Division B
Acceptable Solutions
Part 9 — Housing and Small Buildings
Section 9.20. Masonry and Insulating Concrete Form Walls Not In Contact with the Ground
9.20.1. Application
9.20.1.1. General
1) Except as provided in Article 9.20.1.2., this Section applies to
a) unreinforced masonry and masonry veneer walls not in contact with the ground, where
i) the height of the walls constructed on the foundation walls does not exceed 11 m, and
ii) the roof or floor assembly above the first storey is not of concrete 
construction
, and
construction, andb) flat insulating concrete form walls not in contact with the ground that (see
A-9.15.1.1.(1)(c) and 9.20.1.1.(1)(b) in Appendix A)
i) have a maximum floor-to-floor height of 3 m,
ii) are erected in buildings not more than 2 storeys in building height and containing only a single dwelling unit, and
iii) are erected in locations where the seismic spectral response acceleration, Sa(0.2), is not greater than 0.4 (see A-9.20.1.2. in Appendix A).
2) 
For walls other than those described in Sentence (1), or where the masonry walls or insulating concrete form walls not in contact with the ground are designed for specified
loads on the basis of ultimate and serviceability limit states, Subsection 4.3.2. shall apply.
For walls other than those described in Sentence (1), or where the masonry walls or insulating concrete form walls not in contact with the ground are designed for specified
loads on the basis of ultimate and serviceability limit states, Subsection 4.3.2. shall apply.
9.20.1.2. Earthquake Reinforcement
(See Appendix A.)1) In locations where the spectral response acceleration, Sa(0.2), is greater than 0.55, loadbearing elements of masonry buildings more than 1 storey in building height shall be reinforced with not less than the minimum amount
of reinforcement required by Subsection 9.20.15.
In locations where the spectral response acceleration, Sa(0.2), is greater than 0.55, loadbearing elements of masonry buildings more than 1 storey in building height shall be reinforced with not less than the minimum amount
of reinforcement required by Subsection 9.20.15.2) In locations where the spectral response acceleration, Sa(0.2), is greater than 0.35 but less than or equal to 0.55, loadbearing elements of masonry buildings 3 storeys in building height shall be reinforced with not less than the minimum amount of reinforcement required by Subsection 9.20.15.
In locations where the spectral response acceleration, Sa(0.2), is greater than 0.35 but less than or equal to 0.55, loadbearing elements of masonry buildings 3 storeys in building height shall be reinforced with not less than the minimum amount of reinforcement required by Subsection 9.20.15.9.20.2. Masonry Units
9.20.2.1. Masonry Unit Standards
1) Masonry units shall comply with
a) 
ASTM C 73, “Calcium Silicate Brick (Sand-Lime Brick),”
ASTM C 73, “Calcium Silicate Brick (Sand-Lime Brick),”b) ASTM C 126, “Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units,”
c) ASTM C 212, “Structural Clay Facing Tile,”
9.20.2.2. Used Brick
1) Used bricks shall be free of old mortar, soot or other surface coating and shall conform to Article 9.20.2.1.
Used bricks shall be free of old mortar, soot or other surface coating and shall conform to Article 9.20.2.1.9.20.2.3. Glass Blocks
1) Glass blocks shall not be used as loadbearing units or in the construction of fireplaces or chimneys.
9.20.2.4. Cellular Concrete
1) Masonry made with cellular concrete shall not be used in contact with the soil or exposed to the weather.
Masonry made with cellular concrete shall not be used in contact with the soil or exposed to the weather. 9.20.2.5. Stone
1) Stone shall be sound and resistant to deterioration.
9.20.2.6. Concrete Blocks Exposed to the Weather
1) Concrete blocks exposed to the weather shall have density and water absorption characteristics conforming to concrete types A, B,
C, or D described in CAN/CSA-A165.1, “Concrete Block Masonry Units.”
Concrete blocks exposed to the weather shall have density and water absorption characteristics conforming to concrete types A, B,
C, or D described in CAN/CSA-A165.1, “Concrete Block Masonry Units.”9.20.2.7. Compressive Strength
1) The compressive strength of concrete blocks shall conform to Table 9.20.2.7.
The compressive strength of concrete blocks shall conform to Table 9.20.2.7.| Table 9.20.2.7. Compressive Strength of Concrete Blocks Forming part of Sentence 9.20.2.7.(1) | ||
| Type of Unit | Minimum Compressive Strength Over Net Area, MPa | |
| Exposed to Weather | Not Exposed to Weather | |
| Solid or hollow concrete blocks | 15 | 10 |
|
Solid loadbearing cellular blocks |
Not permitted | 5 |
|
Solid non-loadbearing cellular blocks |
Not permitted | 2 |
9.20.3. Mortar and Grout
9.20.3.1. Materials
1) Cementitious materials and aggregates for mortar and grout shall comply with CAN/CSA-A179, “Mortar and Grout for Unit Masonry.”
Cementitious materials and aggregates for mortar and grout shall comply with CAN/CSA-A179, “Mortar and Grout for Unit Masonry.”2) Water and aggregate shall be clean and free of significant amounts of deleterious materials.
Water and aggregate shall be clean and free of significant amounts of deleterious materials.
3) Lime used in mortar shall be hydrated.
Lime used in mortar shall be hydrated. 4) If lime putty is used in mortar, it shall be made by slaking quicklime in water for not less than 24 h or soaking
hydrated lime in water for not less than 12 h.
If lime putty is used in mortar, it shall be made by slaking quicklime in water for not less than 24 h or soaking
hydrated lime in water for not less than 12 h.
9.20.3.2. Mortar and Grout Mixes
1) Mortar types shall be in accordance with Table 9.20.3.2.A
Mortar types shall be in accordance with Table 9.20.3.2.A2) Mortar for glass block masonry shall be
Mortar for glass block masonry shall bea) Type S Portland cement-lime where exposed to the exterior, or
b) Type S or N where protected from the exterior.
3) Mortar shall be mixed within the proportion limits provided in Table 9.20.3.2.B, with sufficient water to bring the mixture to a consistency adequate for laying masonry units.
Mortar shall be mixed within the proportion limits provided in Table 9.20.3.2.B, with sufficient water to bring the mixture to a consistency adequate for laying masonry units.
4) Grout shall be mixed within the proportion limits provided in Table 9.20.3.2.C, with sufficient water to provide a suitable flow to fill all voids completely, without excessive segregation or bleeding.
Grout shall be mixed within the proportion limits provided in Table 9.20.3.2.C, with sufficient water to provide a suitable flow to fill all voids completely, without excessive segregation or bleeding.
5) Except as provided in Sentence (6), mortar shall be used and placed in final position
Except as provided in Sentence (6), mortar shall be used and placed in final positiona) within 1.5 h after mixing when the air temperature is 25°C or higher, or
b) within 2.5 h after mixing when the air temperature
is less than 25°C.
