CEBC · California Existing Building Code
When must roof diaphragms/wind connections be evaluated and what are the energy requirements?
If you remove roofing over more than half a roof in a high‑wind area (basic wind speed over 130 mph), the California Existing Building Code requires an evaluation of the roof diaphragm and its connections for wind (including uplift); if they can’t resist at least 75% of required wind loads they must be strengthened or replaced. Reroofing classified as a Level 1 alteration must also comply with the California Energy Code (Title 24).
Last reviewed: July 6, 2026
What the code requires — plain English
When reroofing removes more than 50 percent of a roof diaphragm in a high‑wind area (basic wind speed V > 130 mph (58 m/s)), the existing roof diaphragm, the connections of the roof diaphragm to roof framing members, and the roof‑to‑wall connections must be evaluated for the wind loads in the California Building Code. If those elements cannot resist at least 75 percent of the required wind loads (including uplift), they must be replaced or strengthened to meet the loads in the California Building Code. This trigger and performance threshold are set by § 706.3.2 .
Separately, Level 1 alterations (which include reroofing permits covered here) must comply with the applicable provisions of the California Energy Code (Part 6, Title 24, C.C.R.) as stated in § 708.1 .
If you remove roofing over more than half of a roof in a high‑wind area (V > 130 mph), you must check the diaphragm and its connections for wind uplift and, if their capacity is less than 75% of the required wind loads, you must strengthen or replace them (CEBC § 706.3.2).
Requirements in detail
Trigger for evaluation
- Permit type: reroofing permit (work that requires a reroofing permit).
- Extent: removal of roofing materials from more than 50 percent of the roof diaphragm or a section of the building.
- Location: building or section located where basic wind speed V > 130 mph (58 m/s) per Figure 1609.3(2) of the California Building Code.
- Controlling text: § 706.3.2 .
What must be evaluated
- Roof diaphragms (deck/sheathing that transfers lateral loads).
- Connections of the roof diaphragm to roof framing members (nail/fastener, connector pattern at edges/intermediate supports).
- Roof‑to‑wall connections (tie‑downs, straps, hold‑downs that transfer uplift/overturning forces).
- Evaluation must be against the wind loads specified in the California Building Code, including wind uplift (see CBC §1609 referenced in the CEBC). See § 706.3.2 .
Performance threshold and required action
- If, in their current condition, the diaphragm and connections are not capable of resisting 75 percent of the wind loads required by the CBC, they shall be replaced or strengthened in accordance with the loads specified in the CBC. See § 706.3.2 .
- Exception: buildings demonstrated to comply with ASCE 7—88 (or later) wind provisions are not subject to this evaluation requirement per the exception in § 706.3.2 .
Energy (Title 24) requirement for reroofing (Level 1)
- All Level 1 alterations to existing buildings or structures (this includes reroofing work that qualifies as Level 1) shall comply with applicable provisions of the California Energy Code (Part 6, Title 24, C.C.R.). See § 708.1 .
- The CEBC does not list the specific R‑values, insulation replacements, or prescriptive envelope measures here — it mandates compliance with the Energy Code; you must consult Part 6 (Title 24) for the detailed energy compliance requirements that apply to the specific reroofing work (e.g., roof insulation, cool roof, air‑barrier, reroofing compliance paths). See § 708.1 .
Decision‑relevant table
| Decision factor | Threshold / value | What it controls | Code Reference |
|---|---|---|---|
| Extent of roofing removal | > 50% of roof diaphragm | Triggers evaluation for wind loads | § 706.3.2 |
| Basic wind speed | V > 130 mph (58 m/s) (per Figure 1609.3(2) CBC) | Defines “high‑wind region” where trigger applies | § 706.3.2 |
| Required existing capacity threshold | 75 percent of required wind loads | If existing capacity <75% → replace or strengthen | § 706.3.2 |
| Scope classification | Level 1 alteration | Determines that Title 24 (Energy Code) applies | § 708.1 |
| Alternative compliance exception | Demonstrated compliance with ASCE 7—88 or later | Exempts building from evaluation requirement | § 706.3.2 |
Exceptions & special cases
- Buildings already demonstrated to meet the wind provisions of ASCE 7—88 or later are excepted from the evaluation requirement in § 706.3.2 .
