jswizzle3737/ontario_laws_and_regs huggingface dataset:
Notes to Table 9.15.4.2.B.: 
9.16.1.1. Application (1) This Section applies to floors that are supported on ground or granular fill and that do not provide structural support for the superstructure.
Notes to Table 9.15.4.2.B.: 
9.16.1.2. Structural Floor Slabs (1) Floors-on-ground that support loads from the superstructure shall be designed in conformance with Part 4.
Notes to Table 9.15.4.2.B.: 
9.16.1.3. Required Floors-on-Ground (1) All spaces within dwelling units, except crawl spaces, shall be provided with a floor-on-ground, where, (a) access is provided to the space, and (b) a floor supported by the structure is not provided.
Notes to Table 9.15.4.2.B.: 
9.16.1.4. Dampproofing and Waterproofing (1) Dampproofing and waterproofing shall conform to Section 9.13. 9.16.2. Material Beneath Floors
Notes to Table 9.15.4.2.B.: 
9.16.2.1. Required Installation of Granular Fill (1) Except as provided in Sentence (2), not less than 100 mm of coarse clean granular material containing not more than 10% of material that will pass a 4 mm sieve shall be placed beneath floors-on-ground. (2) Granular material need not be installed under, (a) slabs in garages, carports or accessory buildings, or (b) buildings of industrial occupancy where the nature of the process contained in the occupancy permits or requires the use of large openings in the building envelope even during the winter.
Notes to Table 9.15.4.2.B.: 
9.16.2.2. Support of Floors (1) Material that is susceptible to changes in volume due to variations in moisture content or chemical-microbiological oxidation shall not be used as fill beneath floors-on-ground in a concentration that will damage the building to a degree that would adversely affect its stability or the performance of assemblies separating dissimilar environments. (2) Material that is susceptible to changes in volume due to freezing shall not be used as fill beneath floors-on-ground that will be subjected to freezing temperatures. (3) Except as provided in Sentence (4), fill beneath floors-on-ground shall be compacted. (4) Fill beneath floors-on-ground need not be compacted where the material is clean coarse aggregate containing not more than 10% of material that will pass a 4 mm sieve. 9.16.3. Drainage
Notes to Table 9.15.4.2.B.: 
9.16.3.1. Control of Water Ingress (1) Except as provided in Article 9.16.3.2. or where it can be shown to be unnecessary, ingress of water underneath a floor-on-ground shall be prevented by grading or drainage.
Notes to Table 9.15.4.2.B.: 
9.16.3.2. Hydrostatic Pressure (1) Where groundwater levels may cause hydrostatic pressure beneath a floor-on-ground, the floor-on-ground shall be, (a) a cast-in-place concrete slab, and (b) designed to resist such pressures.
Notes to Table 9.15.4.2.B.: 
9.16.3.3. Floor Drains (1) When floor drains are required, the floor surface shall be sloped so that no water can accumulate. 9.16.4. Concrete
Notes to Table 9.15.4.2.B.: 
9.16.4.1. Surface Finish (1) The finished surface of concrete floor slabs shall be trowelled smooth and even. (2) Dry cement shall not be added to the floor surfaces to absorb surplus water.
Notes to Table 9.15.4.2.B.: 
9.16.4.2. Topping Course (1) Where a topping course is provided for a concrete floor slab, it shall consist of 1 part cement to 2.5 parts clean, well graded sand by volume, with a water/cement ratio approximately equal to that of the base slab. (2) When concrete topping is provided it shall not be less than 20 mm thick.
Notes to Table 9.15.4.2.B.: 
9.16.4.3. Thickness (1) Concrete slabs shall be not less than 75 mm thick exclusive of concrete topping.
Notes to Table 9.15.4.2.B.: 
9.16.4.4. Bond Break (1) A bond-breaking material shall be placed between the slab and footings or rock.
Notes to Table 9.15.4.2.B.: 
