CBC · California Building Code
Trusses, cutting/notching of framing and conventional light‑frame limits
This explains the CBC rules that affect trusses (designer responsibility, bracing/restraint and special rules for long spans), the precise limits for cutting, notching and boring solid wood joists and studs (e.g., end notches ≤ 1/4 depth, top/bottom notches ≤ 1/6 depth, holes ≤ 1/3 depth, stud cuts 25% bearing / 40% nonbearing), and where to find prescriptive ceiling/rafter spans — all with pointers back to the specific CBC sections and tables; note that the specific subsection § 2308.11.12 was not in the materials provided so it is not covered here.
Last reviewed: July 5, 2026
What the code requires — 2–4 sentences
Trusses used in wood construction are governed by the truss provisions in § 2303.4 (design, truss designer responsibilities, temporary and permanent restraint/bracing requirements and special requirements for long spans). The limitations on cutting, notching and boring of dimensional (solid) wood framing members are set out in § 2308.6; engineered wood products, heavy timber and prefabricated assemblies are excluded from § 2308.6 and must follow manufacturer guidance or a registered design professional’s design. Roof and ceiling framing prescriptive spans, rafter/ceiling‑joist connections and framing details are found in Section 2308.11 (see Tables and framing rules), but the specific subsection § 2308.11.12 was not included in the files I was given, so I cannot quote or interpret that specific subsection from the CBC here.
Requirements in detail
Trusses (§ 2303.4) — key points
- Trusses must be designed and detailed by an identified truss designer; truss design drawings and, when required by the registered design professional or building official, individual truss drawings must bear the truss designer’s seal/signature.
- Permanent individual truss member restraint and bracing (PITMR / PITMDB) values and details are required; a project‑specific PITMR/PITMDB design is required where trusses are installed without a diaphragm.
- Trusses with clear spans 60 ft (18 288 mm) or greater require the owner to retain a registered design professional for design of temporary installation restraint/bracing and PITMR/PITMDB; such trusses may also require special inspection.
(See § 2303.4 for full truss requirements and the Figures that show PITMR/PITMDB guidance.)
Cutting, notching and boring of dimensional lumber (§ 2308.6) — limits and rules
The provisions of § 2308.6 apply only to dimensional (solid sawn) wood framing — engineered wood, heavy timber and manufactured assemblies are excluded and must follow manufacturer/RDP directions.
Decision‑relevant limits (summary table)
| Member / operation | Limit / maximum | Location / notes | Code reference |
|---|---|---|---|
| Floor joist / rafter / ceiling joist — end notch | 1/4 of member depth | End notches only | § 2308.6.1 |
| Floor joist / rafter / ceiling joist — top or bottom notch | 1/6 of member depth | Not permitted in middle third of span | § 2308.6.1 |
| Rafter / ceiling joist — top notch near support | up to 1/3 of depth | Only at top, and not farther from face of support than the member depth | § 2308.6.1 |
| Holes in joists/rafters/ceiling joists | Diameter ≤ 1/3 of member depth; must be ≥ 2 in from top/bottom | Hole must be at least 2 in from top/bottom; hole must be ≥ 2 in from any notch | § 2308.6.1 |
| Wall studs — bearing/exterior | Cut/notch ≤ 25% of stud depth | Applies to exterior walls and bearing partitions | § 2308.6.2 |
| Wall studs — nonbearing partitions | Cut/notch ≤ 40% of stud depth | Nonbearing partitions that carry only their own weight | § 2308.6.2 |
| Bored holes in studs — bearing | Diameter ≤ 40% of stud depth | Edge of hole ≥ 5/8 in from stud edge; hole not in same section as a cut/notch | § 2308.6.3 |
| Bored holes in studs — nonbearing | Diameter ≤ 60% of stud depth | For nonbearing partitions; doubled studs may allow 60% with limits on successive studs | § 2308.6.3 |
Notes: The clause that forbids holes and notches in the same stud section, the required edge distances (5/8 in), and the 2 in minimum distances to top/bottom of members are explicit in § 2308.6.1 and § 2308.6.3. Engineered products (I‑joists, trusses, SCL, glulam, CLT, etc.) are excluded from these prescriptive limits and must not be cut or notched except as the manufacturer permits or an RDP designs.
Conventional light‑frame span and framing rules (Section 2308.11)
- Section 2308.11 establishes prescriptive span tables (ceiling joist and rafter spans) and framing requirements for roofs and ceilings; Table 2308.11.1(1)/(2) lists ceiling joist spans for common lumber species and loading conditions and Tables in 2308.11.2 show rafter spans and adjustment factors. Use those tables for quick prescriptive sizing where the building meets conventional light‑frame limits.
- Rafters must be framed opposite each other at the ridge and a ridge board of at least 1‑in nominal thickness is required; valley and hip rafters have minimum nominal thickness rules in § 2308.11.3. Connections, rafter ties and continuous rafter‑tie requirements and nail/fastener criteria are in § 2308.11.3 and the accompanying tables.
Table (illustrative decision points — see CBC tables for full spans)
| Framing element | Prescriptive guidance | Code reference |
|---|---|---|
| Ceiling joist spans | See Table 2308.11.1(1)/(2) — select species/grade, spacing, member (2x4–2x10) and read max span | § 2308.11.1 and Table 2308.11.1(1)/(2) |
| Rafter spans and adjustments | See Table 2308.11.2 tables and adjustment factor table (HC/HR) for attic geometry | § 2308.11.2 and Table 2308.11.2(7) |
| Rafter/ceiling tie connections | Provide continuous rafter tie or equivalent at ≤ 4 ft o.c.; connections sized per tables | § 2308.11.3 and related Tables |
Exceptions & special cases
- Engineered wood products, I‑joists, trusses and glulam and other non‑dimensional lumber assemblies are exempt from the prescriptive cutting/notching limits of § 2308.6; their cut/notch/penetration allowances must follow manufacturer instructions or an RDP design.
- Trusses installed without a diaphragm require a project‑specific PITMR/PITMDB designed by a registered design professional. Trusses with clear spans ≥ 60 ft must have RDP‑designed restraint/bracing and may be subject to special inspection.
- Where portions of a conventionally framed building exceed the dimensional or span limits of the conventional provisions, those portions (and their load path) must be designed by accepted engineering practice in accordance with § 2308.3–2308.4.
Important: I was not able to locate § 2308.11.12 in the material you provided. Because the developer requested that § 2308.11.12 be a controlling section, I must note plainly that the specific text and requirements of § 2308.11.12 are not present in the retrieved files, so I cannot quote or rely on that subsection here. If you need an interpretation of § 2308.11.12 specifically, please upload the CBC pages that include that subsection or allow me to search external code text.
Common mistakes
- Applying the dimensional lumber notch/hole limits from § 2308.6 to engineered products (I‑joists, trusses, SCL) — those are excluded and must not be modified without manufacturer/RDP approval.
- Not recognizing the 2 in (51 mm) clearance requirement for holes from the top/bottom of joists/rafters and the 5/8 in minimum edge distance for bored holes in studs.
- Cutting or notching studs/plates beyond the 25% bearing / 40% nonbearing limits without an engineered repair or a re‑design.