- Separate CEBC provisions address other reroof triggers and parapet bracing: e.g., where reroofing more than 25 percent of a roof area of a building assigned to Seismic Design Category D, E or F with unreinforced masonry parapets, § 706.3.1 requires compliance with § 304.3.2 by evaluation or installation of parapet bracing — be aware multiple CEBC sections may apply to the same reroofing project .
- The CEBC refers the actual wind loads and wind‑map determinations to the California Building Code (CBC §1609 and Figure 1609.3(2)); use the CBC to determine numeric wind pressures and uplift design values .
Common mistakes
- Treating the trigger as any reroofing rather than only removal of more than 50% in high‑wind zones (V > 130 mph). The CEBC trigger is specific — see § 706.3.2 .
- Forgetting to check the local basic wind speed/map (Figure 1609.3(2) of the CBC) — the CEBC trigger is location dependent. See § 706.3.2 .
- Evaluating only dead/live loads and ignoring wind uplift; CEBC specifically requires evaluation for the wind loads specified in the CBC, “including wind uplift.” See § 706.3.2 .
- Assuming compliance with Title 24 is optional: § 708.1 requires applicable Energy Code compliance for Level 1 alterations — do not omit energy measures that apply to reroofing. See § 708.1 .
- Relying on informal calculations rather than documenting the evaluation to show whether existing capacity meets the 75 percent threshold — the CEBC requires an evaluation and action if the threshold is not met. See § 706.3.2 .
Worked example
Scenario: Single‑story commercial building in a jurisdiction where the basic wind speed map (CBC Figure 1609.3(2)) gives V = 140 mph (so V > 130 mph). The owner takes a reroofing permit and removes roofing materials from 60% of the roof diaphragm.
Step 1 — Trigger check:
- Removal = 60% → exceeds 50% trigger. Location V = 140 mph → qualifies as high‑wind region. Therefore § 706.3.2 applies and a wind evaluation is required .
Step 2 — Perform evaluation:
- Engineer or qualified designer evaluates the diaphragm, diaphragm‑to‑framing connectors, and roof‑to‑wall connections for the wind loads and uplift specified in the CBC (CBC §1609 referenced by CEBC) .
Step 3 — Compare capacity to threshold:
- If the evaluation shows existing elements resist 80% of the required wind loads → no mandatory strengthening per CEBC (because ≥75%).
- If the evaluation shows existing elements resist 65% of the required wind loads → this is below the 75% threshold and the CEBC requires the diaphragms/connections be replaced or strengthened to meet the required loads in the CBC. See § 706.3.2 .
Step 4 — Energy code:
- This reroofing is a Level 1 alteration; the project must comply with applicable parts of the California Energy Code (Part 6, Title 24). The owner/designer must verify Title 24 requirements (insulation R‑value, roof covering provisions, any prescriptive reroofing requirements) and document compliance per § 708.1 .
Related provisions (CEBC)
- § 706.3.2 — Roof diaphragms resisting wind loads in high‑wind regions (main controlling section for diaphragms) .
- § 708.1 — Minimum energy requirements; Level 1 alterations comply with California Energy Code (Part 6, Title 24) .
- § 706.3.1 — Bracing for unreinforced masonry bearing wall parapets when reroofing >25% in SD C/D/E/F (related reroofing structural requirement) .
- § 503.12 / 503.11 — Related alteration provisions including roof diaphragm requirements in other alteration levels and contexts (see CEBC §503.x series) .
- Appendix C (Guidelines for wind retrofit) — prescriptive rooftop/roof‑deck fastening guidance and voluntary retrofit methods for high‑wind areas (useful reference for retrofit options) .
- CBC §1609 / Figure 1609.3(2) (California Building Code) — used by CEBC to determine required wind loads and the wind‑map threshold (V = 130 mph line referenced in CEBC) .
(If you need the exact wind pressures, uplift connection loads, or the Title 24 reroofing provisions, those numeric requirements are in the California Building Code (CBC §1609 / ASCE 7 referenced tables) and the California Energy Code (Part 6, Title 24); the CEBC points to those documents but does not reproduce those numeric tables in the CEBC text itself. See § 706.3.2 and § 708.1.)