6) Mortar and grout containing a set-control admixture shall be manufactured off-site in a batching plant and shall be used and placed
in final position within a time not exceeding the useful life stipulated
by the manufacturer.
Mortar and grout containing a set-control admixture shall be manufactured off-site in a batching plant and shall be used and placed
in final position within a time not exceeding the useful life stipulated
by the manufacturer.
7) Grout used for reinforced masonry shall be placed in accordance with the requirements of CAN/CSA-A371, “Masonry Construction for Buildings.”
Grout used for reinforced masonry shall be placed in accordance with the requirements of CAN/CSA-A371, “Masonry Construction for Buildings.”| Table 9.20.3.2.A Mortar Use Forming part of Sentence 9.20.3.2.(1) | ||
| Location |
Building Element |
Mortar Type |
| Exterior, Above Ground |
Loadbearing walls and columns |
S |
|
Non-loadbearing walls and columns |
N or S | |
|
Parapets, chimneys, masonry veneer |
N or S | |
| Exterior, At or Below Ground |
Foundation walls and columns |
S |
| Interior |
Loadbearing walls and columns |
N |
|
Non-loadbearing walls and columns |
N | |
| Table 9.20.3.2.B Mortar Mix Proportions (by volume) Forming part of Sentence 9.20.3.2.(3) | |||||
| Mortar Type | Portland Cement | Lime | Masonry Cement Type N | Masonry Cement Type S | Fine Aggregate (damp, loose-state sand) |
| Type S | 1 | ½ | - | - | 3½ to 4½ |
| - | - | - | 1 | 2¼ to 3 | |
| ½ | - | 1 | - | 3½ to 4½ | |
| Type N | 1 | 1 | - | - | 4½ to 6 |
| - | - | 1 | - | 2¼ to 3 | |
| Table 9.20.3.2.C Grout Mix Proportions (by volume) Forming part of Sentence 9.20.3.2.(4) | |||
| Portland Cement | Lime | Fine Aggregate (sand) | Coarse Aggregate |
| 1 | 0 to 1/10 | 2¼ to 3 times the sum of the cement and lime volumes | 1 to 2 times the sum of the cement and lime volumes |
9.20.4. Mortar Joints
9.20.4.1. Thickness
1) Except as provided in Sentence (2), mortar joint thickness for burned clay brick and concrete masonry units shall be 10 mm.
Except as provided in Sentence (2), mortar joint thickness for burned clay brick and concrete masonry units shall be 10 mm.
2) Permitted tolerances in head and bed joints shall be not more than ± 5 mm.
Permitted tolerances in head and bed joints shall be not more than ± 5 mm.
9.20.4.2. Solid Masonry Units
1) Solid masonry units shall be laid with full head and bed joints.
Solid masonry units shall be laid with full head and bed joints. 9.20.4.3. Laying of Masonry Units
1) Hollow masonry units shall be laid with mortar applied to head and bed joints of both inner and outer face shells.
Hollow masonry units shall be laid with mortar applied to head and bed joints of both inner and outer face shells.
2) Vertically aligned webs of hollow masonry units shall be laid in a full bed of mortar
Vertically aligned webs of hollow masonry units shall be laid in a full bed of mortara) under the starting course,
b) in all courses of columns, and
c) where adjacent to cells or cavities that are to be filled with
grout.
3) Except for head joints left open for weep holes and ventilation, solid masonry units shall be laid with full head and bed joints.
Except for head joints left open for weep holes and ventilation, solid masonry units shall be laid with full head and bed joints.
9.20.5. Masonry Support
9.20.5.1. Masonry Support
1) All masonry shall be supported on masonry, concrete or steel, except that masonry veneer walls may be supported on foundations of wood frame constructed in conformance with Sentence 9.15.2.4.(1). (See Appendix A.)
All masonry shall be supported on masonry, concrete or steel, except that masonry veneer walls may be supported on foundations of wood frame constructed in conformance with Sentence 9.15.2.4.(1). (See Appendix A.) 2) Every masonry wall shall be at least as thick as the wall it supports, except as otherwise permitted in Article 9.20.12.2.
Every masonry wall shall be at least as thick as the wall it supports, except as otherwise permitted in Article 9.20.12.2.9.20.5.2. Lintels or Arches
1) Masonry over openings shall be supported by steel, masonry or reinforced concrete lintels, or masonry arches.
Masonry over openings shall be supported by steel, masonry or reinforced concrete lintels, or masonry arches.
2) Steel angle lintels supporting masonry veneer above openings shall
Steel angle lintels supporting masonry veneer above openings shalla) conform to Table 9.20.5.2., and
b) have a bearing length not less than 90 mm.
| Table 9.20.5.2. Maximum Allowable Spans for Steel Lintels Supporting Masonry Veneer Forming part of Sentence 9.20.5.2.(2) | |||||
|
Minimum Angle Size, mm (in.) |
Maximum Allowable Spans, m (ft.-in.) |
||||
| Vertical Leg | Horizontal Leg | Thickness |
Supporting |
Supporting |
Supporting |
|
|
|
|
2.55 (8-4) |
— | — |
|
|
|
|
2.59 (8-6) |
2.47 (8-1) |
2.30 (7-7) |
|
|
|
|
2.79 (9-2) |
2.66 (8-9) |
2.48 (8-2) |
|
|
|
|
3.47 (11-5) |
3.31 (10-10) |
3.08 (10-1) |
|
|
|
|
3.64 (11-11) |
3.48 (11-5) |
3.24 (10-8) |
3) Steel angle lintels supporting masonry other than veneer, masonry and reinforced concrete lintels, and masonry arches shall be designed
in accordance with Part 4 to support the imposed load.
Steel angle lintels supporting masonry other than veneer, masonry and reinforced concrete lintels, and masonry arches shall be designed
in accordance with Part 4 to support the imposed load.
4) Steel angle lintels supporting masonry shall be prime painted or otherwise protected from corrosion.
Steel angle lintels supporting masonry shall be prime painted or otherwise protected from corrosion.
9.20.6. Thickness and Height
9.20.6.1. Thickness of Exterior Walls
1) Masonry exterior walls, other than cavity walls, in 1-storey buildings and the top storeys of 2- and 3-storey buildings shall be not less than 140 mm thick, provided the walls are not more than 2.8 m high at the eaves and 4.6
m high at the peaks of gable ends.
Masonry exterior walls, other than cavity walls, in 1-storey buildings and the top storeys of 2- and 3-storey buildings shall be not less than 140 mm thick, provided the walls are not more than 2.8 m high at the eaves and 4.6
m high at the peaks of gable ends.
2) The exterior walls of the bottom storeys of 2-storey buildings, and exterior walls of the bottom 2 storeys of 3-storey buildings shall be not less than 190 mm thick.
