jswizzle3737/ontario_laws_and_regs huggingface dataset:
Notes to Table 9.20.16.1.:
9.22.1.4. Combustion Air (1) Every solid fuel-fired fireplace, including a factory-built fireplace, shall have a supply of combustion air from outdoors in accordance with Sentences (2) to (7). (2) The combustion air shall be supplied by a noncombustible
and corrosion-resistant supply duct. (3) The supply duct shall have, (a) a diameter of not less than 100 mm or equivalent area, and (b) an exterior intake for entry of air from the outdoors. (4) The supply duct shall contain a tight-fitting damper that shall be located close to the interior outlet and be operable from the room containing the fireplace. (5) The operating mechanism shall clearly indicate the actual position of the damper. (6) The interior outlet shall, (a) be located as close as possible to the opening in the face of the fireplace, and (b) be designed to prevent embers from entering the supply duct. (7) Where a supply of combustion air is provided directly to the fire chamber of a fireplace, including a factory-built fireplace or a steel fireplace liner, the installation shall comply with the “Outdoor Air Supply” requirements provided in CAN/CSA-A405-M, “Design and Construction of Masonry Chimneys and Fireplaces”. 9.22.2. Fireplace Liners
Notes to Table 9.20.16.1.:
9.22.2.1. Brick or Steel Liners (1) Except where a fireplace is equipped with a steel liner, every fireplace shall have a firebrick liner.
Notes to Table 9.20.16.1.:
9.22.2.2. Firebrick Liners (1) Fireplace liners shall be not less than, (a) 50 mm thick for the sides and back, and (b) 25 mm thick for the floor. (2) Firebrick liners shall be laid with high temperature cement mortar conforming to CAN/CGSB-10.3, “Air Setting Refractory Mortar”. (3) Joints between a firebrick liner and the adjacent back-up masonry shall be offset.
Notes to Table 9.20.16.1.:
9.22.2.3. Steel Liners (1) Steel liners for fireplaces shall conform to CAN/ULC-S639M, “Steel Liner Assemblies for Solid-Fuel Burning Masonry Fireplaces”, and shall be installed in accordance with the installation instructions in that standard. 9.22.3. Fireplace Walls
Notes to Table 9.20.16.1.:
9.22.3.1. Thickness of Walls (1) Except as provided in Sentence (2), the thickness of the back and sides of a fireplace, including the thickness of any firebrick liner, shall be not less than 190 mm where a metal liner or a firebrick liner less than 51 mm thick is used. (2) When a steel fireplace liner is used with an air circulating chamber surrounding the firebox, the back and sides of the fireplace shall consist of, (a) solid masonry units not less than 90 mm thick, or (b) hollow masonry units not less than 190 mm thick. 9.22.4. Fire Chamber
Notes to Table 9.20.16.1.:
9.22.4.1. Fire Chamber Dimensions (1) The distance from the back of the fire chamber to the plane of the fireplace opening shall be not less than 300 mm. 9.22.5. Hearth
Notes to Table 9.20.16.1.:
9.22.5.1. Hearth Extension (1) Except as required in Sentence (2), fireplaces shall have a
noncombustible hearth extending not less than 400 mm in front of the fireplace opening measured from the facing, and not less than 200 mm beyond each side of the fireplace opening. (2) Where the fire chamber floor is elevated more than 150 mm above the hearth, the dimension of the hearth measured perpendicular to the plane of the fireplace opening shall be increased by not less than, (a) 50 mm for an elevation above 150 mm and not more than 300 mm, and (b) an additional 25 mm for every 50 mm in elevation above 300 mm.
Notes to Table 9.20.16.1.:
9.22.5.2. Support of Hearth (1) Except as permitted in Sentence (2), the fire chamber floor and hearth shall be supported on a reinforced concrete slab not less than a 100 mm thick at its supports and, if cantilevered, not less than 50 mm thick at its unsupported edge. (2) A hearth for a fireplace with an opening raised not less than 200 mm from a combustible floor is permitted to be supported on that floor provided the requirements of Clauses 5.3.6.5. to 5.3.6.7. of CAN/CSA-A405-M, “Design and Construction of Masonry Chimneys and Fireplaces”, are followed. 9.22.6. Damper
Notes to Table 9.20.16.1.:
9.22.6.1. Required Damper and Size (1) The throat of every fireplace shall be equipped with a metal damper sufficiently large to cover the full area of the throat opening. 9.22.7. Smoke Chamber
Notes to Table 9.20.16.1.:
9.22.7.1. Slope of Smoke Chamber (1) The sides of the smoke chamber connecting a fireplace throat with a flue shall not be sloped at an angle greater than 45° to the vertical.
Notes to Table 9.20.16.1.:
9.22.7.2. Wall Thickness (1) The thickness of masonry walls surrounding the smoke chamber shall be not less than 190 mm at the sides, front and back, except that the portions of the back exposed to the outside may be 140 mm thick. 9.22.8. Factory-Built Fireplaces
Notes to Table 9.20.16.1.:
9.22.8.1. Conformance to Standard (1) Factory-built fireplaces and their installation shall conform to CAN/ULC-S610-M, “Factory-Built Fireplaces”. 9.22.9. Clearance of Combustible Material
Notes to Table 9.20.16.1.:
9.22.9.1. Clearance to the Fireplace Opening (1) Combustible material shall not be placed on or near the face of a fireplace within 150 mm of the fireplace opening, except that where the combustible material projects more than 38 mm out from the face of the fireplace above the opening, such material shall be at least 300 mm above the top of the opening.
