Where to find prescriptive seismic retrofit rules for specific building types (Appendix A3)

Grounded in the retrieved California Existing Building Code — click a citation to read the verbatim passage:

• CEBC § 3.1 High relevance — show source text

  1_CODE OFFICIAL_||||X|X|||||||||||||||||||| |A302.1_ENFORCING AGENCY_||||X|X|||||||||||||||||||| |TABLE A304.3.1||||||||||||||||||||||||| |TABLE A304.3.2||||||||||||||||||||||||| |FIGURES A304.1.3 – A304.4.2||||X|X|||||||||||||||||||| |A304.3.1(1)ANCHORING||||||||||||||||||||||||| |A304.4.1(3)||||||||||||||||||||||||| |A304.4.2||||||||||||||||||||||||| |A304.5||||X|X|||||||||||||||||||| |A304.6||||X|X||||||||||||||||||||

  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 A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  CHAPTER A3

  PRESCRIPTIVE PROVISIONS FOR SEISMIC STRENGTHENING OF CRIPPLE

  WALLS AND SILL PLATE ANCHORAGE OF LIGHT, WOOD-FRAME RESIDENTIAL BUILDINGS

  SECTION A301—GENERAL

  [BS] A301.1 Purpose. The provisions of this chapter are intended to promote public safety and welfare by reducing the risk of earthquake-induced damage to existing wood-frame residential buildings. The requirements contained in this chapter are prescriptive minimum standards intended to improve the seismic performance of residential buildings; however, they will not necessarily prevent earthquake damage.

  This chapter sets standards for strengthening that may be approved by the code official without requiring plans or calculations prepared by a registered design professional. The provisions of this chapter are not intended to prevent the use of any material or method of construction not prescribed herein. The code official may require that construction documents for strengthening using alternative materials or methods be prepared by a registered design professional.

  [BS] A301.2 Scope. The provisions of this chapter apply to residential buildings of light-frame wood construction containing one or more of the structural weaknesses specified in Section A303.

  Exception: The provisions of this chapter do not apply to the buildings, or elements thereof, listed as follows. These buildings or elements require analysis by a registered design professional in accordance with Section A301.3 to determine appropriate strengthening:

  1. Group R-1.
  2. Group R with more than four dwelling units.
  3. Buildings with a lateral force-resisting system using poles or columns embedded in the ground.
  4. Cripple walls that exceed 4 feet (1219 mm) in height.
  5. Buildings exceeding three stories in height and any three-story building with cripple wall studs exceeding 14 inches (356 mm) in height.
  6. Buildings where the code official determines that conditions exist that are beyond the scope of the prescriptive requirements of this chapter.
  7. Buildings or portions thereof constructed on concrete slabs on grade.
• CEBC § 18934.7. High relevance — show source text

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  APPENDIX A-2 2025 CALIFORNIA EXISTING BUILDING CODE

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  A GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  User notes:

  About this appendix: Appendix A provides guidelines for upgrading the seismic-resistance capacity of different types of existing buildings. It is organized into separate chapters that deal with buildings of different types, including unreinforced masonry buildings, reinforced concrete and reinforced masonry wall buildings, and light-frame wood buildings.

  ICC code development note: Code change proposals to this appendix will be considered by the IBC—Structural Code Development Committee during the

  2025 (Group B) Code Development Cycle.

  CHAPTER A1

  SEISMIC STRENGTHENING PROVISIONS FOR UNREINFORCED MASONRY BEARING WALL BUILDINGS

  SECTION A100—APPLICATION

  A100.1 Vesting authority. When adopted by a state agency, the provisions of these regulations shall be enforced by the appropriate enforcing agency, but only to the extent of authority granted to such agency by the state legislature.

  Following is a list of the state agencies that adopt building standards, the specific scope of application of the agency responsible for enforcement, and the specific statutory authority of each agency to adopt and enforce such provisions of building standards of this code, unless otherwise stated.