The exterior walls of the bottom storeys of 2-storey buildings, and exterior walls of the bottom 2 storeys of 3-storey buildings shall be not less than 190 mm thick. 3) In exterior walls composed of more than one wythe, each wythe shall be not less than 90 mm thick.
In exterior walls composed of more than one wythe, each wythe shall be not less than 90 mm thick.
9.20.6.2. Cavity Walls
1) Cavity walls shall be made with not less than 90 mm wide units if the joints are raked
and not less than 75 mm wide units if the joints are
not raked.
Cavity walls shall be made with not less than 90 mm wide units if the joints are raked
and not less than 75 mm wide units if the joints are
not raked.
2) The width of a cavity in a cavity wall shall be not less than 50 mm and not greater than 150 mm.
The width of a cavity in a cavity wall shall be not less than 50 mm and not greater than 150 mm. 3) The minimum thickness of cavity walls above the supporting base shall be 230 mm for the top 7.6 m and 330 mm for the remaining portion, except that where 75 mm wide units are used, the wall
height above the top of the foundation wall shall not exceed 6 m.
The minimum thickness of cavity walls above the supporting base shall be 230 mm for the top 7.6 m and 330 mm for the remaining portion, except that where 75 mm wide units are used, the wall
height above the top of the foundation wall shall not exceed 6 m.
9.20.6.3. Thickness of Interior Walls
1) The thickness of loadbearing interior walls shall be determined on the basis of the maximum lateral support
spacing as provided in Sentences 9.20.10.1.(2) and (3).
The thickness of loadbearing interior walls shall be determined on the basis of the maximum lateral support
spacing as provided in Sentences 9.20.10.1.(2) and (3). 2) The thickness of interior non-loadbearing walls shall be
The thickness of interior non-loadbearing walls shall bea) determined on the basis of the maximum lateral support spacing as provided in Sentences 9.20.10.1.(2) and (3), and
b) in any case, not less than 65 mm.
9.20.6.4. Masonry Veneer
1) Except for masonry veneer where each masonry unit is supported individually by the structural backing, masonry veneer shall be of
solid units not less than 75 mm thick.
Except for masonry veneer where each masonry unit is supported individually by the structural backing, masonry veneer shall be of
solid units not less than 75 mm thick.
2) Veneer described in Sentence (1) over wood-frame walls shall have not less than a 25 mm air
space behind the veneer.
Veneer described in Sentence (1) over wood-frame walls shall have not less than a 25 mm air
space behind the veneer.
3) Masonry veneer less than 90 mm thick shall have unraked joints.
Masonry veneer less than 90 mm thick shall have unraked joints.
4) Masonry veneer shall conform to Subsection 4.3.2., where the masonry units are required to be individually supported
by the structural backing.
Masonry veneer shall conform to Subsection 4.3.2., where the masonry units are required to be individually supported
by the structural backing.
9.20.6.5. Parapet Walls
1) The height of parapet walls above the adjacent roof surface shall be not more than 3 times the parapet wall thickness.
The height of parapet walls above the adjacent roof surface shall be not more than 3 times the parapet wall thickness.
2) Parapet walls shall be solid from the top of the parapet to not less than 300 mm below the adjacent roof level.
Parapet walls shall be solid from the top of the parapet to not less than 300 mm below the adjacent roof level.
9.20.6.6. Stone or Concrete Facings
1) Slab and panel facings of precast concrete and natural or artificial stone shall conform to Subsection 4.3.2.
Slab and panel facings of precast concrete and natural or artificial stone shall conform to Subsection 4.3.2.9.20.7. Chases and Recesses
9.20.7.1. Maximum Dimensions
1) Except as permitted in Sentence 9.20.7.2.(2) and Article 9.20.7.4., the depth of any chase or recess shall not exceed one third the thickness of the wall, and the width of the chase or
recess shall not exceed 500 mm.
Except as permitted in Sentence 9.20.7.2.(2) and Article 9.20.7.4., the depth of any chase or recess shall not exceed one third the thickness of the wall, and the width of the chase or
recess shall not exceed 500 mm.
9.20.7.2. Minimum Wall Thickness
1) Except as permitted in Sentence (2) and Article 9.20.7.4., no chase or recess shall be constructed in any wall 190 mm or less in thickness.
Except as permitted in Sentence (2) and Article 9.20.7.4., no chase or recess shall be constructed in any wall 190 mm or less in thickness.
2) Recesses may be constructed in 190 mm walls provided they do not exceed 100 mm in depth, 750 mm in height and 500 mm in width.
Recesses may be constructed in 190 mm walls provided they do not exceed 100 mm in depth, 750 mm in height and 500 mm in width.
9.20.7.3. Separation of Chases or Recesses
1) Chases and recesses shall be not less than
Chases and recesses shall be not less thana) 4 times the wall thickness apart, and
b) 600 mm away from any pilaster, cross wall, buttress or other vertical element providing required lateral support for the
wall.
9.20.7.4. Non-Conforming Chases or Recesses
1) Chases or recesses that do not conform to the limits specified in Articles 9.20.7.1. to 9.20.7.3. shall be considered as openings, and any masonry supported above such a chase or recess shall be supported by a lintel
or arch as provided in Article 9.20.5.2.
Chases or recesses that do not conform to the limits specified in Articles 9.20.7.1. to 9.20.7.3. shall be considered as openings, and any masonry supported above such a chase or recess shall be supported by a lintel
or arch as provided in Article 9.20.5.2.9.20.7.5. Chases or Recesses Cut into Walls
1) Chases and recesses shall not be cut into walls made with hollow units after the masonry units are in place.
Chases and recesses shall not be cut into walls made with hollow units after the masonry units are in place.
9.20.8. Support of Loads
9.20.8.1. Capping of Hollow Masonry Walls
1) Except as permitted in Sentence (2), loadbearing walls of hollow masonry units supporting roof or floor framing members shall be capped with
not less than 50 mm of solid masonry or have the top
course filled with concrete.
Except as permitted in Sentence (2), loadbearing walls of hollow masonry units supporting roof or floor framing members shall be capped with
not less than 50 mm of solid masonry or have the top
course filled with concrete.
2) Capping required in Sentence (1) may be omitted where the roof framing is supported on a wood plate not
less than 38 mm by 89 mm.
Capping required in Sentence (1) may be omitted where the roof framing is supported on a wood plate not
less than 38 mm by 89 mm.
9.20.8.2. Cavity Walls Supporting Framing Members
1) Floor joists supported on cavity walls shall be supported on solid units not less than 57 mm high.
Floor joists supported on cavity walls shall be supported on solid units not less than 57 mm high. 2) Floor joists described in Sentence (1) shall not project into the cavity.
Floor joists described in Sentence (1) shall not project into the cavity. 3) Roof and ceiling framing members bearing on cavity walls shall be supported on
Roof and ceiling framing members bearing on cavity walls shall be supported ona) not less than 57 mm of solid masonry, bridging the full thickness of the wall, or
b) a wood plate not less than 38 mm thick, bearing
not less than 50 mm on each wythe.