Notes to Table 9.20.16.1.:
9.22.9.2. Metal Exposed to the Interior (1) Metal exposed to the interior of a fireplace such as the damper control mechanism shall have at least a 50 mm clearance from any combustible
material on the face of the fireplace where such metal penetrates through the face of the fireplace.
Notes to Table 9.20.16.1.:
9.22.9.3. Clearance to Combustible Framing (1) Not less than a 100 mm clearance shall be provided between the back and sides of a solid fuel-burning fireplace and combustible
framing, except that a 50 mm clearance is permitted where the fireplace is located in an exterior wall. (2) Not less than a 50 mm clearance shall be provided between the back and sides of the smoke chamber of a solid fuel-burning fireplace and combustible
framing, except that a 25 mm clearance is permitted where the fireplace is located in an exterior wall.
Notes to Table 9.20.16.1.:
9.22.9.4. Heat Circulating Duct Openings (1) The clearance of combustible material above heat circulating duct openings from those openings shall be not less than, (a) 300 mm where the combustible material projects not less than 38 mm from the face, and (b) 150 mm where the projection is less than 38 mm. 9.22.10. Fireplace Inserts and Hearth-Mounted Stoves
Notes to Table 9.20.16.1.:
9.22.10.1. Appliance Standard (1) Fireplace inserts and hearth mounted stoves vented through the throat of a fireplace shall conform to ULC-S628, “Fireplace Inserts”.
Notes to Table 9.20.16.1.:
9.22.10.2. Installation (1) The installation of fireplace inserts and hearth mounted stoves
vented through the throat of a fireplace shall conform to CSA B365, “Installation Code for Solid-Fuel-Burning Appliances and Equipment”. (2) Fireplace inserts and hearth mounted stoves vented through the throat of a fireplace described in Sentence (1) may be installed in existing fireplaces only if a minimum thickness of 190 mm of solid masonry is provided between the smoke chamber and any existing combustible
materials, unless the insert is listed for lesser clearances. (3) A fireplace insert installed in a masonry fireplace shall have, (a) a listed
metal chimney liner installed from the insert collar to the top of the chimney, or (b) a direct sealed connection to the chimney flue where such provision is part of an insert conforming to Sentence 9.22.10.1.(1). Section 9.23. Wood Frame Construction 9.23.1. Application
Notes to Table 9.20.16.1.:
9.23.1.1. Limitations (1) This Section applies where wall, floor and roof planes are generally comprised of lumber frames of small repetitive structural members, or engineered components, and where, (a) roof and wall planes are clad, sheathed or braced on at least one side, (b) the small repetitive structural members are spaced not more than 610 mm o.c., (c) the walls do not serve as foundations, (d) the specified live load on supported subfloors and floor framing does not exceed 2.4 kPa, and (e) the span of any structural member does not exceed 12.20 m. (2) Where the conditions in Sentence (1) are exceeded for wood construction, the design of the framing and fastening shall conform to Subsection 4.3.1. 9.23.2. General
Notes to Table 9.20.16.1.:
9.23.2.1. Strength and Rigidity (1) All members shall be so framed, anchored, fastened, tied and braced to provide the necessary strength and rigidity.
Notes to Table 9.20.16.1.:
9.23.2.2. Protection from Decay (1) Ends of wood joists, beams and other members framing into masonry or concrete shall be treated to prevent decay where the bottom of the member is at or below ground level, or a 12 mm air space shall be provided at the end and sides of the member. (2) Air spaces required in Sentence (1) shall not be blocked by insulation, vapour barriers or air tight materials.
Notes to Table 9.20.16.1.:
9.23.2.3. Protection from Dampness (1) Except as permitted in Sentence (2), wood framing members that are not pressure-treated with a wood preservative and that are supported on concrete in contact with the ground or fill shall be separated from the concrete by not less than 0.05 mm polyethylene film or Type S roll roofing. (2) Dampproofing material referred to in Sentence (1) is not required where the wood member is at least 150 mm above the ground.
Notes to Table 9.20.16.1.:
9.23.2.4. Lumber (1) Lumber shall conform to the appropriate requirements in Subsection 9.3.2.
Notes to Table 9.20.16.1.:
9.23.2.5. Termite Protection (1) Where termites are known to exist, unless pressure-treated with a chemical that is toxic to such termites in accordance with Article 9.3.2.9., wood steps shall rest on a non-cellulosic base or apron extending at least 150 mm above the ground. (2) Wood lattice or skirting around porches shall be separated from piers and soil by at least 50 mm. 9.23.3. Fasteners
Notes to Table 9.20.16.1.:
9.23.3.1. Standards for Nails and Screws (1) Except as provided in Sentence (2) and elsewhere in this Part, nails specified in this Section shall be common steel wire nails or common spiral nails, conforming to, (a) ASTM F1667, “Driven Fasteners: Nails, Spikes and Staples”, or (b) CSA B111, “Wire Nails, Spikes and Staples”. (2) Nails used to comply with Table 9.23.3.4. shall have a diameter not less than that required by Table 9.23.3.1. Table 9.23.3.1.   Diameter of Nails for Framing Forming Part of Sentence 9.23.3.1.(2)  Item   Column 1 Minimum Length of Nails, mm   Column 2 Minimum Diameter of Nails, mm 

