Last updated
Values this chapter turns on
- max hole size in joists and rafters
- 1/4 of depth
- max hole size in joists and rafters
- header length that triggers doubled trimmers
- 800 mm
- header length that triggers doubled trimmers
- max anchor bolt spacing
- 2.4 m
- max anchor bolt spacing
- undamaged depth, non-loadbearing studs
- 40 mm
- undamaged depth, non-loadbearing studs
Section 9.23 is the heart of the House exam: nailing, span tables, notching, anchorage, studs, bracing and sheathing. Section 9.24 adds non-loadbearing steel studs. The skill tested is picking the right table, then the right row and column.
Scope and general rules (9.23.1 to 9.23.3)
Section 9.23 applies to light framing of small repetitive members spaced not more than 600 mm o.c., clad or sheathed on at least one side, with floor live loads of not more than 2.4 kPa and no member spanning more than 12.20 m. Outside those limits, design under Subsection 4.3.1 OBC Div. B 9.23.1.1.OBC Div. B 9.23.1.1. Limitations(1) This Section applies to constructions 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….
- Wood framing on concrete in contact with the ground is separated by 0.05 mm polyethylene or Type S roll roofing, unless pressure-treated or at least 150 mm above the ground OBC Div. B 9.23.2.3.OBC Div. B 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….
- Connectors touching preservative-treated wood are Z550 hot-dip galvanized steel, stainless steel or an equivalent. Borate-treated wood in a dry interior is the exception OBC Div. B 9.23.2.4.OBC Div. B 9.23.2.4. Connections to Preservative-Treated Wood(1) Except as provided in Sentence (3), connectors in contact with preservative-treated wood shall be made of (a) hot-dipped, zinc-coated galvanized steel with a coating weight not less than Z550 conforming to ASTM A653 / A653 M, "Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron….
- At least half of a nail's required length must go into the second member OBC Div. B 9.23.3.2.OBC Div. B 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..
Framing nails come from Table 9.23.3.4.OBC Div. B Table 9.23.3.4. Nailing for Framing — Forming Part of Sentences 9.23.3.4.(1), (2) and 9.23.14.4.(2)Table 9.23.3.4. Nailing for Framing — Forming Part of Sentences 9.23.3.4.(1), (2) and 9.23.14.4.(2) Forming Part of Sentences 9.23.3.4.(1), (2) and 9.23.14.4.(2) Construction Detail | Minimum Length of Nails, mm | Minimum Number or Maximum Spacing of Nails Floor joist or blocking perpendicular to sill plate or top…. A few rows to know:
| Connection | Nail length | Number or spacing |
|---|---|---|
| Stud to plate, toe nail | 63 mm | 4 |
| Stud to plate, end nail | 82 mm | 2 |
| Doubled top plates | 76 mm | 600 mm o.c. |
| Bottom plate to joists (exterior wall) | 82 mm | 400 mm o.c. |
| Rafter or truss to plate, toe nail | 82 mm | 3 |
Minimum nail diameters by length are in Table 9.23.3.1. Sheathing and subfloor fasteners are in Table 9.23.3.5.-AOBC Div. B Table 9.23.3.5-A. Fasteners for Subflooring and for Sheathing where the 1-in-50 HWP < 0.8 kPa and S_a(0.2) ≤ 0.70Table 9.23.3.5.-A. — Fasteners for Subflooring and for Sheathing where the 1-in-50 HWP < 0.8 kPa and S_a(0.2) ≤ 0.70 Forming Part of Sentence 9.23.3.5.(1) Element | Minimum Length of Fasteners, mm (Common or Spiral Nails) | Minimum Length of Fasteners, mm (Ring Thread Nails or Screws) | Minimum Length of Fasteners, mm…: typically 150 mm o.c. on edges and 300 mm o.c. on intermediate supports.
Span tables (9.23.4)
The joist and rafter tables apply to floors serving residential areas, or carrying no more than the residential live load OBC Div. B 9.23.4.1.OBC Div. B 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…. Tables 9.23.4.2.-A to -G cover joists and rafters. Tables -H to -K cover built-up and glulam floor beams, and -L covers ridge beams.
How to read a joist table. Pick the table for your case (Table -A is the general case with strapping). Find the species group, then the grade, then the joist size. Read across to the spacing column. Example: in Table 9.23.4.2.-AOBC Div. B Table 9.23.4.2-A. Maximum Spans for Floor Joists – General Cases with Strapping[2]Table 9.23.4.2.-A — Maximum Spans for Floor Joists – General Cases with Strapping[2] Forming Part of Sentences 9.23.2.8.(1), 9.23.4.2.(1) and (2), 9.23.4.4.(1) and 9.23.9.4.(1) to (3) Commercial Designation | Grade | Joist Size, mm | Joist Spacing, 300 mm | Joist Spacing, 400 mm | Joist Spacing, 600 mm Douglas Fir –…, spruce-pine-fir No. 1 and No. 2, 38 x 235 mm at 400 mm o.c., gives 3.96 m. The same joist at 300 mm o.c. gives 4.17 m, and at 600 mm o.c. gives 3.77 m.
Steel beams. Table 9.23.4.3.OBC Div. B Table 9.23.4.3. One Storey SupportedTable 9.23.4.3. — One Storey Supported Forming Part of Sentence 9.23.4.3.(1) Section | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 2.4 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 3.0 m | Supported Joist Length (Half the sum of joist spans on… uses the supported joist length, which is half the sum of the joist spans on both sides of the beam. Joists of 4.2 m and 3.0 m give (4.2 + 3.0) / 2 = 3.6 m. A W200 x 27 supporting one storey with 3.6 m of supported length can span 6.6 m. The beam must be laterally supported at the top flange.
Concrete topping. Where a floor carries a concrete topping of not more than 51 mm, multiply the beam spans from Tables -H to -K by 0.8, or shorten the supported joist length OBC Div. B 9.23.4.4.OBC Div. B 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 Span Table 9.23.4.2.-A 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…. A 3.20 m beam span becomes 2.56 m. Heavy roofing such as concrete tile also reduces rafter, ridge beam and lintel spans.
Notching and drilling (9.23.5)
| Member | Limit |
|---|---|
| Joist and rafter holes | not more than 1/4 of the depth, at least 50 mm from the edges |
| Joist notches | on the top, within half the depth from the bearing, not deeper than 1/3 of the depth |
| Loadbearing studs | keep at least 2/3 of the depth undamaged |
| Non-loadbearing studs | keep at least 40 mm undamaged |
| Top plates | keep at least 50 mm of width |
| Roof trusses | no notching or drilling unless the truss design allows it |
Source: OBC Div. B 9.23.5.1.OBC Div. B 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. to 9.23.5.5.OBC Div. B 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.. Worked example: a 38 x 235 mm joist can take a hole of up to 235 / 4 = 58 mm, kept 50 mm in from both edges.
Anchorage and sill plates (9.23.6, 9.23.7)
Anchor the frame to the foundation by embedding the first-floor joists in concrete, or by bolting the sill plate with anchor bolts of at least 12.7 mm diameter at not more than 2.4 m o.c. OBC Div. B 9.23.6.1.OBC Div. B 9.23.6.1. Anchorage of Building Frames(1) Except as required by Sentence 9.23.6.3.(1), building frames shall be anchored to the foundation unless a structural analysis that considers wind and earthquake loads and lateral earth pressures shows that anchorage is not required (2) Except as provided in Sentences (3) to (6), anchorage shall be provided by (a)…. Bolts are embedded at least 100 mm and have nuts and washers. Higher wind and seismic zones need more bolts per braced wall panel. Low decks (not more than 1 storey or 55 m², no roof, not attached) need no anchorage for their posts. Sill plates that carry the floor are at least 38 x 89 mm, levelled on mortar or laid on a level foundation, and sealed to it.
Beams and floor joists (9.23.8, 9.23.9)
- Beam end bearing: at least 89 mm. Joist end bearing: at least 38 mm.