Code references
Grounded in the retrieved California Existing Building Code — click a citation to read the verbatim passage:
CEBC § 503.13 High relevance — show source text
PRESCRIPTIVE COMPLIANCE METHOD
Building Code, roof diaphragms, connections of the roof diaphragm to roof framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in Section 1609 of the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in Section 1609 of the California Building Code .
Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.
[BS] 503.13 Voluntary lateral force-resisting system alterations. Structural alterations that are intended exclusively to improve the lateral force-resisting system and are not required by other sections of this code shall not be subject to the structural requirements of Section 503, provided that all of the following apply:
- With the alteration complete, the capacity of existing structural systems to resist forces is not reduced.
- New structural elements are detailed and connected to existing or new structural elements as required by the selected design criteria. Exception: New lateral force-resisting systems designed in accordance with the California Building Code are permitted to be of a type designated as “Ordinary” or “Intermediate” where ASCE 7 Table 12.2-1 states these types of systems are not permitted.
- Supports and attachments for nonstructural elements removed and reinstalled to facilitate the work comply with the Cali- fornia Building Code for new construction.
- The alterations do not create a structural irregularity as defined in ASCE 7 or make an existing structural irregularity more
severe.
Exception: Condition 4 need not be satisfied where the work complies with Section 304.3.2, Item 3.
503.14 Smoke compartments. In Group I-2 occupancies where the alteration is on a story used for sleeping rooms for more than 30 care recipients, the story shall be divided into not less than two compartments by smoke barrier walls in accordance with Section 407.5 of the California Building Code as required for new construction.
503.15 Refuge areas. Where alterations affect the configuration of an area utilized as a refuge area, the capacity of the refuge area shall not be reduced below the required capacity of the refuge area for horizontal exits in accordance with Section 1026.4 of the Cali- fornia Building Code .
Where the horizontal exit also forms a smoke compartment, the capacity of the refuge area for Group I-2 and I-3 occupancies and ambulatory care facilities shall not be reduced below that required in Sections 407.5.3, 408.6.2, 420.6.1 and 422.3.2 of the California Building Code, as applicable.
503.16 Group R-2.1 occupancies. Group R-2.1 occupancies that are being altered and where the work area is greater than 50 percent of the aggregate building area shall be classified in accordance with Section 310.3.1 of the California Building Code .
503.16.1 Smoke Barriers in Group R-2.1 , Condition 2. In Group R-2.1 occupancies where the work area is on a story used for sleeping rooms for more than 30 care recipients, the story shall be divided into not less than two compartments by smoke barrier walls in accordance with Section 420.6 of the California Building Code .
CEBC § 706.3.2 High relevance — show source text
[BS] 706.3.2 Roof diaphragms resisting wind loads in high-wind regions. Where roofing materials are removed from more than 50 percent of the roof diaphragm or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s), in accordance with Figure 1609.3(2) of the California Building Code, roof diaphragms, connections of the roof diaphragm to roof
2025 CALIFORNIA EXISTING BUILDING CODE 7-5
on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.
ALTERATIONS—LEVEL 1
framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in the California Building Code.
Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.
SECTION 707— RESERVED
SECTION 708—ENERGY CONSERVATION
708.1 Minimum requirements. Level 1 alterations to existing buildings or structures shall comply with applicable provisions of the California Energy Code (Part 6, Title 24, C.C.R).
7-6 2025 CALIFORNIA EXISTING BUILDING CODE
on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.
CALIFORNIA EXISTING BUILDING CODE – MATRIX ADOPTION TABLE
CHAPTER 8 – ALTERATIONS—LEVEL 2
(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user. See Chapter 1 for state agency authority and building applications.)