9.16.4.5. Compressive Strength (1) Where dampproofing is not provided the concrete used for floors-on-ground shall have a compressive strength of not less than 25 MPa after 28 days. (2) Where dampproofing is provided as described in Article 9.13.2.7., the concrete used for floors-on-ground shall have a compressive strength of not less than 15 MPa after 28 days. 9.16.5. Wood
Notes to Table 9.15.4.2.B.: 
9.16.5.1. Wood Frame Floors (1) Floors-on-ground constructed of wood shall conform to CAN/CSA-S406, “Construction of Preserved Wood Foundations”. Section 9.17. Columns 9.17.1. Scope
Notes to Table 9.15.4.2.B.: 
9.17.1.1. Application (1) This Section applies to columns used to support, (a) beams carrying loads from not more than 2 wood frame floors where, (i) the supported length of joists bearing on such beams does not exceed 5 m, and (ii) the live load on any floor does not exceed 2.4 kPa, (b) beams or header joists carrying loads from not more than 2 levels of wood frame balconies, decks or other accessible exterior platforms, or 1 level and the roof, where, (i) the supported length of joists bearing on such beams or joists does not exceed 5 m, (ii) the sum of the specified snow load and the load due to use and occupancy does not exceed 4.8 kPa, and (iii) the platform serves only a single suite of residential occupancy, or (iv) Revoked: O. Reg. 503/09, s. 160. (c) carport roofs. (2) Columns for applications other than as described in Sentence (1) shall be designed in accordance with Part 4. 9.17.2. General
Notes to Table 9.15.4.2.B.: 
9.17.2.1. Location (1) Columns shall be centrally located on a footing conforming to Section 9.15.
Notes to Table 9.15.4.2.B.: 
9.17.2.2. Lateral Support  (1) Columns shall be securely fastened to the supported member to reduce the likelihood of lateral differential movement between the column and the supported member. (2) Except as permitted by Sentence (3), columns shall be laterally supported, (a) directly, or (b) by connection to the supported members. (3) Columns need not be provided with lateral support as described in Sentence (2) where, (a) the length of the columns are not more than 600 mm measured from the finished ground to the underside of the supported member, and (b) the columns support a deck with no superstructure. 9.17.3. Steel Columns
Notes to Table 9.15.4.2.B.: 
9.17.3.1. Size and Thickness (1) Except as permitted in Sentence (2), steel pipe columns shall have an outside diameter of not less than 73 mm and a wall thickness of not less than 4.76 mm. (2) Columns of sizes other than as specified in Sentence (1) are permitted to be used where the loadbearing capacities are shown to be adequate.
Notes to Table 9.15.4.2.B.: 
9.17.3.2. End Bearing Plates (1) Except as permitted in Sentence (2), steel columns shall be fitted with not less than 100 mm by 100 mm by 6.35 mm thick steel plates at each end, and where the column supports a wooden beam, the top plate shall extend across the full width of the beam. (2) The top plate required in Sentence (1) need not be provided where a column supports a steel beam and provision is made for the attachment of the column to the beam.
Notes to Table 9.15.4.2.B.: 
9.17.3.3. Paint (1) Exterior steel columns susceptible to corrosion shall be treated on the outside surface with at least one coat of rust-inhibitive paint.
Notes to Table 9.15.4.2.B.: 
9.17.3.4. Design of Adjustable Steel Columns (1) Where the imposed load does not exceed 36 kN, adjustable steel columns shall conform to CAN/CGSB-7.2, “Adjustable Steel Columns”. (2) Adjustable steel columns other than those described in Sentence (1) shall be designed in accordance with Part 4. 9.17.4. Wood Columns
Notes to Table 9.15.4.2.B.: 