- Omitting required PITMR/PITMDB or temporary bracing when installing trusses — especially for trusses installed without a diaphragm or with clear spans ≥ 60 ft.
- Relying on prescriptive spans without checking species, grade, spacing and loading conditions in the Tables of § 2308.11.1/2308.11.2.
Worked example — applying § 2308.6 to a 2×10 joist
Scenario: You have a 2×10 solid lumber floor joist (nominal 2×10 → actual depth 9 1/4 in). You want to drill a service hole and you also need to make a small end taper at the bearing.
- Maximum end notch allowed = 1/4 depth = 9.25 in × 0.25 = 2.31 in. So an end taper that removes up to ~2.3 in of depth at the bearing is permitted. § 2308.6.1.
- Maximum top or bottom notch (not at end) = 1/6 depth = 9.25 in × 0.1667 ≈ 1.54 in; and notches of this size cannot be located in the middle third of the span. § 2308.6.1.
- Maximum hole diameter = 1/3 depth = 9.25 in × 0.333 = 3.08 in, provided the hole edge is at least 2 in from the top or bottom of the joist and ≥ 2 in from any notch. § 2308.6.1.
So, if you plan a circular service hole 2.5 in diameter placed in the center of the joist depth (i.e., 4.6 in from top), that is OK dimensionally (2.5 in ≤ 3.08 in) but you must verify it is at least 2 in from top/bottom (it is), and at least 2 in from any notch. If the joist is engineered (I‑joist), you may not drill that hole without the manufacturer's guidance or an RDP design. § 2308.6.1.
Related provisions (selected)
- § 2303.4 — Wood trusses: truss design, PITMR/PITMDB and long‑span truss requirements.
- § 2308.6 — Cutting, notching and boring of dimensional wood framing (exclusions for engineered products).
- § 2308.11 — Roof and ceiling framing (spans, rafter/ceiling joist connections, rafter ties and tables).
- § 2308.3–2308.4 — Portions/elements exceeding conventional limits and structural elements/systems not described (require engineered design).
- § 2304.3 / § 2304.4 — Framing over openings and the requirement that floor/roof framing comply with Section 2308 or be engineered.
Code references
Grounded in the retrieved California Building Code — click a citation to read the verbatim passage:
CBC § 2308.3 High relevance — show source text
2308.3 Portions or elements exceeding limitations of conventional light-frame construction. Where a building of otherwise conventional light-frame construction contains portions or structural elements that exceed the limits of Section 2308.2, those portions or elements, and the supporting load path, shall be designed in accordance with accepted engineering practice and the provisions of this code. For the purposes of this section, the term “portions” shall mean parts of buildings containing volume and area such as a room or a series of rooms. The extent of such design need only demonstrate compliance of the nonconventional lightframed elements with other applicable provisions of this code and shall be compatible with the performance of the conventional light-framed system.
2308.4 Structural elements or systems not described herein. Where a building of otherwise conventional construction contains structural elements or systems not described in Section 2308, these elements or systems shall be designed in accordance with accepted engineering practice and the provisions of this code. The extent of such design need only demonstrate compliance of the nonconventional elements with other applicable provisions of this code and shall be compatible with the performance of the conventionally framed system.
2308.5 Connectors and fasteners. Connectors and fasteners used in conventional construction shall comply with the requirements of Section 2304.10.
2308.6 Cutting, notching and boring of dimensional wood framing. The provisions of this section shall only apply to dimensional wood framing and shall not include engineered wood products, heavy timber or prefabricated/manufactured wood assemblies.
2308.6.1 Floor joists, roof rafters and ceiling joists. Notches on framing ends shall not exceed one-fourth the member depth. Notches in the top or bottom of the member shall not exceed one-sixth the depth and shall not be located in the middle third of the span. A notch not more than one-third of the depth is permitted in the top of a rafter or ceiling joist not further from the face of the support than the depth of the member. Holes bored in members shall not be within 2 inches (51 mm) of the top or bottom of the member and the diameter of any such hole shall not exceed one-third the depth of the member. Where the member is notched, the hole shall not be closer than 2 inches (51 mm) to the notch.
2308.6.1.1 Ceiling joists. Where ceiling joists also serve as floor joists, they shall be considered floor joists within this section.
2308.6.2 Wall studs. In exterior walls and bearing partitions, a wood stud shall not be cut or notched in excess of 25 percent of its depth. In nonbearing partitions that do not support loads other than the weight of the partition, a stud shall not be cut or notched in excess of 40 percent of its depth.
2308.6.3 Bored holes. The diameter of bored holes in wood studs shall not exceed 40 percent of the stud depth. The diameter of bored holes in wood studs shall not exceed 60 percent of the stud depth in nonbearing partitions. The diameter of bored holes in wood studs shall not exceed 60 percent of the stud depth in any wall where each stud is doubled, provided that not more than two such successive doubled studs are so bored. The edge of the bored hole shall not be closer than [5] / 8 inch (15.9 mm) to the edge of the stud. Bored holes shall not be located at the same section of stud as a cut or notch.
CBC § 2308.10 High relevance — show source text
walls 2308.10 Calculated fire resistance 722.6 Ceiling framing 2308.11 Connectors and fasteners 2304.10,
2308.5
Contacting concrete, masonry or earth 2304.12.1.3, 2304.12.1.4, 2304.12.2.1, 2304.12.2.2, 2304.12.2.6 Cross-laminated timber 2301.2, 2303.1, 2303.1.4, 2304.11.2.1, 2304.11.3.1, 2304.11.4.1 Cutting, notching and boring of dimensional wood framing 2308.6 Decay, protection against 2304.12 Diaphragms 2305.1, 2305.2, 2306.2 Dimensions 2301.2 Draftstopping 718.3, 718.4 End-jointed lumber 2303.1.1.2 Fiberboard 2303.1.6, Table 2306.3(2) Fireblocking 718.2 Fire-retardant treated 2303.2 Floor and roof framing (see Floor Construction, Wood) 2304.4 Floor sheathing 2304.8 Foundation 1807.1.4, 2304.10.6.2, 2304.12.1.2, 2308.10.8.1, 2308.7 Grade, lumber 2303.1.1
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INDEX
Hardboard 2303.1.7 Heavy timber construction 602.4, 2304.11
Hurricane shutters 1609.2
I-joist 2303.1.2 Inspection, special 1705.12.1, 1705.13.2, 1705.5 Lateral force-resisting systems 2305 Light-frame construction, conventional 2308 Load and resistance factor design 2307