- Built-up beams: 38 mm members on edge, nailed with a double row of 89 mm nails at not more than 450 mm in each row. Butt joints occur over supports, or near the end quarter points of continuous beams.
- Header joists around openings are doubled when longer than 1.2 m. Trimmer joists are doubled when the header is longer than 800 mm OBC Div. B 9.23.9.5.OBC Div. B 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., 9.23.9.6.OBC Div. B 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..
- Loadbearing walls at right angles to joists sit within 900 mm of the support (600 mm if they carry a floor) unless the joists are designed for it.
- Joists that carry roof loads can cantilever 400 mm (38 x 184 mm) or 600 mm (38 x 235 mm and larger) OBC Div. B 9.23.9.9.OBC Div. B 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….
Studs, plates and lintels (9.23.10 to 9.23.12)
Stud size and spacing come from Table 9.23.10.1.OBC Div. B Table 9.23.10.1. Size and Spacing of Studs — Forming Part of Sentence 9.23.10.1.(1)Table 9.23.10.1. Size and Spacing of Studs — Forming Part of Sentence 9.23.10.1.(1) 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 Interior | No load | 38 × 89 flat[1] | 400 | 3.6 Interior…. For example, an exterior wall carrying a roof plus one floor can use 38 x 89 mm studs at 400 mm o.c. up to 3.0 m, or 38 x 140 mm at 600 mm. Studs are continuous for the storey height, and exterior corners have at least two studs. Beside openings, studs are doubled when the lintel is up to 3 m long and tripled when it is longer OBC Div. B 9.23.10.6.OBC Div. B 9.23.10.6. Studs at Sides of Openings(1) Where the lintel spanning the opening is more than 3 m long, studs shall be tripled on each side of the opening so that (a) the two inner studs on each side extend from the bottom of the supported lintel to the top of the bottom wall plate, and (b) the outer stud on each side extends from the bottom of the top….
Loadbearing walls have two top plates, with joints staggered at least one stud space. Lintel spans come from Tables 9.23.12.3.-A to -D: pick species and snow load, then what the lintel supports, then exterior or interior wall.
Bracing (9.23.13)
Where Sa(0.2) is not more than 0.70 and the 1-in-50 hourly wind pressure is under 0.80 kPa (most of Ontario), bracing is satisfied by panel cladding, structural sheathing or a panel-type interior finish OBC Div. B 9.23.13.1.OBC Div. B 9.23.13.1. Requirements for Low to Moderate Wind and Seismic Forces(1) This Article applies in locations where the seismic spectral acceleration, S_a(0.2) , is not more than 0.70 and the 1-in-50 hourly wind pressure is less than 0.80 kPa. (2) Bracing to resist lateral loads shall be designed and constructed as follows: (a) exterior walls shall be (i) clad with panel-type cladding in…. In higher zones, walls are laid out in braced wall bands containing braced wall panels. Key limits in Table 9.23.13.5.OBC Div. B Table 9.23.13.5. Spacing and Dimensions of Braced Wall Bands and Braced Wall Panels[1][2][3]Table 9.23.13.5 — Spacing and Dimensions of Braced Wall Bands and Braced Wall Panels[1][2][3] Forming Part of Sentences 9.23.13.4.(1) and 9.23.13.5.(1) Description | Seismic and Wind Loads, 0.70 < S_a(0.2) < 1.0 | Seismic and Wind Loads, 1.0 ≤ S_a(0.2) ≤ 1.8 or 0.80 ≤ HWP < 1.2 kPa Maximum distance between centre…: bands not more than 1.2 m wide; panels not more than 6.4 m apart (7.3 m if every panel is at least 1.2 m long); and the first panel within 2.4 m of the end of the band.
Roof and ceiling framing (9.23.14)
- Hip and valley rafters are at least 50 mm deeper than common rafters OBC Div. B 9.23.14.6.OBC Div. B 9.23.14.6. 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..
- Collar ties longer than 2.4 m need lateral support near mid-length.
- Ridge support can be skipped when the slope is 1 in 3 or steeper and the rafter feet are tied, usually by ceiling joists. The number of nails at each rafter-to-joist connection then comes from Table 9.23.14.8.OBC Div. B Table 9.23.14.8. Minimum Number of Nails Not Less than 76 mm Long and 3.66 mm in Diameter[1][2][3][4]Table 9.23.14.8. — Minimum Number of Nails Not Less than 76 mm Long and 3.66 mm in Diameter[1][2][3][4] Forming Part of Sentences 9.23.14.8.(5) and (8) Roof Slope | Rafter Spacing, mm | Building Width up to 4 m (Specified Roof Snow Load: 1.0 kPa) | Building Width up to 4 m (Specified Roof Snow Load: 1.5 kPa) |…. For a 1 in 3 slope, rafters at 400 mm, a building up to 8 m wide and a 1.5 kPa roof snow load, the table gives 10 nails.
Subfloor and sheathing (9.23.15 to 9.23.17)
Subfloor thickness comes from Table 9.23.15.5.-AOBC Div. B Table 9.23.15.5-A. Thickness of Subflooring — Forming Part of Sentences 9.23.15.5.(1) and 9.23.16.7.(1)Table 9.23.15.5.-A Thickness of Subflooring — Forming Part of Sentences 9.23.15.5.(1) and 9.23.16.7.(1) Maximum Spacing of Supports, mm | Min Thickness of Plywood and OSB, O-2 Grade, mm | Min Thickness of OSB, O-1 Grade, and Waferboard, R-1 Grade, mm | Min Thickness of Particleboard, mm | Min Thickness of Lumber, mm…: for joists at 600 mm o.c., plywood or O-2 OSB is at least 18.5 mm. At 400 mm it is 15.5 mm. Plywood goes with its face grain across the joists. Leave a gap of at least 2 mm between plywood, OSB or waferboard sheets on roofs and walls OBC Div. B 9.23.16.4.OBC Div. B 9.23.16.4. Joints in Panel-Type Sheathing(1) Panel-type sheathing board shall be applied so that joints perpendicular to the roof ridge are staggered where (a) the sheathing is applied with the surface grain parallel to the roof ridge, and (b) the thickness of the sheathing is such that the edges are required to be supported. (2) A gap of not less than 2 mm…. Use annular grooved nails where resilient flooring goes straight onto a panel subfloor.
Sheet steel studs (9.24)
Section 9.24 covers non-loadbearing steel studs only. Loadbearing steel studs are designed under Part 4. Interior studs have a metal thickness of at least 0.46 mm, and runners have flanges of at least 30 mm OBC Div. B 9.24.2.2.OBC Div. B 9.24.2.2. Thickness of Studs(1) Except as required in Article 9.24.2.4., steel studs in non-loadbearing interior walls shall have a metal thickness of not less than 0.46 mm.. In fire-rated walls, leave a 12 mm gap at the top of each stud and fasten studs to the bottom runner only.
Common traps
- Reading the wrong spacing column or the wrong span table.
- Using the full joist span instead of half the sum for steel beam supported length.
- Forgetting that trimmers double at a shorter header length (800 mm) than headers.
- Applying the 40 mm non-loadbearing limit to a loadbearing stud.
Chapter review
Chapter at a glance
One line per section: the idea to carry into the exam. Then the answers that most often catch candidates out.
- Scope and general rules (9.23.1 to 9.23.3)
Section 9.23 applies to light framing of small repetitive members spaced not more than 600 mm o.c., clad or sheathed on at least one side, with floor live loads of not more than…
- Span tables (9.23.4)
The joist and rafter tables apply to floors serving residential areas, or carrying no more than the residential live load.
- Anchorage and sill plates (9.23.6, 9.23.7)
Anchor the frame to the foundation by embedding the first-floor joists in concrete, or by bolting the sill plate with anchor bolts of at least 12.7 mm diameter at not more than…
- Studs, plates and lintels (9.23.10 to 9.23.12)
Loadbearing walls have two top plates, with joints staggered at least one stud space.