  1.   57    2.87 

  2.   62    3.25 

  3.   76    3.66 

  4.   82    3.66 

  5.   101   4.88 (3) Wood screws specified in this Section shall conform to ANSI/ASME B18.6.1., “Wood Screws (Inch Series)”.
Notes to Table 9.20.16.1.:
9.23.3.2. Length of Nails (1) All nails shall be long enough so that not less than half their required length penetrates into the second member.
Notes to Table 9.20.16.1.:
9.23.3.3. Prevention of Splitting (1) Splitting of wood members shall be minimized by staggering the nails in the direction of the grain and by keeping nails well in from the edges.
Notes to Table 9.20.16.1.:
9.23.3.4. Nailing of Framing (1) Except as provided in Sentence (2), nailing of framing shall conform to Table 9.23.3.4. Table 9.23.3.4.   Nailing for Framing Forming Part of Sentence 9.23.3.4.(1) Item   Column 1 Construction Detail   Column 2 Minimum Length of Nails, mm   Column 3 Minimum Number or Maximum Spacing of Nails 

  1.   Floor joist to plate – toe nail   82   2 

  2.   Wood or metal strapping to underside of floor joists   57   2 

  3.   Cross bridging to joists   57   2 at each end 

  4.   Double header or trimmer joists   76   300 mm (o.c.) 

  5.   Floor joist to stud (balloon construction)   76   2 

  6.   Ledger strip to wood beam   82   2 per joist 

  7.   Joist to joist splice (See also Table 9.23.13.8.)   76   2 at each end 

  8.   Header joist end nailed to joists along perimeter   101   3 

  9.   Tail joist to adjacent header joist   82   5 

      (end nailed) around openings   101   3 

  10.   Each header joist to adjacent trimmer joist   82   5 

      (end nailed) around openings   101   3 

  11.   Stud to wall plate (each end) toe nail   62   4 

      or end nail   82   2 

  12.   Doubled studs at openings, or studs at walls or wall intersections and corners   76   750 mm (o.c.) 

  13.   Doubled top wall plates   76   600 mm (o.c.) 

  14.   Bottom wall plate or sole plate to joists or blocking (exterior walls)(1)   82   400 mm (o.c.) 

  15.   Interior walls to framing or subflooring   82   600 mm (o.c.) 

  16.   Horizontal member over openings in non-loadbearing walls – each end   82   2 

  17.   Lintels to studs   82   2 at each end 

  18.   Ceiling joist to plate – toe nail each end   82   2 

  19.   Roof rafter, roof truss or roof joist to plate – toe nail   82   3 

  20.   Rafter plate to each ceiling joist   101   2 

  21.   Rafter to joist (with ridge supported)   76   3 

  22.   Rafter to joist (with ridge unsupported)   76   See Table 9.23.13.8. 

  23.   Gusset plate to each rafter at peak   57   4 

  24.   Rafter to ridge board – toe nail – end nail   82   3 

  25.   Collar tie to rafter – each end   76   3 

  26.   Collar tie lateral support to each collar tie   57   2 

  27.   Jack rafter to hip or valley rafter   82   2 

  28.   Roof strut to rafter   76   3 

  29.   Roof strut to loadbearing wall – toe nail   82   2 

  30.   38 mm × 140 mm or less plank decking to support   82   2 

  31.   Plank decking wider than 38 mm × 140 mm to support   82   3 

  32.   38 mm edge laid plank decking to support (toe nail)   76   1 

  33.   38 mm edge laid plank to each other   76   450 mm (o.c.)
Notes to Table 9.23.3.4.:
9.23.3.5. Fastening for Sheathing or Subflooring (1) Except as required by Sentence (5), fastening of sheathing and subflooring shall conform to Table 9.23.3.5. Table 9.23.3.5.   Fasteners for Sheathing and Subflooring Forming Part of Sentence 9.23.3.5.(1) Item   Column 1   Column 2   Column 3   Column 4   Column 5   Column 6 

      Element   Minimum Length of Fasteners, mm       Minimum Number or Maximum Spacing of Fasteners 

          Common or Spiral Nails   Ring Thread Nails or Screws   Roofing Nails   Staples 

  1.   Board lumber 184 mm or less wide   51   45   N/A   51   2 per support 

  2.   Board lumber more than 184 mm wide   51   45   N/A   51   3 per support 

  3.   Fibreboard sheathing up to 13 mm thick   N/A   N/A   44   28   150 mm (o.c.) along edges and 300 mm (o.c.) along intermediate supports 

  4.   Gypsum sheathing up to 13 mm thick   N/A   N/A   44   N/A 

  5.   Plywood, OSB or waferboard up to 10 mm thick   51   45   N/A   38 

  6.   Plywood, OSB or waferboard over 10 mm and up to 20 mm thick   51   45   N/A   51 

  7.   Plywood, OSB or waferboard over 20 mm and up to 25 mm thick   57   51   N/A   N/A (2) Staples shall not be less than 1.6 mm in diameter or thickness, with not less than a 9.5 mm crown driven with the crown parallel to framing. (3) Roofing nails for the attachment of fibreboard or gypsum sheathing shall not be less than 3.2 mm in diameter with a minimum head diameter of 11.1 mm. (4) Flooring screws shall not be less than 3.2 mm in diameter. (5) Where roof sheathing supports are spaced at more than 406 mm o.c., the maximum spacing of fasteners for roof sheathing shall be 150 mm along edges and intermediate supports. 9.23.4. Maximum Spans
Notes to Table 9.23.3.4.:
9.23.4.1. Application (1) Spans provided in this Subsection for joists, beams and lintels supporting floors shall apply only where, (a) the floors serve residential areas as described in Table 4.1.5.3., or (b) the uniformly distributed live load on the floors does not exceed that specified for residential areas as described in Table 4.1.5.3. (2) Spans for joists, beams and lintels supporting floors shall be determined according to Subsection 4.1.3. where the supported floors, (a) serve other than residential areas, or (b) support a uniform live load in excess of that specified for residential areas.
Notes to Table 9.23.3.4.:
9.23.4.2. Spans for Joists, Rafters and Beams (1) Except as required in Sentence (2) and Article 9.23.13.10., the spans for wood joists and rafters shall conform to the spans shown in Tables A-1 to A-7 for the uniform live loads shown in the Tables. (2) Spans for floor joists that are not selected from Tables A-1 and A-2 and that are required to be designed for the same loading conditions, shall not exceed the design requirements for uniform loading and vibration criteria. (3) Spans for built-up wood and glued-laminated timber floor beams shall conform to the spans in Tables A-8 to A-11. (4) Spans for roof ridge beams shall conform to the spans in Table A-12 for the uniform snow load shown.
Notes to Table 9.23.3.4.:
9.23.4.3. Steel Beams (1) The spans for steel beams with laterally supported top flanges shall conform to Table 9.23.4.3. for floors and Tables A-20 to A-29 for roofs and floors. Table 9.23.4.3.   Maximum Spans for Steel Beams Supporting Floors in Dwelling Units Forming Part of Sentence 9.23.4.3.(1) Item   Column 1   Column 2   Column 3   Column 4   Column 5   Column 6   Column 7   Column 8 

