jswizzle3737/ontario_laws_and_regs huggingface dataset:
Notes to Table 9.20.16.1.:
9.21.2.5. Fireplace Chimneys (1) The size of a chimney flue serving a masonry fireplace shall be within the allowable range specified in Table 9.21.2.5.A. or Table 9.21.2.5.B. Table 9.21.2.5.A.   Diameter of Round Flues for Fireplace Chimneys Forming Part of Sentence 9.21.2.5.(1)  Column 1

Column 2

Column 3

Column 4

Column 5

Column 6

Column 7

Column 8

Column 9


Fireplace Opening, m²

Chimney Height, m


3.0 to 4.5

> 4.5 to 5.9

> 5.9 to 8.9

> 8.9 to 12


Flue diameter, mm


Min.

Max.

Min.

Max.

Min.

Max.

Min.

Max.


Up to 0.150

110

170

100

160

90

150

90

150


0.151 to 0.250

150

210

130

190

130

190

120

180


0.251 to 0.350

180

240

160

220

150

210

140

200


0.351 to 0.500

220

280

200

260

190

250

170

230


0.501 to 0.650

260

320

230

290

220

280

200

260


0.651 to 0.800

290

350

260

320

240

300

220

280


0.801 to 1.00

330

390

290

350

270

330

250

310


1.01 to 1.20

360

420

320

380

300

360

270

330


1.21 to 1.40

390

450

350

410

330

390

300

360


1.41 to 1.60

420

480

380

440

350

410

320

380


1.61 to 1.80

—

—

400

460

370

430

340

400


1.81 to 2.00

—

—

—

—

400

460

360

420


2.01 to 2.20

—

—

—

—

—

—

380

440 Table 9.21.2.5.B.   Rectangular Flue Sizes for Fireplace Chimneys Forming Part of Sentence 9.21.2.5.(1)  Column 1

Column 2

Column 3

Column 4

Column 5

Column 6

Column 7

Column 8

Column 9


Fireplace Opening, m²

Chimney Height, m


3.0 to 4.5

> 4.5 to 5.9

> 5.9 to 8.9

> 8.9 to 12


Flue Size, mm


Min.

Max.

Min.

Max.

Min.

Max.

Min.

Max.


