Evaluation Report CCMC 12873-R
Azar Dry-Stack Block™

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MASTERFORMAT:
04 22 40
Issued:
1998-08-10
Re-evaluated:
2011-09-20
Revised:
2012-05-28
Re-evaluation due:
2013-08-10
Re-evaluation in progress
Yes

1. Opinion

It is the opinion of the Canadian Construction Materials Centre (CCMC) that “Azar Dry-Stack Block™”, when used as a masonry unit for wall construction 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:
    • Article 9.15.6.1. Foundation Walls below Ground
    • Article 9.15.6.2. Foundation Walls above Ground
    • Article 9.20.1.2. Earthquake Reinforcement
  • 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:
    • Article 9.15.4.2. Foundation Wall Thickness and Required Lateral Support
    • Article 9.15.4.3. Foundation Walls Considered to be Laterally Supported at the Top
    • Article 9.15.5.1. Support of Floor Joists
    • Article 9.15.5.2. Support of Beams
    • Article 9.15.5.3. Pilasters
    • Section 9.20. Masonry and Insulating Concrete Form Walls Not In Contact with the Ground

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

Ruling No. 12-04-274 (12873-R) authorizing the use of this product in Ontario, subject to the terms and conditions contained in the Ruling, was made by the Minister of Municipal Affairs and Housing on 2012-05-17 pursuant to s.29 of the Building Code Act, 1992 (see Ruling for terms and conditions). This Ruling is subject to periodic revisions and updates.

2. Description

The product is a mortarless masonry wall system that uses mechanical interlocking to arrange the blocks both horizontally and vertically.  The cells are filled with grout to enhance the axial load capacity, provide out-of-plane resistance to transverse loads and provide in-plane shear resistance.

Out-of-plane interlock is produced by three mechanisms.  The first includes a key along the top of the inside face that fits into a recess on the bottom of the face shell of the block above it.  The second interlocking mechanism is created by two levels of bearing surface along each face shell at the bed joint.  The overlap creates an interlock.  The gap between the outer parts of the face shell simulates a mortar joint.  These two interlocking features ensure vertical alignment of the blocks and resist out-of-plane displacement along a vertical line.  The third mechanism is the face shell interlocking of adjacent blocks along the head joint using the shiplap geometry.

The webs are vertically aligned from course to course, which provides maximum area for vertical grout columns.  Notches in the upper and lower parts of the web create pathways through the webs for horizontal reinforcement and are of sufficient size to adequately bond and cover this reinforcement with grout.

The interlocking features assist with alignment and leveling, and limiting the maximum construction tolerances.

This dry-stack form of construction allows floor and roof loads to be applied immediately upon completion of the walls and allows construction to continue without interruption.

Figure 1.  Plan and isometric view
Figure 1.  Plan and isometric view

3. Conditions and Limitations

CCMC's compliance opinion in Section 1 is bound by the “Azar Dry-Stack Block™” being used in accordance with the conditions and limitations set out below.

  • The product may be used for concrete masonry above and below grade wall construction in buildings with 3 storeys or less and with a building area not exceeding 600 m2 as indicated in Article 1.3.3.3., Application of Part 9, of Division A of the NBC 2010.
  • The product must conform to the physical property requirements of CAN/CSA-A165.1-04, “Concrete Block Masonry Units.”
  • Wall constructions using this product must be in accordance with the requirements of “Design and Construction Guide for Azar Dry-Stack Block™ Construction,” dated February 2011.
  • Grout used with the product must comply with CAN/CSA-A179-04, “Mortar and Grout for Unit Masonry.”
  • Care must be taken to ensure that the construction is straight and plumb and that a level footing be provided for the first course of blocks.
  • Foundation walls must be backfilled on both sides and must not extend more than 1.2 m above grade, otherwise, the wall must be reinforced.
  • Basement walls must not exceed 2.5 m in height.  For walls without reinforcement, the grade must not exceed 2.08 m above the basement floor level with well-drained soil.
  • For basement walls exceeding 2.5 m in height and reinforced with 15M vertical bars not exceeding 800 mm on centre, the grade may be up to 2.49 m above the basement floor level.
  • The product must be fully grouted when used for masonry wall construction.
  • For exterior above-grade walls and internal loadbearing walls, the provisions of Section 9.20. of Division B of the NBC 2010 must be applied. Wall height is limited to 20 times the wall thickness.  Minimum reinforcement is recommended to be used in seismically active areas for tall walls and for three-storey buildings.
  • Fully-grouted walls can be used for the construction of non-loadbearing internal partitions with a maximum 5.2-m vertical or horizontal span.
  • Good design practices, such as reinforcing around openings, connecting intersecting walls, and proper distribution of loads shared between several walls should be followed.
  • Exterior walls must be protected in accordance with Section 9.27., Cladding, Section 9.28., Stucco, or Article 9.20.6.4., Masonry Veneer, of Division B of the NBC 2010.
  • In accordance with the requirements of Section 9.25., Heat Transfer, Air Leakage and Condensation Control, of Division B of the NBC 2010, all walls separating a heated space from an unheated space must be provided with sufficient thermal insulation to prevent moisture condensation.  The wall assembly must also contain a vapour barrier and an effective air barrier system.
  • Interior finishes conforming to Section 9.29., Interior Wall and Ceiling Finishes, of Division B of the NBC 2010 must be applied when insulation is placed on the interior of the “Azar Dry-Stack Block™” wall.
  • Dampproofing of below grade walls must conform to Subsection 9.13.3., Waterproofing, of Division B of the NBC 2010.  Parging is not required below ground level when a polyethylene sheet complying to CAN/CGSB-51.34-M86, “Vapour Barrier, Polyethylene Sheet for Use in Building Construction,” is used for damproofing.
  • Foundation drainage must conform to Subsection 9.14.2., Foundation Drainage, of Division B of the NBC 2010.
  • Footings must conform to Subsection 9.15.3., Footings, of Division B of the NBC 2010.
  • For buildings designed outside the scope of Part 9 of the NBC, all drawings and related documents must bear the authorized professional seal and signature of a professional engineer or architect skilled in masonry design and licensed to practice under the appropriate provincial or territorial legislation.  Buildings must be designed in accordance with the requirements of CSA S304.1-04, “Design of Masonry Structures.”