          Supported Joist Length, m (Half the sum of joist spans on both sides of the beam)     

          2.4   3.0   3.6   4.2   4.8   5.4   6.0 

      Section   One Storey Supported                     

  1.   W150 × 22   5.5   5.2   4.9   4.8   4.6   4.5   4.3 

  2.   W200 × 21   6.5   6.2   5.9   5.7   5.4   5.1   4.9 

  3.   W200 × 27   7.3   6.9   6.6   6.3   6.1   5.9   5.8 

  4.   W200 × 31   7.8   7.4   7.1   6.8   6.6   6.4   6.2 

  5.   W250 × 24   8.1   7.6   7.3   7.0   6.6   6.2   5.9 

  6.   W250 × 33   9.2   8.7   8.3   8.0   7.7   7.5   7.3 

  7.   W250 × 39   10.0   9.4   9.0   8.6   8.4   8.1   7.9 

  8.   W310 × 31   10.4   9.8   9.4   8.9   8.4   8.0   7.6 

  9.   W310 × 39   11.4   10.7   10.2   9.8   9.5   9.2   9.0 

      Section   Two Storeys Supported                     

  10.   W150 × 22   4.9   4.4   4.1   3.8   3.5   3.4   3.2 

  11.   W200 × 21   5.6   5.1   4.6   4.3   4.1   3.8   3.7 

  12.   W200 × 27   6.4   6.1   5.6   5.3   4.9   4.7   4.4 

  13.   W200 × 31   6.9   6.5   6.2   5.8   5.4   5.1   4.9 

  14.   W250 × 24   6.8   6.1   5.6   5.2   4.9   4.6   4.4 

  15.   W250 × 33   8.2   7.7   7.0   6.5   6.1   5.8   5.5 

  16.   W250 × 39   8.8   8.3   7.8   7.2   6.8   6.4   6.1 

  17.   W310 × 31   8.7   7.8   7.2   6.7   6.2   5.9   5.6 

  18.   W310 × 39   10.0   9.3   8.5   7.9   7.4   7.0   6.7 (2) Beams described in Sentence (1) shall at least meet the requirements for Grade 350 W steel in CSA G40.21, “Structural Quality Steel”. (3) A beam may be considered to be laterally supported if, (a) the wood joists bear on its top flange at intervals of 610 mm or less over its entire length, (b) the load being applied to this beam is transmitted through the joists, and (c) 19 mm by 38 mm wood strips in contact with the top flange are nailed on both sides of the beam to the bottom of the joist supported.
Notes to Table 9.23.3.4.:
9.23.4.4. Concrete Topping (1) Except as permitted in Sentence (2), where a floor is required to support a concrete topping, the joist spans shown in Table A-1 or the spacing of the members shall be reduced to allow for the loads due to the topping. (2) Where a floor is required to support a concrete topping, joist spans are permitted to be selected from Table A-2 provided the concrete, (a) is 38 to 51 mm thick, (b) is normal weight, (c) is placed directly on the subflooring, and (d) has not less than 20 MPa compressive strength after 28 days. (3) Where a floor is required to support a concrete topping not more than 51 mm thick, the beam spans shown in Tables A-8 to A-11 shall be multiplied by 0.8 or the supported length of the floor joists shall be reduced to allow for the loads due to the topping.
Notes to Table 9.23.3.4.:
9.23.4.5. Heavy Roofing Materials (1) Where a roof is required to support an additional uniform dead load from roofing materials such as concrete roofing tile, or materials other than as specified in Section 9.26., such as clay roofing tiles, the additional load shall be allowed for by reducing, (a) the spans for roof joists and rafters in Tables A-4 to A-7, or the spacing of the members, and (b) the spans for ridge beams and lintels in Tables A-12 to A-16. 9.23.5. Notching and Drilling
Notes to Table 9.23.3.4.:
9.23.5.1. Holes Drilled in Framing Members (1) Holes drilled in roof, floor or ceiling framing members shall be not larger than one-quarter the depth of the member and shall be located not less than 50 mm from the edges, unless the depth of the member is increased by the size of the hole.
Notes to Table 9.23.3.4.:
9.23.5.2. Notching of Framing Members (1) Floor, roof and ceiling framing members are permitted to be notched provided the notch is located on the top of the member within half the joist depth from the edge of bearing and is not deeper than one-third the joist depth, unless the depth of the member is increased by the size of the notch.
Notes to Table 9.23.3.4.:
9.23.5.3. Wall Studs (1) Wall studs shall not be notched, drilled or otherwise damaged so that the undamaged portion of the stud is less than two-thirds the depth of the stud if the stud is loadbearing or 40 mm if the stud is non-loadbearing, unless the weakened studs are suitably reinforced.
Notes to Table 9.23.3.4.:
9.23.5.4. Top Plates (1) Top plates in walls shall not be notched, drilled or otherwise weakened to reduce the undamaged width to less than 50 mm unless the weakened plates are suitably reinforced.
Notes to Table 9.23.3.4.:
9.23.5.5. Roof Trusses (1) Roof truss members shall not be notched, drilled or otherwise weakened unless such notching or drilling is allowed for in the design of the truss. 9.23.6. Anchorage
Notes to Table 9.23.3.4.:
9.23.6.1. Anchorage of Building Frames (1) Building frames shall be anchored to the foundation unless a structural analysis of wind and earth pressures shows anchorage is not required. (2) Except as provided in Article 9.23.6.3., anchorage shall be provided by embedding the ends of the first floor joists in concrete, or fastening the sill plate to the foundation with not less than 12.7 mm diam anchor bolts spaced not more than 2.4 m o.c. (3) Anchor bolts referred to in Sentence (2) shall be fastened to the sill plate with nuts and washers and shall be embedded not less than 100 mm in the foundation and so designed that they may be tightened without withdrawing them from the foundation.