Up to 0.150

200 × 200

200 × 200

100 × 200

100 × 200

100 × 200

100 × 200

100 × 200

100 × 200


0.151 to 0.250

200 × 200

200 × 200

200 × 200

200 × 200

200 × 200

200 × 200

200 × 200

200 × 200


0.251 to 0.350

200 × 300

200 × 300

200 × 200

200 × 300

200 × 200

200 × 200

200 × 200

200 × 200


0.351 to 0.500

300 × 300

300 × 300

200 × 300

200 × 300

200 × 300

200 × 300

200 × 200

200 × 300


0.501 to 0.650

300 × 300

300 × 400

300 × 300

300 × 300

300 × 300

300 × 300

200 × 300

200 × 300


0.651 to 0.800

300 × 400

300 × 400

300 × 300

300 × 400

300 × 300

300 × 300

300 × 300

300 × 300


0.801 to 1.00

400 × 400

400 × 400

300 × 400

300 × 400

300 × 400

300 × 400

300 × 300

300 × 300


1.01 to 1.20

400 × 400

400 × 400

400 × 400

400 × 400

300 × 400

300 × 400

300 × 400

300 × 400


1.21 to 1.40

—

—

400 × 400

400 × 400

400 × 400

400 × 400

300 × 400

300 × 400


1.41 to 1.60

—

—

—

—

400 × 400

400 × 400

400 × 400

400 × 400


1.61 to 1.80

—

—

—

—

—

—

400 × 400

400 × 400


1.81 to 2.00

—

—

—

—

—

—

400 × 400

400 × 400
Notes to Table 9.20.16.1.:
9.21.2.6. Oval Chimney Flues (1) The width of an oval chimney flue shall be not less than two-thirds its breadth. 9.21.3. Chimney Lining
Notes to Table 9.20.16.1.:
9.21.3.1. Lining Materials (1) Every masonry or concrete chimney shall have a lining of clay, concrete, firebrick or metal.
Notes to Table 9.20.16.1.:
9.21.3.4. Firebrick Liners (1) Firebrick liners shall conform to ASTM C27, “Classification of Fireclay and High Alumina Refractory Brick”. (2) Firebrick liners shall be laid with high temperature cement mortar conforming to CAN/CGSB-10.3, “Air Setting Refractory Mortar”.
Notes to Table 9.20.16.1.:
9.21.3.5. Concrete Liners (1) Concrete flue liners shall conform to Clause 4.2.6.4. of CAN/CSA-A405-M, “Design and Construction of Masonry Chimneys and Fireplaces”.
Notes to Table 9.20.16.1.:
9.21.3.6. Metal Liners (1) Metal liners shall be constructed of at least 0.3 mm thick stainless steel. (2) Except as permitted in Sentence 9.22.10.2.(3), metal liners referred to in Sentence (1) shall only be used in chimneys serving gas- or oil-burning appliances.
Notes to Table 9.20.16.1.:
9.21.3.9. Mortar for Chimney Liners (1) Chimney liners used in chimneys for solid fuel-burning appliances shall be laid in a full bed of, (a) high temperature cement mortar conforming to CAN/CGSB-10.3, “Air Setting Refractory Mortar”, or (b) mortar consisting of 1 part Portland cement to 3 parts sand by volume. (2) Chimney liners used in chimneys for oil- or gas-burning appliances shall be laid in a full bed of mortar consisting of 1 part Portland cement to 3 parts sand by volume.
Notes to Table 9.20.16.1.:
9.21.3.10. Extension of Chimney Liners (1) Chimney liners shall extend from a point not less than 200 mm below the lowest flue pipe connection to a point not less than 50 mm or more than 100 mm above the chimney cap. 9.21.4. Masonry and Concrete Chimney Construction
Notes to Table 9.20.16.1.:
9.21.4.4. Height of Chimney Flues (1) A chimney flue shall extend not less than, (a) 900 mm above the highest point at which the chimney comes in contact with the roof, and (b) 600 mm above the highest roof surface or structure within 3 m of the chimney.
Notes to Table 9.20.16.1.:
9.21.4.5. Lateral Stability (1) Except as provided in Sentence (2), chimneys shall be braced in accordance with Subsection 4.3.2. to provide stability under wind loads. (2) A chimney need not be laterally braced provided, (a) no horizontal outside dimension is less than 400 mm, and (b) the chimney extends not more than 3.6 m above a roof or the masonry wall of which it forms a part.
Notes to Table 9.20.16.1.:
9.21.4.6. Chimney Caps (1) The top of a chimney shall have a waterproof cap of reinforced concrete, masonry or metal. (2) The cap required in Sentence (1) shall slope from the lining and be provided with a drip not less than 25 mm from the chimney wall. (3) Cast-in-place concrete caps shall be separated from the chimney liner by a bond break and be sealed at that location. (4) Jointed precast concrete or masonry chimney caps shall have flashing installed beneath the cap extending from the liner to the drip edge.
Notes to Table 9.20.16.1.:
9.21.4.8. Wall Thickness (1) The walls of a masonry chimney shall be built of solid units not less than 70 mm thick.
Notes to Table 9.20.16.1.:
9.21.4.9. Separation of Flue Liners (1) Flue liners in the same chimney shall be separated by not less than 70 mm of masonry or concrete exclusive of liners where clay liners are used, or 90 mm of firebrick where firebrick liners are used. (2) Flue liners referred to in Sentence (1) shall be installed to prevent significant lateral movement.
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.:
9.22.2.2. 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.:
9.22.3.1. 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 consist of not less than 190 mm thick where a metal liner or a firebrick liner less than 51 mm 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.:
9.22.5.1. 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.:
9.22.9.2. 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.:
9.22.10.2. Installation (1) The installation of fireplace inserts and hearth mounted stoves vented through the throat of a fireplace shall conform to CAN/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 600 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.:
9.23.3.1. Standards for Nails and Screws (1) Unless otherwise indicated, nails specified in this Section shall be common steel wire nails or common spiral nails, conforming to CSA B111, “Wire Nails, Spikes and Staples”. (2) 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.:
9.23.3.4. 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)  Column 1