- Bracing (9.23.13)
Where Sa(0.2) is not more than 0.70 and the 1-in-50 hourly wind pressure is under 0.80 kPa (most of Ontario), bracing is satisfied by panel cladding, structural sheathing or a…
- Subfloor and sheathing (9.23.15 to 9.23.17)
Subfloor thickness comes from: for joists at 600 mm o.c., plywood or O-2 OSB is at least 18.5 mm.
- Sheet steel studs (9.24)
Section 9.24 covers non-loadbearing steel studs only.
Usual exam traps
- Reading the wrong spacing column or the wrong span table.
- Using the full joist span instead of half the sum for steel beam supported length.
- Forgetting that trimmers double at a shorter header length (800 mm) than headers.
- Applying the 40 mm non-loadbearing limit to a loadbearing stud.
Practice this chapter
Questions on Wood-frame and steel stud construction, in the exam format, every answer explained and cited to its article. Sign in to start; a free account gets the free questions.
Code cited in this chapter
Based on the official 2024 Building Code Compendium on ontario.ca.
© King's Printer for Ontario, 2024. Reproduced with permission.
OBC Div. B 9.23.1.1. Limitations
Open OBC Div. B 9.23.1.1. in the code viewer(1)This Section applies to constructions 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 constructions 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. (See Note A-9.23.1.1.(1))
(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.
OBC Div. B 9.23.2.3. Protection from Dampness
Open OBC Div. B 9.23.2.3. in the code viewer(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.
OBC Div. B 9.23.2.4. Connections to Preservative-Treated Wood
Open OBC Div. B 9.23.2.4. in the code viewer(1)Except as provided in Sentence (3), connectors in contact with preservative-treated wood shall be made of
(a)hot-dipped, zinc-coated galvanized steel with a coating weight not less than Z550 conforming to ASTM A653 / A653 M, "Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process,"
(b)a material that provides an equivalent level of corrosion protection to that provided by the material described in Clause (a), or
(c)stainless steel.
(2)Fasteners used to attach the connectors referred to in Sentence (1) shall be made of
(a)galvanized steel coated with zinc in accordance with ASTM A153 / A153 M, "Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware," or
(b)a material that provides an equivalent level of performance and is compatible with the connector.
(3)Connectors and fasteners that are in contact with wood that has been treated with a disodium octaborate tetrahydrate (SBX (DOT)) or zinc borate preservative and is installed in a dry interior environment are permitted to be made of uncoated carbon steel. (See Note A-9.23.2.4.(3))
OBC Div. B 9.23.3.2. Length of Nails
Open OBC Div. B 9.23.3.2. in the code viewer(1)All nails shall be long enough so that not less than half their required length penetrates into the second member.
OBC Div. B Table 9.23.3.4. Nailing for Framing — Forming Part of Sentences 9.23.3.4.(1), (2) and 9.23.14.4.(2)
Open OBC Div. B Table 9.23.3.4. in the code viewerTable 9.23.3.4. Nailing for Framing — Forming Part of Sentences 9.23.3.4.(1), (2) and 9.23.14.4.(2) Forming Part of Sentences 9.23.3.4.(1), (2) and 9.23.14.4.(2) Construction Detail | Minimum Length of Nails, mm | Minimum Number or Maximum Spacing of Nails Floor joist or blocking perpendicular to sill plate or top wall plate below – toe nail | 82 | 2 per floor joist or blocking Rim joist, trimmer joist or blocking – supporting walls with required braced wall panels – to sill plate or top wall plate – toe nail | 82 | 150 mm o.c. 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 9.23.14.8.) | 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 | 63 | 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[1] | 76 | 600 mm o.c. Bottom wall plate or sole plate to floor joists, rim joists or blocking (exterior walls)[2] | 82 | 400 mm o.c. Bottom wall plate or sole plate – in required braced wall panels – to floor joists, rim joists or blocking (exterior walls)[2] | 82 | 150 mm o.c. Interior walls to framing or subflooring | 82 | 600 mm o.c. Required braced wall panels – in interior walls – to framing above and below | 82 | 150 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[3] | 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 9.23.14.8. 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. End-joist or end-rafter to built-up wall stud[4] | 76 | 5 or 8[5] Notes to Table 9.23.3.4.: (1) See Article 9.23.11.4. for requirements on the nailing of top plates in braced wall bands. (2) See Sentence 9.23.3.4.(2). (3) See Sentence 9.23.3.4.(3). (4) See Sentence 9.23.13.5.(3). (5) Where heavyweight construction is used in the roof of the space, at least 8 nails are required. (See Note A-9.23.13.2.(1) (a)(i))
OBC Div. B Table 9.23.3.5-A. Fasteners for Subflooring and for Sheathing where the 1-in-50 HWP < 0.8 kPa and S_a(0.2) ≤ 0.70
Open OBC Div. B Table 9.23.3.5-A. in the code viewerTable 9.23.3.5.-A. — Fasteners for Subflooring and for Sheathing where the 1-in-50 HWP < 0.8 kPa and S_a(0.2) ≤ 0.70 Forming Part of Sentence 9.23.3.5.(1) Element | Minimum Length of Fasteners, mm (Common or Spiral Nails) | Minimum Length of Fasteners, mm (Ring Thread Nails or Screws) | Minimum Length of Fasteners, mm (Roofing Nails) | Minimum Length of Fasteners, mm (Staples) | Minimum Number or Maximum Spacing of Fasteners 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 | 150 mm o.c. along edges and 300 mm o.c. along intermediate supports Plywood, OSB or waferboard up to 10 mm thick | 51 | 45 | N/A | 38 | 150 mm o.c. along edges and 300 mm o.c. along intermediate supports Plywood, OSB or waferboard over 10 mm and up to 20 mm thick | 51 | 45 | N/A | 51 | 150 mm o.c. along edges and 300 mm o.c. along intermediate supports Plywood, OSB or waferboard over 20 mm and up to 25 mm thick | 57 | 51 | N/A | N/A | 150 mm o.c. along edges and 300 mm o.c. along intermediate supports
OBC Div. B 9.23.4.1. Application
Open OBC Div. B 9.23.4.1. in the code viewer(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.