9.17.4.1. Column Sizes (1) The width or diameter of a wood column shall be not less than the width of the supported member. (2) Except as provided in Article 9.35.4.2., columns shall be not less than 184 mm for round columns and 140 mm by 140 mm for rectangular columns, unless calculations are provided to show that lesser sizes are adequate.
Notes to Table 9.15.4.2.B.: 
9.17.4.2. Materials (1) Wood columns shall be either solid, glue-laminated or built-up. (2) Built-up columns shall consist of not less than 38 mm thick full-length members, (a) bolted together with not less than 9.52 mm diam bolts spaced not more than 450 mm o.c., or (b) nailed together with not less than 76 mm nails spaced not more than 300 mm o.c. (3) Glued-laminated columns shall conform to Section 4.3.
Notes to Table 9.15.4.2.B.: 
9.17.4.3. Columns in Contact with Concrete (1) Wood columns shall be separated from concrete in contact with the ground by 0.05 mm polyethylene film or Type S roll roofing.
Notes to Table 9.15.4.2.B.: 
9.17.4.4. Wood Column Termite Protection (1) Where termites are known to exist, exterior wood columns such as porch supports shall be, (a) pressure-treated with a chemical that is toxic to such termites, in accordance with Article 9.3.2.9., or (b) supported on non-cellulosic material extending not less than 150 mm above grade and located not less than 50 mm from the exterior wall of an adjacent building. 9.17.5. Unit Masonry Columns
Notes to Table 9.15.4.2.B.: 
9.17.5.1. Materials (1) Unit masonry columns shall be built of masonry units, (a) conforming to CSA A165.1, “Concrete Block Masonry Units”, and (b) have a compressive strength over the net area of the block of not less than 15 MPa.
Notes to Table 9.15.4.2.B.: 
9.17.5.2. Sizes (1) Unit masonry columns shall be not less than 290 mm by 290 mm or 240 mm by 380 mm in size. 9.17.6. Solid Concrete Columns
Notes to Table 9.15.4.2.B.: 
9.17.6.1. Materials (1) Concrete shall conform to Section 9.3.
Notes to Table 9.15.4.2.B.: 
9.17.6.2. Sizes (1) Concrete columns shall be not less than 200 mm by 200 mm for rectangular columns and 230 mm diam for circular columns. Section 9.18. Crawl Spaces 9.18.1. General
Notes to Table 9.15.4.2.B.: 
9.18.1.1. Application (1) In this Section, a crawl space refers to an enclosed space between the underside of a floor assembly and the ground cover directly below, with a clearance less than 1 800 mm in height.
Notes to Table 9.15.4.2.B.: 
9.18.1.2. Foundations (1) Foundations enclosing crawl spaces shall conform to Section 9.15.
Notes to Table 9.15.4.2.B.: 
9.18.1.3. Heated and Unheated Crawl Spaces (1) Crawl spaces shall be considered to be heated where the space, (a) is used as a hot air plenum, (b) contains heating ducts or heating pipes that are not sealed and insulated to minimize heat loss to the space, or (c) is not separated from heated space in accordance with Section 9.25. (2) Heating of heated crawl spaces shall conform to Section 9.33. (3) Insulation, an air barrier system and a vapour barrier shall be installed in the walls of heated crawl spaces in accordance with Section 9.25. 9.18.2. Access
Notes to Table 9.15.4.2.B.: 
9.18.2.1. Access Openings (1) An access opening of not less than 500 mm by 700 mm shall be provided to each crawl space where the crawl space serves a single dwelling unit, and not less than 550 mm by 900 mm for other crawl spaces. (2) Access openings shall be fitted with a door or hatch, except when the crawl space is heated and the access opening into the crawl space is from the adjacent heated space. 9.18.3. Ventilation
Notes to Table 9.15.4.2.B.: 
9.18.3.1. Ventilation of Unheated Crawl Spaces (1) Unheated crawl spaces shall be ventilated by natural or mechanical means. (2) Where an unheated crawl space is ventilated by natural means, ventilation shall be provided to the outside air by not less than 0.1 m² of unobstructed vent area for every 50 m² of floor area. (3) Vents shall be, (a) uniformly distributed on opposite sides of the building, and (b) designed to prevent the entry of snow, rain and insects.