Notes to Table 9.23.3.4.:
9.23.6.2. Anchorage of Columns and Posts (1) Except as provided in Sentences (2) and (3), exterior columns and posts shall be anchored to resist uplift and lateral movement. (2) Except as provided in Sentence (3), where columns or posts support balconies, decks, verandas and other exterior platforms, and the columns or posts extend not more than 600 mm above finished ground level, the supported joists or beams shall be, (a) anchored to a foundation to resist uplift and lateral movement, or (b) directly anchored to the ground to resist uplift. (3) Anchorage is not required for platforms described in Sentence (2) that, (a) are not more than 1 storey, (b) are not more than 55 m² in area, (c) do not support a roof, and (d) are not attached to another structure, unless it can be demonstrated that differential movement will not adversely affect the performance of that structure.
Notes to Table 9.23.3.4.:
9.23.6.3. Anchorage of Smaller Buildings (1) Buildings not more than 4.3 m wide and not more than 1 storey in building height are permitted to be anchored in conformance with the requirements of CSA Z240.10.1, “Site Preparation, Foundation, and Installation of Buildings”. 9.23.7. Sill Plates
Notes to Table 9.23.3.4.:
9.23.7.1. Size of Sill Plates (1) Where sill plates provide bearing for the floor system they shall be not less than 38 mm by 89 mm material.
Notes to Table 9.23.3.4.:
9.23.7.2. Levelling of Sill Plates (1) Sill plates shall be, (a) levelled by setting them on a full bed of mortar, or (b) laid directly on the foundation where the top of the foundation
is level. (2) The joint between the sill plate for exterior walls and the foundation
shall be sealed in accordance with Subsection 9.25.3. 9.23.8. Beams to Support Floors
Notes to Table 9.23.3.4.:
9.23.8.1. Bearing for Beams (1) Beams shall have even and level bearing and shall have not less than 89 mm length of bearing at end supports, except as required in notes to Tables A-8 to A-11.
Notes to Table 9.23.3.4.:
9.23.8.2. Priming of Steel Beams (1) Exterior steel beams susceptible to corrosion shall be shop primed with rust-inhibitive paint.
Notes to Table 9.23.3.4.:
9.23.8.3. Built-up Wood Beams (1) Where a beam is made up of individual pieces of lumber that are nailed together, the individual members shall be 38 mm or greater in thickness and installed on edge. (2) Except as permitted in Sentence (3), where individual members of a built-up beam are butted together to form a joint, the joint shall occur over a support. (3) Where a beam is continuous over more than one span, individual members are permitted to be butted together to form a joint at or within 150 mm of the end quarter points of the clear spans, provided the quarter points are not those closest to the ends of the beam. (4) Members joined at quarter points shall be continuous over adjacent supports. (5) Joints in individual members of a beam that are located at or near the end quarter points shall not occur in adjacent members at the same quarter point and shall not reduce the effective beam width by more than half. (6) Not more than one butt joint shall occur in any individual member of a built-up beam within any one span. (7) Except as provided in Sentence (8), where 38 mm members are laid on edge to form a built-up beam, individual members shall be nailed together with a double row of nails not less than 89 mm in length, spaced not more than 450 mm apart in each row with the end nails located 100 mm to 150 mm from the end of each piece. (8) Where 38 mm members in built-up wood beams are not nailed together as provided in Sentence (7), they shall be bolted together with not less than 12.7 mm diam bolts equipped with washers and spaced not more than 1.2 m o.c., with the end bolts located not more than 600 mm from the ends of the members. 9.23.9. Floor Joists
Notes to Table 9.23.3.4.:
9.23.9.1. End Bearing for Joists (1) Except when supported on ribbon boards, floor joists shall have not less than 38 mm length of end bearing. (2) Ribbon boards referred to in Sentence (1) shall be not less than 19 mm by 89 mm lumber let into the studs.
Notes to Table 9.23.3.4.:
9.23.9.2. Joists Supported by Beams (1) Floor joists may be supported on the tops of beams or may be framed into the sides of beams. (2) When framed into the side of a wood beam, joists referred to in Sentence (1) shall be supported on, (a) joist hangers or other acceptable mechanical connectors, or (b) not less than 38 mm by 64 mm ledger strips nailed to the side of the beam, except that 38 mm by 38 mm ledger strips may be used provided each joist is nailed to the beam by at least four 89 mm nails, in addition to the nailing for the ledger strip required in Table 9.23.3.4. (3) When framed into the side of a steel beam, joists referred to in Sentence (1) shall be supported on the bottom flange of the beam or on not less than 38 mm by 38 mm lumber bolted to the web with not less than 6.3 mm diam bolts spaced not more than 600 mm apart. (4) Joists referred to in Sentence (3) shall be spliced above the beam with not less than 38 mm by 38 mm lumber at least 600 mm long to support the flooring. (5) Not less than a 12 mm space shall be provided between the splice required in Sentence (4) and the beam to allow for shrinkage of the wood joists.