Column 2

Column 3


Construction Detail

Minimum Length of Nails, mm

Minimum Number or Maximum Spacing of Nails


Floor joist to plate – toe nail

82

2


Wood or metal strapping to underside of floor joists

57

2


Cross bridging to joists

57

2 at each end


Double header or trimmer joists

76

300 mm (o.c.)


Floor joist to stud (balloon construction)

76

2


Ledger strip to wood beam

82

2 per joist


Joist to joist splice (See also Table 9.23.13.8.)

76

2 at each end


Header joist end nailed to joists along perimeter

101

3


Tail joist to adjacent header joist

82

5


(end nailed) around openings

101

3


Each header joist to adjacent trimmer joist

82

5


(end nailed) around openings

101

3


Stud to wall plate (each end) toe nail

62

4


or end nail

82

2


Doubled studs at openings, or studs at walls or wall intersections and corners

76

750 mm (o.c.)


Doubled top wall plates

76

600 mm (o.c.)


Bottom wall plate or sole plate to joists or blocking (exterior walls)(1)

82

400 mm (o.c.)


Interior walls to framing or subflooring

82

600 mm (o.c.)


Horizontal member over openings in non-loadbearing walls – each end

82

2


Lintels to studs

82

2 at each end


Ceiling joist to plate – toe nail each end

82

2


Roof rafter, roof truss or roof joist to plate – toe nail

82

3


Rafter plate to each ceiling joist

101

2


Rafter to joist (with ridge supported)

76

3


Rafter to joist (with ridge unsupported)

76

See Table 9.23.13.8.


Gusset plate to each rafter at peak

57

4


Rafter to ridge board – toe nail – end nail

82

3


Collar tie to rafter – each end

76

3


Collar tie lateral support to each collar tie

57

2


Jack rafter to hip or valley rafter

82

2


Roof strut to rafter

76

3


Roof strut to loadbearing wall – toe nail

82

2


38 mm × 140 mm or less plank decking to support

82

2


Plank decking wider than 38 mm × 140 mm to support

82

3


38 mm edge laid plank decking to support (toe nail)

76

1


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) 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)  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


Board lumber 184 mm or less wide

51

45

N/A

51

2 per support


Board Lumber more than 184 mm wide

51

45

N/A

51

3 per support


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


Gypsum sheathing up to 13 mm thick

N/A

N/A

44

N/A


Plywood, OSB or waferboard up to 10 mm thick

51

45

N/A

38


Plywood, OSB or waferboard from 10 mm to 20 mm thick

51

45

N/A

51


Plywood, OSB or waferboard over 20 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. 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 do 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.:
9.23.4.3. 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. (2) Beams described in Sentence (1) shall at least meet the requirements for Grade 350 W steel in CAN/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 600 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. Table 9.23.4.3.   Maximum Spans for Steel Beams Supporting Floors in Dwelling Units Forming Part of Sentence 9.23.4.3 (1)  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