OBC Div. B Table 9.23.4.2-A. Maximum Spans for Floor Joists – General Cases with Strapping[2]
Open OBC Div. B Table 9.23.4.2-A. in the code viewerTable 9.23.4.2.-A — Maximum Spans for Floor Joists – General Cases with Strapping[2] Forming Part of Sentences 9.23.2.8.(1), 9.23.4.2.(1) and (2), 9.23.4.4.(1) and 9.23.9.4.(1) to (3) Commercial Designation | Grade | Joist Size, mm | Joist Spacing, 300 mm | Joist Spacing, 400 mm | Joist Spacing, 600 mm Douglas Fir – Larch[3] | Select Structural | 38 × 89 | 2.13 m | 1.97 m | 1.73 m Douglas Fir – Larch[3] | Select Structural | 38 × 140 | 3.23 m | 3.07 m | 2.73 m Douglas Fir – Larch[3] | Select Structural | 38 × 184 | 3.88 m | 3.69 m | 3.51 m Douglas Fir – Larch[3] | Select Structural | 38 × 235 | 4.57 m | 4.34 m | 4.13 m Douglas Fir – Larch[3] | Select Structural | 38 × 286 | 5.21 m | 4.95 m | 4.71 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 89 | 2.00 m | 1.85 m | 1.66 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 140 | 3.09 m | 2.91 m | 2.62 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 184 | 3.71 m | 3.53 m | 3.36 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 235 | 4.38 m | 4.16 m | 3.96 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 286 | 4.99 m | 4.75 m | 4.52 m Douglas Fir – Larch[3] | No. 3 | 38 × 89 | 1.90 m | 1.69 m | 1.38 m Douglas Fir – Larch[3] | No. 3 | 38 × 140 | 2.78 m | 2.41 m | 1.97 m Douglas Fir – Larch[3] | No. 3 | 38 × 184 | 3.38 m | 2.93 m | 2.39 m Douglas Fir – Larch[3] | No. 3 | 38 × 235 | 4.14 m | 3.58 m | 2.93 m Douglas Fir – Larch[3] | No. 3 | 38 × 286 | 4.80 m | 4.16 m | 3.39 m Douglas Fir – Larch[3] | Construction | 38 × 89 | 1.90 m | 1.77 m | 1.61 m Douglas Fir – Larch[3] | Standard | 38 × 89 | 1.81 m | 1.63 m | 1.33 m Hem – Fir[4] | Select Structural | 38 × 89 | 2.08 m | 1.93 m | 1.71 m Hem – Fir[4] | Select Structural | 38 × 140 | 3.18 m | 3.03 m | 2.69 m Hem – Fir[4] | Select Structural | 38 × 184 | 3.82 m | 3.64 m | 3.46 m Hem – Fir[4] | Select Structural | 38 × 235 | 4.50 m | 4.28 m | 4.08 m Hem – Fir[4] | Select Structural | 38 × 286 | 5.14 m | 4.89 m | 4.65 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 89 | 2.00 m | 1.85 m | 1.66 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 140 | 3.09 m | 2.91 m | 2.62 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 184 | 3.71 m | 3.53 m | 3.36 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 235 | 4.38 m | 4.16 m | 3.96 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 286 | 4.99 m | 4.75 m | 4.52 m Hem – Fir[4] | No. 3 | 38 × 89 | 1.90 m | 1.77 m | 1.61 m Hem – Fir[4] | No. 3 | 38 × 140 | 2.99 m | 2.78 m | 2.43 m Hem – Fir[4] | No. 3 | 38 × 184 | 3.60 m | 3.42 m | 2.95 m Hem – Fir[4] | No. 3 | 38 × 235 | 4.24 m | 4.03 m | 3.61 m Hem – Fir[4] | No. 3 | 38 × 286 | 4.84 m | 4.60 m | 4.19 m Hem – Fir[4] | Construction | 38 × 89 | 1.90 m | 1.77 m | 1.61 m Hem – Fir[4] | Standard | 38 × 89 | 1.81 m | 1.68 m | 1.39 m Spruce – Pine – Fir[5] | Select Structural | 38 × 89 | 1.95 m | 1.81 m | 1.64 m Spruce – Pine – Fir[5] | Select Structural | 38 × 140 | 3.05 m | 2.85 m | 2.57 m Spruce – Pine – Fir[5] | Select Structural | 38 × 184 | 3.66 m | 3.48 m | 3.31 m Spruce – Pine – Fir[5] | Select Structural | 38 × 235 | 4.31 m | 4.10 m | 3.90 m Spruce – Pine – Fir[5] | Select Structural | 38 × 286 | 4.91 m | 4.67 m | 4.45 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 89 | 1.86 m | 1.72 m | 1.58 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 140 | 2.92 m | 2.71 m | 2.49 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 184 | 3.54 m | 3.36 m | 3.20 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 235 | 4.17 m | 3.96 m | 3.77 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 286 | 4.75 m | 4.52 m | 4.30 m Spruce – Pine – Fir[5] | No. 3 | 38 × 89 | 1.81 m | 1.68 m | 1.55 m Spruce – Pine – Fir[5] | No. 3 | 38 × 140 | 2.84 m | 2.64 m | 2.43 m Spruce – Pine – Fir[5] | No. 3 | 38 × 184 | 3.47 m | 3.30 m | 2.95 m Spruce – Pine – Fir[5] | No. 3 | 38 × 235 | 4.09 m | 3.89 m | 3.61 m Spruce – Pine – Fir[5] | No. 3 | 38 × 286 | 4.67 m | 4.44 m | 4.19 m Spruce – Pine – Fir[5] | Construction | 38 × 89 | 1.81 m | 1.68 m | 1.55 m Spruce – Pine – Fir[5] | Standard | 38 × 89 | 1.70 m | 1.58 m | 1.44 m Northern Species[6] | Select Structural | 38 × 89 | 1.65 m | 1.53 m | 1.42 m Northern Species[6] | Select Structural | 38 × 140 | 2.59 m | 2.41 m | 2.24 m Northern Species[6] | Select Structural | 38 × 184 | 3.27 m | 3.11 m | 2.94 m Northern Species[6] | Select Structural | 38 × 235 | 3.85 m | 3.66 m | 3.48 m Northern Species[6] | Select Structural | 38 × 286 | 4.39 m | 4.18 m | 3.97 m Northern Species[6] | No. 1 and No. 2 | 38 × 89 | 1.59 m | 1.48 m | 1.37 m Northern Species[6] | No. 1 and No. 2 | 38 × 140 | 2.51 m | 2.33 m | 2.16 m Northern Species[6] | No. 1 and No. 2 | 38 × 184 | 3.19 m | 3.04 m | 2.84 m Northern Species[6] | No. 1 and No. 2 | 38 × 235 | 3.76 m | 3.58 m | 3.41 m Northern Species[6] | No. 1 and No. 2 | 38 × 286 | 4.29 m | 4.08 m | 3.88 m Northern Species[6] | No. 3 | 38 × 89 | 1.54 m | 1.43 m | 1.32 m Northern Species[6] | No. 3 | 38 × 140 | 2.42 m | 2.24 m | 1.94 m Northern Species[6] | No. 3 | 38 × 184 | 3.12 m | 2.90 m | 2.37 m Northern Species[6] | No. 3 | 38 × 235 | 3.67 m | 3.49 m | 2.89 m Northern Species[6] | No. 3 | 38 × 286 | 4.19 m | 3.98 m | 3.36 m Northern Species[6] | Construction | 38 × 89 | 1.54 m | 1.43 m | 1.32 m Northern Species[6] | Standard | 38 × 89 | 1.48 m | 1.37 m | 1.15 m Table 9.23.4.2.-A (continued) — Maximum Spans for Floor Joists – General Cases with Bridging Commercial Designation | Grade | Joist Size, mm | Joist Spacing, 300 mm | Joist Spacing, 400 mm | Joist Spacing, 600 mm Douglas Fir – Larch[3] | Select Structural | 38 × 89 | 2.19 m | 1.99 m | 1.73 m Douglas Fir – Larch[3] | Select Structural | 38 × 140 | 3.44 m | 3.12 m | 2.73 m Douglas Fir – Larch[3] | Select Structural | 38 × 184 | 4.18 m | 3.92 m | 3.59 m Douglas Fir – Larch[3] | Select Structural | 38 × 235 | 4.86 m | 4.57 m | 4.29 m Douglas Fir – Larch[3] | Select Structural | 38 × 286 | 5.49 m | 5.16 m | 4.85 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 89 | 2.09 m | 1.90 m | 1.66 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 140 | 3.29 m | 2.99 m | 2.62 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 184 | 4.00 m | 3.76 m | 3.44 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 235 | 4.66 m | 4.38 m | 4.11 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 286 | 5.26 m | 4.94 m | 4.65 m Douglas Fir – Larch[3] | No. 3 | 38 × 89 | 1.95 m | 1.69 m | 1.38 m Douglas Fir – Larch[3] | No. 