Notes to Table 9.23.3.4.:
9.23.9.3. Restraint of Joist Bottoms (1) Except as provided in Sentence 9.23.9.4.(1), bottoms of floor joists shall be restrained from twisting at each end by toe-nailing to the supports, end-nailing to the header joists or by providing continuous strapping, blocking between the joists or cross-bridging near the supports.
Notes to Table 9.23.3.4.:
9.23.9.4. Strapping and Bridging in Tables A-1 and A-2 (1) Except as permitted by Sentence (5), where strapping is specified in Table A-1, it shall be, (a) not less than 19 mm by 64 mm, nailed to the underside of floor joists, (b) located not more than 2.1 m from each support or other rows of strapping, and (c) fastened at each end to a sill or header. (2) Where bridging is specified in Table A-1, it shall consist of not less than 19 mm by 64 mm or 38 mm by 38 mm cross bridging located not more than 2.1 m from each support or other rows of bridging. (3) Where bridging and strapping are specified in Table A-1, (a) bridging shall, (i) comply with Sentence (2), or (ii) consist of 38 mm solid blocking located not more than 2.1 m from each support or other rows of bridging and securely fastened between the joists, and (b) except as provided in Sentence (5), strapping shall comply with Sentence (1) and be installed under the bridging. (4) Bridging specified in Table A-2 shall consist of, (a) bridging as described in Sentence (2), or (b) 38 mm solid blocking located not more than 2.1 m from each support or other rows of bridging and securely fastened between the joists. (5) Strapping described in Sentence (1) and Clause (3)(b) is not required where, (a) furring strips complying with Table 9.29.3.1. are fastened directly to the joists, or (b) a panel-type ceiling finish complying with Subsection 9.29.5., 9.29.6., 9.29.7., 9.29.8., or 9.29.9. is attached directly to the joists. (6) Where a ceiling attached to wood furring is specified in Table A-2, (a) the ceiling finish shall consist of gypsum board, plywood or OSB not less than 12.7 mm thick, and (b) the furring shall be, (i) 19 mm by 89 mm wood furring spaced at not more than 610 mm o.c., or (ii) 19 mm by 64 mm wood furring spaced at not more than 406 mm o.c.
Notes to Table 9.23.3.4.:
9.23.9.5. Header Joists (1) Header joists around floor openings shall be doubled when they exceed 1.2 m in length. (2) The size of header joists exceeding 3.2 m in length shall be determined by calculations.
Notes to Table 9.23.3.4.:
9.23.9.6. Trimmer Joists (1) Trimmer joists around floor openings shall be doubled when the length of the header joist exceeds 800 mm. (2) When the header joist exceeds 2 m in length, the size of the trimmer joists shall be determined by calculations.
Notes to Table 9.23.3.4.:
9.23.9.7. Support of Tail and Header Joists (1) When tail joists and header joists are supported by the floor framing, they shall be supported by suitable joist hangers or nailing in accordance with Table 9.23.3.4.
Notes to Table 9.23.3.4.:
9.23.9.8. Support of Walls (1) Non-loadbearing walls parallel to the floor joists shall be supported by joists beneath the wall or on blocking between the joists. (2) Blocking referred to in Sentence (1) for the support of non-loadbearing walls shall be not less than 38 mm by 89 mm lumber, spaced not more than 1.2 m apart. (3) Non-loadbearing interior walls at right angles to the floor joists are not restricted as to location. (4) Loadbearing interior walls parallel to floor joists shall be supported by beams or walls of sufficient strength to transfer safely the design loads to vertical supports. (5) Loadbearing interior walls at right angles to floor joists shall be located not more than 900 mm from the joist support when the wall does not support a floor, and not more than 600 mm from the joist support when the wall supports one or more floors, unless the joist size is designed to support such loads.
Notes to Table 9.23.3.4.:
9.23.9.9. Cantilevered Floor Joists (1) Floor joists supporting roof loads shall not be cantilevered more than 400 mm beyond their supports where 38 mm by 184 mm joists are used and not more than 600 mm beyond their supports where 38 mm by 235 mm or larger joists are used. (2) The cantilevered portions referred to in Sentence (1) shall not support floor loads from other storeys unless calculations are provided to show that the design resistances of the cantilevered joists are not exceeded. (3) Where cantilevered floor joists described in Sentences (1) and (2) are at right angles to the main floor joists, the tail joists in the cantilevered portion shall, (a) extend inward away from the cantilever support a distance equal to not less than six times the length of the cantilever, and (b) shall be end nailed to an interior doubled header joist in conformance with Table 9.23.3.4. 9.23.10. Wall Studs
Notes to Table 9.23.3.4.:
9.23.10.1. Stud Size and Spacing (1) Except as provided in Sentence (2), the size and spacing of studs shall conform to Table 9.23.10.1. Table 9.23.10.1.   Size and Spacing of Studs Forming Part of Sentence 9.23.10.1.(1) Item   Column 1 Type of Wall   Column 2 Supported Loads (including dead loads)   Column 3 Minimum Stud Size, mm   Column 4 Maximum Stud Spacing, mm   Column 5 Maximum Unsupported Height, m 