W150 × 22

5.5

5.2

4.9

4.8

4.6

4.5

4.3


W200 × 21

6.5

6.2

5.9

5.7

5.4

5.1

4.9


W200 × 27

7.3

6.9

6.6

6.3

6.1

5.9

5.8


W200 × 31

7.8

7.4

7.1

6.8

6.6

6.4

6.2


W250 × 24

8.1

7.6

7.3

7.0

6.6

6.2

5.9


W250 × 33

9.2

8.7

8.3

8.0

7.7

7.5

7.3


W250 × 39

10.0

9.4

9.0

8.6

8.4

8.1

7.9


W310 × 31

10.4

9.8

9.4

8.9

8.4

8.0

7.6


W310 × 39

11.4

10.7

10.2

9.8

9.5

9.2

9.0


Section

Two Storeys Supported


W150 × 22

4.9

4.4

4.1

3.8

3.5

3.4

3.2


W200 × 21

5.6

5.1

4.6

4.3

4.1

3.8

3.7


W200 × 27

6.4

6.1

5.6

5.3

4.9

4.7

4.4


W200 × 31

6.9

6.5

6.2

5.8

5.4

5.1

4.9


W250 × 24

6.8

6.1

5.6

5.2

4.9

4.6

4.4


W250 × 33

8.2

7.7

7.0

6.5

6.1

5.8

5.5


W250 × 39

8.8

8.3

7.8

7.2

6.8

6.4

6.1


W310 × 31

8.7

7.8

7.2

6.7

6.2

5.9

5.6


W310 × 39

10.0

9.3

8.5

7.9

7.4

7.0

6.7
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 2 400 mm 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.:
9.23.6.3. 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 CAN/CSA-Z240.10.1, “Site Preparation, Foundation and Anchorage of Mobile Homes”. 9.23.7. Sill Plates
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.:
9.23.8.3. 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 1 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 1 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 1 200 mm 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.:
9.23.9.4. 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 2 100 mm 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 2 100 mm from each support or other rows of bridging. (3) Where bridging and strapping are specified in Tables A-1, (a) bridging shall, (i) comply with Sentence (2), or (ii) consist of 38 mm solid blocking located not more than 2 100 mm 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 2 100 mm 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 600 mm o.c., or (ii) 19 mm by 64 mm wood furring spaced at not more than 400 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 1 200 mm 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 2 000 mm in length the size of the trimmer joists shall be determined by calculations.
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 1 200 mm 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 6 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. (2) Studs for walls not listed in Table 9.23.10.1. and supporting roof loads shall conform to Table A-30 to A-33, provided, (a) the studs are clad with not less than 9.5 mm thick plywood, OSB or waferboard sheathing on the exterior face, and not less than 12.5 mm gypsum board on the interior face, (b) solid bridging is provided at not more than 1 200 mm on centre, (c) the studs are fastened to the top and bottom plates with no fewer than three 82 mm toe-nails, (d) the double top plates are fastened together with not less than 76 mm nails spaced not more than 200 mm on centre, (e) roof framing members spaced not more than 600 mm are fastened to the top plates with no fewer than four 82 mm toe-nails, and (f) the bottom plate is fastened to the floor joists, blocking or rim joist with not less than 82 mm nails spaced not more than 200 mm on centre. Table 9.23.10.1.   Size and Spacing of Studs Forming Part of Sentence 9.23.10.1.(1)  Column 1

Column 2

Column 3

Column 4

Column 5


Type of Wall

Supported Loads (including dead loads)

Minimum Stud Size, mm

Maximum Stud Spacing, mm

Maximum Unsupported Height, m


Interior

No load

38 × 38

400

2.4


38 × 89 flat(1)

400

3.6


Attic not accessible by a stairway

38 × 64

600

3.0


38 × 64 flat(1)

400

2.4


38 × 89

600

3.6


38 × 89 flat(1)

400

2.4


Attic accessible by a stairway plus one floor Roof load plus one floor Attic not accessible by stairway plus 2 floors

38 × 89

400

3.6


Roof load,

 

 

 


