issue date of these tables.

Return to table 4.3.1.2 footnote 1 referrer

Table 4.3.1.3(A) Minimum Steel Reinforcement of LintelsTable 4.3.1.3(F) footnote 2
150-mm
Core		Factored Uniformly Distributed Load
10 kN/m20 kN/m
Opening Width (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)
2500 300 1-15M No stirrups 0 300 1-15M No stirrups 0
3000 300 1-15M No stirrups 0 300 2-15M 10M@150 260
3500 300 1-15M No stirrups 0 300 2-15M 10M@150 510
4000 300 2-15M No stirrups 0 300 2-20M 10M@150 760
4500 300 2-15M No stirrups 0 450 2-15M 10M@250 530
5000 300 2-15M No stirrups 0 450 2-20M 10M@250 780
5500 300 2-20M 10M@150 270 600 2-20M 10M@350 640
6000 450 2-15M No stirrups 0 600 2-20M 10M@350 890
Table 4.3.1.3(B) Minimum Steel Reinforcement of LintelsTable 4.3.1.3(F) footnote 2
150-mm
Core		Factored Uniformly Distributed Load
30 kN/m40 kN/m
Opening Width (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)
1500 300 1-15M No stirrups 0 300 1-15M No stirrups 0
2000 300 1-15M No stirrups 0 300 2-15M 10M@150 380
2500 300 2-15M 10M@150 420 300 2-15M 10M@150 630
3000 300 2-20M 10M@150 670 450 2-15M 10M@250 640
3500 450 2-15M 10M@250 600 450 2-20M 10M@250 890
4000 450 2-20M 10M@250 850 600 2-20M 10M@350 950
4500 600 2-20M 10M@350 850 600 2-20M 10M@350 1200
5000 600 2-20M 10M@350 110 NA Table 4.3.1.3(F) footnote 1 NA NA NA
5500 NA NA NA NA NA NA NA NA
Table 4.3.1.3(C) Minimum Steel Reinforcement of LintelsTable 4.3.1.3(F) footnote 2
150-mm
Core		Factored Uniformly Distributed Load
50 kN/m
Opening Width (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)
1000 300 1-15M No stirrups 0
1500 300 1-15M 10M@150 250
2000 300 2-15M 10M@150 500
2500 300 2-20M 10M@150 750
3000 450 2-20M 10M@250 810
3500 600 2-20M 10M@350 910
4000 600 2-20M 10M@300 1160
4500 NA Table 4.3.1.3(F) footnote 1 NA NA NA
Tables 4.3.1.3(D) Minimum Steel Reinforcement of LintelsTable 4.3.1.3(F) footnote 2
200-mm
Core		Factored Uniformly Distributed Load
10 kN/m20 kN/m
Opening Width (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)
2500 300 1-15M No stirrups 0 300 1-15M No stirrups 0
3000 300 1-15M No stirrups 0 300 2-15M 10M@150 260
3500 300 1-15M No stirrups 0 300 2-15M 10M@150 510
4000 300 2-15M No stirrups 0 300 2-20M 10M@150 760
4500 300 2-15M No stirrups 0 450 2-15M 10M@250 530
5000 300 2-15M No stirrups 0 450 2-20M 10M@250 780
5500 300 2-20M 10M@150 270 600 2-20M 10M@350 640
6000 450 2-15M No stirrups 0 600 2-20M 10M@350 890
Table 4.3.1.3(E) Minimum Steel Reinforcement of LintelsTable 4.3.1.3(F) footnote 2
200-mm
Core		Factored Uniformly Distributed Load
30 kN/m40 kN/m
Opening Width (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)
1500 300 1-15M No stirrups 0 300 1-15M No stirrups 0
2000 300 1-15M No stirrups 0 300 2-15M 10M@150 380
2500 300 2-15M 10M@150 420 300 2-15M 10M@150 630
3000 300 2-20M 10M@150 670 450 2-15M 10M@250 640
3500 450 2-15M 10M@250 600 450 2-20M 10M@250 890
4000 450 2-20M 10M@250 850 600 2-20M 10M@350 950
4500 600 2-20M 10M@350 850 600 2-20M 10M@350 1200
5000 600 2-20M 10M@350 110 NA Table 4.3.1.3(F) footnote 1 NA NA NA
5500 NA NA NA NA NA NA NA NA
Table 4.3.1.3(F) Minimum Steel Reinforcement of LintelsTable 4.3.1.3(F) footnote 2
200-mm
Core		Factored Uniformly Distributed Load
50 kN/m
Opening Width (mm)Lintel Depth (mm)Bottom SteelStirrupsStirrup End Distance (mm)
1000 300 1-15M No stirrups 0
1500 300 1-15M 10M@150 250
2000 300 2-15M 10M@150 500
2500 300 2-20M 10M@150 750
3000 450 2-20M 10M@250 810
3500 600 2-20M 10M@350 910
4000 600 2-20M 10M@300 1160
4500 NA NA NA NA
Notes to Table 4.3.1.3(A) to (F):
Footnote 1

NA indicates that the load is not feasible; engineering input is required.

Return to table 4.3.1.3(F) footnote 1 referrer

Footnote 2

Tables 4.3.1.3(A) to (F) are based on the following assumptions:

  1. The design of the lintels is limited to factored uniformly distributed gravity loads, which do not include lateral loads, or point loads such as concentrated loads, created by girder, trusses, columns, and beams.
  2. The minimum height of the lintel is 300 mm.
  3. The top of all lintels is laterally supported by the building’s roof and floor system.
  4. Stirrups are single-leg fabricated from 10M bars installed at the specified spacing.
  5. Lintel reinforcement is located 25 mm from the bottom of lintel and projects 600 mm into the lintel support on each side.
  6. Specified compressive strength of concrete, @ 28 days f′c, is 20 MPa.
  7. Specified yield strength of reinforcement, fy , is 400 MPa.
  8. Two 15M bars are placed around all openings and extend at least 600 mm beyond each corner of the opening.

Return to table 4.3.1.3(F) footnote 2 referrer

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