Adopting Agency BSC BSC-
CGSFM HCD Col6 Col7 DSA Col9 Col10 OSHPD Col12 Col13 Col14 Col15 Col16 Col17 BSCC DPH AGR DWR CEC CA SL SLC Adopting Agency BSC BSC-
CGSFM 1 2 1/AC AC SS SS/CC 1 1R 2 3 4 5 6 6 6 6 6 6 6 6 6 Adopt Entire Chapter X X Adopt Entire Chapter as
amended (amended
sections listed below)X Adopt only those sections
that are listed belowChapter / Section 802.2.1 X 802.2. CEBC § 503.11 High relevance — show source text
[BS] 503.11 Substantial structural alteration. Where the work area exceeds 50 percent of the building area and where work involves a substantial structural alteration, the lateral load-resisting system of the altered building shall satisfy the requirements of Section 1609 of the California Building Code and Section 304.3.2 of this code. Where the building is assigned to Seismic Design Category D or F, supports and attachments for nonstructural components required to serve any portion of the building with a use included in Risk Category IV shall comply with Section 1613 of the California Building Code or shall comply with ASCE 41 using an objective of Position Retention nonstructural performance with the BSE-1E earthquake hazard level.
Exceptions:
- Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes that are altered based on the conventional light-frame construction methods of the California Building Code or in compliance with the provisions of the California Residential Code .
- Where the intended alteration involves structural components of the lowest story of a building, only the lateral loadresisting system above that story need not comply with this section.
[BS] 503.12 Roof diaphragms resisting wind loads in high-wind regions. Where the intended alteration requires a permit for reroofing and involves removal of roofing materials from more than 50 percent of the roof diaphragm of a building or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s) in accordance with Figure 1609.3(2) of the California
5-6 2025 CALIFORNIA EXISTING BUILDING CODE
on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.
PRESCRIPTIVE COMPLIANCE METHOD
Building Code, roof diaphragms, connections of the roof diaphragm to roof framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in Section 1609 of the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in Section 1609 of the California Building Code .
Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.
[BS] 503.13 Voluntary lateral force-resisting system alterations. Structural alterations that are intended exclusively to improve the lateral force-resisting system and are not required by other sections of this code shall not be subject to the structural requirements of Section 503, provided that all of the following apply:
- With the alteration complete, the capacity of existing structural systems to resist forces is not reduced.
- New structural elements are detailed and connected to existing or new structural elements as required by the selected design criteria. Exception: New lateral force-resisting systems designed in accordance with the California Building Code are permitted to be of a type designated as “Ordinary” or “Intermediate” where ASCE 7 Table 12.2-1 states these types of systems are not permitted.
- Supports and attachments for nonstructural elements removed and reinstalled to facilitate the work comply with the Cali- fornia Building Code for new construction.
- The alterations do not create a structural irregularity as defined in ASCE 7 or make an existing structural irregularity more
severe.
CEBC § 705.5 High relevance — show source text
[BS] 705.5 Flashings. Flashings shall be reconstructed in accordance with approved manufacturer’s installation instructions. Metal flashing to which bituminous materials are to be adhered shall be primed prior to installation.
SECTION 706—STRUCTURAL
[BS] 706.1 General. Where alteration work includes replacement of equipment that is supported by the building or where a reroofing permit is required, the provisions of this section shall apply.
[BS] 706.2 Addition or replacement of roofing or replacement of equipment. Any existing gravity load-carrying structural element for which an alteration causes an increase in design dead, live or snow load, including snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the California Building Code for new structures.
Exceptions:
- Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes where the altered building complies with the conventional light-frame construction methods of the California Building Code or the provisions of the California Residential Code .
- Buildings in which the increased dead load is due entirely to the addition of a second layer of roof covering weighing 3 pounds per square foot (0.1437 kN/m [2] ) or less over an existing single layer of roof covering.
[BS] 706.3 Additional requirements for reroof permits. The requirements of this section shall apply to alteration work requiring reroof permits.
[BS] 706.3.1 Bracing for unreinforced masonry bearing wall parapets. Where a permit is issued for reroofing for more than 25 percent of the roof area of a building assigned to Seismic Design Category D, E or F that has parapets constructed of unreinforced masonry, the work shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of parapet bracing.