Notes to Table 9.15.4.2.B.: 
9.18.3.2. Ventilation of Heated Crawl Spaces (1) Heated crawl spaces shall be ventilated in accordance with Section 9.32. 9.18.4. Clearance
Notes to Table 9.15.4.2.B.: 
9.18.4.1. Access Way to Services (1) Where equipment requiring service such as plumbing cleanouts, traps and burners is located in crawl spaces, an access way with a height and width of not less than 600 mm shall be provided from the access door to the equipment and for a distance of 900 mm on the side or sides of the equipment to be serviced. 9.18.5. Drainage
Notes to Table 9.15.4.2.B.: 
9.18.5.1. Drainage (1) Except where it can be shown to be unnecessary, the ingress of water into a crawl space shall be controlled by grading or drainage. (2) Drainage of foundation walls shall conform to Article 9.14.2.1. (3) Drainage of the ground cover or floor-on-ground in the crawl space shall conform to Subsection 9.16.3. (4) Drains shall conform to Section 9.14. 9.18.6. Ground Cover
Notes to Table 9.15.4.2.B.: 
9.18.6.1. Ground Cover in Unheated Crawl Spaces (1) Where a crawl space is unheated, a ground cover shall be provided consisting of not less than, (a) 50 mm of asphalt paving material, (b) 100 mm of 15 MPa Portland cement concrete, (c) Type S roll roofing, or (d) 0.10 mm polyethylene. (2) Joints in sheet-type ground cover required in Sentence (1) shall be lapped not less than 100 mm and weighted down.
Notes to Table 9.15.4.2.B.: 
9.18.6.2. Ground Cover in Heated Crawl Spaces (1) Where a crawl space is heated, a ground cover consisting of not less than 0.15 mm polyethylene sheet conforming to CAN/CGSB-51.34-M, “Vapour Barrier, Polyethylene Sheet, for Use in Building Construction”, shall be provided. (2) The ground cover required in Sentence (1) shall, (a) have its joints lapped not less than 300 mm, and sealed and weighted down, or (b) be covered with a concrete skim coat not less than 50 mm thick. (3) The perimeter of the ground cover required in Sentence (1) shall be sealed to the foundation wall. 9.18.7. Fire Protection
Notes to Table 9.15.4.2.B.: 
9.18.7.1. Crawl Spaces as Warm Air Plenums (1) Only crawl spaces under 1-storey portions of dwelling units shall be used as warm-air plenums. (2) Enclosing material in crawl spaces described in Sentence (1) including insulation shall have a surface flame-spread rating not greater than 150. (3) Combustible ground cover used as enclosing material in Sentence (2) shall be covered with noncombustible material. Section 9.19. Roof Spaces 9.19.1. Venting
Notes to Table 9.15.4.2.B.: 
9.19.1.1. Required Venting (1) Except where it can be shown to be unnecessary, where insulation is installed between a ceiling and the underside of the roof sheathing, a space shall be provided between the insulation and the sheathing, and vents shall be installed to permit the movement of air from the space to the exterior.
Notes to Table 9.15.4.2.B.: 
9.19.1.2. Vent Requirements (1) Except as provided in Sentence (2), the unobstructed vent area shall be not less than 1/300 of the insulated ceiling area. (2) Where the roof slope is less than 1 in 6 or in roofs that are constructed with roof joists, the unobstructed vent area shall be not less than 1/150 of the insulated ceiling area. (3) Required vents are permitted to be roof type, eave type, gable-end type or any combination of them, and shall be distributed, (a) uniformly on opposite sides of the building, (b) with not less than 25% of the required openings located at the top of the space, and (c) with not less than 25% of the required openings located at the bottom of the space. (4) Except where each roof joist space referred to in Sentence (2) is separately vented, roof joist spaces shall be interconnected by installing purlins not less than 38 mm by 38 mm on the top of the roof joists. (5) Vents shall comply with CAN3-A93-M, “Natural Airflow Ventilators for Buildings”.