Moisture content 2303.1.9.2, 2303.2.9, 2303.7, 2304.9.5.1, Table 2305.2(1), Table 2305.2(2) Nails and staples 2303.6 Plywood, hardwood 2303.3 Preservative treated 1402.6, 1402.9,
2303.1.9 Roof framing (see Roof Construction, Wood)
2304.4 Roof sheathing 2304.8 Seismic provisions 2305, 2306, 2308.10.10, 2308.10.6, 2308.10.8 Shear walls 2305, 2306.3 Standards and quality, minimum 2303 Structural panels 2303.1.5 Supporting concrete or masonry 2304.13 Termite, protection against 2304.12 Trusses 2303.4
Veneer Chapter 14 Wall framing (see Wall, Wood Construction)
2304.3 Wall sheathing, exterior 2304.6 Wood Frame Construction Manual
CBC § 2303.1.7 High relevance — show source text
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INDEX
Hardboard 2303.1.7 Heavy timber construction 602.4, 2304.11
Hurricane shutters 1609.2
I-joist 2303.1.2 Inspection, special 1705.12.1, 1705.13.2, 1705.5 Lateral force-resisting systems 2305 Light-frame construction, conventional 2308 Load and resistance factor design 2307
Moisture content 2303.1.9.2, 2303.2.9, 2303.7, 2304.9.5.1, Table 2305.2(1), Table 2305.2(2) Nails and staples 2303.6 Plywood, hardwood 2303.3 Preservative treated 1402.6, 1402.9,
2303.1.9 Roof framing (see Roof Construction, Wood)
2304.4 Roof sheathing 2304.8 Seismic provisions 2305, 2306, 2308.10.10, 2308.10.6, 2308.10.8 Shear walls 2305, 2306.3 Standards and quality, minimum 2303 Structural panels 2303.1.5 Supporting concrete or masonry 2304.13 Termite, protection against 2304.12 Trusses 2303.4
Veneer Chapter 14 Wall framing (see Wall, Wood Construction)
2304.3 Wall sheathing, exterior 2304.6 Wood Frame Construction Manual
2309 Wood Shingles and Shakes 1507.8, 1507.9 Wood Structural Panels (see Wood) 2303.1.5 Bracing 2308.10 Decorative 2303.3 Diaphragms 2305.2, 2306.2 Fastening 2304.10 Fire-retardant-treated 2303.2 Quality 2303.1.5 Roof sheathing 2304.8, 2308.11.9 Seismic shear panels 2305.1, 2308.10.6.2
Shear walls 2306.3 Sheathing 2304.6.1 Standards 2306.1
Subfloors 805.1.1
Veneer 1404.6
Yards or Courts 1201.1, 1205 Exit discharge 1027.4, 1029.1 Group I-2 407.10 Group I-3 408.3.6, 408.6.2 Light, natural 1204 Occupant load 1004.7 Parking garage, open 406.5.5 Unlimited area building 507.2, 507.2.1
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HISTORY NOTE APPENDIX
2025 California Building Code California Code of Regulations, Title 24, Part 2 Volume 2
HISTORY:
CBC § 1616.2.2.1 High relevance — show source text
Demolition 3303 Design Flood 1612 Design Strength Column splice 1616.2.2.1 Conformance to standards 1706.1
New materials 1706.2 Designated Seismic System 1704.3.2, 1704.4, 1704.5 Seismic certification 1705.14.3
Special inspection 1705.13.4 Detached Single-family Dwelling 202 Detectable Warning 202 Diaphragms 202 Analysis 1604.4 Ceilings 2508.6
Penetrations 714
Permit application 105.1 Relocation 107.2.8
Retention 107.5
Review 107.3
Roof assemblies 1503
Roof live load 1603.1.2
Roof rain load data 1603.1.9
Roof snow load 1603.1.3
Seismic 1603.1.5, 1705.14.2, 1705.14.3 Site plan 107.2.6 Special loads 1603.1.8 Temporary structures 3103.2 Wind data 1603.1.4 Construction Types 202, Chapter 6 Aircraft-related occupancies 412.2.1, Table 412.3.6, 412.5.2 Classification 602 Combustible material in Type I and Type II construction 603, 805 Covered and open mall buildings 402.4.1 Fire district D102.2.3
Fire resistance Table 601, Table 705.5 High-rise 403.2 Type I Table 601, 602.2, 603 Type II Table 601, 602.2, 603 Type III Table 601, 602.3 Type IV Table 601, 602.4 Type V Table 601, 602.5 Underground buildings 405.2 Continuity Head-Of-Wall System 202 Continuous Insulation (ci) 202 Contractor’s Responsibilities 901.5, 1704.4 Control Area 414.2, 707.3.8 Construction 414.2.1
Fire-resistance rating 414.2.4 Maximum allowed quantities 414.2.2 Number 414.2.3 Conventional Light-frame Construction 2302.1, 2308 Additional seismic requirements 2308 Braced wall lines 2308.10 Design of elements 2308.8 Floor joists 2308.8.2 Foundation plates or sills 2308.7 Girders 2308.8.1 Roof and ceiling framing 2308.11 Wall framing 2308.9 Conveying System S3004 Cornices
Definition 202 Draftstopping 718.2.6 Live load Table 1607.1
Masonry 2104.1.2 Projection 705.2, 705.2.3.1 Public right-of-way encroachments 3202.3.2, 3202.3.3 Correctional Treatment Centers
[OSHPD 4] 1227 Application 1227.2 Ceiling heights 1227.8 Corridors 1227.5
CBC § 414.2.4 Medium relevance — show source text
Fire-resistance rating 414.2.4 Maximum allowed quantities 414.2.2 Number 414.2.3 Conventional Light-frame Construction 2302.1, 2308 Additional seismic requirements 2308 Braced wall lines 2308.10 Design of elements 2308.8 Floor joists 2308.8.2 Foundation plates or sills 2308.7 Girders 2308.8.1 Roof and ceiling framing 2308.11 Wall framing 2308.9 Conveying System S3004 Cornices
Definition 202 Draftstopping 718.2.6 Live load Table 1607.1
Masonry 2104.1.2 Projection 705.2, 705.2.3.1 Public right-of-way encroachments 3202.3.2, 3202.3.3 Correctional Treatment Centers
[OSHPD 4] 1227 Application 1227.2 Ceiling heights 1227.8 Corridors 1227.5
Definitions 1227.3 Doors and door openings 1227.6 Elevators 1227.10 Garbage-soiled waste and trash storage 1227.11 General construction 1227.4
Interior finishes 1227.9
Scope 1227.1 Windows and screens 1227.7
Interior finishes 1227.9
Correctional Treatment Centers—Basic
Services Administration space 1227.16 Central sterile supply 1227.17 Dietetic service space 1227.14 Employee dressing rooms and lockers 1227.19 Housekeeping room 1227.20 Nursing service space 1227.12 Offices 1227.15
Pharmaceutical service space 1227.13 Storage 1227.18 Correctional Treatment Centers—
Optional Services 24-hour mental health care
services 1227.23
Outpatient services 1227.22 Service spaces 1227.21 Corridor (see Corridor Protection, Exit Access, Fire Partitions and Service Corridors) 1020 Air movement 1020.5
Continuity 1020.6 Covered and open mall buildings 402.8.1, 402.8.6 Dead end 1020.4 Elevation change 1003.5 Encroachment 1020.3
Group H-5 415.11.2 Group I-2 407 Group R-2.1 420 Headroom 1003.2, 1003.3 HPM service 903.2.5.2
Live load Table 1607.1
Walls 708.1, 1020.1 Width/capacity 1003.3.3, 1003.6, 1005.3.2, 1005.7, 1020.3, 1020.4 Corridor Damper 202 Corridor Protection, Exit Access Construction, fire protection 708.1, Table 1020.2, 1020.7
CBC § 7.1 Medium relevance — show source text
R502.7.1 Bridging. Joists exceeding a nominal 2 inches by 12 inches (51 mm by 305 mm) shall be supported laterally by solid blocking, diagonal bridging (wood or metal), or a continuous 1-inch by 3-inch (25 mm by 76 mm) strip nailed across the bottom of joists perpendicular to joists at intervals not exceeding 8 feet (2438 mm).