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 Design Requirements

Table 4.1.1   Maximum Soil Depth and Reinforcement Schedule for Basement WallsTable 4.1.1 footnote 1
No. of CoursesWall Height (m)Maximum Soil Depth (m)As (mm2/m)Bar Size (M)Spacing(mm)
10 2.03 2.03 UnreinforcedTable 4.1.1 footnote 2
11 2.23 2.22
12 2.44 2.13
13 2.64 2.07
13 2.64 2.49 284 20 1000
14 2.84 2.69 372 20 800
15 3.05 2.9 448 20 600
16 3.25 3.1 568 25 600
17 3.45 3.3 718 25 600
18 3.65 3.5 914 25 500
19 3.86 3.66 1142 25 400
Notes to Table 4.1.1:
Footnote 1

The values in this table are for gravity and wind loads; for earthquake reinforcement an engineer must design in accordance with Article 9.20.1.2., Earthquake Reinforcement, of Division B of the NBC when these blocks are to be used in a seismic zone.

Return to table 4.1.1 footnote 1 referrer

Footnote 2

Unreinforced is satisfactory for out-of-plane bending, however, minimum reinforcement should be provided.

Return to table 4.1.1 footnote 2 referrer

Table 4.1.2   Minimum Wall Reinforcement for Combined Axial and Wind Loads Table 4.1.2 footnote 1 Table 4.1.2 footnote 2
Wall Height (m)Factored Wind Load (kPa)Factored Axial Load (kN/m)
1020406080
4.0 2.25 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
2.50 20 @ 1.2 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
4.4 2.00 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
2.25 20 @ 1.2 20 @ 1.0 20 @ 1.2 20 @ 1.2 Table 4.1.2 footnote 3
2.50 20 @ 1.0 20 @ 1.0 20 @ 0.6 20 @ 0.6 20 @ 1.0
4.8 1.5 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
1.75 20 @ 1.2 20 @ 1.2 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
2.00 20 @ 1.0 20 @ 0.8 20 @ 0.6 20 @ 1.2 20 @ 1.2
2.25 20 @ 0.8 20 @ 0.8 20 @ 0.6 20 @ 0.4 20 @ 0.6
2.50 20 @ 0.8 20 @ 0.6 20 @ 0.6 20 @ 0.4 20 @ 0.4
5.2 1.25 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
1.50 20 @ 1.0 20 @ 1.2 20 @ 1.2 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
1.75 20 @ 0.8 20 @ 0.8 20 @ 0.6 20 @ 1.2 20 @ 1.2
2.00 20 @ 0.8 20 @ 0.6 20 @ 0.6 20 @ 0.4 20 @ 0.4
2.25 20 @ 0.6 20 @ 0.6 20 @ 0.4 20 @ 0.4 25 @ 0.4
2.50 20 @ 0.6 20 @ 0.6 20 @ 0.4 20 @ 0.4 25 @ 0.4
5.6 1.00 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
1.25 20 @ 1.2 20 @ 1.2 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
1.50 20 @ 0.8 20 @ 0.6 20 @ 0.4 20 @ 1.2 20 @ 1.2
1.75 20 @ 0.6 20 @ 0.6 20 @ 0.4 20 @ 0.4 25 @ 0.4
2.00 20 @ 0.6 20 @ 0.6 20 @ 0.4 25 @ 0.6 25 @ 0.4
2.25 20 @ 0.6 20 @ 0.4 20 @ 0.4 25 @ 0.4 25 @ 0.4
2.50 20 @ 0.6 20 @ 0.4 20 @ 0.4 25 @ 0.4 25 @ 0.2
6.0 1.00 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3 Table 4.1.2 footnote 3
1.25 20 @ 0.8 20 @ 0.6 20 @ 0.4 20 @ 1.2 20 @ 1.2
1.50 20 @ 0.6 20 @ 0.6 20 @ 0.4 25 @ 0.4 25 @ 0.4
1.75 20 @ 0.6 20 @ 0.4 20 @ 0.4 25 @ 0.4 25 @ 0.2
2.00 20 @ 0.6 20 @ 0.4 25 @ 0.6 25 @ 0.4 25 @ 0.2
2.25 20 @ 0.4 20 @ 0.4 25 @ 0.4 25 @ 0.4 25 @ 0.2
2.50 20 @ 0.4 20 @ 0.4 25 @ 0.4 25 @ 0.2 25 @ 0.2
Notes to Table 4.1.2:

(Masonry f′m = 16.2 MPa, Steel fy = 400 MPa)

Footnote 1

Interpolation is acceptable

Return to table 4.1.2 footnote 1 referrer

Footnote 2

The values in this table are for gravity and wind loads, for earthquake reinforcement an engineer must design in accordance with Article 9.20.1.2., Earthquake Reinforcement, of Division B of the NBC 2010 when these blocks are to be used in a seismic zone.

Return to table 4.1.2 footnote 2 referrer

Footnote 3

Unreinforced is satisfactory for out-of-plane bending, however, minimum reinforcement should be provided.

Return to table 4.1.2 footnote 3 referrer

4.2 Prescriptive Requirements

Table 4.2.1   Physical Properties of “Azar Dry-Stack Block™”Table 4.2.1 footnote 1
PropertyUnitResult
Length mm 406
Width mm 203
Height mm 203
Mass kg 17.9
Block density kg/m3 2075
Saturated moisture content % by weight 6.85
Net area of block at mid-height mm2 43,858
Linear shrinkage % 0.0365
Average compressive strength for net area MPa 33.4 (COV 5.32%)
Note to Table 4.2.1:
Footnote 1

The classification for “Azar Dry-Stack Block™” according to CAN/CSA-A165.1 is H/20/A/0.

Return to table 4.2.1 footnote 1 referrer

Table 4.2.2   Physical Properties of Grout Used with the Product
Properties28 days
Compressive Strength (MPa)Tensile Strength (MPa)COV (%)
Cylinders 19.4 –  2.5
Prism 30.6 –  3.5
Modulus of rupture 2.57 4.44 12.7
Splitting tension 2.01 4.46 18.8

4.3 Performance Requirements

Table 4.3.1   Compressive Load Test Results for Prisms/Diagonal Shear
Age (days)Grouted (G) or Surface Bonded (SB)Failure Load (kN)Strength (MPa)
28 Prism G 1098 13.45
28 Prism SB 543 20.15
28 Diagonal Shear G 105 1.29
28 Diagonal Shear SB 527 1.53
Table 4.3.2   Flexural Test for Surface Bonded Block Walls
Direction of BendingClear Span (mm)Total Moment (kN-m)
Parallel to bed joints 1473 8.34
Perpendicular to bed Joints 1473 7.95
Table 4.3.3 Compression Test Results for Walls Loaded at 34-mm Eccentricity
HeightFailure Load (kN)
2.55 212.5
5.05 179
Table 4.3.4   Shear Slip Test Results
Failure Load (kN)Shear Slip Strength (Mpa)
15.44 0.576

Report Holder

Azar Block Inc.
1126 Lesperance Road
Tecumseh, ON N8N 1X2

Telephone:
519-735-2144

Plant(s)

McGregor, ON

Disclaimer

This Report is issued by the Canadian Construction Materials Centre, a program of NRC Construction at the National Research Council of Canada. The Report must be read in the context of the entire CCMC Registry of Product Evaluations, including, without limitation, the introduction therein which sets out important information concerning the interpretation and use of CCMC Evaluation Reports.

Readers must confirm that the Report is current and has not been withdrawn or superseded by a later issue. Please refer to the CCMC web site, or contact the Canadian Construction Materials Centre, NRC Construction, National Research Council of Canada, 1200 Montreal Road, Ottawa, Ontario, K1A 0R6. Telephone (613) 993-6189. Fax (613) 952-0268.

NRC has evaluated the material, product, system or service described herein only for those characteristics stated herein. The information and opinions in this Report are directed to those who have the appropriate degree of experience to use and apply its contents. This Report is provided without representation, warranty, or guarantee of any kind, expressed, or implied, and the National Research Council of Canada (NRC) provides no endorsement for any evaluated material, product, system or service described herein. NRC accepts no responsibility whatsoever arising in any way from any and all use and reliance on the information contained in this Report. 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.