Notes to Table 9.15.4.2.B.: 
9.19.1.3. Clearances (1) Except as provided in Sentence (2), where venting is provided to a roof joist space, not less than 63 mm of space shall be provided between the top of the insulation and the underside of the roof sheathing. (2) Where venting is provided at the junction of sloped roofs and exterior walls and where preformed baffles are used to contain the insulation, the baffles shall, (a) provide an unobstructed air space between the insulation and the underside of the roof sheathing, that is, (i) not less than 25 mm in dimension, and (ii) of sufficient cross area to meet the attic or roof space venting requirements of Article 9.19.1.2., and (b) extend vertically not less than 50 mm above the top of the insulation. (3) Ceiling insulation shall be installed in a manner that will not restrict a free flow of air through roof vents or through any portion of the attic or roof space.
Notes to Table 9.15.4.2.B.: 
9.19.1.4. Mansard or Gambrel Roof (1) The lower portion of a mansard or gambrel style roof need not be ventilated. (2) The upper portion of roofs described in Sentence (1) shall be ventilated in conformance with the requirements in Articles 9.19.1.1. to 9.19.1.3. 9.19.2. Access
Notes to Table 9.15.4.2.B.: 
9.19.2.1. Access (1) Every attic or roof space shall be provided with an access hatch where the attic or roof space measures not less than, (a) 10 m² in area, (b) 1 000 mm in length or width, and (c) 600 mm in height over at least the area described in Clauses (a) and (b). (2) The hatch required in Sentence (1) shall be not less than 550 mm by 900 mm except that, where the hatch serves a single dwelling unit, the hatch may be reduced to, (a) 0.32 m2 in area with no dimension less than 545 mm, or (b) 500 mm by 700 mm. (3) Hatchways to attic or roof spaces shall be fitted with doors or covers. Section 9.20. Masonry and Insulating Concrete Form Walls Not in Contact with the Ground 9.20.1. Application
Notes to Table 9.15.4.2.B.: 
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 (b) flat insulating concrete form walls not in contact with the ground that, (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. (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.
Notes to Table 9.15.4.2.B.: 
9.20.1.2. Earthquake Reinforcement (1) In locations where the seismic 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 as required in Subsection 9.20.15. (2) In locations where the seismic 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 as required in Subsection 9.20.15. 9.20.2. Masonry Units
Notes to Table 9.15.4.2.B.: 
9.20.2.1. Masonry Unit Standards (1) Masonry units shall comply with, (a) ASTM C126, “Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units”, (b) ASTM C212, “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”.
Notes to Table 9.15.4.2.B.: 
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.
Notes to Table 9.15.4.2.B.: 
9.20.2.3. Glass Blocks (1) Glass blocks shall not be used as loadbearing units or in the construction of fireplaces or chimneys.
Notes to Table 9.15.4.2.B.: 
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.
Notes to Table 9.15.4.2.B.: 
9.20.2.5. Stone (1) Stone shall be sound and durable.
Notes to Table 9.15.4.2.B.: 
9.20.2.6. Concrete Units Exposed to the Weather (1) Concrete blocks exposed to the weather shall have weight and water absorption characteristics conforming to Classes A, B, C or D, described in CSA A165.1, “Concrete Block Masonry Units”.
Notes to Table 9.15.4.2.B.: 
9.20.2.7. Compressive Strength (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)  Column 1