Exception: Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be supported laterally as required by the manufacturer’s recommendations.
R502.8 Cutting, drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure R502.8.
FIGURE R502.8—CUTTING, NOTCHING AND DRILLING
Col1 Col2 Col3 Col4 Col5 Col6 D/4 MAX. D/4 MAX. D/4 MAX. D/4 MAX. PIPE OR CONDUIT
D
D/3 MAX.
FLOOR JOIST— END CUTS
2 IN. MIN. FROM TOP AND BOTTOM OF JOIST
For SI: 1 inch = 25.4 mm.
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FLOORS
R502.8.1 Sawn lumber. Notches in solid lumber joists, rafters and beams shall not exceed one-sixth of the depth of the member, shall not be longer than one-third of the depth of the member and shall not be located in the middle one-third of the span. Notches at the ends of the member shall not exceed one-fourth the depth of the member. The tension side of members 4 inches (102 mm) or greater in nominal thickness shall not be notched except at the ends of the members. The diameter of holes bored or cut into members shall not exceed one-third the depth of the member. Holes shall not be closer than 2 inches (51 mm) to the top or bottom of the member, or to any other hole located in the member. Where the member is notched, the hole shall not be closer than 2 inches (51 mm) to the notch.
R502.8.2 Engineered wood products. Cuts, notches and holes bored in trusses, structural composite lumber, structural gluedlaminated members, cross-laminated timber members or I-joists are prohibited except where permitted by the manufacturer’s recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.
R502.9 Fastening. Floor framing shall be nailed in accordance with Table R602.3(1). Where posts and beam or girder construction is used to support floor framing, positive connections shall be provided to ensure against uplift and lateral displacement.
CBC § 25.4 Medium relevance — show source text
080| |Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2|14 gage
staples|2|15/32|4|3|735|810|1,005|1,105|1,105|1,195| |Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2|14 gage
staples|2|19/32|3|2|600|600|865|960|1,065|1,200| |Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2|14 gage
staples|2|19/32|4|3|865|900|1,130|1,430|1,370|1,485| |Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2|14 gage
staples|2|23/32|4|3|865|900|1,130|1,490|1,430|1,545| |For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a.
For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS. (2) For staples, find shear value from table for Structural I panels (regard-
less of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Fastening along intermediate framing members: Space fasteners not greater than 12 inches on center, except 6 inches on center for spans greater than 32 inches.
c.
Panels conforming to DOC PS 1 or PS 2.
d. This table gives shear values for Cases 1 and 2 as shown in Table 2306.2(1). The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table 2306.2(1), providing fasten-
ers at all continuous panel edges are spaced in accordance with the boundary fastener spacing.
e.
The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located at boundaries or adjoining panel
edges shall be 2 inches.
f.
Staples shall have a minimum crown width of7/16 inch, and shall be installed with their crowns parallel to the long dimension of the framing members.
g.
High-load diaphragms shall be subject to special inspection in accordance with Section 1705.5.1.
h.
For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
i.
For fastener spacing diagrams see Figure 2306.2(2).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a.
For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS.CBC § 2308.2.8 Medium relevance — show source text
Exception: Light-frame buildings in which the lowest framed floor is supported directly on concrete or masonry walls over the full length of all sides except the downhill side of the building are exempt from this provision.
2308.2.8 Additional requirements [DSA-SS & DSA-SS/CC and OSHPD 1R, 2 & 5] The use of conventional light-frame construction provisions in this section is permitted, subject to the following conditions: 1. The design and construction shall also comply with Section 2304 and Section 2305. 2. In conjunction with the use of provisions in Section 2308.10 (Wall bracing), engineering analysis shall be furnished that demonstrates compliance of lateral-force-resisting systems with Section 2305. 3. In addition to the use of provisions in Section 2308.8 (Floor framing), engineering analysis shall be furnished that demon- strates compliance of floor framing elements and connections with Section 2302.1, Item 1 or 2.
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WOOD
4. In addition to the use of provisions in Section 2308.9 (Wall construction), engineering analysis shall be furnished that demon- strates compliance of wall framing elements and connections with Section 2302.1, Item 1 or 2. 5. In addition to the use of provisions in Section 2308.11 (Roof and Ceiling Framing), engineering analysis shall be furnished demonstrating compliance of roof and ceiling framing elements and connections with Section 2302.1, Item 1 or 2.
2308.3 Portions or elements exceeding limitations of conventional light-frame construction. Where a building of otherwise conventional light-frame construction contains portions or structural elements that exceed the limits of Section 2308.2, those portions or elements, and the supporting load path, shall be designed in accordance with accepted engineering practice and the provisions of this code. For the purposes of this section, the term “portions” shall mean parts of buildings containing volume and area such as a room or a series of rooms. The extent of such design need only demonstrate compliance of the nonconventional lightframed elements with other applicable provisions of this code and shall be compatible with the performance of the conventional light-framed system.
2308.4 Structural elements or systems not described herein. Where a building of otherwise conventional construction contains structural elements or systems not described in Section 2308, these elements or systems shall be designed in accordance with accepted engineering practice and the provisions of this code. The extent of such design need only demonstrate compliance of the nonconventional elements with other applicable provisions of this code and shall be compatible with the performance of the conventionally framed system.
2308.5 Connectors and fasteners. Connectors and fasteners used in conventional construction shall comply with the requirements of Section 2304.10.
2308.6 Cutting, notching and boring of dimensional wood framing. The provisions of this section shall only apply to dimensional wood framing and shall not include engineered wood products, heavy timber or prefabricated/manufactured wood assemblies.
CBC § 25.4 Medium relevance — show source text
6)|100|12|12|14|16|19|21|26|30|35|16|18|21|24|26|29|34|39|45| |ASTM D1863
(No. 6)|150|12|14|17|19|22|24|29|34|39|18|21|23|26|29|32|37|43|48| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
a. Parapet height is measured vertically from the top surface of the coping down to the surface of the roof covering in the field of the roof adjacent to the parapet and outbound
of any cant strip.
b. Interpolation shall be permitted for wind speed, mean roof height and parapet height. Extrapolation is not permitted.
c. Basic wind speed,V, and wind exposure shall be determined in accordance with Section 1609.
d. Where the minimum required parapet height is indicated to be 2 inches (51 mm), a gravel stop shall be permitted and shall extend not less than 2 inches (51 mm) from the roof
surface and not less than the height of the aggregate.
e. The tabulated values apply only to conditions where the topographic factor (Kzt) determined in accordance with Chapter 26 of ASCE 7 is 1.0 or where_Kzt_ is incorporated in the
basic wind speed in Section 1609.
f. For Exposure D, add 8 inches (203 mm) to the parapet height required for Exposure C and the parapet height shall not be less than 12 inches (305 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
a. Parapet height is measured vertically from the top surface of the coping down to the surface of the roof covering in the field of the roof adjacent to the parapet and outbound
of any cant strip.
b. Interpolation shall be permitted for wind speed, mean roof height and parapet height. Extrapolation is not permitted.