  1. BSC—California Building Standards Commission.

  Application—Existing buildings as specified in Section A102 having at least one unreinforced masonry bearing wall, with the exception of buildings subject to building standards pursuant to Health and Safety Code, commencing with Section 17910.

  Enforcing Agency—State or local agency specified by the applicable provisions of the law.

  Authority Cited—Health and Safety Code Section 18934.7.

  Reference— Health and Safety Code Sections 18901 through 18949. 2. HCD 1—The Department of Housing and Community Development.

  Application—Hotels, motels, lodging houses, apartments, dwellings, employee housing and factory-built housing.

  Enforcing Agency—The local building department or the Department of Housing and Community Development.

  Authority Cited—Health and Safety Code Sections 17040, 17921, 17922 and 19990.

  Reference—Health and Safety Code Sections 17000 through 17060, 17910 through 17990, 19960 through 19997; and Govern- ment Code Section 12955.1.

  3. HCD 2—The Department of Housing and Community Development.

  Application—Permanent buildings and permanent accessory buildings or structures constructed within mobilehome parks and special occupancy parks.

  Enforcing Agency—The local building department or the Department of Housing and Community Development.

  Authority Cited—Health and Safety Code Sections 18300, 18620, 18640, 18865, 18873 and 18873.2.

  Reference—Health and Safety Code Sections 18200 through 18700 and 18860 through 18874.

  SECTION A101—PURPOSE

• CEBC § 12.3 High relevance — show source text

  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  2. For structures assigned to Seismic Design Category C or D, values of R, Ω 0 and C d shall be permitted to be based on the seismic force-resisting system being used to achieve the required strengthening, provided that when the strengthening is complete, the strengthened structure will not have an extreme weak story irregularity defined as Type 5b in ASCE 7, Table 12.3-2.

  3. For structures assigned to Seismic Design Category E, values of R, Ω 0 and C d shall be permitted to be based on the seismic force-resisting system being used to achieve the required strengthening, provided that when the strengthening is complete, the strengthened structure will not have an extreme soft story, a weak story, or an extreme weak story irregularity defined, respectively, as Types 1b, 5a and 5b in ASCE 7, Table 12.3-2.

  4. For retrofit systems involving different seismic force-resisting systems in the same direction within the same story, resisting elements are permitted to be designed using the least value of R for the different structural systems found in each independent line of resistance if all of the following conditions are met: 4.1. The building is assigned to Risk Category I or II. 4.2. The building height is no more than four stories above grade plane. 4.3. The seismic force-resisting systems of the retrofitted building comprise only wood structural panel shear walls, steel moment-resisting frames, steel cantilever columns and steel-braced frames. Values for C and Ω 0 shall be consistent with the R value used.

  5. With reference to ASCE 7, Table 12.2-1, ordinary, intermediate and special steel systems, and all light-frame systems shall be permitted without limitation where those systems are used only for retrofit to comply with the requirements of this chapter.

  [BS] A403.3.1 Expected story strength. Despite any other requirement of Section A403.3 or A403.4, the total expected strength of retrofit elements added to any story need not exceed 1.7 times the expected strength of the story immediately above in a twostory building, or 1.3 times the expected strength of the story immediately above in a three-story or taller building, as long as the retrofit elements are located symmetrically about the center of mass of the story above, or so as to minimize torsion in the retrofitted story. Calculation of expected story strength and identification of irregularities in Section A403.3 shall be based on the expected strength of all wall lines, even if sheathed with nonconforming materials. The strength of a wall line above the retrofitted story shall be permitted to be reduced to account for inadequate load path or overturning resistance.

  [BS] A403.3.2 Seismicity parameters, site class and geologic hazards. For any site designated as Site Class E, the value of F shall be taken as 1.2. Site-specific procedures are not required for compliance with this chapter. Mitigation of existing geologic site hazards such as liquefiable soil, fault rupture or landslide is not required for compliance with this chapter.