[BS] 706.3.2 Roof diaphragms resisting wind loads in high-wind regions. Where roofing materials are removed from more than 50 percent of the roof diaphragm or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s), in accordance with Figure 1609.3(2) of the California Building Code, roof diaphragms, connections of the roof diaphragm to roof
2025 CALIFORNIA EXISTING BUILDING CODE 7-5
on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.
ALTERATIONS—LEVEL 1
framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in the California Building Code.
Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.
SECTION 707— RESERVED
SECTION 708—ENERGY CONSERVATION
708.1 Minimum requirements. Level 1 alterations to existing buildings or structures shall comply with applicable provisions of the California Energy Code (Part 6, Title 24, C.C.R).
7-6 2025 CALIFORNIA EXISTING BUILDING CODE
CEBC § 2.5. Medium relevance — show source text
1705 A .10 Structural integrity of deep foundation elements. Whenever there is a reasonable doubt as to the structural integrity of a deep foundation element, an engineering assessment shall be required. The engineering assessment shall include tests for defects performed in accordance with ASTM D4945, ASTM D5882, ASTM D6760 or ASTM D7949, or other approved method.
1705 A .11 Fabricated items. Special inspections of fabricated items shall be performed in accordance with Section 1704 A .2.5.
1705 A .12 Special inspections for wind resistance. Special inspections for wind resistance specified in Sections 1705 A .12.1 through 1705 A .12.3, unless exempted by the exceptions to Section 1704 A .2, are required for buildings and structures constructed in the following areas:
- In wind Exposure Category B, where basic wind speed, V, is 150 mph (67 m/sec) or greater.
- In wind Exposure Category C or D, where basic wind speed, V, is 140 mph (62.6 m/sec) or greater.
1705 A .12.1 Structural wood. Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.
1705 A .12.2 Cold-formed steel light-frame construction. Periodic special inspection is required for welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs. [DSA-SS, DSA-SS/CC] Requirements specified in Section 1705A.2.9 shall also apply.
1705 A .12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:
- Roof covering, roof deck and roof framing connections.
- Exterior wall covering and wall connections to roof and floor diaphragms and framing.
1705 A .13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705 A .13.1 through 1705 A .13.9, unless exempted by the exceptions of Section 1704 A .2.
1705 A .13.1 Structural steel. Special inspections for seismic resistance shall be in accordance with Section 1705 A .13.1.1 or 1705 A .13.1.2, as applicable.
1705 A .13.1.1 Seismic force-resisting systems. Special inspections of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341 and this code.
CEBC § 1705.10 Medium relevance — show source text
1705.10 Structural integrity of deep foundation elements. Whenever there is a reasonable doubt as to the structural integrity of a deep foundation element, an engineering assessment shall be required. The engineering assessment shall include tests for defects performed in accordance with ASTM D4945, ASTM D5882, ASTM D6760 or ASTM D7949, or other approved method.
1705.11 Fabricated items. Special inspections of fabricated items shall be performed in accordance with Section 1704.2.5.
1705.12 Special inspections for wind resistance. Special inspections for wind resistance specified in Sections 1705.12.1 through 1705.12.3, unless exempted by the exceptions to Section 1704.2, are required for buildings and structures constructed in the following areas:
- In wind Exposure Category B, where basic wind speed, V, is 150 mph (67 m/sec) or greater.
- In wind Exposure Category C or D, where basic wind speed, V, is 140 mph (62.6 m/sec) or greater.
1705.12.1 Structural wood. Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.
Exception: Special inspections are not required for wood shear walls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other elements of the main windforce-resisting system, where the lateral resistance is provided by structural sheathing and the specified fastener spacing at panel edges is more than 4 inches (102 mm) on center.
1705.12.2 Cold-formed steel light-frame construction. Periodic special inspection is required for welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception: Special inspections are not required for cold-formed steel light-frame shear walls and diaphragms, including screwing, bolting, anchoring and other fastening to components of the windforce-resisting system, where either of the following applies:
- The sheathing is gypsum board or fiberboard.
- The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the specified fastener spacing at the panel or sheet edges is more than 4 inches (102 mm) on center (o.c.).
1705.12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:
- Roof covering, roof deck and roof framing connections.
- Exterior wall covering and wall connections to roof and floor diaphragms and framing.
