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
b) 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.
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.
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.
1) Masonry units shall comply with
a)ASTM C 126, “Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units,”
b)ASTM C 212, “Structural Clay Facing Tile,”
c)CAN/CSA-A82.1-M, “Burned Clay Brick (Solid Masonry Units Made from Clay or Shale),”
d)CSA A82.3-M, “Calcium Silicate (Sand-Lime) Building Brick,”
e)CSA A82.4-M, “Structural Clay Load-Bearing Wall Tile,”
f)CSA A82.5-M, “Structural Clay Non-Load-Bearing Tile,”
g)CAN3-A82.8-M, “Hollow Clay Brick,”
h)CSA A165.1, “Concrete Block Masonry Units,”
i)CSA A165.2, “Concrete Brick Masonry Units,”
j)CSA A165.3, “Prefaced Concrete Masonry Units,” or
k)CAN3-A165.4-M, “Autoclaved Cellular Units.”
1) Used bricks shall be free of old mortar, soot or other
surface coating and shall conform to Article 9.20.2.1.
1) Glass blocks shall not be used as loadbearing units or in the construction of fireplaces or chimneys.
1) Masonry made with cellular concrete shall not be used
in contact with the soil or exposed to the weather.
1) Stone shall be sound and resistant to deterioration.
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 CSA A165.1, “Concrete Block
Masonry Units.”
1) 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 |
1) Cementitious materials and aggregates for mortar
and grout shall comply with CSA
A179, “Mortar and Grout for Unit Masonry.”
2) Water and aggregate shall be clean and free of
significant amounts of deleterious materials.
3) 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.
1) Mortar types shall be in accordance with Table 9.20.3.2.
2) Mortar for glass block masonry shall be
a)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., 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., 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
a)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.
7) Grout used for reinforced masonry shall be placed
in accordance with the requirements of 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 |
1) 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.
1) Solid masonry units shall be laid with full head and
bed joints.
1) 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
a)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.
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.)
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.
1) 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
a)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 | Maximum Allowable Spans, m | ||||
|---|---|---|---|---|---|
| Vertical Leg | Horizontal Leg | Thickness | Supporting 75 mm Brick |
Supporting 90 mm Brick |
Supporting 100 mm Stone |
| 90 | 75 | 6 | 2.55 | — | — |
| 90 | 90 | 6 | 2.59 | 2.47 | 2.30 |
| 100 | 90 | 6 | 2.79 | 2.66 | 2.48 |
| 125 | 90 | 8 | 3.47 | 3.31 | 3.08 |
| 125 | 90 | 10 | 3.64 | 3.48 | 3.24 |
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.
4) Steel angle lintels supporting masonry shall be prime
painted or otherwise protected from corrosion.
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.
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.
3) In exterior walls composed of more than one wythe,
each wythe shall be not less than 90 mm thick.
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.
2) The width of a cavity in a cavity wall shall be not less than 50 mm or 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.
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).
2) The thickness of interior non-loadbearing walls shall be
a)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.
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.
2) 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.
4) Masonry veneer shall conform to Subsection 4.3.2., where the masonry units are required to be
individually supported by the structural backing.
1) 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.
1) Slab and panel facings of precast concrete and natural
or artifical stone shall conform to Subsection 4.3.2.
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.
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.
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.
1) Chases and recesses shall be not less than
a)4 times the wall thickness apart, measured from centre to centre, and
b)600 mm away from any pilaster, cross wall, buttress or other vertical element providing required lateral support for the wall.
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.
1) Chases and recesses shall not be cut into walls made
with hollow units after the masonry units are in place.
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.
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.
1) 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.
3) Roof and ceiling framing members bearing on cavity walls shall be supported on
a)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.
1) 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.
3) The length of end bearing of floor, roof or ceiling
joists supported on masonry shall be not less than 40 mm.
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.
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).
3) 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.
5) Unit masonry pilasters required in Sentence (1) shall be not less than 100 mm by 290 mm.
1) Masonry veneer of hollow units resting on a bearing
support shall not project more than
a)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.
3) 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.
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.
2) Where joints in the reinforcing referred to in Sentence (1) occur, the bars shall be lapped not less than 150 mm.
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.
1) Where wythes are bonded together with masonry units,
the bonding units shall comprise not less than 4% 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.
3) Units described in Sentence (1) shall extend not less than 90 mm into adjacent wythes.
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).
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.
3) Metal ties of the individual rod type shall
a)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
a)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.
6) Ties described in Sentence (5) shall be
a)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.
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.
9) Within 300 mm of any openings, the ties described in
Sentence (7) shall be spaced not more than 900 mm apart.
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
a)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
a)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.
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
a)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.
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
a)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
a)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.
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.
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.
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.
4) When joists are parallel to the wall, anchors required
in Sentence (1) shall extend across not less than 3 joists.
1) 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% 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
a)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.
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.
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.
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.
1) Cornices, sills or other trim of masonry material
which project beyond the wall face shall have not less than 65%
of their mass, but not less than 90 mm, within the wall or shall
be adequately anchored to the wall with corrosion-resistant
anchors.
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.
1) 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.
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.
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
a)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.)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.
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.
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.
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.
1) Flashing shall be installed in masonry and masonry
veneer walls
a)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.
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.
1) Flashing beneath weep holes in cavity walls and masonry veneer/masonry backing walls shall
a)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.
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.
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.
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.
4) Flashing described in Sentence (2) is permitted to conform to the requirements for concealed
flashing in Table 9.20.13.1.
1) Joints in flashing shall be made watertight.
1) Weep holes spaced not more than 800 mm apart shall be
provided at the bottom of
a)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.
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.
2) 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.)
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.
1) The junction of door and window frames with masonry
shall be caulked in conformance with Subsection 9.27.4.
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.
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.
2) No frozen material shall be used in mortar mix.
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.
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.
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 CSA A371, “Masonry
Construction for Buildings.”
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. |
1) The thickness of the concrete in flat insulating
concrete form walls not in contact with the ground shall be
a)not less than 140 mm, and
b)constant for the entire height of the wall.
1) Horizontal reinforcement in above-grade flat
insulating concrete form walls shall
a)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
a)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.
1) 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.
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.
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.
5) 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% of the length of any wall.
1) In loadbearing flat insulating concrete form walls, lintels shall be provided over all openings wider than 900
mm.
2) Lintels described in Sentence (1) shall be constructed in accordance with
Tables A-17, A-18 or A-19.
3) Lintels described in Sentence (1) 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.
1) 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
a)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
a)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.
| 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 |
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
a)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.
3) Attachment of roof framing to wood top plates
shall be in accordance with Table 9.23.3.4.
1) Above-ground flat insulating concrete form walls
shall be protected from precipitation and damage in
conformance with Section 9.27.