3 | 38 × 140 | 2.78 m | 2.41 m | 1.97 m Douglas Fir – Larch[3] | No. 3 | 38 × 184 | 3.38 m | 2.93 m | 2.39 m Douglas Fir – Larch[3] | No. 3 | 38 × 235 | 4.14 m | 3.58 m | 2.93 m Douglas Fir – Larch[3] | No. 3 | 38 × 286 | 4.80 m | 4.16 m | 3.39 m Douglas Fir – Larch[3] | Construction | 38 × 89 | 2.03 m | 1.84 m | 1.61 m Douglas Fir – Larch[3] | Standard | 38 × 89 | 1.88 m | 1.63 m | 1.33 m Hem – Fir[4] | Select Structural | 38 × 89 | 2.16 m | 1.96 m | 1.71 m Hem – Fir[4] | Select Structural | 38 × 140 | 3.39 m | 3.08 m | 2.69 m Hem – Fir[4] | Select Structural | 38 × 184 | 4.12 m | 3.87 m | 3.54 m Hem – Fir[4] | Select Structural | 38 × 235 | 4.80 m | 4.51 m | 4.23 m Hem – Fir[4] | Select Structural | 38 × 286 | 5.42 m | 5.09 m | 4.78 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 89 | 2.09 m | 1.90 m | 1.66 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 140 | 3.29 m | 2.99 m | 2.62 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 184 | 4.00 m | 3.76 m | 3.44 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 235 | 4.66 m | 4.38 m | 4.11 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 286 | 5.26 m | 4.94 m | 4.65 m Hem – Fir[4] | No. 3 | 38 × 89 | 2.03 m | 1.84 m | 1.61 m Hem – Fir[4] | No. 3 | 38 × 140 | 3.19 m | 2.90 m | 2.43 m Hem – Fir[4] | No. 3 | 38 × 184 | 3.88 m | 3.61 m | 2.95 m Hem – Fir[4] | No. 3 | 38 × 235 | 4.51 m | 4.24 m | 3.61 m Hem – Fir[4] | No. 3 | 38 × 286 | 5.10 m | 4.79 m | 4.19 m Hem – Fir[4] | Construction | 38 × 89 | 2.03 m | 1.84 m | 1.61 m Hem – Fir[4] | Standard | 38 × 89 | 1.96 m | 1.71 m | 1.39 m Spruce – Pine – Fir[5] | Select Structural | 38 × 89 | 2.06 m | 1.87 m | 1.64 m Spruce – Pine – Fir[5] | Select Structural | 38 × 140 | 3.24 m | 2.95 m | 2.57 m Spruce – Pine – Fir[5] | Select Structural | 38 × 184 | 3.94 m | 3.70 m | 3.38 m Spruce – Pine – Fir[5] | Select Structural | 38 × 235 | 4.59 m | 4.31 m | 4.05 m Spruce – Pine – Fir[5] | Select Structural | 38 × 286 | 5.18 m | 4.87 m | 4.57 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 89 | 1.99 m | 1.81 m | 1.58 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 140 | 3.14 m | 2.85 m | 2.49 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 184 | 3.81 m | 3.58 m | 3.27 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 235 | 4.44 m | 4.17 m | 3.92 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 286 | 5.01 m | 4.71 m | 4.42 m Spruce – Pine – Fir[5] | No. 3 | 38 × 89 | 1.96 m | 1.78 m | 1.55 m Spruce – Pine – Fir[5] | No. 3 | 38 × 140 | 3.08 m | 2.80 m | 2.43 m Spruce – Pine – Fir[5] | No. 3 | 38 × 184 | 3.74 m | 3.52 m | 2.95 m Spruce – Pine – Fir[5] | No. 3 | 38 × 235 | 4.36 m | 4.09 m | 3.61 m Spruce – Pine – Fir[5] | No. 3 | 38 × 286 | 4.92 m | 4.62 m | 4.19 m Spruce – Pine – Fir[5] | Construction | 38 × 89 | 1.96 m | 1.78 m | 1.55 m Spruce – Pine – Fir[5] | Standard | 38 × 89 | 1.88 m | 1.71 m | 1.44 m Northern Species[6] | Select Structural | 38 × 89 | 1.84 m | 1.68 m | 1.46 m Northern Species[6] | Select Structural | 38 × 140 | 2.90 m | 2.63 m | 2.30 m Northern Species[6] | Select Structural | 38 × 184 | 3.52 m | 3.31 m | 3.03 m Northern Species[6] | Select Structural | 38 × 235 | 4.10 m | 3.85 m | 3.62 m Northern Species[6] | Select Structural | 38 × 286 | 4.63 m | 4.35 m | 4.09 m Northern Species[6] | No. 1 and No. 2 | 38 × 89 | 1.80 m | 1.64 m | 1.43 m Northern Species[6] | No. 1 and No. 2 | 38 × 140 | 2.83 m | 2.57 m | 2.25 m Northern Species[6] | No. 1 and No. 2 | 38 × 184 | 3.44 m | 3.23 m | 2.96 m Northern Species[6] | No. 1 and No. 2 | 38 × 235 | 4.01 m | 3.77 m | 3.54 m Northern Species[6] | No. 1 and No. 2 | 38 × 286 | 4.53 m | 4.25 m | 4.00 m Northern Species[6] | No. 3 | 38 × 89 | 1.74 m | 1.57 m | 1.36 m Northern Species[6] | No. 3 | 38 × 140 | 2.74 m | 2.38 m | 1.94 m Northern Species[6] | No. 3 | 38 × 184 | 3.35 m | 2.90 m | 2.37 m Northern Species[6] | No. 3 | 38 × 235 | 3.91 m | 3.54 m | 2.89 m Northern Species[6] | No. 3 | 38 × 286 | 4.42 m | 4.11 m | 3.36 m Northern Species[6] | Construction | 38 × 89 | 1.74 m | 1.57 m | 1.40 m Northern Species[6] | Standard | 38 × 89 | 1.63 m | 1.41 m | 1.15 m Table 9.23.4.2.-A (continued) — Maximum Spans for Floor Joists – General Cases with Strapping[2] and Bridging Commercial Designation | Grade | Joist Size, mm | Joist Spacing, 300 mm | Joist Spacing, 400 mm | Joist Spacing, 600 mm Douglas Fir – Larch[3] | Select Structural | 38 × 89 | 2.19 m | 1.99 m | 1.73 m Douglas Fir – Larch[3] | Select Structural | 38 × 140 | 3.44 m | 3.12 m | 2.73 m Douglas Fir – Larch[3] | Select Structural | 38 × 184 | 4.37 m | 4.07 m | 3.59 m Douglas Fir – Larch[3] | Select Structural | 38 × 235 | 5.05 m | 4.70 m | 4.39 m Douglas Fir – Larch[3] | Select Structural | 38 × 286 | 5.66 m | 5.28 m | 4.92 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 89 | 2.09 m | 1.90 m | 1.66 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 140 | 3.29 m | 2.99 m | 2.62 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 184 | 4.19 m | 3.90 m | 3.44 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 235 | 4.84 m | 4.51 m | 4.20 m Douglas Fir – Larch[3] | No. 1 and No. 2 | 38 × 286 | 5.43 m | 5.06 m | 4.72 m Douglas Fir – Larch[3] | No. 3 | 38 × 89 | 1.95 m | 1.69 m | 1.38 m Douglas Fir – Larch[3] | No. 3 | 38 × 140 | 2.78 m | 2.41 m | 1.97 m Douglas Fir – Larch[3] | No. 3 | 38 × 184 | 3.38 m | 2.93 m | 2.39 m Douglas Fir – Larch[3] | No. 3 | 38 × 235 | 4.14 m | 3.58 m | 2.93 m Douglas Fir – Larch[3] | No. 3 | 38 × 286 | 4.80 m | 4.16 m | 3.39 m Douglas Fir – Larch[3] | Construction | 38 × 89 | 2.03 m | 1.84 m | 1.61 m Douglas Fir – Larch[3] | Standard | 38 × 89 | 1.88 m | 1.63 m | 1.33 m Hem – Fir[4] | Select Structural | 38 × 89 | 2.16 m | 1.96 m | 1.71 m Hem – Fir[4] | Select Structural | 38 × 140 | 3.39 m | 3.08 m | 2.69 m Hem – Fir[4] | Select Structural | 38 × 184 | 4.31 m | 4.02 m | 3.54 m Hem – Fir[4] | Select Structural | 38 × 235 | 4.98 m | 4.64 m | 4.33 m Hem – Fir[4] | Select Structural | 38 × 286 | 5.59 m | 5.21 m | 4.86 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 89 | 2.09 m | 1.90 m | 1.66 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 140 | 3.29 m | 2.99 m | 2.62 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 184 | 4.19 m | 3.90 m | 3.44 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 235 | 4.84 m | 4.51 m | 4.20 m Hem – Fir[4] | No. 1 and No. 2 | 38 × 286 | 5.43 m | 5.06 m | 4.72 m Hem – Fir[4] | No. 3 | 38 × 89 | 2.03 m | 1.84 m | 1.61 m Hem – Fir[4] | No. 3 | 38 × 140 | 3.19 m | 2.90 m | 2.43 m Hem – Fir[4] | No. 3 | 38 × 184 | 4.06 m | 3.61 m | 2.95 m Hem – Fir[4] | No. 