Attic accessible by a stairway

38 × 64

400

2.4


Attic not accessible by a stairway plus one floor

38 × 89

600

3.6


Attic accessible by a stairway plus 2 floors Roof load plus 2 floors

38 × 89

300

3.6


64 × 89

400

3.6


38 × 140

400

4.2


Attic accessible by a stairway plus 3 floors Roof load plus 3 floors

38 × 140

300

4.2


Exterior

Roof with or without attic storage

38 × 64

400

2.4


38 × 89

600

3.0


Roof with or without attic storage plus one floor

38 × 89

400

3.0


38 × 140

600

3.0


Roof with or without attic storage plus 2 floors

38 × 89

300

3.0


64 × 89

400

3.0


38 × 140

400

3.6


Roof with or without attic storage plus 3 floors

38 × 140

300

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 1 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 2 100 mm 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 2 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 1 200 mm 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 less than 150 mm on centre. (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 2 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.:
9.23.12.1. 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 2 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 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 2 240 mm in length. 9.23.13. Roof and Ceiling Framing
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 2 rafter or joist spacings wide.
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 1 200 mm apart and nailed at each end to the framing by at least two 63 mm nails.
Notes to Table 9.23.10.1.:
9.23.13.7. 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 2 400 mm 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 over-all movement. (6) Solid blocking shall be installed between floor joists beneath dwarf walls referred to in Sentence (5) that enclose finished rooms.
Notes to Table 9.23.10.1.:
9.23.13.8. Ridge Support (1) Except as provided in Sentence (4), roof rafters and joists shall be supported at the ridge of the roof by, (a) a loadbearing wall extending from the ridge to suitable bearing, or (b) a ridge beam supported by not less than 89 mm length of bearing. (2) Except as provided in Sentence (3), the ridge beam referred to in Sentence (1) shall conform to the sizes and spans shown in Table A-12, provided, (a) the supported rafter or joist length does not exceed 4.9 m, and (b) the roof does not support any concentrated loads. (3) The ridge beam referred to in Sentence (1) need not comply with Sentence (2) where, (a) the beam is of not less than 38 mm by 140 mm material, and (b) the beam is supported at intervals not exceeding 1 200 mm by not less than 38 mm by 89 mm members extending vertically from the ridge to suitable bearing. (4) When the roof slope is 1 in 3 or more, ridge support need not be provided when the lower ends of the rafters are adequately tied to prevent outward movement. (5) Ties required in Sentence (4) are permitted to consist of tie rods or ceiling joists forming a continuous tie for opposing rafters and nailed in accordance with Table 9.23.13.8. (6) Ceiling joists referred to in Sentence (5) shall be fastened together with at least one more nail per joist splice than required for the rafter to joist connection shown in Table 9.23.13.8. (7) Members referred to in Sentence (6) are permitted to be fastened together either directly or through a gusset plate. Table 9.23.13.8.   Rafter-to-Joist Nailing (Unsupported Ridge) Forming Part of Sentences 9.23.13.8.(5) and (6)  Col. 1