• CEBC § 19.1 High relevance — show source text

  SECTION A404—PRESCRIPTIVE MEASURES FOR WEAK STORY

  [BS] A404.1 Limitation. These prescriptive measures shall apply only to two-story buildings and only where deemed appropriate by the code official. These prescriptive measures rely on rotation of the second floor diaphragm to distribute the seismic load between the side and rear walls around a ground floor open area. In the absence of an existing floor diaphragm of wood structural panel or diagonal sheathing at the top of the first story, a new wood structural panel diaphragm of minimum thickness of [3] / 4 inch (19.1 mm) and with 10d common nails at 6 inches (152 mm) on center shall be applied.

  [BS] A404.1.1 Additional conditions. To qualify for these prescriptive measures, the following additional conditions need to be satisfied by the retrofitted structure:

  1. Diaphragm aspect ratio L/W is less than 0.67, where W is the diaphragm dimension parallel to the soft, weak or openfront wall line and L is the distance in the orthogonal direction between that wall line and the rear wall of the ground floor open area.
  2. Minimum length of side shear walls = 20 feet (6096 mm).
  3. Minimum length of rear shear wall = three-fourths of the total rear wall length.
  4. Plan or vertical irregularities shall not be other than a soft, weak or open-front wall line.
  5. Roofing weight less than or equal to 5 pounds per square foot (240 N/m [2] ).
  6. Aspect ratio of the full second floor diaphragm meets the requirements of the building code for new construction.

  [BS] A404.2 Minimum required retrofit.

  [BS] A404.2.1 Anchor size and spacing. The anchor size and spacing shall be not less than [3] / 4 inch (19.1 mm) in diameter at 32 inches (813 mm) on center. Where existing anchors are inadequate, supplemental or alternative approved connectors (such as new steel plates bolted to the side of the foundation and nailed to the sill) shall be used.

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] A404.2.2 Connection to floor above. Shear wall top plates shall be connected to blocking or rim joist at upper floor with not less than 18-gage galvanized steel angle clips 4 [1] / 2 inches (114 mm) long with 12-8d nails spaced not farther than 16 inches (406 mm) on center, or by equivalent shear transfer methods.

• CEBC § 102.4 High relevance — show source text

  Chapter 14 is applicable to any building that is moved or relocated. This chapter is independent of any of the three compliance methods and focuses on the structural loads where the building is being relocated.

  Chapter 15 Construction Safeguards.

  Chapter 15 establishes specific regulations in order to minimize the risk to the public and adjacent property during construction. Additionally, this chapter addresses fire and life safety and means of egress during the construction process. This includes requirements for a site safety plan. This chapter is also consistent with Chapter 33 of the CBC and Chapter 33 of the California Fire Code (CFC).

  Chapter 16 Referenced Standards.

  Chapter 16 lists all of the product and installation standards and codes that are referenced throughout Chapters 1 through 15 and includes identification of the promulgators and the section numbers in which the standards and codes are referenced. As stated in Section 102.4, these standards and codes become an enforceable part of the code (to the prescribed extent of the reference) as if printed in the body of the code.

  Appendix A Guidelines for the Seismic Retrofit of Existing Buildings.

  Appendix A provides guidelines for upgrading the seismic resistance capacity of different types of existing buildings. It is organized into separate chapters which deal with buildings of different types, including unreinforced masonry buildings, reinforced concrete and reinforced masonry wall buildings, and lightframe wood buildings. This appendix includes its own referenced standards.

  Appendix B Supplementary Accessibility Requirements for Existing Buildings and Facilities.

  Chapters 11A and 11B of the CBC contain provisions that set forth requirements for accessibility to buildings and their associated sites and facilities for people with physical disabilities. Appendix B was added to address accessibility in construction for items that are not typically enforceable through the traditional building code enforcement process.

  Appendix C Guidelines for the Wind Retrofit of Existing Buildings.

  The purpose of Appendix C is to provide voluntary prescriptive alternatives for addressing the retrofit of buildings in high-wind areas. Currently, there are two chapters which deal with the retrofit of gable ends and the fastening of roof decks, Appendix Chapters C1 and C2, respectively. This appendix includes its own referenced standards.

  Appendix D Board of Appeals.