Column 2

Column 3


Type of Block

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
Notes to Table 9.15.4.2.B.: 
9.20.3.1. Mortar Materials (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.
Notes to Table 9.15.4.2.B.: 
9.20.3.2. Mortar and Grout Mixes (1) Mortar types shall conform to Table 9.20.3.2.A. (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 mix proportions shall conform to Table 9.20.3.2.B., with sufficient water to bring the mixture to a consistency adequate for laying masonry units. (4) Grout mix proportions shall conform to 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, (a) within 1.5 h after mixing when the air temperature is 25°C or higher, and (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 as 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)  Column 1

Column 2

Column 3


Location

Building Element

Mortar Type


Exterior, above ground

Loadbearing walls and columns

S


Non-loadbearing walls and columns

N or S


Parapets, chimneys and masonry veneer

N or S


Exterior, at or below ground

Foundation walls and chimneys

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)  Column 1

Column 2

Column 3

Column 4

Column 5

Column 6


Mortar Type

Portland Cement

Lime

Masonry Cement Type N

Masonry Cement Type S

Fine Aggregate (damp, loose-state sand)


S

1

½

-

-

3½ - 4½


-

-

-

1

2¼ - 3


½

-

1

-

3½ - 4½


N

1

1

-

-

4½ - 6


-

-

1

-

2¼ - 3 Table 9.20.3.2.C.   Grout Mix Proportions (by Volume) Forming Part of Sentence 9.20.3.2.(4)  Column 1

Column 2

Column 3

Column 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
Notes to Table 9.15.4.2.B.: 
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. (2) Permitted tolerances in head and bed joints shall be -5 mm to +10 mm.
Notes to Table 9.15.4.2.B.: 
9.20.4.2. Solid Masonry Units (1) Except for head joints left open for weep holes and ventilation, solid masonry units shall be laid with full head and bed joints.
Notes to Table 9.15.4.2.B.: 
9.20.4.3. Hollow Masonry Units (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. 9.20.5. Masonry Support
Notes to Table 9.15.4.2.B.: 
9.20.5.1. Masonry Support (1) All masonry shall be supported on masonry, concrete or steel, except that masonry veneer walls are permitted to be supported on foundations of wood frame constructed in conformance with Sentence 9.15.2.4.(1). (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.
Notes toTable 9.20.5.2.C.:
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. (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.
Notes toTable 9.20.5.2.C.:
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 70 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.
Notes toTable 9.20.5.2.C.:
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. (2) Parapet walls shall be solid from the top of the parapet to not less than 300 mm below the adjacent roof level.
Notes toTable 9.20.5.2.C.:
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.
Notes toTable 9.20.5.2.C.:
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. (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.
Notes toTable 9.20.5.2.C.:
9.20.7.3. Separation of Chases and Recesses (1) Chases and recesses shall be not less than, (a) 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.
Notes toTable 9.20.5.2.C.:
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. (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.
Notes toTable 9.20.5.2.C.:
9.20.8.5. Distance to Edge of Supporting Members (1) Masonry veneer of hollow units resting on 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. 9.20.9. Bonding and Tying
Notes toTable 9.20.5.2.C.:
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 no fewer 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.
Notes toTable 9.20.5.2.C.:
9.20.9.2. Bonding or Tying of Other than Masonry Veneer (1) Except as provided in Article 9.20.9.5 for 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 Articles 9.20.9.4.
Notes toTable 9.20.5.2.C.:
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). (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 back-up 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.
Notes toTable 9.20.5.2.C.:
9.20.9.5. Ties for Masonry Veneer (1) Masonry veneer 70 mm or more in thickness and resting on a bearing support shall be tied to masonry back-up 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)  Column 1