Col. 2

Col. 3

Col. 4

Col. 5

Col. 6

Col. 7

Col. 8

Col. 9

Col. 10

Col. 11

Col. 12

Col. 13

Col. 14


Roof Slope

Rafter Spacing, mm

Minimum Number of Nails not less than 75 mm Long


Rafter Tied to every Joist

Rafter Tied to Joist every 1.2 m


Building Width up to 8.0 m

Building width up to 9.8 m

Building Width up to 8.0 m

Building Width up to 9.8 m


Roof Snow Load, kPa

Roof Snow Load, kPa

Roof Snow Load, kPa

Roof Snow Load, kPa


1.0or less

1.5

2.0 or more

1.0 or less

1.5 

2.0 or more

1.0 or less

1.5

2.0 or more

1.0 or less

1.5

2.0 or more


1 in 3

400

4

5

6

5

7

8

11

—

—

—

—

—


600

6

8

9

8

—

—

11

—

—

—

—

—


1 in 2.4

400

4

4

5

5

6

7

7

10

—

9

—

—


600

5

7

8

7

9

11

7

10

—

—

—

—


1 in 2

400

4

4

4

4

4

5

6

8

9

8

—

—


600

4

5

6

5

7

8

6

8

9

8

—

—


1 in 1.71

400

4

4

4

4

4

4

5

7

8

7

9

11


600

4

4

5

5

6

7

5

7

8

7

9

11


1 in 1.33

400

4

4

4

4

4

4

4

5

6

5

6

7


600

4

4

4

4

4

5

4

5

6

5

6

7


1 in 1

400

4

4

4

4

4

4

4

4

4

4

4

5


600

4

4

4

4

4

4

4

4

4

4

4

5
Notes to Table 9.23.10.1.:
9.23.13.10. Ceiling Joists Supporting Roof Load (1) Except as permitted in Sentence (2), ceiling joists supporting part of the roof load from the rafters shall be not less than 25 mm greater in depth than required for ceiling joists not supporting part of the roof load. (2) When the roof slope is 1 in 4 or less, the ceiling joist sizes referred to in Sentence (1) shall be determined from the span tables for roof joists.
Notes to Table 9.23.10.1.:
9.23.13.11. Wood Roof Trusses (1) Roof trusses that are not designed in accordance with Part 4 shall, (a) be capable of supporting a total ceiling load (dead load plus live load) of 0.35 kPa plus two and two-thirds times the specified live roof load for 24 h, and (b) not exceed the deflections shown in Table 9.23.13.11. when loaded with the ceiling load plus one and one-third times the specified roof snow load for 1 h. Table 9.23.13.11.   Maximum Roof Truss Deflections Forming Part of Sentence 9.23.13.11.(1)  Column 1

Column 2

Column 3


Truss Span

Type of Ceiling

Maximum Deflection


4.3 m or less

Plaster or gypsum board

1/360 of the span


Other than plaster or gypsum board

1/180 of the span


Over 4.3 m

Plaster or gypsum board

1/360 of the span


Other than plaster or gypsum board

1/240 of the span (2) The joint connections used in trusses described in Sentence (1) shall be designed in conformance with the requirements in Subsection 4.3.1. (3) Where the length of compression web members in roof trusses described in Sentence (1) exceeds 1 830 mm, such web members shall be provided with continuous bracing to prevent buckling. (4) Bracing required in Sentence (3) shall consist of not less than 19 mm by 89 mm lumber nailed at right angles to the web members near their centres with at least two 63 mm nails for each member. (5) Where the ability of a truss design to satisfy the requirements of Sentence (1) is demonstrated by testing, it shall consist of a full scale load test carried out in conformance with CSA S307-M, “Load Test Procedure for Wood Trusses for Houses and Small Buildings”. (6) Where the ability of a truss design to satisfy the requirements of Sentence (1) is demonstrated by analysis, it shall be carried out in accordance with good engineering practice such as described in TPIC, “Truss Design Procedures and Specifications for Light Metal Plate Connected Wood Trusses”. 9.23.14. Subflooring
Notes to Table 9.23.10.1.:
9.23.14.2. Material Standards (1) Except as provided in Sentence (2), wood-based panels for subfloors shall conform to, (a) CSA O121-M, “Douglas Fir Plywood”, (b) CSA O151, “Canadian Softwood Plywood”, (c) CSA O153-M, “Poplar Plywood”, (d) CAN/CSA-O325.0, “Construction Sheathing”, or (e) CSA O437.0, “OSB and Waferboard”. (2) Particleboard subflooring may be used only where a building is constructed in a factory so that the subfloor will not be exposed to the weather. (3) Subflooring described in Sentence (2) shall conform to grade D-2 or D-3 in ANSI A208.1, “Particleboard, Mat-Formed Wood”. (4) Subflooring described in Sentence (2) shall have its upper surface and all edges treated to restrict water absorption where the subfloor is used in bathrooms, kitchens, laundry rooms or other areas subject to periodic wetting.
Notes to Table 9.23.10.1.:
9.23.14.4. Direction of Installation (1) Plywood subflooring shall be installed with the surface grain at right angles to the joists and with joints parallel to floor joists staggered. (2) OSB subflooring conforming to CAN/CSA-O325.0, “Construction Sheathing”, or to O-1 and O-2 grades in CSA O437.0, “OSB and Waferboard”, and waferboard subflooring conforming to R-1 grade in CSA O437.0 shall be installed with the direction of face orientation at right angles to the joists and the joints parallel to the floor joists are staggered.
Notes to Table 9.23.10.1.:
9.23.14.5. Subfloor Thickness or Rating (1) Except as provided in Sentences (2) and (3), subfloors shall conform to Table 9.23.14.5.A. or Table 9.23.14.5.B. Table 9.23.14.5.A.   Thickness of Subflooring Forming Part of Sentences 9.23.14.5.(1) and 9.23.15.7.(1)  Column 1