  Appendix D contains the provisions for appeal and the establishment of a board of appeals. The provisions include the application for an appeal, the makeup of the board of appeals and the conduct of the appeal process.

  Appendix E Temporary Emergency Uses.

  Appendix E is intended to provide guidance for designers, engineers, architects and fire and building officials on allowing temporary emergency uses of existing buildings with respect to the minimum code requirements. This appendix is a template or checklist that references the relevant code requirement of concerns.

  Resource A Guidelines on Fire Ratings of Archaic Materials and Assemblies.

  In the process of repair and alteration of existing buildings, based on the nature and the extent of the work, the CEBC might require certain upgrades in the fire-resistance rating of building elements, at which time it becomes critical for the designers and the code

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  officials to be able to determine the fire-resistance rating of the existing building elements as part of the overall evaluation for the assessment of the need for improvements. These guidelines are based upon the Guideline on Fire Ratings of Archaic Materials published by the National Institute of Building Sciences (NIBS).

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• CEBC § 1.11. High relevance — show source text

  Adopting Agency	BSC	BSC- CG	SFM	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- CG	SFM	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)	X			X	X
  Adopt only those sections that are listed below
  Chapter / Section
  A100.1	X			X	X
  A103.1	X			X	X
  A105.4				X	X

  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 A-2 2025 CALIFORNIA EXISTING BUILDING CODE

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  A GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  User notes:

  About this appendix: Appendix A provides guidelines for upgrading the seismic-resistance capacity of different types of existing buildings. It is organized into separate chapters that deal with buildings of different types, including unreinforced masonry buildings, reinforced concrete and reinforced masonry wall buildings, and light-frame wood buildings.

  ICC code development note: Code change proposals to this appendix will be considered by the IBC—Structural Code Development Committee during the

  2025 (Group B) Code Development Cycle.

  CHAPTER A1

  SEISMIC STRENGTHENING PROVISIONS FOR UNREINFORCED MASONRY BEARING WALL BUILDINGS

  SECTION A100—APPLICATION

  A100.1 Vesting authority. When adopted by a state agency, the provisions of these regulations shall be enforced by the appropriate enforcing agency, but only to the extent of authority granted to such agency by the state legislature.

  Following is a list of the state agencies that adopt building standards, the specific scope of application of the agency responsible for enforcement, and the specific statutory authority of each agency to adopt and enforce such provisions of building standards of this code, unless otherwise stated.

• CEBC § 1.1.11. High relevance — show source text

  Chapter 10 Change of Occupancy.

  The purpose of Chapter 10 is to address existing buildings that are subject to a change of occupancy. This chapter is an assembly of requirements to upgrade safety without having to comply fully as a new building. A change of occupancy classification is considered a change of occupancy, however, it will involve a higher level of regulation since the use of the building has made a more significant change.

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  Chapter 11 Additions.

  Chapter 11 provides the requirements for additions, which are considered new construction. The requirements focus on safely integrating the addition with the existing building. This includes issues such as limiting the overall height and area of the building where the addition is not separated by a fire wall.

  Chapter 12 Historic Buildings —Reserved

  Chapter 12 is not adopted by the State of California. Historic buildings and structures shall comply with Part 8, Title 24, California Code of Regulations.

  Chapter 13 Performance Compliance Methods.

  Chapter 13 allows for existing buildings to be evaluated to show that alterations or a change of occupancy, while not meeting new construction requirements, will provide a level of safety to demonstrate compliance. Provisions are based on a numerical scoring system involving 21 safety parameters where, when evaluated, such buildings must meet a minimum overall safety score.

  Chapter 13 is not adopted by the State of California but may be available for adoption by local ordinance, see Section 1.1.11. See Section 104.11 for consideration of alternative means of compliance.

  Chapter 14 Relocated or Moved Buildings.

  Chapter 14 is applicable to any building that is moved or relocated. This chapter is independent of any of the three compliance methods and focuses on the structural loads where the building is being relocated.

  Chapter 15 Construction Safeguards.