9.20.8.3. Bearing of Beams and Joists
1) The bearing area under beams and joists shall be sufficient to carry the supported load.
The bearing area under beams and joists shall be sufficient to carry the supported load.
2) In no case shall the minimum length of end bearing of beams supported on masonry be less than 90 mm.
In no case shall the minimum length of end bearing of beams supported on masonry be less than 90 mm.
3) The length of end bearing of floor, roof or ceiling joists supported on masonry shall be not less than 40 mm.
The length of end bearing of floor, roof or ceiling joists supported on masonry shall be not less than 40 mm.
9.20.8.4. Support of Beams and Columns
1) Beams and columns supported on masonry walls shall be supported on pilasters where the thickness of the masonry wall or wythe is less
than 190 mm.
Beams and columns supported on masonry walls shall be supported on pilasters where the thickness of the masonry wall or wythe is less
than 190 mm.
2) Not less than 190 mm depth of solid masonry or concrete shall be provided under the beam or column referred to in Sentence (1).
Not less than 190 mm depth of solid masonry or concrete shall be provided under the beam or column referred to in Sentence (1). 3) Pilasters required in Sentence (1) shall be bonded or tied to masonry walls.
Pilasters required in Sentence (1) shall be bonded or tied to masonry walls. 4) Concrete pilasters required in Sentence (1) shall be not less than 50 mm by 300 mm.
Concrete pilasters required in Sentence (1) shall be not less than 50 mm by 300 mm. 5) Unit masonry pilasters required in Sentence (1) shall be not less than 100 mm by 290 mm.
Unit masonry pilasters required in Sentence (1) shall be not less than 100 mm by 290 mm. 9.20.8.5. Distance to Edge of Supporting Members
(See Appendix A.)1) Masonry veneer of hollow units resting on a bearing support shall not project more than
Masonry veneer of hollow units resting on a bearing support shall not project more thana) 30 mm beyond the supporting base where the veneer
is not less than 90 mm thick, and
b) 12 mm beyond the supporting base where the veneer
is less than 90 mm thick.
2) Masonry veneer of solid units resting on bearing support shall not project more than one third of the width of the veneer.
Masonry veneer of solid units resting on bearing support shall not project more than one third of the width of the veneer.
3) Where the masonry veneer described in Sentence (2) is rough stone masonry,
Where the masonry veneer described in Sentence (2) is rough stone masonry,a) the projection shall be measured as the average projection of the units, and
b) the width of the veneer shall be measured as the average width
of the veneer.
9.20.9. Bonding and Tying
9.20.9.1. Joints to be Offset or Reinforced
1) Vertical joints in adjacent masonry courses shall be offset unless each wythe of masonry is reinforced with the equivalent of
not less than 2 corrosion-resistant steel bars of 3.76 mm diam placed in the horizontal joints at vertical intervals
not exceeding 460 mm.
Vertical joints in adjacent masonry courses shall be offset unless each wythe of masonry is reinforced with the equivalent of
not less than 2 corrosion-resistant steel bars of 3.76 mm diam placed in the horizontal joints at vertical intervals
not exceeding 460 mm.
2) Where joints in the reinforcing referred to in Sentence (1) occur, the bars shall be lapped not less than 150 mm.
Where joints in the reinforcing referred to in Sentence (1) occur, the bars shall be lapped not less than 150 mm.
9.20.9.2. Bonding or Tying of Other than Masonry Veneer
1) Except as provided in Article 9.20.9.5. regarding masonry veneer, masonry walls that consist of 2 or more wythes shall
have the wythes bonded or tied together with masonry bonding units
as described in Article 9.20.9.3. or with metal ties as described in Article 9.20.9.4.
Except as provided in Article 9.20.9.5. regarding masonry veneer, masonry walls that consist of 2 or more wythes shall
have the wythes bonded or tied together with masonry bonding units
as described in Article 9.20.9.3. or with metal ties as described in Article 9.20.9.4.9.20.9.3. Bonding
1) Where wythes are bonded together with masonry units, the bonding units shall comprise not less than 4 per cent of the wall surface area.
per cent of the wall surface area.
2) Bonding units described in Sentence (1) shall be spaced not more than 600 mm vertically and horizontally in the case of brick masonry and 900 mm o.c. in the case of block or tile.
Bonding units described in Sentence (1) shall be spaced not more than 600 mm vertically and horizontally in the case of brick masonry and 900 mm o.c. in the case of block or tile.
3) Units described in Sentence (1) shall extend not less than 90 mm into adjacent wythes.
Units described in Sentence (1) shall extend not less than 90 mm into adjacent wythes.
9.20.9.4. Tying
1) Where 2 or more wythes are tied together with metal ties of the individual rod type, the ties
shall conform to the requirements in Sentences (3) to (6).
Where 2 or more wythes are tied together with metal ties of the individual rod type, the ties
shall conform to the requirements in Sentences (3) to (6). 2) Other ties may be used where it can be shown that such ties provide walls that are at least as strong and as durable as those made with the individual rod type.
Other ties may be used where it can be shown that such ties provide walls that are at least as strong and as durable as those made with the individual rod type.
3) Metal ties of the individual rod type shall
Metal ties of the individual rod type shalla) be corrosion-resistant,
b) have a minimum cross-sectional area of not less than 17.8 mm2, and
c) have not less than a 50 mm portion bent at right
angles at each end.
4) Metal ties of the individual rod type shall
Metal ties of the individual rod type shalla) extend from within 25 mm of the outer face of the wall to within 25 mm of the inner face of the wall,
b) be completely embedded in mortar except for the portion exposed
in cavity walls, and
c) be staggered from course to course.
5) Where 2 or more wythes in walls other than cavity walls and masonry veneer/masonry backing walls are tied together with metal ties of the individual rod type, the space
between wythes shall be completely filled with mortar.
Where 2 or more wythes in walls other than cavity walls and masonry veneer/masonry backing walls are tied together with metal ties of the individual rod type, the space
between wythes shall be completely filled with mortar.
6) Ties described in Sentence (5) shall be
Ties described in Sentence (5) shall bea) located within 300 mm of openings and spaced not
more than 900 mm apart around openings, and
b) spaced not more than 900 mm apart horizontally
and 460 mm apart vertically at other locations.
7) Except as required in Sentences (8) and (9), where the inner and outer wythes of cavity walls are tied with individual wire ties, the ties shall be
spaced not more than 900 mm apart horizontally and 400 mm apart vertically.
Except as required in Sentences (8) and (9), where the inner and outer wythes of cavity walls are tied with individual wire ties, the ties shall be
spaced not more than 900 mm apart horizontally and 400 mm apart vertically.