3 | 38 × 235 | 4.68 m | 4.37 m | 3.61 m Hem – Fir[4] | No. 3 | 38 × 286 | 5.26 m | 4.90 m | 4.19 m Hem – Fir[4] | Construction | 38 × 89 | 2.03 m | 1.84 m | 1.61 m Hem – Fir[4] | Standard | 38 × 89 | 1.96 m | 1.71 m | 1.39 m Spruce – Pine – Fir[5] | Select Structural | 38 × 89 | 2.06 m | 1.87 m | 1.64 m Spruce – Pine – Fir[5] | Select Structural | 38 × 140 | 3.24 m | 2.95 m | 2.57 m Spruce – Pine – Fir[5] | Select Structural | 38 × 184 | 4.12 m | 3.84 m | 3.38 m Spruce – Pine – Fir[5] | Select Structural | 38 × 235 | 4.76 m | 4.44 m | 4.14 m Spruce – Pine – Fir[5] | Select Structural | 38 × 286 | 5.34 m | 4.98 m | 4.64 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 89 | 1.99 m | 1.81 m | 1.58 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 140 | 3.14 m | 2.85 m | 2.49 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 184 | 3.99 m | 3.72 m | 3.27 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 235 | 4.60 m | 4.29 m | 4.00 m Spruce – Pine – Fir[5] | No. 1 and No. 2 | 38 × 286 | 5.17 m | 4.82 m | 4.49 m Spruce – Pine – Fir[5] | No. 3 | 38 × 89 | 1.96 m | 1.78 m | 1.55 m Spruce – Pine – Fir[5] | No. 3 | 38 × 140 | 3.08 m | 2.80 m | 2.43 m Spruce – Pine – Fir[5] | No. 3 | 38 × 184 | 3.92 m | 3.61 m | 2.95 m Spruce – Pine – Fir[5] | No. 3 | 38 × 235 | 4.52 m | 4.22 m | 3.61 m Spruce – Pine – Fir[5] | No. 3 | 38 × 286 | 5.08 m | 4.73 m | 4.19 m Spruce – Pine – Fir[5] | Construction | 38 × 89 | 1.96 m | 1.78 m | 1.55 m Spruce – Pine – Fir[5] | Standard | 38 × 89 | 1.88 m | 1.71 m | 1.44 m Northern Species[6] | Select Structural | 38 × 89 | 1.84 m | 1.68 m | 1.46 m Northern Species[6] | Select Structural | 38 × 140 | 2.90 m | 2.63 m | 2.30 m Northern Species[6] | Select Structural | 38 × 184 | 3.69 m | 3.44 m | 3.03 m Northern Species[6] | Select Structural | 38 × 235 | 4.26 m | 3.97 m | 3.70 m Northern Species[6] | Select Structural | 38 × 286 | 4.78 m | 4.45 m | 4.15 m Northern Species[6] | No. 1 and No. 2 | 38 × 89 | 1.80 m | 1.64 m | 1.43 m Northern Species[6] | No. 1 and No. 2 | 38 × 140 | 2.83 m | 2.57 m | 2.25 m Northern Species[6] | No. 1 and No. 2 | 38 × 184 | 3.60 m | 3.36 m | 2.96 m Northern Species[6] | No. 1 and No. 2 | 38 × 235 | 4.16 m | 3.88 m | 3.62 m Northern Species[6] | No. 1 and No. 2 | 38 × 286 | 4.67 m | 4.35 m | 4.06 m Northern Species[6] | No. 3 | 38 × 89 | 1.76 m | 1.60 m | 1.36 m Northern Species[6] | No. 3 | 38 × 140 | 2.75 m | 2.38 m | 1.94 m Northern Species[6] | No. 3 | 38 × 184 | 3.35 m | 2.90 m | 2.37 m Northern Species[6] | No. 3 | 38 × 235 | 4.06 m | 3.54 m | 2.89 m Northern Species[6] | No. 3 | 38 × 286 | 4.55 m | 4.11 m | 3.36 m Northern Species[6] | Construction | 38 × 89 | 1.76 m | 1.60 m | 1.40 m Northern Species[6] | Standard | 38 × 89 | 1.63 m | 1.41 m | 1.15 m Notes to Table 9.23.4.2.-A: (1) Spans apply only where the floors serve residential areas as described in Table 4.1.5.3., or the uniformly distributed live load on the floor does not exceed that specified for residential areas as described in Table 4.1.5.3. (2) See Sentence 9.23.9.4.(5) for alternatives to strapping. (3) Includes Douglas Fir and Western Larch. (4) Includes Western Hemlock and Amabilis Fir. (5) Includes Spruce (all species except Coast Sitka Spruce), Jack Pine, Lodgepole Pine, Balsam Fir and Alpine Fir. (6) Includes any Canadian Species covered by the NLGA Standard Grading Rules.
Show all 25 articles
OBC Div. B Table 9.23.4.3. One Storey Supported
Open OBC Div. B Table 9.23.4.3. in the code viewerTable 9.23.4.3. — One Storey Supported Forming Part of Sentence 9.23.4.3.(1) Section | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 2.4 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 3.0 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 3.6 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 4.2 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 4.8 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 5.4 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 6.0 m 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 Table 9.23.4.3. (continued) — Two Storeys Supported Section | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 2.4 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 3.0 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 3.6 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 4.2 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 4.8 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 5.4 m | Supported Joist Length (Half the sum of joist spans on both sides of the beam), 6.0 m 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 9.23.4.3.: (1) See Note A-Table 9.23.4.3.
OBC Div. B 9.23.4.4. Concrete Topping
Open OBC Div. B 9.23.4.4. in the code viewer(1)Except as permitted in Sentence (2), where a floor is required to support a concrete topping, the joist spans shown Span Table 9.23.4.2.-A 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 Span Table 9.23.4.2.-B 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 allowable beam spans shown in Span Tables 9.23.4.2.-H to 9.23.4.2.-K 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.
OBC Div. B 9.23.5.1. Holes Drilled in Framing Members
Open OBC Div. B 9.23.5.1. in the code viewer(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.
OBC Div. B 9.23.5.5. Roof Trusses
Open OBC Div. B 9.23.5.5. in the code viewer(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.
OBC Div. B 9.23.6.1. Anchorage of Building Frames
Open OBC Div. B 9.23.6.1. in the code viewer(1)Except as required by Sentence 9.23.6.3.(1), building frames shall be anchored to the foundation unless a structural analysis that considers wind and earthquake loads and lateral earth pressures shows that anchorage is not required
(2)Except as provided in Sentences (3) to (6), anchorage shall be provided by
(a)embedding the ends of the first floor joists in concrete, or
(b)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)For buildings with 2 or more floors supported by frame walls that are in areas where the seismic spectral acceleration, S_a(0.2) , is not greater than 0.70 or the 1-in-50 hourly wind pressure (HWP) is equal to or greater than 0.80 kPa but not greater than 1.20 kPa, anchorage shall be provided by fastening the sill plate to the foundation with not less than two anchor bolts per braced wall panel, where all anchor bolts used are
(a)not less than 15.9 mm in diameter, located within 0.5 m of the end of the foundation, and spaced not more than 2.4 m o.c, or
(b)not less than 12.7 mm in diameter, located within 0.5 m of the end of the foundation, and spaced not more than 1.7 m o.c.