  Chapter 15 establishes specific regulations in order to minimize the risk to the public and adjacent property during construction. Additionally, this chapter addresses fire and life safety and means of egress during the construction process. This includes requirements for a site safety plan. This chapter is also consistent with Chapter 33 of the CBC and Chapter 33 of the California Fire Code (CFC).

  Chapter 16 Referenced Standards.

  Chapter 16 lists all of the product and installation standards and codes that are referenced throughout Chapters 1 through 15 and includes identification of the promulgators and the section numbers in which the standards and codes are referenced. As stated in Section 102.4, these standards and codes become an enforceable part of the code (to the prescribed extent of the reference) as if printed in the body of the code.

  Appendix A Guidelines for the Seismic Retrofit of Existing Buildings.

  Appendix A provides guidelines for upgrading the seismic resistance capacity of different types of existing buildings. It is organized into separate chapters which deal with buildings of different types, including unreinforced masonry buildings, reinforced concrete and reinforced masonry wall buildings, and lightframe wood buildings. This appendix includes its own referenced standards.

  Appendix B Supplementary Accessibility Requirements for Existing Buildings and Facilities.

  Chapters 11A and 11B of the CBC contain provisions that set forth requirements for accessibility to buildings and their associated sites and facilities for people with physical disabilities. Appendix B was added to address accessibility in construction for items that are not typically enforceable through the traditional building code enforcement process.

  Appendix C Guidelines for the Wind Retrofit of Existing Buildings.

• CEBC § 319.3 High relevance — show source text

  Where original building plans and specifications are not available, “as-built” plans shall be prepared that depict the existing vertical and lateral structural systems, exterior elements, foundations and nonstructural systems in sufficient detail to complete the design.

  Data collection shall be directed and observed by the project structural engineer or design professional in charge of the design.

  319.3 Site geology and soil characteristics. Soil profile shall be assigned in accordance with the requirements of Chapter 18 of the California Building Code.

  319.4 Risk categories. Each structure shall be placed in one of the Risk Categories in accordance with the requirements of the California Building Code.

  319.5 Configuration requirements. Each structure shall be designated structurally regular or irregular. If the evaluation and retrofit is in accordance with Table 317.5, Footnote 2 or 3, the building shall be classified by application of ASCE 7, Section 12.3.2. If the evaluation and retrofit is in accordance with ASCE 41, the building shall be classified as irregular when an irregularity defined in ASCE 41, Sections 7.3.1.1.1 through 7.3.1.1.4 exists.

  319.6 General selection of the design method. The requirements of Method B (Section 321) may be used for any existing building.

  319.7 Prescriptive selection of the design method. The requirements of Method A per Section 320 or the specific procedures for applicable building types given in Section 319.1.1 are permitted to be used except if the building has one or more characteristics described in Sections 319.7.1 through 319.7.7, in which case Method B shall be used.

  319.7.1 A building with prestressed or post- tensioned structural components (beams, columns, walls or slabs) or precast structural components (beams, columns, walls or flooring systems).

  319.7.2 A building classified as irregular per Section 319.5.

  Exceptions: 1. The retrofit design removes the configurational attributes that caused the building to be classified as irregular. 2. The irregularity is demonstrated not to affect the seismic performance of the building.

  319.7.3 A building assigned to Risk Category IV per Section 319.4.

  319.7.4 A building with an undefined or hybrid structural system.

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  PROVISIONS FOR ALL COMPLIANCE METHODS

  319.7.5 A building with a seismic isolation or energy dissipation system, either as part of the existing structure or as part of the retrofit.

  319.7.6 A building greater than 240 feet (73 m) in height.

  319.7.7 A building evaluated per ASCE 41 and its application requires the use of a nonlinear analysis procedure.

• CEBC § 9.1 High relevance — show source text

  Exception: Where the existing vertical elements of the seismic force-resisting system are shown to comply with this chapter, diaphragms need not be evaluated.