8) Within 100 mm of the bottom of each floor or roof assembly where the cavity extends below the assemblies, the ties described
in Sentence (7) shall be spaced not more than 600 mm apart horizontally.
Within 100 mm of the bottom of each floor or roof assembly where the cavity extends below the assemblies, the ties described
in Sentence (7) shall be spaced not more than 600 mm apart horizontally.
9) Within 300 mm of any openings, the ties described in Sentence (7) shall be spaced not more than 900 mm apart.
Within 300 mm of any openings, the ties described in Sentence (7) shall be spaced not more than 900 mm apart.
9.20.9.5. Ties for Masonry Veneer
1) Masonry veneer 75 mm or more in thickness and resting on a bearing support shall be tied to masonry backing or to wood framing
members with straps that are
Masonry veneer 75 mm or more in thickness and resting on a bearing support shall be tied to masonry backing or to wood framing
members with straps that area) corrosion-resistant,
b) not less than 0.76 mm thick,
c) not less than 22 mm wide,
d) shaped to provide a key with the mortar, and
e) spaced in accordance with Table 9.20.9.5.
| Table 9.20.9.5. Veneer Tie Spacing Forming part of Sentence 9.20.9.5.(1) | |
| Maximum Vertical Spacing, mm | Maximum Horizontal Spacing, mm |
| 400 | 800 |
| 500 | 600 |
| 600 | 400 |
2) Straps described in Sentence (1) that are fastened to wood framing members shall be
Straps described in Sentence (1) that are fastened to wood framing members shall bea) bent at a right angle within 6 mm from the fastener,
and
b) fastened with corrosion-resistant 3.18 mm diam
screws or spiral nails having a wood penetration of not less than 63 mm.
3) Masonry veneer individually supported by masonry or wood-frame backing shall be secured to the backing in conformance with Subsection 4.3.2.
Masonry veneer individually supported by masonry or wood-frame backing shall be secured to the backing in conformance with Subsection 4.3.2.9.20.9.6. Reinforcing for Glass Block
1) Glass block shall have horizontal joint reinforcement of 2 corrosion-resistant bars of not less than 3.76 mm diam or expanded metal
strips not less than 75 mm wide
Glass block shall have horizontal joint reinforcement of 2 corrosion-resistant bars of not less than 3.76 mm diam or expanded metal
strips not less than 75 mm widea) spaced at vertical intervals of not more than 600 mm for units 200 mm or less in height, and
b) installed in every horizontal joint for units higher than 200 mm.
2) Reinforcement required in Sentence (1) shall be lapped not less than 150 mm.
Reinforcement required in Sentence (1) shall be lapped not less than 150 mm. 9.20.10. Lateral Support
9.20.10.1. Lateral Support Required
1) Masonry walls shall be laterally supported by floor or roof construction or by intersecting masonry walls or buttresses.
2) The spacing of supports required in Sentence (1) shall be not more than
The spacing of supports required in Sentence (1) shall be not more thana) 20 times the wall thickness for all loadbearing walls and exterior non-loadbearing walls, and
b) 36 times the wall thickness for interior non-loadbearing walls.
3) In applying Sentence (2), the thickness of cavity walls shall be taken as the greater of
In applying Sentence (2), the thickness of cavity walls shall be taken as the greater ofa) two-thirds of the sum of the thicknesses of the wythes, or
b) the thickness of the thicker wythe.
4) Floor and roof constructions providing lateral support for walls as required in Sentence (1) shall be constructed to transfer lateral loads to walls or buttresses approximately at right angles to the
laterally supported walls.
9.20.11. Anchorage of Roofs, Floors and Intersecting Walls
9.20.11.1. Anchorage to Floor or Roof Assemblies where Masonry Walls Require Lateral Support
1) Where required to receive lateral support (see Subsection 9.20.10.), masonry walls shall be anchored to each
floor or roof assembly at maximum intervals of 2 m, except
that anchorage to floor joists not more than 1 m above grade may be omitted.
Where required to receive lateral support (see Subsection 9.20.10.), masonry walls shall be anchored to each
floor or roof assembly at maximum intervals of 2 m, except
that anchorage to floor joists not more than 1 m above grade may be omitted. 2) Anchors required in Sentence (1) shall be corrosion-resistant and be not less than the equivalent of 40 mm by 4.76 mm thick steel straps.
Anchors required in Sentence (1) shall be corrosion-resistant and be not less than the equivalent of 40 mm by 4.76 mm thick steel straps.
3) Anchors required in Sentence (1) shall be shaped to provide a mechanical key with the masonry and shall be
securely fastened to the horizontal support to develop the full strength
of the anchor.
Anchors required in Sentence (1) shall be shaped to provide a mechanical key with the masonry and shall be
securely fastened to the horizontal support to develop the full strength
of the anchor.
4) When joists are parallel to the wall, anchors required in Sentence (1) shall extend across not less than 3 joists.
When joists are parallel to the wall, anchors required in Sentence (1) shall extend across not less than 3 joists.
9.20.11.2. Bonding and Tying Intersecting Masonry Walls where Walls Require Lateral Support
1) Where required to provide lateral support, intersecting walls shall be bonded or tied together.
Where required to provide lateral support, intersecting walls shall be bonded or tied together.
2) Where bonding is used to satisfy the requirements of Sentence (1), 50 per cent of the adjacent masonry units in the intersecting wall, distributed uniformly over the height of the intersection, shall be embedded
in the laterally supported wall.
per cent of the adjacent masonry units in the intersecting wall, distributed uniformly over the height of the intersection, shall be embedded
in the laterally supported wall.
3) Where tying is used to satisfy the requirements of Sentence (1), the ties shall be
Where tying is used to satisfy the requirements of Sentence (1), the ties shall bea) corrosion-resistant metal,
b) equivalent to not less than 4.76 mm by 40 mm steel strapping,
c) spaced not more than 800 mm o.c. vertically, and
d) shaped at both ends to provide sufficient mechanical key to
develop the strength of the ties.
9.20.11.3. Anchoring Intersecting Wood-Frame Walls to Masonry Walls
1) Wood-frame walls shall be anchored to masonry walls that they intersect with not less than 4.76 mm diam corrosion-resistant
steel rods spaced not more than 900 mm o.c. vertically.
Wood-frame walls shall be anchored to masonry walls that they intersect with not less than 4.76 mm diam corrosion-resistant
steel rods spaced not more than 900 mm o.c. vertically.
2) Anchors required in Sentence (1) shall be fastened to the wood framing at one end and shaped to provide a
mechanical key at the other end to develop the strength of the anchor.
Anchors required in Sentence (1) shall be fastened to the wood framing at one end and shaped to provide a
mechanical key at the other end to develop the strength of the anchor.