Column 2


Maximum Vertical Spacing, mm 

Maximum Horizontal Spacing, mm


400

800


500

600


600

400 (2) The straps described in Sentence (1) that are fastened to the 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 30 mm. (3) Masonry veneer individually supported by masonry or wood-frame back-up shall be secured to the back-up in conformance with Subsection 4.3.2. (4) The straps described in Sentence (1) may be installed against one of the sheathings listed in Table 9.23.16.2.A. provided that, (a) the tie is in contact with the exterior surface of the sheathing, and (b) the sheathing beneath the tie is not compressed.
Notes toTable 9.20.5.2.C.:
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 or expanded metal strips not less than 75 mm wide, (a) spaced at vertical intervals of not more than 600 mm for units 190 mm or less in height, and (b) installed in every horizontal joint for units higher than 190 mm. (2) Reinforcement required in Sentence (1) shall be lapped not less than 150 mm. 9.20.10. Lateral Support
Notes toTable 9.20.5.2.C.:
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, (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. 9.20.11. Anchorage of Roofs, Floors and Intersecting Walls
Notes toTable 9.20.5.2.C.:
9.20.11.1. Anchorage of Floor or Roof Assemblies (1) Where required to receive lateral support, masonry walls shall be anchored to each floor or roof assembly at maximum intervals of 2 000 mm, except that anchorage of floor joists not more than 1 000 mm 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 tie. (4) When joists are parallel to the wall, anchors required in Sentence (1) shall extend across no fewer than 3 joists.
Notes toTable 9.20.5.2.C.:
9.20.11.3. Wood Frame Walls Intersecting Masonry Walls (1) Wood-frame walls shall be tied to intersecting masonry walls with not less than 4.76 mm diam corrosion-resistant steel rods spaced not more than 900 mm o.c. vertically. (2) Ties required in Sentence (1) shall be anchored to the wood framing at one end and shaped to provide a mechanical key at the other end to develop the strength of the tie.
Notes toTable 9.20.5.2.C.:
9.20.11.4. Wood Frame Roof Systems (1) Except as permitted in Sentence (2), roof systems of wood-frame construction shall be tied to exterior walls by not less than 12.7 mm diam anchor bolts, (a) spaced not more than 2 400 mm apart, (b) embedded not less that 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.
Notes toTable 9.20.5.2.C.:
9.20.12.1. Corbelling (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.
Notes toTable 9.20.5.2.C.:
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. (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.
Notes toTable 9.20.5.2.C.:
9.20.13.1. Materials for Flashing (1) Material used for flashing shall conform to Table 9.20.13.1. (2) Aluminum flashing in contact with masonry or concrete shall be effectively coated or separated from the masonry or concrete by an impervious membrane. Table 9.20.13.1.   Flashing Material Forming Part of Sentence 9.20.13.1.(1)  Column 1

Column 2

Column 3


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


Hot dipped or 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
Notes toTable 9.20.5.2.C.:
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.
Notes toTable 9.20.5.2.C.:
9.20.13.3. Location of Flashing (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, beneath weep holes, and (d) over the heads of window and 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. (2) Throughwall flashing shall be provided in a masonry veneer wall such that any moisture that accumulates in the air space will be directed to the exterior of the building.
Notes toTable 9.20.5.2.C.:
9.20.13.4. Extension of Flashing (1) A flashing may be deleted when the masonry at the sill of a wall opening or the top of a wall is protected by an impervious non-jointed masonry coping that conforms to Article 9.20.13.12. (2) When installed beneath jointed masonry window sills and jointed masonry copings or over the heads of openings, flashing shall extend from the front edge of the masonry up behind the sill or lintel.
Notes toTable 9.20.5.2.C.:
9.20.13.6. Flashing for Weep Holes in Veneer (1) Flashing beneath weep holes in masonry veneer over masonry back-up walls shall conform to the flashing requirements for cavity walls and masonry veneer/masonry back-up 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.
Notes toTable 9.20.5.2.C.:
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, (a) parged on the interior surface, and (b) covered with No. 15 breather-type asphalt-saturated paper conforming to CAN/CGSB-51.32-M, “Sheathing, Membrane, Breather Type”, and shall be 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 the insulation effectively limits the passage of water vapour and is applied by a waterproof adhesive or by mortar directly to the masonry, the requirements for sheathing paper do not apply.
Notes toTable 9.20.5.2.C.:
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. Table 9.20.16.1.   Minimum Requirements for Galvanizing Forming Part of Sentence 9.20.16.1.(1)  Column 1

Column 2

Column 3


Connector Material

ASTM Standard

Coating Class


Wire ties and continuous reinforcing (hot-dipped galvanizing)

A153 / A153M

Class B2 or 458 g/m²


Hardware and bolts

A153 / A153M

See A153 / A153M


Strip, plate, bars, and rolled sections (not less than 3.18 mm thick)