  [BS] A403.9 Wood-framed shear walls. Wood-framed shear walls shall have strength and stiffness sufficient to resist the seismic loads and shall conform to the requirements of this section. Where new sheathing is applied to existing studs to create new wood

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  framed shear walls, the new wall elements shall be considered bearing wall systems for purposes of determining seismic design parameters.

  [BS] A403.9.1 Gypsum or cement plaster products. Gypsum or cement plaster products shall not be used to provide the strength required by Section A403.3 or the stiffness required by Section A403.4.

  [BS] A403.9.2 Wood structural panels.

  [BS] A403.9.2.1 Drift limit. Wood structural panel shear walls shall meet the story drift limitation of Section A403.4. Conformance to the story drift limitation shall be determined by approved testing or calculation. Individual shear panels shall be permitted to exceed the maximum aspect ratio, provided that the allowable story drift and allowable shear capacities are not exceeded.

  [BS] A403.9.2.2 Openings. Shear walls are permitted to be designed for continuity around openings in accordance with the building code. Blocking and steel strapping shall be provided at corners of the openings to transfer forces from discontinuous boundary elements into adjoining panel elements. Alternatively, perforated shear wall provisions of the building code are permitted to be used.

  [BS] A403.9.3 Hold-down connectors.

  [BS] A403.9.3.1 Expansion anchors in tension. Expansion anchors that provide tension strength by friction resistance shall not be used to connect hold-down devices to existing concrete or masonry elements.

  [BS] A403.9.3.2 Required depth of embedment. The required depth of embedment or edge distance for the anchor used in the hold-down connector shall be provided in the concrete or masonry below any plain concrete slab unless satisfactory evidence is submitted to the code official that shows that the concrete slab and footings are of monolithic construction.

  A403.10 Steel retrofit systems. Steel retrofit systems shall have strength and stiffness sufficient to resist the seismic loads and shall conform to the requirements of this section.

  A403.10.1 Special moment frames. Steel special moment frames shall comply with all applicable provisions of AISC 341, except that Section E3.4a addressing strong-column/weak-beams of AISC 341, is not required for columns that carry no gravity load.

  A403.10.2 Inverted moment frame systems. Cantilevered column systems shall be permitted to be designed as inverted special, intermediate or ordinary moment frames, with corresponding moment frame seismic design coefficients, where the system satisfies the following conditions:

  1. The columns carry no gravity load.
  2. The columns are configured in pairs or larger groups connected by a continuous reinforced concrete foundation or grade beam.
• CEBC § 25.4 High relevance — show source text

  with
  hook embedded in mortar
  jointe, f|No. 10 screw extending
  through the steel framing
  a minimum of three
  exposed threads|Greater than 45/8 in.
  between backing and
  veneer|Maximum 65/8 in.
  between backing and
  veneer| |For SI: 1 inch = 25.4 mm.
  a. All fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.
  b. An airspace that provides drainage shall be permitted to contain mortar from construction.
  c. In Seismic Design Category D0, D1 or D2, the minimum tie fastener shall be an 8d ring-shank nail (21/2 in. × 0.131 in.).
  d. Adjustable tie pintles shall include not fewer than 1 pintle leg of wire size W2.8 (MW18) with a maximum offset of 11/4 inches.
  e. Adjustable tie pintles shall include not fewer than 2 pintle legs with a maximum offset of 11/4 inches. Distance between inside face of brick and end of pintle shall be a maxi-
  mum of 2 inches.
  f. Adjustable tie backing attachment components shall consist of one of the following: eyes with minimum wire W2.8 (MW18), barrel with minimum1/4-inch outside diameter, or
  plate with minimum thickness of 0.074 inch and minimum width of 11/4 inches.|For SI: 1 inch = 25.4 mm.
  a. All fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.
  b. An airspace that provides drainage shall be permitted to contain mortar from construction.
  c. In Seismic Design Category D0, D1 or D2, the minimum tie fastener shall be an 8d ring-shank nail (21/2 in. × 0.131 in.).
  d. Adjustable tie pintles shall include not fewer than 1 pintle leg of wire size W2.8 (MW18) with a maximum offset of 11/4 inches.
  e. Adjustable tie pintles shall include not fewer than 2 pintle legs with a maximum offset of 11/4 inches. Distance between inside face of brick and end of pintle shall be a maxi-
  mum of 2 inches.
  f. Adjustable tie backing attachment components shall consist of one of the following: eyes with minimum wire W2.8 (MW18), barrel with minimum1/4-inch outside diameter, or
  plate with minimum thickness of 0.074 inch and minimum width of 11/4 inches.|For SI: 1 inch = 25.4 mm.
  a. All fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.
  b. An airspace that provides drainage shall be permitted to contain mortar from construction.
  c. In Seismic Design Category D0, D1 or D2, the minimum tie fastener shall be an 8d ring-shank nail (21/2 in. × 0.131 in.).
  d. Adjustable tie pintles shall include not fewer than 1 pintle leg of wire size W2.8 (MW18) with a maximum offset of 11/4 inches.
  e.