1705.13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705.13.1 through 1705.13.9, unless exempted by the exceptions of Section 1704.2.
Exception: The special inspections specified in Sections 1705.13.1 through 1705.13.9 are not required for structures designed and constructed in accordance with one of the following: 1.
CEBC § 0.67 Medium relevance — show source text
The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for
framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements include for the effects of 24-inch overhangs.
e. The uplift connection requirements are based on wind loading on end zones as defined in Figure 28.3-1 of ASCE 7. Connection loads for connections located a distance of 20
percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.75.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a
500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of_V_ and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. The required
rating of approved uplift connectors is based on allowable stress design loads.
i._ V_ shall be determined in accordance with Section 1609.3.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a. The uplift connection requirements are based on a 33-foot mean roof height.
b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for
framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements include for the effects of 24-inch overhangs.
e. The uplift connection requirements are based on wind loading on end zones as defined in Figure 28.3-1 of ASCE 7. Connection loads for connections located a distance of 20
percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.75.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a
500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of_V_ and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications.CEBC § 503.7 Medium relevance — show source text
[BS] 503.7 Anchorage for concrete and reinforced masonry walls. Where the work area exceeds 50 percent of the building area, the building is assigned to Seismic Design Category C, D, E or F and the building’s structural system includes concrete or reinforced masonry walls with a flexible roof diaphragm, the alteration shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of wall anchors at the roof line.
[BS] 503.8 Anchorage for unreinforced masonry walls in major alterations. Where the work area exceeds 50 percent of the building area, the building is assigned to Seismic Design Category C, D, E or F and the building’s structural system includes unreinforced masonry bearing walls, the alteration shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of wall anchors at the floor and roof lines.
[BS] 503.9 Bracing for unreinforced masonry parapets in major alterations. Where the work area exceeds 50 percent of the building area, and where the building is assigned to Seismic Design Category C, D, E or F, and the building has parapets constructed of unreinforced masonry, the alteration shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of parapet bracing to resist out-of-plane seismic forces.
[BS] 503.10 Anchorage of unreinforced masonry partitions in major alterations. Where the work area exceeds 50 percent of the building area, or where the building is assigned to Seismic Design Category C, D, E or F, and the building has unreinforced masonry partitions and nonstructural walls, the alteration work shall include evaluation of the existing condition or removal, anchoring or alteration of any such partitions or walls within the work area and adjacent to egress paths from the work area, to comply with Section 304.3.2.
[BS] 503.11 Substantial structural alteration. Where the work area exceeds 50 percent of the building area and where work involves a substantial structural alteration, the lateral load-resisting system of the altered building shall satisfy the requirements of Section 1609 of the California Building Code and Section 304.3.2 of this code. Where the building is assigned to Seismic Design Category D or F, supports and attachments for nonstructural components required to serve any portion of the building with a use included in Risk Category IV shall comply with Section 1613 of the California Building Code or shall comply with ASCE 41 using an objective of Position Retention nonstructural performance with the BSE-1E earthquake hazard level.
Exceptions:
- Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes that are altered based on the conventional light-frame construction methods of the California Building Code or in compliance with the provisions of the California Residential Code .
- Where the intended alteration involves structural components of the lowest story of a building, only the lateral loadresisting system above that story need not comply with this section.
[BS] 503.12 Roof diaphragms resisting wind loads in high-wind regions. Where the intended alteration requires a permit for reroofing and involves removal of roofing materials from more than 50 percent of the roof diaphragm of a building or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s) in accordance with Figure 1609.3(2) of the California
CEBC § 1705.12.2 Medium relevance — show source text
1705.12.2 Cold-formed steel light-frame construction. Periodic special inspection is required for welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception: Special inspections are not required for cold-formed steel light-frame shear walls and diaphragms, including screwing, bolting, anchoring and other fastening to components of the windforce-resisting system, where either of the following applies:
- The sheathing is gypsum board or fiberboard.
- The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the specified fastener spacing at the panel or sheet edges is more than 4 inches (102 mm) on center (o.c.).
1705.12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:
- Roof covering, roof deck and roof framing connections.