9.20.11.4. Anchoring Wood-Frame Roof Systems to Masonry Walls
1) Except as permitted in Sentence (2), roof systems of wood-frame construction shall be anchored to exterior masonry walls by not less than 12.7 mm diam anchor bolts,
a) spaced not more than 2.4 m apart,
b) embedded not less than 90 mm into the masonry, and
c) fastened to a rafter plate of not less than 38 mm thick
lumber.
2) The roof system described in Sentence (1) is permitted to be anchored by nailing the wall furring strips to the side of the rafter plate.
The roof system described in Sentence (1) is permitted to be anchored by nailing the wall furring strips to the side of the rafter plate.
9.20.11.5. Anchoring Masonry Cornices, Sills and Trim to Masonry Walls
1) Cornices, sills or other trim of masonry material which project beyond the wall
face shall have not less than 65 per cent of their mass, but not less than 90 mm, within the wall or shall be adequately anchored to the
wall with corrosion-resistant anchors.
per cent of their mass, but not less than 90 mm, within the wall or shall be adequately anchored to the
wall with corrosion-resistant anchors.
9.20.11.6. Anchoring to Masonry Piers
1) Where anchor bolts are to be placed in the top of a masonry pier, the pier shall conform to the requirements of Sentence 9.15.2.3.(4) and shall be capped with concrete or reinforced masonry not less than 200 mm thick.
Where anchor bolts are to be placed in the top of a masonry pier, the pier shall conform to the requirements of Sentence 9.15.2.3.(4) and shall be capped with concrete or reinforced masonry not less than 200 mm thick.
9.20.12. Corbelling
9.20.12.1. Corbelling
1) All corbelling shall consist of solid units.
All corbelling shall consist of solid units. 2) The units referred to in Sentence (1) shall be corbelled so that the horizontal projection of any unit does not exceed 25 mm and the total projection does not
exceed one third of the total wall thickness.
The units referred to in Sentence (1) shall be corbelled so that the horizontal projection of any unit does not exceed 25 mm and the total projection does not
exceed one third of the total wall thickness.
9.20.12.2. Corbelling for Cavity Walls
1) Cavity walls of greater thickness than the foundation wall on which they rest shall not be corbelled but may project 25 mm over
the outer face of the foundation wall disregarding parging.
Cavity walls of greater thickness than the foundation wall on which they rest shall not be corbelled but may project 25 mm over
the outer face of the foundation wall disregarding parging.
2) Where the foundation wall referred to in Sentence (1) is unit masonry, it is permitted to be corbelled to meet flush with the inner face of
a cavity wall provided
Where the foundation wall referred to in Sentence (1) is unit masonry, it is permitted to be corbelled to meet flush with the inner face of
a cavity wall provideda) the projection of each course does not exceed half the height or one third the width of the corbelled unit, and
b) the total corbel does not exceed one third of the foundation wall thickness.
(See Appendix A.)9.20.12.3. Corbelling for Masonry Veneer
1) Masonry veneer resting on a bearing support shall not project more than 25 mm beyond the supporting base where the
veneer is not less than 90 mm thick, and 12 mm beyond the supporting base where the veneer is less than 90 mm thick.
Masonry veneer resting on a bearing support shall not project more than 25 mm beyond the supporting base where the
veneer is not less than 90 mm thick, and 12 mm beyond the supporting base where the veneer is less than 90 mm thick.
2) In the case of rough stone veneer, the projection, measured as the average projection of the stone units, shall not exceed one-third
the bed width beyond the supporting base.
In the case of rough stone veneer, the projection, measured as the average projection of the stone units, shall not exceed one-third
the bed width beyond the supporting base.
9.20.13. Control of Rainwater Penetration
9.20.13.1. Materials for Flashing
1) Materials used for flashing shall conform to Table 9.20.13.1.
Materials used for flashing shall conform to Table 9.20.13.1.| Table 9.20.13.1. Flashing Materials Forming part of Sentence 9.20.13.1.(1) | ||
| Material | Minimum Thickness, mm | |
| Exposed Flashing | Concealed Flashing | |
| Aluminum | 0.48 | — |
| Copper | 0.46 | 0.46 |
| Copper or aluminum laminated to felt or kraft paper | — | 0.05 |
| Galvanized steel | 0.33 | 0.33 |
| Lead sheet | 1.73 | 1.73 |
| Polyethylene | — | 0.50 |
| Roll roofing, Type S | — | standard |
| Zinc | 0.46 | 0.46 |
2) Aluminum flashing in contact with masonry or concrete shall be effectively coated or separated from the masonry or concrete by
an impervious membrane.
Aluminum flashing in contact with masonry or concrete shall be effectively coated or separated from the masonry or concrete by
an impervious membrane.
9.20.13.2. Fastening of Flashing
1) Fastening devices for flashing shall be corrosion-resistant and, where metal flashing is used, shall be compatible with the flashing
with respect to galvanic action.
Fastening devices for flashing shall be corrosion-resistant and, where metal flashing is used, shall be compatible with the flashing
with respect to galvanic action.
9.20.13.3. Location of Flashing
1) Flashing shall be installed in masonry and masonry veneer walls
Flashing shall be installed in masonry and masonry veneer wallsa) beneath jointed masonry window sills,
b) over the back and top of parapet walls,
c) over the heads of glass block panels,
d) beneath weep holes, and
e) over the heads of window or door openings in exterior walls when the vertical distance between the top of a window or door frame
and the bottom edge of the eave exceeds one-quarter of the horizontal
eave overhang.
9.20.13.4. Extension of Flashing
1) When installed beneath jointed masonry window sills or over the heads of openings, flashing shall extend from the front edge of
the masonry up behind the sill or lintel.
When installed beneath jointed masonry window sills or over the heads of openings, flashing shall extend from the front edge of
the masonry up behind the sill or lintel.
9.20.13.5. Flashing for Weep Holes in Masonry/Masonry Walls
1) Flashing beneath weep holes in cavity walls and masonry veneer/masonry backing walls shall
Flashing beneath weep holes in cavity walls and masonry veneer/masonry backing walls shalla) be bedded not less than 25 mm in the inside wythe,
b) extend to not less than 5 mm beyond the outer face
of the building element below the flashing, and
c) be installed with a nominally horizontal slope toward the outside
wythe.
9.20.13.6. Flashing for Weep Holes in Masonry Veneer
1) Flashing beneath weep holes in masonry veneer over masonry backing walls shall conform to the flashing requirements for cavity walls and masonry veneer/masonry backing walls in Article 9.20.13.5.
Flashing beneath weep holes in masonry veneer over masonry backing walls shall conform to the flashing requirements for cavity walls and masonry veneer/masonry backing walls in Article 9.20.13.5.2) Flashing beneath weep holes in masonry veneer over wood-frame walls shall be installed so that it extends from a point not less
than 5 mm beyond the outer face of the building element below the flashing to a point 150 mm up the wood-frame wall.