(4)For buildings supported by frame walls that are in areas where the seismic spectral acceleration, S_a(0.2) , is greater than 0.70 but not greater than 1.8 and the 1-in-50 hourly wind pressure (HWP) is not greater than 1.20 kPa, anchorage shall be provided by fastening the sill plate to the foundation with not less than two anchor bolts per braced wall panel located within 0.5 m of the end of the foundation and spaced in accordance with Table 9.23.6.1.
(5)Anchor bolts referred to in Sentences (2) to (4) shall be
(a)fastened to the sill plate with nuts and washers,
(b)embedded not less than 100 mm in the foundation, and
(c)so designed that they may be tightened without withdrawing them from the foundation.
(6)Where the seismic spectral acceleration, S_a(0.2) , is greater than 1.8 or the 1-in-50 hourly wind pressure is equal to or greater than 1.2 kPa, anchorage shall be designed according to Part 4.
OBC Div. B 9.23.9.5. Header Joists
Open OBC Div. B 9.23.9.5. in the code viewer(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.
OBC Div. B 9.23.9.6. Trimmer Joists
Open OBC Div. B 9.23.9.6. in the code viewer(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.
OBC Div. B 9.23.9.9. Cantilevered Floor Joists
Open OBC Div. B 9.23.9.9. in the code viewer(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 extend inward away from the cantilever support a distance equal to not less than 6 times the length of the cantilever, and shall be end nailed to an interior doubled header joist in conformance with Table 9.23.3.4.
OBC Div. B Table 9.23.10.1. Size and Spacing of Studs — Forming Part of Sentence 9.23.10.1.(1)
Open OBC Div. B Table 9.23.10.1. in the code viewerTable 9.23.10.1. Size and Spacing of Studs — Forming Part of Sentence 9.23.10.1.(1) 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 Interior | No load | 38 × 89 flat[1] | 400 | 3.6 Interior | Attic not accessible by a stairway | 38 × 64 | 600 | 3.0 Interior | Attic not accessible by a stairway | 38 × 64 flat[1] | 400 | 2.4 Interior | Attic not accessible by a stairway | 38 × 89 | 600 | 3.6 Interior | Attic not accessible by a stairway | 38 × 89 flat[1] | 400 | 2.4 Interior | Attic accessible by a stairway plus one floorRoof load plus one floor Attic not accessible by stairway plus 2 floors | 38 × 89 | 400 | 3.6 Interior | Roof load, Attic accessible by a stairwayAttic not accessible by a stairway plus one floor | 38 × 64 | 400 | 2.4 Interior | Roof load, Attic accessible by a stairway Attic not accessible by a stairway plus one floor | 38 × 89 | 600 | 3.6 Interior | Attic accessible by a stairway plus 2 floors Roof load plus 2 floors | 38 × 89 | 300 | 3.6 Interior | Attic accessible by a stairway plus 2 floors Roof load plus 2 floors | 64 × 89 | 400 | 3.6 Interior | Attic accessible by a stairway plus 2 floors Roof load plus 2 floors | 38 × 140 | 400 | 4.2 Interior | 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 Exterior | Roof with or without attic storage | 38 × 89 | 600 | 3.0 Exterior | Roof with or without attic storage plus one floor | 38 × 89 | 400 | 3.0 Exterior | Roof with or without attic storage plus one floor | 38 × 140 | 600 | 3.0 Exterior | Roof with or without attic storage plus 2 floors | 38 × 89 | 300 | 3.0 Exterior | Roof with or without attic storage plus 2 floors | 64 × 89 | 400 | 3.0 Exterior | Roof with or without attic storage plus 3 floors | 38 × 140 | 300 | 1.8 Notes to Table 9.23.10.1.: (1) See Article 9.23.10.3.
OBC Div. B 9.23.10.6. Studs at Sides of Openings
Open OBC Div. B 9.23.10.6. in the code viewer(1)Where the lintel spanning the opening is more than 3 m long, studs shall be tripled on each side of the opening so that
(a)the two inner studs on each side extend from the bottom of the supported lintel to the top of the bottom wall plate, and
(b)the outer stud on each side extends from the bottom of the top wall plate to the bottom wall plate.
(2)Except as provided in Sentence (3), where the lintel spanning the opening is not more than 3 m long, studs shall be doubled on each side of the opening so that
(a)the inner study on each side extend from the bottom of the supported lintel to the top of the bottom wall plate, and
(b)the outer stud on each side extends from the bottom of the top wall plate to the bottom wall plate.
(3)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 2 such openings of full stud-space width are located in adjacent stud spaces.
(See Note A-9.23.10.6.(3))
OBC Div. B 9.23.13.1. Requirements for Low to Moderate Wind and Seismic Forces
Open OBC Div. B 9.23.13.1. in the code viewer(1)This Article applies in locations where the seismic spectral acceleration, S_a(0.2) , is not more than 0.70 and the 1-in-50 hourly wind pressure is less than 0.80 kPa.
(2)Bracing to resist lateral loads shall be designed and constructed as follows:
(a)exterior walls shall be
(i)clad with panel-type cladding in accordance with Section 9.27.,
(ii)sheathed with plywood, OSB, waferboard, fibreboard, gypsum board or diagonal lumber sheathing complying with Subsection 9.23.17. and fastened in accordance with Table 9.23.3.5.-A, or
(iii)finished on the interior with a panel-type material in accordance with the requirements of Section 9.29., or
(b)in accordance with
(i)Articles 9.23.13.4. to 9.23.13.7.,
(ii)Part 4, or
(iii)good engineering practice such as that provided in CWC 2014, "Engineering Guide for Wood Frame Construction."
OBC Div. B Table 9.23.13.5. Spacing and Dimensions of Braced Wall Bands and Braced Wall Panels[1][2][3]
Open OBC Div. B Table 9.23.13.5. in the code viewerTable 9.23.13.5 — Spacing and Dimensions of Braced Wall Bands and Braced Wall Panels[1][2][3] Forming Part of Sentences 9.23.13.4.(1) and 9.23.13.5.(1) Description | Seismic and Wind Loads, 0.70 < S_a(0.2) < 1.0 | Seismic and Wind Loads, 1.0 ≤ S_a(0.2) ≤ 1.8 or 0.80 ≤ HWP < 1.2 kPa Maximum distance between centre lines of adjacent braced wall bands measured from the furthest points between centres of the bands | 10.6 m | 7.6 m Maximum distance between required braced wall panels measured from the edges of the panels | 6.4 m | 6.4 m Maximum distance from the end of a braced wall band to the edge of the closest required braced wall panel | 2.4 m | 2.4 m Minimum length of individual braced wall panels Panel located at the end of a braced wall band where the braced wall panel connects to an intersecting braced wall panel | 600 mm | 600 mm Minimum length of individual braced wall panels Panel not located at the end of a braced wall band or braced wall panel located at the end of a braced wall band where the braced wall panel does not connect to an intersecting braced wall panel | 750 mm | 750 mm Minimum total length of all braced wall panels in a braced wall band Supporting 3 floors, light construction | 75% of length of braced wall band | 75% of length of braced wall band Minimum total length of all braced wall panels in a braced wall band Supporting 2 floors, heavy construction[4] | 75% of length of braced wall band | 75% of length of braced wall band Minimum total length of all braced wall panels in a braced wall band Supporting 2 floors, light construction | 40% of length of braced wall band | 40% of length of braced wall band Minimum total length of all braced wall panels in a braced wall band Supporting 1 floor, heavy construction[4] | 40% of length of braced wall band | 40% of length of braced wall band Minimum total length of all braced wall panels in a braced wall band Supporting 1 floor, light construction | 25% of length of braced wall band | 25% of length of braced wall band Minimum total length of all braced wall panels in a braced wall band Not supporting a floor | 25% of length of braced wall band | 25% of length of braced wall band Notes to Table 9.23.13.5.: (1) See Note A-Table 9.23.13.5. (2) All constructions include support of a roof load in addition to the indicated number of floors. (3) See Article 9.23.13.7. for alternative methods of compliance. (4) See Sentence 9.23.13.3.(1) for overall limit on application to heavy construction.