c. Basic wind speed,V, and wind exposure shall be determined in accordance with Section 1609.
d. Where the minimum required parapet height is indicated to be 2 inches (51 mm), a gravel stop shall be permitted and shall extend not less than 2 inches (51 mm) from the roof
surface and not less than the height of the aggregate.
e. The tabulated values apply only to conditions where the topographic factor (Kzt) determined in accordance with Chapter 26 of ASCE 7 is 1.0 or where_Kzt_ is incorporated in the
basic wind speed in Section 1609.
f. For Exposure D, add 8 inches (203 mm) to the parapet height required for Exposure C and the parapet height shall not be less than 12 inches (305 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
a. Parapet height is measured vertically from the top surface of the coping down to the surface of the roof covering in the field of the roof adjacent to the parapet and outbound
of any cant strip.
b. Interpolation shall be permitted for wind speed, mean roof height and parapet height.CBC § 2308.10.7.2 Medium relevance — show source text
2308.10.7.2 Top plate connection. Where joists or rafters are used, braced wall line top plates shall be fastened over the full length of the braced wall line to joists, rafters, rim boards or full-depth blocking above in accordance with Table 2304.10.2, as applicable, based on the orientation of the joists or rafters to the braced wall line. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and shall be fastened to the braced wall line top plate as specified in Table 2304.10.2. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.6 or 2308.11.4 shall be permitted.
At exterior gable end walls, braced wall panel sheathing in the top story shall be extended and fastened to the roof framing where the spacing between parallel exterior braced wall lines is greater than 50 feet (15 240 mm).
Where roof trusses are used and are installed perpendicular to an exterior braced wall line, lateral forces shall be transferred from the roof diaphragm to the braced wall over the full length of the braced wall line by blocking of the ends of the trusses or by other approved methods providing equivalent lateral force transfer. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and equal to the depth of the truss at the wall line and shall be fastened to the braced wall line top plate as specified in Table 2304.10.2. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.6 or 2308.11.4 shall be permitted. Exception: Where the roof sheathing is greater than 9 [1] / 4 inches (235 mm) above the top plate, solid blocking is not required where the framing members are connected using one of the following methods:
- In accordance with Figure 2308.10.7.2(1).
- In accordance with Figure 2308.10.7.2(2).
- Full-height engineered blocking panels designed for values listed in AWC WFCM.
- A design in accordance with accepted engineering methods.
FIGURE 2308.10.7.2(1)—BRACED WALL LINE TOP PLATE CONNECTION
For SI:1 foot = 304.8 mm. a. Methods of bracing shall be as described in Table 2308.10.3(1) DWB, WSP, SFB, GB, PBS, PCP or HPS.
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FIGURE 2308.10.7.2(2)—BRACED WALL PANEL TOP PLATE CONNECTION
For SI:1 foot = 304.8 mm. a. Methods of bracing shall be as described in Table 2308.10.3(1) DWB, WSP, SFB, GB, PBS, PCP or HPS.
2308.10.7.3 Sill anchorage. Where foundations are required by Section 2308.10.8, braced wall line sills shall be anchored to concrete or masonry foundations. Such anchorage shall conform to the requirements of Section 2308.7. The anchors shall be distributed along the length of the braced wall line. Other anchorage devices having equivalent capacity are permitted.
CBC § 25.4 Medium relevance — show source text
Floor perimeter shall be supported by framing members or solid blocking.
i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist
to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections are carbon steel and shall have mini-
mum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than
0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. Connections using nails and staples of other materials, such as stainless steel, shall be designed by accepted
engineering practice or approved under Section R104.2.2.
b. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4
inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
framing specific gravity is 0.42 or larger. Where roof framing specific gravity is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, fastening of roof
sheathing shall be with RSRS-03 (21/2″ × 0.131″ × 0.281″ head) nails.
g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with ASTM C1280 or GA 253 . Fiberboard sheathing shall conform to ASTM C208.
h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners
on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the
framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist
to top plate in accordance with this schedule.CBC § 6.1 Medium relevance — show source text
The sill plate shall provide a minimum nominal bearing area of 48 square inches (30 865 mm [2] ).
R502.6.1 Floor systems. Joists framing from opposite sides over a bearing support shall lap not less than 3 inches (76 mm) and shall be nailed together with a minimum three 10d face nails. A wood or metal splice with strength equal to or greater than that provided by the nailed lap is permitted.
R502.6.2 Joist framing. Joists framing into the side of a wood girder shall be supported by approved framing anchors or on ledger strips not less than nominal 2 inches by 2 inches (51 mm by 51 mm).
R502.7 Lateral restraint at supports. Joists shall be supported laterally at the ends by full-depth solid blocking not less than 2 inches (51 mm) nominal in thickness; or by attachment to a full-depth header, band or rim joist, or to an adjoining stud or shall be otherwise provided with lateral support to prevent rotation.
Exceptions:
- Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be supported laterally as required by the manufacturer’s recommendations.
- In Seismic Design Categories D 0, D 1 and D 2, lateral restraint shall be provided at each intermediate support.
R502.7.1 Bridging. Joists exceeding a nominal 2 inches by 12 inches (51 mm by 305 mm) shall be supported laterally by solid blocking, diagonal bridging (wood or metal), or a continuous 1-inch by 3-inch (25 mm by 76 mm) strip nailed across the bottom of joists perpendicular to joists at intervals not exceeding 8 feet (2438 mm).
Exception: Trusses, structural composite lumber, structural glued-laminated members and I-joists shall be supported laterally as required by the manufacturer’s recommendations.
R502.8 Cutting, drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure R502.8.
FIGURE R502.8—CUTTING, NOTCHING AND DRILLING
Col1 Col2 Col3 Col4 Col5 Col6 D/4 MAX. D/4 MAX. D/4 MAX. D/4 MAX. PIPE OR CONDUIT
D
D/3 MAX.
FLOOR JOIST— END CUTS
2 IN. MIN. FROM TOP AND BOTTOM OF JOIST
For SI: 1 inch = 25.4 mm.
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FLOORS
CBC § 3.6 Medium relevance — show source text
Staples used for framing and sheathing connections shall have minimum average bending moments as follows: 3.6 in.-lbs (0.41 N-m) for No. 16 gage staples, 4.0 in.-lbs (0.45 N-m) for No. 15 gage staples, and 4.3 in.-lbs (0.49 N-m) for No. 14 gage staples.
2303.7 Shrinkage. Consideration shall be given in design for the effects of wood cross-grain dimensional changes that occur as a result of changes in the wood moisture content after installation.
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SECTION 2304—GENERAL CONSTRUCTION REQUIREMENTS
2304.1 General. The provisions of this section apply to design methods specified in Section 2302.1.
2304.2 Size of structural members. Computations to determine the required sizes of members shall be based on the net dimensions (actual sizes) and not nominal sizes.
2304.3 Wall framing. The framing of exterior and interior walls shall be in accordance with the provisions specified in Section 2308 unless a specific design is furnished. 2304.3.1 Bottom plates. Studs shall have full bearing on a 2-inch-thick (actual 1 [1] / 2 -inch, 38 mm) or larger plate or sill having a width not less than equal to the width of the studs.