- Exterior wall covering and wall connections to roof and floor diaphragms and framing.
1705.13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705.13.1 through 1705.13.9, unless exempted by the exceptions of Section 1704.2.
Exception: The special inspections specified in Sections 1705.13.1 through 1705.13.9 are not required for structures designed and constructed in accordance with one of the following:
- The structure consists of light-frame construction; the design spectral response acceleration at short periods, S DS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 35 feet (10 668 mm).
- The seismic force-resisting system of the structure consists of reinforced masonry or reinforced concrete; the design spectral response acceleration at short periods, S DS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 25 feet (7620 mm).
- The structure is a detached one- or two-family dwelling not exceeding two stories above grade plane and does not have any of the following horizontal or vertical irregularities in accordance with Section 12.3 of ASCE 7: 3.1. Torsional or extreme torsional irregularity. 3.2. Nonparallel systems irregularity. 3.3. Stiffness-soft story or stiffness-extreme soft story irregularity. 3.4. Discontinuity in lateral strength-weak story irregularity.
1705.13.1 Structural steel. Special inspections for seismic resistance shall be in accordance with Section 1705.13.1.1 or 1705.13.1.2, as applicable.
1705.13.1.1 Seismic force-resisting systems. Special inspections of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category B, C, D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341. [OSHPD 1R, 2 & 5] and this code.
CEBC § 12.3 Medium relevance — show source text
1705 A .12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:
- Roof covering, roof deck and roof framing connections.
- Exterior wall covering and wall connections to roof and floor diaphragms and framing.
1705 A .13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705 A .13.1 through 1705 A .13.9, unless exempted by the exceptions of Section 1704 A .2.
1705 A .13.1 Structural steel. Special inspections for seismic resistance shall be in accordance with Section 1705 A .13.1.1 or 1705 A .13.1.2, as applicable.
1705 A .13.1.1 Seismic force-resisting systems. Special inspections of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341 and this code.
[DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Sections: 1. J6 (Inspection Tasks).
17A-16 2025 CALIFORNIA BUILDING CODE
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SPECIAL INSPECTIONS AND TESTS
2. J7 (Welding Inspection and Nondestructive Testing). 3. J10 (Inspection of Composite Structures). 4. J11 (Inspection of H-Piles).
Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.
1705 A .13.1.2 Structural steel elements. Special inspections of structural steel elements in the seismic force-resisting systems of buildings and structures assigned to Seismic Design Category D, E or F other than those covered in Section 1705 A .13.1.1, including struts, collectors, chords and foundation elements, shall be performed in accordance with the quality assurance requirements of AISC 341 and this code .
[DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Sections: 1. J6 (Inspection Tasks). 2. J7 (Welding Inspection and Nondestructive Testing). 3. J10 (Inspection of Composite Structures). 4. J11 (Inspection of H-Piles).
Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.
1705 A .13.2 Structural wood. For the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F:
- Continuous special inspection shall be required during field gluing operations of elements of the seismic force-resisting system.
- Periodic special inspection shall be required for nailing, bolting, anchoring and other fastening of elements of the seismic force-resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and hold-downs.
CEBC § 0.67 Medium relevance — show source text
The uplift connection requirements are based on a 33-foot mean roof height.
b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for
framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements include for the effects of 24-inch overhangs.
e. The uplift connection requirements are based on wind loading on end zones as defined in Figure 28.3-1 of ASCE 7. Connection loads for connections located a distance of 20
percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.75.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a
500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of_V_ and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. The required
rating of approved uplift connectors is based on allowable stress design loads.
i._ V_ shall be determined in accordance with Section 1609.3.|2308.11.5 Framing around openings. Trimmer and header rafters 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 rafters that are more than 6 feet (1829 mm) in length shall be supported by framing anchors or rafter hangers unless bearing on a beam, partition or wall.
2308.11.5.1 Openings in roof diaphragms in Seismic Design Categories B, C, D and E. In buildings classified as Seismic Design Category B, C, D or E. openings in horizontal diaphragms 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.