  1.   Interior   No load   38 × 38   406   2.4 

              38 × 89 flat(1)   406   3.6 

          Attic not accessible by a stairway   38 × 64   610   3.0 

              38 × 64 flat(1)   406   2.4 

              38 × 89   610   3.6 

              38 × 89 flat(1)   406   2.4 

          Attic accessible by a stairway plus 1 floor   38 × 89   406   3.6 

          Roof load plus 1 floor             

          Attic not accessible by stairway plus 2 floors             

          Roof load,             

          Attic accessible by a stairway   38 × 64   406   2.4 

          Attic not accessible by a stairway plus 1 floor   38 × 89   610   3.6 

          Attic accessible by a stairway plus 2 floors   38 × 89   305   3.6 

          Roof load plus 2 floors   64 × 89   406   3.6 

              38 × 140   406   4.2 

          Attic accessible by a stairway plus 3 floors   38 × 140   305   4.2 

          Roof load plus 3 floors             

  2.   Exterior   Roof with or without attic storage   38 × 64   406   2.4 

              38 × 89   610   3.0 

          Roof with or without attic storage plus 1 floor   38 × 89   406   3.0 

              38 × 140   610   3.0 

          Roof with or without attic storage plus 2 floors   38 × 89   305   3.0 

              64 × 89   406   3.0 

              38 × 140   406   3.6 

          Roof with or without attic storage plus 3 floors   38 × 140   305   1.8
Notes to Table 9.23.10.1.:
9.23.10.2. Bracing and Lateral Support (1) Except as provided in Sentence (2), each exterior wall in each storey
shall be braced with at least one diagonal brace conforming to Sentence (3). (2) Bracing is not required where the walls, (a) have an interior finish conforming to the requirements of Section 9.29., or (b) where the walls are, (i) clad with panel-type siding, (ii) diagonally sheathed with lumber, or (iii) sheathed with plywood, OSB, waferboard, gypsum or fibreboard sheathing. (3) Where bracing is required, it shall, (a) consist of not less than 19 mm by 89 mm wood members, (b) be applied to the studs at an angle of approximately 45° to the horizontal, and (c) extend the full height of the wall on each storey. (4) Bracing described in Sentence (3) shall be nailed to each stud and wall plate by at least two 63 mm nails. (5) Where
loadbearing interior walls are not finished in accordance with Sentence (2), blocking or strapping shall be fastened to the studs at mid-height to prevent sideways buckling.
Notes to Table 9.23.10.1.:
9.23.10.3. Orientation of Studs (1) Except as permitted in Sentences (2) and (3), all studs shall be placed at right angles to the wall face. (2) Studs on the flat are permitted to be used in gable ends of roofs that contain only unfinished space or in non-loadbearing interior walls within the limits described in Article 9.23.10.1. (3) Wall studs that support only a load from an attic not accessible by a stairway are permitted to be placed on the flat within the limits permitted in Article 9.23.10.1. provided, (a) the studs are clad on at least one side with plywood, OSB or waferboard sheathing fastened to the face of the studs with a structural adhesive, and (b) the portion of the roof supported by the studs does not exceed 2.1 m in width.
Notes to Table 9.23.10.1.:
9.23.10.4. Continuity of Studs (1) Wall studs shall be continuous for the full storey
height except at openings and shall not be spliced except by finger-jointing with a structural adhesive.
Notes to Table 9.23.10.1.:
9.23.10.5. Support for Cladding Materials (1) Corners and intersections shall be designed to provide adequate support for the vertical edges of interior finishes, sheathing and cladding materials, and in no instance shall exterior corners be framed with less than the equivalent of two studs. (2) Where the vertical edges of interior finishes at wall intersections are supported at vertical intervals by blocking or furring, the vertical distance between such supports shall not exceed the maximum distance between supports specified in Section 9.29.
Notes to Table 9.23.10.1.:
9.23.10.6. Studs at Sides of Openings (1) Except as provided in Sentence (2), studs shall be doubled on each side of openings so that the inner studs extend from the lintel to the bottom wall plate and the outer studs extend from the top wall plates to the bottom wall plate. (2) Single studs are permitted to be used on either side of openings, (a) in non-loadbearing
interior walls not required to have fire-resistance ratings, provided the studs extend from the top wall plate to the bottom wall plate, or (b) in loadbearing
or non-loadbearing interior or exterior walls, provided, (i) the opening is less than and within the required stud spacing, and (ii) no two such openings of full stud space width are located in adjacent stud spaces.
Notes to Table 9.23.10.1.:
9.23.10.7. Stud Posts Built into Walls (1) Except as provided in Sentences (2) and (3), stud posts shall be designed in accordance with Part 4. (2) The number of studs in a wall directly below a girder truss or roof beam shall conform to Tables A-34 to A-37, provided, (a) the studs are fastened together to form a post in accordance with Sentence 9.17.4.2.(2), (b) the wall is not less than 1.2 m long and sheathed on at least one side with plywood, OSB, waferboard or gypsum sheathing, and (c) the wall sheathing is fastened to the stud post with at least one row of fasteners conforming to Article 9.23.3.5. and spaced not more than 150 mm o.c. (3) The width of the stud post shall be not less than the width of the girder or beam that it supports. 9.23.11. Wall Plates
Notes to Table 9.23.10.1.:
9.23.11.1. Size of Wall Plates (1) Except as provided in Sentence (2), wall plates shall be, (a) not less than 38 mm thick, and (b) not less than the required width of the wall studs. (2) In non-loadbearing walls and in loadbearing
walls where the studs are located directly over framing members, the bottom wall plate may be 19 mm thick.
Notes to Table 9.23.10.1.:
9.23.11.2. Bottom Wall Plates (1) A bottom wall plate shall be provided in all cases. (2) The bottom plate in exterior walls shall not project more than one-third the plate width over the support.
Notes to Table 9.23.10.1.:
9.23.11.3. Top Plates (1) Except as permitted in Sentences (2) to (4), no fewer than two top plates shall be provided in loadbearing walls. (2) A single top plate is permitted to be used in a section of a loadbearing wall containing a lintel provided the top plate forms a tie across the lintel. (3) A single top plate is permitted to be used in loadbearing
walls where the concentrated loads from ceilings, floors and roofs are not more than 50 mm to one side of the supporting studs and in all non-loadbearing walls. (4) The top plates need not be provided in a section of loadbearing
wall containing a lintel provided the lintel is tied to the adjacent wall section with, (a) not less than 75 mm by 150 mm by 0.91 mm thick galvanized steel, or (b) 19 mm by 89 mm by 300 mm wood splice nailed to each wall section with at least three 63 mm nails.
Notes to Table 9.23.10.1.:
9.23.11.4. Joints in Top Plates (1) Joints in the top plates of loadbearing walls shall be staggered not less than one stud spacing. (2) The top plates in loadbearing walls shall be lapped or otherwise suitably tied at corners and intersecting walls in accordance with Sentence (4). (3) Joints in single top plates used with loadbearing walls shall be tied in accordance with Sentence (4). (4) Ties referred to in Sentences (2) and (3) shall be the equivalent of not less than 75 mm by 150 mm by 0.91 mm thick galvanized steel nailed to each wall with at least three 63 mm nails. 9.23.12. Framing Over Openings
Notes to Table 9.23.10.1.:
9.23.12.1. Openings in Non-Loadbearing Walls (1) Except as provided in Sentence (2), openings in non-loadbearing
walls shall be framed with not less than 38 mm material the same width as the studs securely nailed to adjacent studs. (2) Openings for doors in non-loadbearing walls required to be fire separations with a fire-resistance rating shall be framed with the equivalent of at least two 38 mm thick members that are the same width as the wall plates.
Notes to Table 9.23.10.1.:
9.23.12.2. Openings in Loadbearing Walls (1) Openings in loadbearing walls greater than the required stud spacing shall be framed with lintels designed to carry the superimposed loads to adjacent studs. (2) Except as provided in Sentence 9.23.12.3.(2), where two or more members are used in lintels, they shall be fastened together with not less than 82 mm nails in a double row, with nails not more than 450 mm apart in each row. (3) Lintel members may be separated by filler pieces.
Notes to Table 9.23.10.1.:
9.23.12.3. Lintel Spans and Sizes (1) Spans and sizes of wood lintels shall conform to the spans shown in Tables A-12 to A-16, (a) for buildings
of residential occupancy, (b) where the wall studs exceed 38 mm by 64 mm in size, (c) where the spans of supported joists do not exceed 4.9 m, and (d) where the spans of trusses do not exceed 9.8 m. (2) In
loadbearing exterior and interior walls of 38 mm by 64 mm framing members, lintels shall consist of, (a) solid 64 mm thick members on edge, or (b) 38 mm thick and 19 mm thick members fastened together with a double row of nails not less than 63 mm long and spaced not more than 450 mm apart. (3) Lintels referred to in Sentence (2), (a) shall be not less than 50 mm greater in depth than those shown in Tables A-12 to A-16 for the maximum spans shown, and (b) shall not exceed 2.24 m in length. 9.23.13. Roof and Ceiling Framing
Notes to Table 9.23.10.1.:
9.23.13.1. Continuity of Rafters and Joists (1) Roof rafters and joists and ceiling joists shall be continuous or shall be spliced over vertical supports that extend to suitable bearing.
Notes to Table 9.23.10.1.:
9.23.13.2. Framing around Openings (1) Roof and ceiling framing members shall be doubled on each side of openings greater than two rafter or joist spacings wide.
Notes to Table 9.23.10.1.:
9.23.13.3. End Bearing Length (1) The length of end bearing of joists and rafters shall be not less than 38 mm.
Notes to Table 9.23.10.1.:
9.23.13.4. Location and Attachment of Rafters (1) Rafters shall be located directly opposite each other and tied together at the peak, or may be offset by their own thickness if nailed to a ridge board not less than 17.5 mm thick. (2) Except as permitted in Sentence (3), framing members shall be connected by gusset plates or nailing at the peak in conformance with Table 9.23.3.4. (3) Where the roof framing on opposite sides of the peak is assembled separately, such as in the case of factory-built houses, the roof framing on opposite sides is permitted to be fastened together with galvanized-steel strips not less than 200 mm by 75 mm by 0.41 mm thick spaced not more than 1.2 m apart and nailed at each end to the framing by at least two 63 mm nails.
Notes to Table 9.23.10.1.:
9.23.13.5. Shaping of Rafters (1) Rafters shall be shaped at supports to provide even bearing surfaces and supported directly above the exterior walls.
Notes to Table 9.23.10.1.:
9.23.13.6. Hip and Valley Rafters (1) Hip and valley rafters shall be not less than 50 mm greater in depth than the common rafters and not less than 38 mm thick, actual dimension.
Notes to Table 9.23.10.1.:
9.23.13.7. Intermediate Support for Rafters and Joists (1) Ceiling joists and collar ties of not less than 38 mm by 89 mm lumber are permitted to be assumed to provide intermediate support to reduce the span for rafters and joists where the roof slope is 1 in 3 or greater. (2) Collar ties referred to in Sentence (1) more than 2.4 m long shall be laterally supported near their centres by not less than 19 mm by 89 mm continuous members at right angles to the collar ties. (3) Dwarf walls and struts may be used to provide intermediate support to reduce the span for rafters and joists. (4) When struts are used to provide intermediate support, they shall be not less than 38 mm by 89 mm material extending from each rafter to a loadbearing
wall at an angle of not less than 45° to the horizontal. (5) When dwarf walls are used for rafter support, they shall be framed in the same manner as loadbearing walls and securely fastened top and bottom to the roof and ceiling framing to prevent overall movement. (6) Solid blocking shall be installed between floor joists beneath dwarf walls referred to in Sentence (5) that enclose finished rooms.