2304.3.1.1 [HCD 1] Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the Califor- nia Green Building Standards Code (CALGreen), Chapter 4, Division 4.4.
2304.3.2 Framing over openings. Headers, double joists, trusses or other approved assemblies that are of adequate size to transfer loads to the vertical members shall be provided over window and door openings in load-bearing walls and partitions.
2304.3.3 Shrinkage. Wood walls and bearing partitions shall not support more than two floors and a roof unless an analysis satisfactory to the building official shows that shrinkage of the wood framing will not have adverse effects on the structure or any plumbing, electrical or mechanical systems or other equipment installed therein due to excessive shrinkage or differential movements caused by shrinkage. The analysis shall show that the roof drainage system and the foregoing systems or equipment will not be adversely affected or, as an alternate, such systems shall be designed to accommodate the differential shrinkage or movements.
2304.3.4 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The following additional requirements apply: 1. Engineering analysis shall be furnished that demonstrates compliance of wall framing elements and connections with Section 2302.1, Item 1 or 2.
2. Construction documents shall include detailing of sill plate anchorage to supporting masonry or concrete for all exterior _and interior bearing, nonbearing and shear walls.
CBC § 1.4 Medium relevance — show source text
Anchor bolts shall have a 4 inch minimum and a 12-inch maximum clearance to the end of the sill plate, and 7-inch_ minimum embedment into concrete or masonry. Unless specifically designed in accordance with Item 1 above, sill plates under nonbearing interior partitions on concrete floor slabs shall be anchored at not more than four (4) feet (1219 mm) on center to resist a minimum allowable stress shear of 100 pounds per linear foot (1.4 kN/m) acting either parallel or perpendicular to the wall. 3. Construction documents shall include detailing and limitations for notches and bored holes in wall studs, plates and sills.
2304.4 Floor and roof framing. The framing of wood-joisted floors and wood-framed roofs shall be in accordance with the provisions specified in Section 2308 unless a specific design is furnished.
2304.4.1 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The following additional requirements apply: 1. Engineering analysis shall be furnished that demonstrates compliance of floor, roof and ceiling framing elements and connections with Section 2302.1, Items 1 or 2.
2. Construction documents shall include detailing and limitations for notches and bored holes in floor and roof framing members.
2304.5 Framing around flues and chimneys. Combustible framing shall be not less than 2 inches (51 mm), but shall be not less than the distance specified in Sections 2111 and 2113 and the California Mechanical Code, from flues, chimneys and fireplaces, and 6 inches (152 mm) away from flue openings.
2304.6 Exterior wall sheathing. Wall sheathing on the outside of exterior walls, including gables, and the connection of the sheathing to framing shall be designed in accordance with the general provisions of this code and shall be capable of resisting wind pressures in accordance with Section 1609.
2304.6.1 Wood structural panel sheathing. Where wood structural panel sheathing is used as the exposed finish on the outside of exterior walls, it shall have an exterior exposure durability classification. Where wood structural panel sheathing is used elsewhere, but not as the exposed finish, it shall be of a type manufactured with exterior glue (Exposure 1 or Exterior). Wood structural panel sheathing, connections and framing spacing shall be in accordance with Table 2304.6.1 for the applicable basic wind speed and exposure category where used in enclosed buildings with a mean roof height not greater than 30 feet (9144 mm) and a topographic factor ( K z t ) of 1.0.
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|TABLE 2304.6.1—MAXIMUM BASIC WIND SPEED, V, PERMITTED FOR
WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b,CBC § 0.63 Medium relevance — show source text
For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c.CBC § 2304.3.1.1 Medium relevance — show source text
2304.3.1.1 [HCD 1] Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the Califor- nia Green Building Standards Code (CALGreen), Chapter 4, Division 4.4.
2304.3.2 Framing over openings. Headers, double joists, trusses or other approved assemblies that are of adequate size to transfer loads to the vertical members shall be provided over window and door openings in load-bearing walls and partitions.
2304.3.3 Shrinkage. Wood walls and bearing partitions shall not support more than two floors and a roof unless an analysis satisfactory to the building official shows that shrinkage of the wood framing will not have adverse effects on the structure or any plumbing, electrical or mechanical systems or other equipment installed therein due to excessive shrinkage or differential movements caused by shrinkage. The analysis shall show that the roof drainage system and the foregoing systems or equipment will not be adversely affected or, as an alternate, such systems shall be designed to accommodate the differential shrinkage or movements.
2304.3.4 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The following additional requirements apply: 1. Engineering analysis shall be furnished that demonstrates compliance of wall framing elements and connections with Section 2302.1, Item 1 or 2.
2. Construction documents shall include detailing of sill plate anchorage to supporting masonry or concrete for all exterior and interior bearing, nonbearing and shear walls. Unless specifically designed in accordance with Item 1 above, sills under exterior walls, bearing walls and shear walls shall be bolted to masonry or concrete with [5] / 8 inch diameter by 12-inch (16 mm by 305 mm) bolts spaced not more than four (4) feet (1219 mm) on center, with a minimum of two (2) bolts for each piece of sill plate. Anchor bolts shall have a 4 inch minimum and a 12-inch maximum clearance to the end of the sill plate, and 7-inch minimum embedment into concrete or masonry. Unless specifically designed in accordance with Item 1 above, sill plates under nonbearing interior partitions on concrete floor slabs shall be anchored at not more than four (4) feet (1219 mm) on center to resist a minimum allowable stress shear of 100 pounds per linear foot (1.4 kN/m) acting either parallel or perpendicular to the wall. 3. Construction documents shall include detailing and limitations for notches and bored holes in wall studs, plates and sills.
2304.4 Floor and roof framing. The framing of wood-joisted floors and wood-framed roofs shall be in accordance with the provisions specified in Section 2308 unless a specific design is furnished.
2304.4.1 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The following additional requirements apply: 1. Engineering analysis shall be furnished that demonstrates compliance of floor, roof and ceiling framing elements and connections with Section 2302.1, Items 1 or 2.
2. Construction documents shall include detailing and limitations for notches and bored holes in floor and roof framing members.
CBC § 25.4 Medium relevance — show source text
single floor
and other
grades
covered in
DOC PS 1
and PS 2|11/2 16
gage|1|19/32|2|175|235|350|400|155|115| |Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2|11/2 16
gage|1|19/32|3|200|265|395|450|175|130| |For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS.CBC § 3-1 Medium relevance — show source text
DEPTH, D
NOT LESS THAN 3-1/2 INCHES (IRC 802.7.1.1)
For SI: 1 inch = 25.4 mm.
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ROOF-CEILING CONSTRUCTION
R802.7.1.2 Ceiling joist taper cut. Taper cuts at the ends of the ceiling joist shall not exceed one-fourth the depth of the member in accordance with Figure R802.7.1.2.
FIGURE R802.7.1.2—CEILING JOIST TAPER CUT
DEPTH OF TAPER CUT, D/4 MAX. MEASURED AT
INSIDE FACE
OF SUPPORT
R802.7.2 Engineered wood products. Cuts, notches and holes bored in trusses, structural composite lumber, structural gluedlaminated members, cross-laminated timber members or I-joists are prohibited except where permitted by the manufacturer’s recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.