OBC Div. B 9.23.14.6. Hip and Valley Rafters
Open OBC Div. B 9.23.14.6. in the code viewer(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.
OBC Div. B Table 9.23.14.8. Minimum Number of Nails Not Less than 76 mm Long and 3.66 mm in Diameter[1][2][3][4]
Open OBC Div. B Table 9.23.14.8. in the code viewerTable 9.23.14.8. — Minimum Number of Nails Not Less than 76 mm Long and 3.66 mm in Diameter[1][2][3][4] Forming Part of Sentences 9.23.14.8.(5) and (8) Roof Slope | Rafter Spacing, mm | Building Width up to 4 m (Specified Roof Snow Load: 1.0 kPa) | Building Width up to 4 m (Specified Roof Snow Load: 1.5 kPa) | Building Width up to 4 m (Specified Roof Snow Load: 2.0 kPa) | Building Width up to 6 m (Specified Roof Snow Load: 1.0 kPa) | Building Width up to 6 m (Specified Roof Snow Load: 1.5 kPa) | Building Width up to 6 m (Specified Roof Snow Load: 2.0 kPa) | Building Width up to 8 m (Specified Roof Snow Load: 1.0 kPa) | Building Width up to 8 m (Specified Roof Snow Load: 1.5 kPa) | Building Width up to 8 m (Specified Roof Snow Load: 2.0 kPa) | Building Width up to 10 m (Specified Roof Snow Load: 1.0 kPa) | Building Width up to 10 m (Specified Roof Snow Load: 1.5 kPa) | Building Width up to 10 m (Specified Roof Snow Load: 2.0 kPa) 1 in 3 | 300 | 3 | 4 | 5 | 5 | 6 | 7 | 6 | 8 | 10 | 7 | 10 | [5] 1 in 3 | 400 | 4 | 5 | 7 | 6 | 8 | 10 | 8 | 10 | [5] | 10 | [5] | [5] 1 in 3 | 600 | 6 | 8 | 10 | 9 | [5] | [5] | [5] | [5] | [5] | [5] | [5] | [5] 1 in 2.4 | 300 | 3 | 3 | 4 | 4 | 5 | 6 | 5 | 6 | 8 | 6 | 8 | 10 1 in 2.4 | 400 | 3 | 4 | 5 | 5 | 6 | 8 | 6 | 8 | 10 | 8 | 10 | [5] 1 in 2.4 | 600 | 5 | 6 | 8 | 7 | 9 | [5] | 9 | [5] | [5] | [5] | [5] | [5] 1 in 2 | 300 | 2 | 3 | 4 | 3 | 4 | 5 | 4 | 5 | 7 | 5 | 7 | 8 1 in 2 | 400 | 3 | 4 | 5 | 4 | 5 | 7 | 5 | 7 | 9 | 7 | 9 | [5] 1 in 2 | 600 | 4 | 5 | 7 | 6 | 8 | 10 | 8 | 10 | [5] | 10 | [5] | [5] 1 in 1.71 | 300 | 2 | 3 | 3 | 3 | 4 | 4 | 4 | 5 | 6 | 4 | 6 | 7 1 in 1.71 | 400 | 3 | 3 | 4 | 4 | 5 | 6 | 5 | 6 | 8 | 6 | 7 | 9 1 in 1.71 | 600 | 4 | 5 | 6 | 5 | 7 | 8 | 7 | 9 | [5] | 8 | [5] | [5] 1 in 1.5 | 300 | 2 | 3 | 3 | 3 | 4 | 4 | 4 | 5 | 6 | 4 | 6 | 7 1 in 1.5 | 400 | 2 | 3 | 4 | 3 | 4 | 5 | 4 | 5 | 7 | 5 | 7 | 8 1 in 1.5 | 600 | 3 | 4 | 5 | 5 | 6 | 7 | 6 | 8 | 10 | 7 | 10 | [5] 1 in 1.33 | 300 | 2 | 2 | 3 | 2 | 3 | 4 | 3 | 4 | 5 | 4 | 5 | 6 1 in 1.33 | 400 | 2 | 3 | 3 | 3 | 4 | 5 | 4 | 5 | 6 | 5 | 6 | 7 1 in 1.33 | 600 | 3 | 4 | 5 | 4 | 5 | 7 | 5 | 7 | 9 | 7 | 9 | [5] 1 in 1.2 | 300 | 2 | 2 | 2 | 2 | 3 | 3 | 3 | 3 | 4 | 3 | 4 | 5 1 in 1.2 | 400 | 2 | 2 | 3 | 3 | 3 | 4 | 3 | 4 | 5 | 4 | 5 | 7 1 in 1.2 | 600 | 3 | 3 | 4 | 4 | 5 | 6 | 5 | 6 | 8 | 6 | 8 | 10 1 in 1 | 300 | 2 | 2 | 2 | 2 | 2 | 3 | 2 | 3 | 4 | 3 | 4 | 4 1 in 1 | 400 | 2 | 2 | 3 | 2 | 3 | 4 | 3 | 4 | 5 | 4 | 5 | 6 1 in 1 | 600 | 2 | 3 | 4 | 3 | 4 | 5 | 4 | 5 | 7 | 5 | 7 | 8 Notes to Table 9.23.14.8.: (1) Nails with a diameter less than 3.66 mm are permitted to be used, provided the minimum number of nails stated in the Table is modified as follows: - For a nail diameter greater than or equal to 2.86 mm and less than 3.25 mm, add 3 nails to the minimum number of nails, up to a maximum of 10 nails. - For a nail diameter greater than or equal to 3.25 mm and less than 3.66 mm, add 2 nails to the minimum number of nails, up to a maximum of 10 nails. Where more than 10 nails are required, the connections between the rafters and the ceiling joists shall be designed in accordance with Clause 9.4.1.1.(1)(b) or (c). (2) The minimum number of nails stated in the Table is applicable to Spruce-Pine-Fir, Douglas Fir-Larch and Hem-Fir members. For Northern Species members, add 2 nails to the minimum number of nails, up to a maximum of 10 nails. Where more than 10 nails are required, the connections between the rafters and the ceiling joists shall be designed in accordance with Clause 9.4.1.1.(1)(b) or (c). (3) To accommodate nail spacing, not less than 38 mm × 140 mm joists shall be used where 6 or more nails are required, and not less than 38 mm × 184 mm joists shall be used where 8 or more nails are required. (4) The minimum number of nails in the Table is applicable for a maximum roof dead load of 0.5 kPa. (5) The connections between the rafters and the ceiling joists shall be designed in accordance with Clause 9.4.1.1.(1)(b) or (c).
OBC Div. B Table 9.23.15.5-A. Thickness of Subflooring — Forming Part of Sentences 9.23.15.5.(1) and 9.23.16.7.(1)
Open OBC Div. B Table 9.23.15.5-A. in the code viewerTable 9.23.15.5.-A Thickness of Subflooring — Forming Part of Sentences 9.23.15.5.(1) and 9.23.16.7.(1) Maximum Spacing of Supports, mm | Min Thickness of Plywood and OSB, O-2 Grade, mm | Min Thickness of OSB, O-1 Grade, and Waferboard, R-1 Grade, mm | Min Thickness of Particleboard, mm | Min Thickness of Lumber, mm 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
OBC Div. B 9.23.16.4. Joints in Panel-Type Sheathing
Open OBC Div. B 9.23.16.4. in the code viewer(1)Panel-type sheathing board shall be applied so that joints perpendicular to the roof ridge are staggered where
(a)the sheathing is applied with the surface grain parallel to the roof ridge, and
(b)the thickness of the sheathing is such that the edges are required to be supported.
(2)A gap of not less than 2 mm shall be left between sheets of plywood, OSB or waferboard.
OBC Div. B 9.24.2.2. Thickness of Studs
Open OBC Div. B 9.24.2.2. in the code viewer(1)Except as required in Article 9.24.2.4., steel studs in non-loadbearing interior walls shall have a metal thickness of not less than 0.46 mm.