Flashing beneath weep holes in masonry veneer over wood-frame walls shall be installed so that it extends from a point not less
than 5 mm beyond the outer face of the building element below the flashing to a point 150 mm up the wood-frame wall. 3) Where the frame wall is sheathed with a sheathing membrane, a non-wood-based rigid exterior insulating sheathing or a semi-rigid
insulating sheathing with an integral sheathing membrane, the flashing
shall be installed behind the sheathing membrane or insulating sheathing.
Where the frame wall is sheathed with a sheathing membrane, a non-wood-based rigid exterior insulating sheathing or a semi-rigid
insulating sheathing with an integral sheathing membrane, the flashing
shall be installed behind the sheathing membrane or insulating sheathing.
4) Flashing described in Sentence (2) is permitted to conform to the requirements for concealed flashing in Table 9.20.13.1.
Flashing described in Sentence (2) is permitted to conform to the requirements for concealed flashing in Table 9.20.13.1.9.20.13.7. Flashing Joints
1) Joints in flashing shall be made watertight.
Joints in flashing shall be made watertight. 9.20.13.8. Required Weep Holes
1) Weep holes spaced not more than 800 mm apart shall be provided at the bottom of
Weep holes spaced not more than 800 mm apart shall be provided at the bottom ofa) cavities in cavity walls, and
b) cavities or air spaces in masonry veneer walls.
2) The cavities or air spaces described in Sentence (1) shall include those above lintels over window and door openings required to be flashed in conformance with Article 9.20.13.3.
The cavities or air spaces described in Sentence (1) shall include those above lintels over window and door openings required to be flashed in conformance with Article 9.20.13.3.9.20.13.9. Protection of Interior Finish
1) Except as provided in Sentence (3), where the interior finish of the exterior walls of a building is a type that may be damaged by moisture, exterior masonry walls, other than cavity walls or walls that are protected for their full height by a roof of a carport or porch, shall be covered on the interior surface with sheathing
membrane conforming to CAN/CGSB-51.32-M, “Sheathing, Membrane, Breather Type,” lapped not less than 100 mm at the joints.
Except as provided in Sentence (3), where the interior finish of the exterior walls of a building is a type that may be damaged by moisture, exterior masonry walls, other than cavity walls or walls that are protected for their full height by a roof of a carport or porch, shall be covered on the interior surface with sheathing
membrane conforming to CAN/CGSB-51.32-M, “Sheathing, Membrane, Breather Type,” lapped not less than 100 mm at the joints.
2) In situations described in Sentence (1), flashing shall be provided where water will accumulate, to lead it to the exterior.
In situations described in Sentence (1), flashing shall be provided where water will accumulate, to lead it to the exterior.
3) Where insulation that effectively limits the passage of water is applied by a waterproof adhesive or mortar directly to parged masonry,
the requirements for sheathing membrane in Sentence (1) do not apply. (See Appendix A.)
Where insulation that effectively limits the passage of water is applied by a waterproof adhesive or mortar directly to parged masonry,
the requirements for sheathing membrane in Sentence (1) do not apply. (See Appendix A.)9.20.13.10. Mortar Droppings
1) Cavity walls shall be constructed so that mortar droppings are prevented from forming a bridge to allow
the passage of rain water across the cavity.
Cavity walls shall be constructed so that mortar droppings are prevented from forming a bridge to allow
the passage of rain water across the cavity.
9.20.13.11. Caulking at Door and Window Frames
1) The junction of door and window frames with masonry shall be caulked in conformance with Subsection 9.27.4.
The junction of door and window frames with masonry shall be caulked in conformance with Subsection 9.27.4.9.20.13.12. Drips beneath Window Sills
1) Where no flashing is installed beneath window sills, such sills shall be provided with a drip not less than 25 mm from
the wall surface.
Where no flashing is installed beneath window sills, such sills shall be provided with a drip not less than 25 mm from
the wall surface.
9.20.14. Protection during Work
9.20.14.1. Laying Temperature of Mortar and Masonry
1) Mortar and masonry shall be maintained at a temperature not below 5°C during installation and for not less than 48 h after installation.
Mortar and masonry shall be maintained at a temperature not below 5°C during installation and for not less than 48 h after installation.
2) No frozen material shall be used in mortar mix.
No frozen material shall be used in mortar mix. 9.20.14.2. Protection from Weather
1) The top surface of uncompleted masonry exposed to the weather shall be completely
covered with a waterproofing material when construction is not in progress.
9.20.15. Reinforcement for Earthquake Resistance
9.20.15.1. Amount of Reinforcement
1) Where reinforcement is required in this Section, masonry walls shall be reinforced horizontally and vertically with steel having
a total cross-sectional area of not less than 0.002 times the horizontal
cross-sectional area of the wall, so that not less than one-third
of the required steel area is installed either horizontally or vertically
and the remainder in the other direction.
Where reinforcement is required in this Section, masonry walls shall be reinforced horizontally and vertically with steel having
a total cross-sectional area of not less than 0.002 times the horizontal
cross-sectional area of the wall, so that not less than one-third
of the required steel area is installed either horizontally or vertically
and the remainder in the other direction.
9.20.15.2. Installation Standard
1) Where reinforcement for masonry is required in this Section, it shall be installed in conformance with the requirements for reinforced
masonry as contained in CAN/CSA-A371, “Masonry Construction for Buildings.”
Where reinforcement for masonry is required in this Section, it shall be installed in conformance with the requirements for reinforced
masonry as contained in CAN/CSA-A371, “Masonry Construction for Buildings.”9.20.16. Corrosion Resistance
9.20.16.1. Corrosion Resistance of Connectors
1) Carbon steel connectors required to be corrosion-resistant shall be galvanized to at least the minimum standards in Table 9.20.16.1.
Carbon steel connectors required to be corrosion-resistant shall be galvanized to at least the minimum standards in Table 9.20.16.1.| Table 9.20.16.1. Minimum Requirements for Galvanizing Forming part of Sentence 9.20.16.1.(1) | ||
| Connector Material | ASTM Standard | Coating Class or Thickness |
| Wire ties and continuous reinforcing (hot-dipped galvanizing) |
A 153/A 153M |
Class B2 or 458 g/m2 |
| Hardware and bolts |
A 153/A 153M |
See A 153/A 153M |
|
Strip, plate, bars and rolled sections (not less than 3.18 mm thick) |
A 123/A 123M |
610 g/m2 |
|
Sheet (less than 3.18 mm thick) |
A 123/A 123M |
305 g/m2 on material 0.76 mm thick(1) |
| Notes to Table 9.20.16.1.: | |
|
|
|
| (1) | ASTM A 123/A 123M does not apply to metal less than 3.18 mm thick. Galvanizing coatings may be interpolated for thicknesses between 3.18 mm and 0.76 mm. |
9.20.17. Above-Ground Flat Insulating Concrete Form Walls
9.20.17.1. Thickness of Flat Insulating Concrete Form Walls
1) The thickness of the concrete in flat insulating concrete form walls not in contact with the ground shall be
The thickness of the concrete in flat insulating concrete form walls not in contact with the ground shall bea) not less than 140 mm, and
b) constant for the entire height of the wall.