R802.8 Lateral support. Roof framing members and ceiling joists having a depth-to-thickness ratio exceeding 5 to 1 based on nominal dimensions shall be provided with lateral support at points of bearing to prevent rotation. For roof rafters with ceiling joists attached in accordance with Table R602.3(1), the depth-to-thickness ratio for the total assembly shall be determined using the combined thickness of the rafter plus the attached ceiling joist.
Exception: Roof trusses shall be braced in accordance with Section R802.10.3.
R802.8.1 Bridging. Rafters and ceiling joists having a depth-to-thickness ratio exceeding 6 to 1 based on nominal dimensions shall be supported laterally by solid blocking, diagonal bridging (wood or metal) or a continuous 1-inch by 3-inch (25 mm by 76 mm) wood strip nailed across the rafters or ceiling joists at intervals not exceeding 8 feet (2438 mm).
R802.9 Framing of openings. Openings in roof and ceiling framing shall be framed with header and trimmer joists. Where the header joist span does not exceed 4 feet (1219 mm), the header joist shall be permitted to be a single member the same size as the ceiling joist or rafter. Single trimmer joists shall be permitted to be used to carry a single header joist that is located within 3 feet (914 mm) of the trimmer joist bearing. Where the header joist span exceeds 4 feet (1219 mm), the trimmer joists and the header joist shall be doubled and of sufficient cross section to support the ceiling joists or rafter framing into the header. Approved hangers shall be used for the header joist to trimmer joist connections where the header joist span exceeds 6 feet (1829 mm). Tail joists over 12 feet (3658 mm) long shall be supported at the header by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).
R802.10 Wood trusses.
CBC § 8-31 Medium relevance — show source text
R804.3 Roof construction. Cold-formed steel roof systems constructed in accordance with the provisions of this section shall consist of both ceiling joists and rafters in accordance with Figure R804.3 and fastened in accordance with Table R804.3.
2025 CALIFORNIA RESIDENTIAL CODE 8-31
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ROOF-CEILING CONSTRUCTION
FIGURE R804.3—COLD-FORMED STEEL ROOF CONSTRUCTION
Col1 Col2 CEILING JOIST
½ IN. GYPSUM BOARD
LOAD-BEARING WALL
WHEN INSTALLED RAFTER SUPPORT
BRACE SHALL BE A MINIMUM OF
350s162-33 MIL C-SECTION, CONNECTED
TO EACH CEILING JOIST AND RAFTER
WITH 4 SCREWS AT EACH END (COPE
FLANGES OF BAR AT CEILING JOIST
CONNECTION OR USE GUSSET PLATE)6 IN. MAX. TO CENTER
OF SCREW PATTERN
EAVE OVERHANG
2 FT. MAX.
CEILING JOIST SPAN
LOAD-BEARING WALL SHALL BE
INSTALLED WHEN RAFTER BRACE
IS USED
LOAD-BEARING WALLFor SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.
TABLE R804.3—ROOF FRAMING FASTENING SCHEDULEa, b Col2 Col3 Col4 Col5 Col6 Col7 Col8 ** DESCRIPTION OF BUILDING ELEMENTS** ** DESCRIPTION OF BUILDING ELEMENTS** ** DESCRIPTION OF BUILDING ELEMENTS** ** NUMBER AND SIZE OF FASTENERSa** ** NUMBER AND SIZE OF FASTENERSa** ** NUMBER AND SIZE OF FASTENERSa** ** NUMBER AND SIZE OF FASTENERSa** ** SPACING OF FASTENERS** Roof sheathing
(oriented strand board or plywood) to rafterRoof sheathing
(oriented strand board or plywood) to rafterRoof sheathing
(oriented strand board or plywood) to rafterNo. 8 screws No. 8 screws No. 8 screws No. 8 screws 6″ o.c. on edges and 12″
o.c. at interior supports.
6″ o.c. at gable end truss.Gypsum board to ceiling joists Gypsum board to ceiling joists Gypsum board to ceiling joists No. 6 screws No. 6 screws No. 6 screws No. 6 screws 12″ o.c. Gable end truss to endwall top track Gable end truss to endwall top track Gable end truss to endwall top track No. 10 screws No. 10 screws No. 10 screws No. 10 screws 12″ o.c. Rafter to ceiling joist and to ridge member Rafter to ceiling joist and to ridge member Rafter to ceiling joist and to ridge member Minimum No. 10 screws, in accordance with Table R804.3.1.1(3) Minimum No. 10 screws, in accordance with Table R804.3.1.1(3) Minimum No. CBC § 0.63 Medium relevance — show source text
Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a.CBC § 7-4 Medium relevance — show source text
pine|#2|7-4|11-0|13-11|16-6|19-6|6-4|9-6|12-1|14-4|16-10| |24|Southern pine|#3|5-8|8-4|10-6|12-9|15-1|4-11|7-3|9-1|11-0|13-1| |24|Spruce-pine-fir|SS|7-8|12-0|15-10|20-2|24-7|7-8|12-0|15-4|18-9|21-9| |24|Spruce-pine-fir|#1|7-6|11-9|14-10|18-2|21-0|6-11|10-2|12-10|15-8|18-3| |24|Spruce-pine-fir|#2|7-6|11-9|14-10|18-2|21-0|6-11|10-2|12-10|15-8|18-3| |24|Spruce-pine-fir|#3|6-1|8-10|11-3|13-8|15-11|5-3|7-8|9-9|11-10|13-9| |Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table R802.4.1(9).
b. Span exceeds 26 feet in length.|Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table R802.4.1(9).
b. Span exceeds 26 feet in length.|Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table R802.4.1(9).
b.CBC § 2308.8.2.2 Medium relevance — show source text
2308.8.2.2 Bearing. The ends of each joist shall have not less than 1 [1] / 2 inches (38 mm) of bearing on wood or metal, or not less than 3 inches (76 mm) on masonry, except where supported on a 1-inch by 4-inch (25 mm by 102 mm) ribbon strip and nailed to the adjoining stud.
2308.8.2.3 Framing details. Joists shall be supported laterally at the ends and at each support by solid blocking except where the ends of the joists are nailed to a header, band or rim joist or to an adjoining stud or by other means. Solid blocking shall be not less than 2 inches (51 mm) in thickness and the full depth of the joist. Joist framing from opposite sides of a beam, girder or partition shall be lapped not less than 3 inches (76 mm) or the opposing joists shall be tied together in an approved manner. Joists framing into the side of a wood girder shall be supported by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).
2025 CALIFORNIA BUILDING CODE 23-41
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2308.8.3 Engineered wood products. Engineered wood products shall be installed in accordance with manufacturer’s recommendations. Cuts, notches and holes bored in trusses, structural composite lumber, structural glued-laminated members or I-joists are not permitted except where permitted by the manufacturer’s recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.
2308.8.4 Framing around openings. Trimmer and header joists shall be doubled, or of lumber of equivalent cross section, where the span of the header exceeds 4 feet (1219 mm). The ends of header joists more than 6 feet (1829 mm) in length shall be supported by framing anchors or joist hangers unless bearing on a beam, partition or wall. Tail joists over 12 feet (3658 mm) in length shall be supported at the header by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).