Column 2

Column 3

Column 4

Column 5


Maximum Spacing of Supports, mm

Minimum Thickness, mm


Plywood and OSB,O-2 Grade

OSB, O-1 Grade, and Waferboard, R-1 Grade

Particleboard

Lumber


400

15.5

15.9

15.9

17.0


500

15.5

15.9

19.0

19.0


600

18.5

19.0

25.4

19.0 Table 9.23.14.5.B.   Rating for Subfloor when Applying CAN/CSA-O325.0 Forming Part of Sentences 9.23.14.5.(1) and 9.23.15.7.(1)  Column 1

Column 2

Column 3


Maximum Spacing of Supports, mm

Panel Mark


Subfloor

Used with Panel-Type Underlay


400

1F16

2F16


500

1F20

2F20


600

1F24

2F24 (2) Where the finished flooring consists of not less than 19 mm matched wood strip flooring laid at right angles to joists, spaced not more than 600 mm o.c., subflooring shall be permitted to consist of not less than, (a) 12.5 mm thick plywood, (b) 12.5 mm thick OSB conforming to O-2 grade, (c) 12.7 mm thick OSB conforming to O-1 grade, (d) 12.7 mm thick waferboard conforming to R-1 grade, or (e) OSB conforming to 2R32 / 2F16 grade. (3) Except where the flooring consists of ceramic tiles applied with adhesive, where a separate panel-type underlay or concrete topping is applied to a subfloor on joists spaced not more than 400 mm o.c., the subfloor may consist of not less than, (a) 12.5 mm thick plywood, (b) 12.5 mm thick OSB conforming to O-2 grade, (c) 12.7 mm thick OSB conforming to O-1 grade, (d) 12.7 mm thick waferboard conforming to R-1 grade, or (e) OSB conforming to 2R32 / 2F16 grade.
Notes to Table 9.23.10.1.:
9.23.14.6. Annular Grooved Nails  (1) When resilient flooring is applied directly to an OSB, waferboard, particleboard or plywood subfloor, the subfloor shall be fastened to the supports with annular grooved nails.
Notes to Table 9.23.10.1.:
9.23.15.1. Required Roof Sheathing  (1) Except as provided in Section 9.26., continuous lumber or panel-type roof sheathing shall be installed to support the roofing.
Notes to Table 9.23.10.1.:
9.23.15.2. Material Standards (1) Wood-based panels used for roof sheathing shall conform to the requirements of, (a) CSA O121-M, “Douglas Fir Plywood”, (b) CSA O151, “Canadian Softwood Plywood”, (c) CSA O153-M, “Poplar Plywood”, (d) CAN/CSA-O325.0, “Construction Sheathing”, or (e) CSA O437.0, “OSB and Waferboard”.
Notes to Table 9.23.10.1.:
9.23.15.3. Direction of Installation (1) Plywood roof sheathing shall be installed with the surface grain at right angles to the roof framing. (2) OSB roof sheathing conforming to CAN/CSA-O325.0, “Construction Sheathing”, or to O-1 and O-2 grades as specified in CSA O437.0, “OSB and Waferboard”, shall be installed with the direction of face orientation at right angles to the roof framing members.