9.20.17.2. Reinforcement for Flat Insulating Concrete Form Walls
1) Horizontal reinforcement in above-grade flat insulating concrete form walls shall
Horizontal reinforcement in above-grade flat insulating concrete form walls shalla) consist of
i) one 10M bar placed not more than 300 mm from the
top of the wall, and
ii) 10M bars at 600 mm o.c., and
b) be placed in the middle third of the wall section.
2) Vertical reinforcement in above-grade flat insulating concrete form walls shall
Vertical reinforcement in above-grade flat insulating concrete form walls shalla) consist of 10M bars at 400 mm o.c., and
b) be placed in the middle third of the wall section.
3) Vertical reinforcement required by Sentence (2) and interrupted by wall openings shall be placed not more than 600 mm from each side of the opening.
Vertical reinforcement required by Sentence (2) and interrupted by wall openings shall be placed not more than 600 mm from each side of the opening.
9.20.17.3. Openings in Non-Loadbearing Flat Insulating Concrete Form Walls
1) No openings shall occur within 1 200 mm of interior and exterior corners of exterior non-loadbearing flat insulating concrete form walls.
No openings shall occur within 1 200 mm of interior and exterior corners of exterior non-loadbearing flat insulating concrete form walls. 2) Portions of walls above openings in non-loadbearing flat insulating concrete form walls shall have a minimum depth of concrete of no less than 200 mm across
the width of the opening.
Portions of walls above openings in non-loadbearing flat insulating concrete form walls shall have a minimum depth of concrete of no less than 200 mm across
the width of the opening.
3) Openings that are more than 600 mm but not more than 3 000 mm in width in non-loadbearing flat insulating concrete form walls shall be reinforced at the top and bottom with one 10M bar.
Openings that are more than 600 mm but not more than 3 000 mm in width in non-loadbearing flat insulating concrete form walls shall be reinforced at the top and bottom with one 10M bar.
4) Openings more than 3 000 mm in width in non-loadbearing flat insulating concrete form walls shall be reinforced on all four sides with two 10M bars.
Openings more than 3 000 mm in width in non-loadbearing flat insulating concrete form walls shall be reinforced on all four sides with two 10M bars.
5) Reinforcing bars described in Sentences (3) and (4) shall extend 600 mm beyond the edges of the opening.
Reinforcing bars described in Sentences (3) and (4) shall extend 600 mm beyond the edges of the opening.
6) The cumulative width of openings in non-loadbearing flat insulating concrete form walls shall not make up more than 70 per cent of the length of any wall.
per cent of the length of any wall.
9.20.17.4. Openings in Loadbearing Flat Insulating Concrete Form Walls
1) No openings shall occur within 1 200 mm of interior and exterior corners of exterior loadbearing flat insulating concrete form walls.
No openings shall occur within 1 200 mm of interior and exterior corners of exterior loadbearing flat insulating concrete form walls.2) In loadbearing flat insulating concrete form walls, lintels shall be provided over all openings wider than 900 mm.
In loadbearing flat insulating concrete form walls, lintels shall be provided over all openings wider than 900 mm.
3) Lintels described in Sentence (2) shall be constructed in accordance with Tables A-17, A-18 or A-19
Lintels described in Sentence (2) shall be constructed in accordance with Tables A-17, A-18 or A-194) Lintels described in Sentence (2) over openings wider than 1 200 mm shall be reinforced for shear with 10M stirrups at a maximum spacing of half the distance
from the bottom reinforcing bar to the top of the lintel.
Lintels described in Sentence (2) over openings wider than 1 200 mm shall be reinforced for shear with 10M stirrups at a maximum spacing of half the distance
from the bottom reinforcing bar to the top of the lintel.
9.20.17.5. Framing Supported on Flat Insulating Concrete Form Walls
1) Floor joists supported on the side of flat insulating concrete form walls shall be supported with joist hangers secured to wood ledger
boards.
Floor joists supported on the side of flat insulating concrete form walls shall be supported with joist hangers secured to wood ledger
boards.
2) The ledger boards referred to in Sentence (1) shall be not less than
The ledger boards referred to in Sentence (1) shall be not less thana) 38 mm thick, and
b) the depth of the floor joists.
3) Anchor bolts shall be used to secure ledger boards to flat insulating concrete form walls and shall be
Anchor bolts shall be used to secure ledger boards to flat insulating concrete form walls and shall bea) embedded in the wall to a depth not less than 100 mm, and
b) spaced in accordance with Table 9.20.17.5.
4) Floor joists and building frames supported on the top of flat insulating concrete form walls shall
be anchored in conformance with Article 9.23.6.1.
Floor joists and building frames supported on the top of flat insulating concrete form walls shall
be anchored in conformance with Article 9.23.6.1.| Table 9.20.17.5. Maximum Anchor Bolt Spacing for the Connection of Floor Ledgers to Flat Insulating Concrete Form Walls Forming part of Sentence 9.20.17.5.(3) | ||
| Maximum Clear Floor Span, m | Maximum Anchor Bolt Spacing, mm | |
| Staggered 12.7 mm Diameter Anchor Bolts | Staggered 16 mm Diameter Anchor Bolts | |
| 2.44 | 450 | 500 |
| 3.0 | 400 | 450 |
| 4.0 | 300 | 400 |
| 5.0 | 275 | 325 |
9.20.17.6. Anchoring of Roof Framing to the Top of Flat Insulating Concrete Form Walls
1) Roof framing supported on the top of flat insulating concrete form walls shall be fixed to the top plates, which shall be anchored
to the wall with anchor bolts
Roof framing supported on the top of flat insulating concrete form walls shall be fixed to the top plates, which shall be anchored
to the wall with anchor boltsa) not less than 12.7 mm in diameter, and
b) spaced at not more than 1 200 mm o.c.
2) The anchor bolts described in Sentence (1) shall be placed in the centre of the flat insulating concrete form wall and shall be embedded no less than 100 mm into the concrete.
The anchor bolts described in Sentence (1) shall be placed in the centre of the flat insulating concrete form wall and shall be embedded no less than 100 mm into the concrete.
3) Attachment of roof framing to wood top plates shall be in accordance with Table 9.23.3.4.
Attachment of roof framing to wood top plates shall be in accordance with Table 9.23.3.4.9.20.17.7. Protection from Precipitation and Damage
1) Above-ground flat insulating concrete form walls shall be protected from precipitation and damage in conformance with Section 9.27.
Above-ground flat insulating concrete form walls shall be protected from precipitation and damage in conformance with Section 9.27.