CEBC § 1.11. Medium relevance — show source text
Adopting Agency BSC BSC-
CGSFM HCD Col6 Col7 DSA Col9 Col10 OSHPD Col12 Col13 Col14 Col15 Col16 Col17 BSCC DPH AGR DWR CEC CA SL SLC Adopting Agency BSC BSC-
CGSFM 1 2 1/AC AC SS SS/CC 1 1R 2 3 4 5 6 6 6 6 6 6 6 6 6 Adopt Entire Chapter Adopt Entire Chapter as
amended (amended
sections listed below)Adopt only those sections
that are listed belowChapter / Section The state agency does not adopt sections identified with the following symbol: † The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.
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APPENDIX C-26 2025 CALIFORNIA EXISTING BUILDING CODE
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APPENDIX C—GUIDELINES FOR THE WIND RETROFIT OF EXISTING BUILDINGS
CHAPTER C2 ROOF DECK FASTENING FOR HIGH-WIND AREAS
SECTION C201—GENERAL
[BS] C201.1 Purpose. This chapter provides prescriptive methods for partial structural retrofit of an existing building to increase its resistance to wind loads. It is intended for voluntary use where the basic wind speed, V, is greater than 130 mph (58 m/s) in accordance with Figure 1609.3(2) of the California Building Code and for reference by mitigation programs. The provisions of this chapter do not necessarily satisfy requirements for new construction. Unless specifically cited, the provisions of this chapter do not necessarily satisfy requirements for structural improvements triggered by addition, alteration, repair, change of occupancy, building relocation or other circumstances.
[BS] C201.2 Eligible conditions. The provisions of this chapter are applicable only to buildings that meet either of the following eligibility requirements:
- Buildings assigned to Risk Category I or II in accordance with Table 1604.5 of the California Building Code .
- Buildings within the scope of the California Residential Code .
SECTION C202—ROOF DECK ATTACHMENT FOR WOOD ROOFS
Frequently asked questions
When exactly does the CEBC force a wind evaluation for a reroof?
When roofing materials are removed from more than 50 percent of the roof diaphragm (or a roof section) located where basic wind speed V > 130 mph (58 m/s). See § 706.3.2.
What does “capable of resisting 75 percent of those wind loads” mean?
It means the existing diaphragm and connections, as evaluated against the wind loads in the California Building Code (including uplift), must show capacity ≥ 75% of the required load; if capacity <75% they must be strengthened or replaced per § 706.3.2.
Is every reroofing job subject to the Energy Code?
Reroofing that is a Level 1 alteration must comply with applicable provisions of the California Energy Code (Part 6, Title 24) per § 708.1. You must check Title 24 for the specific energy measures that apply.
Can I avoid the wind evaluation by using different fasteners or partial work?
No — the CEBC trigger is based on extent removed (>50%) and location (V >130 mph). If the trigger is met, an evaluation is required; the evaluation may recommend fastening/retrofit options, or strengthening, but you cannot avoid the evaluation if the trigger applies. See § 706.3.2.
If my building already complied with ASCE 7—88, am I exempt?
Yes — the CEBC exception in § 706.3.2 exempts buildings demonstrated to comply with ASCE 7—88 or later editions from this specific evaluation requirement. Documentation of that compliance is required.
More in California Existing Building Code
- Administration and Definitions (Scope, enforcement, code official duties, definitions)
- Provisions for All Compliance Methods (general requirements that apply to all compliance options; Chapter 3 / 3A)
- Seismic retrofit and evaluation (Appendix A and seismic provisions/sections for evaluation and retrofit)
- Referenced Standards and Appendices (Chapter 16 and Appendices A–E, Resource A)
- Repairs (Chapter 4 — repair-specific rules for materials, means of egress, structural, MEP, etc.)
- Alterations — Level 1, Level 2, Level 3 (technical requirements for each alteration level; Chapters 7–9)
- Change of Occupancy and Additions (requirements for occupancy changes and additions; Chapters 10–11)
- Compliance Methods — Prescriptive, Work Area, Performance (Chapters 5, 6–11, 13)
- Relocated Buildings (requirements for buildings moved or relocated; Chapter 14)
- Construction Safeguards (site safety, means of egress and life-safety during construction; Chapter 15)
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