A123 / A123M

610 g/m²


Sheet (less than 3.18 mm thick)

A123 / A123M

305 g/m² on material 0.76 mm thick(1)
Notes to Table 9.20.16.1.:
9.20.17.1. Thickness of Flat Insulating Concrete Form Walls  (1) The thickness of 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.
Notes to Table 9.20.16.1.:
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. (2) Portions of walls over openings in non-loadbearing flat insulating concrete form walls shall have a minimum depth of concrete of not less than 200 mm over the width of the opening. (3) Openings 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 not less than 600 mm beyond the edges of the opening. (6) The cumulative width of openings in non-loadbearing flat insulating concrete form walls shall be not more than 70% of the length of any wall.
Notes to Table 9.20.16.1.:
9.20.17.4. Lintels over Openings in Loadbearing Flat Insulating Concrete Form Walls (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.
Notes to Table 9.20.16.1.:
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. (2) The ledger boards described 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 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 Ledger Boards to Flat Insulating Concrete Form Walls Forming Part of Sentence 9.20.17.5.(3)  Column 1

Column 2

Column 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


3.00

400

450


4.00

300

400


5.00

275

325
Notes to Table 9.20.16.1.:
9.20.17.6. Anchoring of Roof Framing to 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, (a) not less than 12.7 mm in diameter, and (b) spaced 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 not 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.
Notes to Table 9.20.16.1.:
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. Section 9.21. Masonry and Concrete Chimneys and Flues 9.21.1. General
Notes to Table 9.20.16.1.:
9.21.1.1. Application (1) This Section applies to, (a) rectangular masonry or concrete chimneys not more than 12 m in height serving fireplaces or serving appliances having a combined total rated heat output of 120 kW or less, and (b) flue pipes serving solid fuel-burning appliances. (2) Chimneys and flue pipes other than those described in Sentence (1) shall conform to Section 6.3.
Notes to Table 9.20.16.1.:
9.21.1.3. Chimneys, Gas Vents or Flue Pipes (1) Except as provided in Sentence (2), chimneys (other than those described in Sentences 9.21.1.1.(1) and 9.21.1.2.(1)), gas vents and flue pipes serving gas-, oil- or solid fuel-burning appliances and associated equipment shall conform to Section 6.3. (2) Flue pipes serving solid fuel-burning stoves, ranges and space heaters shall conform to CAN/CSA-B365, “Installation Code for Solid-Fuel Burning Appliances and Equipment”.
Notes to Table 9.20.16.1.:
9.21.2.1. Chimney Flue Limitations (1) A chimney flue that serves a fireplace or incinerator shall not serve any other appliance. (2) A chimney flue that serves a solid fuel-burning appliance shall not be connected to a natural gas- or propane-fired appliance. (3) A chimney flue that serves a solid fuel-burning appliance shall not be connected to an oil-burning appliance unless the solid fuel-burning appliance is listed for such installation and the installation of both appliances meets their respective installation requirements.
Notes to Table 9.20.16.1.:
9.21.2.2. Connections of More Than One Appliance (1) Except as required in Article 9.21.2.1., two or more fuel-burning appliances are permitted to be connected to the same chimney flue provided adequate draft is maintained for the connected appliances and the connections are made as described in Sentences (2) and (3). (2) Where 2 or more solid fuel-burning appliances are connected to the same chimney flue, the appliances must be located on the same storey. (3) The connection referred to in Sentence (2) for a solid fuel-burning appliance shall be made below connections for appliances burning other fuels.
Notes to Table 9.20.16.1.:
9.21.2.4. Size of Chimney Flues (1) Except for chimneys serving fireplaces, the size of a chimney flue shall conform to the requirements of the solid fuel-burning appliance installation standard referenced in Sentence 6.2.1.4.(1) and Article 9.33.1.2. (2) Where a chimney flue serves only one solid fuel-burning appliance, the flue area shall be at least equal to that of the flue pipe connected to it.