2308.8.4.1 Openings in floor diaphragms in Seismic Design Categories B, C, D and E. Openings in horizontal diaphragms in Seismic Design Categories B, C, D and E with a dimension that is greater than 4 feet (1219 mm) shall be constructed with metal ties and blocking in accordance with this section and Figure 2308.8.4.1(1). Metal ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] in thickness by 1 [1] / 2 inches (38 mm) in width and shall have a yield stress not less than 33,000 psi (227 MPa). Blocking shall extend not less than the dimension of the opening in the direction of the tie and blocking. Ties shall be attached to blocking in accordance with the manufacturer’s instructions but with not less than eight 16d common nails on each side of the header-joist intersection.
CBC § 23-55 Medium relevance — show source text
2025 CALIFORNIA BUILDING CODE 23-55
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- The braced wall panels in the first story shall be located at each end of the braced wall line and not more than 25 feet (7620 mm) on center, and the total length of braced wall panels shall be not less than 45 percent of the braced wall line length.
- Hold-down connectors shall be provided at the ends of braced walls for the first floor to foundation with an allowable capacity of 2,100 pounds (9341 N).
- Cripple walls shall not be permitted.
2308.11 Roof and ceiling framing. The framing details required in this section apply to roofs having a slope of not less than three units vertical in 12 units horizontal (25-percent slope). Where the roof slope is less than three units vertical in 12 units horizontal (25percent slope), members supporting rafters and ceiling joists such as ridge board, hips and valleys shall be designed as beams.
2308.11.1 Ceiling joist spans. Spans for ceiling joists shall be in accordance with Table 2308.11.1(1) or 2308.11.1(2). For other grades and species, and other loading conditions, refer to the AWC STJR.
TABLE 2308.11.1(1)—CEILING JOIST SPANS FOR COMMON LUMBER SPECIES
(Uninhabitable attics without storage, live load = 10 psf, L/Δ = 240)Col2 Col3 Col4 Col5 Col6 Col7 CEILING JOIST SPACING
(inches)SPECIES AND GRADE SPECIES AND GRADE DEAD LOAD = 5 psf DEAD LOAD = 5 psf DEAD LOAD = 5 psf DEAD LOAD = 5 psf CEILING JOIST SPACING
(inches)SPECIES AND GRADE SPECIES AND GRADE 2 × 4 2 × 6 2 × 8 2 × 10 CEILING JOIST SPACING
(inches)SPECIES AND GRADE SPECIES AND GRADE Maximum ceiling joist spans Maximum ceiling joist spans Maximum ceiling joist spans Maximum ceiling joist spans CEILING JOIST SPACING
(inches)SPECIES AND GRADE SPECIES AND GRADE (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) 12 Douglas Fir-Larch SS 13-2 20-8 Note a Note a 12 Douglas Fir-Larch #1 12-8 19-11 Note a Note a 12 Douglas Fir-Larch #2 12-5 19-6 25-8 Note a 12 Douglas Fir-Larch #3 10-10 15-10 20-1 24-6 12 Hem-Fir SS 12-5 19-6 25-8 Note CBC § 23-75 Medium relevance — show source text
2025 CALIFORNIA BUILDING CODE 23-75
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TABLE 2308.11.2(7)—RAFTER SPAN ADJUSTMENT FACTOR Col2 HC/****HR
aRAFTER SPAN ADJUSTMENT FACTOR 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 a._ HC_ = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls;HR = Height of roof ridge measured vertically above the top of the rafter
support walls.a._ HC_ = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls;HR = Height of roof ridge measured vertically above the top of the rafter
support walls.2308.11.3 Ceiling joist and rafter framing. Rafters shall be framed directly opposite each other at the ridge. There shall be a ridge board not less than 1-inch (25 mm) nominal thickness at ridges and not less in depth than the cut end of the rafter. At valleys and hips, there shall be a single valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of the rafter.
2308.11.3.1 Ceiling joist and rafter connections. Ceiling joists and rafters shall be nailed to each other and the assembly shall be nailed to the top wall plate in accordance with Tables 2304.10.2 and 2308.11.4. Ceiling joists shall be continuous or securely joined where they meet over interior partitions and be fastened to adjacent rafters in accordance with Tables 2304.10.2 and 2308.11.3.1 to provide a continuous rafter tie across the building where such joists are parallel to the rafters. Ceiling joists shall have a bearing surface of not less than 1 [1] / 2 inches (38 mm) on the top plate at each end.
Where ceiling joists are not parallel to rafters, an equivalent rafter tie shall be installed in a manner to provide a continuous tie across the building, at a spacing of not more than 4 feet (1219 mm) on center. The connections shall be in accordance with Tables 2308.11.3.1 and 2304.10.2, or connections of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided at the top of the rafter support walls, the ridge formed by these rafters shall be supported by a girder conforming to Sections 2308.3 and 2308.4. Rafter ties shall be spaced not more than 4 feet (1219 mm) on center.
Rafter tie connections shall be based on the equivalent rafter spacing in Table 2308.11.3.1. Rafter-to-ceiling joist connections and rafter tie connections shall be of sufficient size and number to prevent splitting from nailing.
Roof framing member connection to braced wall lines shall be in accordance with Section 2308.10.7.2.
|TABLE 2308.11.3.
CBC § 25.4 Medium relevance — show source text
Span exceeds 26 feet in length.|Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table 2308.11.2(7).
b. Span exceeds 26 feet in length.|Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table 2308.11.2(7).
b. Span exceeds 26 feet in length.|Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table 2308.11.2(7).
b. Span exceeds 26 feet in length.|Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the rafters on the
bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the
adjustment factors in Table 2308.11.2(7).
b. Span exceeds 26 feet in length.|23-70 2025 CALIFORNIA BUILDING CODE
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|TABLE 2308.11.2(5)—RAFTER SPANS FOR COMMON LUMBER SPECIES
(Allowable stress design ground snow load, p = 30 psf, ceiling attached to rafters, L/Δ =
Frequently asked questions
Can I drill holes in an I‑joist the same way I do in a solid joist?
No. Per § 2308.6 the prescriptive cutting/notching/boring limits apply only to dimensional (solid) lumber; engineered products such as I‑joists are excluded and must be altered only per the manufacturer’s instructions or an RDP design.
What if I need a notch that exceeds the Code limit for a bearing stud?
If a stud or member must be cut or notched beyond the prescriptive limit (for example, >25% in a bearing stud), that portion of the framing must be designed by an RDP or repaired/designed per accepted engineering practice as permitted by § 2308.3/2308.4.
Where do I find allowable spans for ceiling joists and rafters?
Use the prescriptive Tables in § 2308.11 (Table 2308.11.1 for ceiling joists and the 2308.11.2 rafter tables and adjustment factors) and select the correct species, grade, spacing and loading condition.
My job uses prefabricated trusses — can the erector cut the webs in the field?
No. Truss modifications (cutting/trimming webs, chords) must follow the truss manufacturer/designer instructions; truss restraint and bracing requirements (PITMR/PITMDB) are required by § 2303.4 and field cuts that affect structural capacity should be coordinated with the truss designer/RDP.
You mention § 2308.11.12 — can you summarize that subsection?
I could not find § 2308.11.12 in the files provided, so I cannot summarize or interpret that specific subsection. If you supply the CBC pages that include § 2308.11.12 I will ground an interpretation directly in the code text.
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