• CEBC § 1.25. High relevance — show source text

  Where using wall Type A3, the minimum total length of braced wall panels in this column shall be multiplied by 1.25.|For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound per square foot = 0.0479 kPa.
  a. Linear interpolation shall be permitted.
  b. Braced wall panels shall be without openings and shall have an aspect ratio (H:L) ≤ 2:1.
  c. Tabulated minimum total lengths are for braced wall lines using single braced wall panels with an aspect ratio (H:L) ≤ 2:1, or using multiple braced wall panels with aspect
  ratios (H:L) ≤ 1:1. For braced wall lines using two or more braced wall panels with an aspect ratio (H:L) > 1:1, the minimum total length shall be multiplied by the largest
  aspect ratio (H:L) of braced wall panels in that line.
  d. Subject to applicable seismic adjustment factors associated with “All methods” in Table R602.10.3(4), except “Wall dead load.”
  e. Strawbale braced wall panel types indicated shall comply with Sections BJ106.13.1 through BJ106.13.3 and Table BJ106.13(1).
  f. Wall bracing lengths are based on a soil site class “D.” Interpolation of bracing lengths between_Sds_ values associated with the seismic design categories is allowable where a
  site-specific_Sds_ value is determined in accordance with Section 1613.2 of the_California Building Code_.
  g. Where using wall Type A3, the minimum total length of braced wall panels in this column shall be multiplied by 1.25.|For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound per square foot = 0.0479 kPa.
  a. Linear interpolation shall be permitted.
  b. Braced wall panels shall be without openings and shall have an aspect ratio (H:L) ≤ 2:1.
  c. Tabulated minimum total lengths are for braced wall lines using single braced wall panels with an aspect ratio (H:L) ≤ 2:1, or using multiple braced wall panels with aspect
  ratios (H:L) ≤ 1:1. For braced wall lines using two or more braced wall panels with an aspect ratio (H:L) > 1:1, the minimum total length shall be multiplied by the largest
  aspect ratio (H:L) of braced wall panels in that line.
  d. Subject to applicable seismic adjustment factors associated with “All methods” in Table R602.10.3(4), except “Wall dead load.”
  e. Strawbale braced wall panel types indicated shall comply with Sections BJ106.13.1 through BJ106.13.3 and Table BJ106.13(1).
  f. Wall bracing lengths are based on a soil site class “D.” Interpolation of bracing lengths between_Sds_ values associated with the seismic design categories is allowable where a
  site-specific_Sds_ value is determined in accordance with Section 1613.2 of the_California Building Code_.
  g. Where using wall Type A3, the minimum total length of braced wall panels in this column shall be multiplied by 1.25.|

  BJ106.13.1 Bale wall thickness. The thickness of strawbale braced wall panels without their plaster shall be not less than 15 inches (381 mm).

• CEBC § 18934.7. High relevance — show source text

  ADMINISTRATION

  2. University of California, California State Universities and California Community Colleges.

  Application— Standards for lighting for parking lots and primary campus walkways at the University of California, California State Universities and California Community Colleges.

  Enforcing agency— State or local agency specified by the applicable provisions of law.

  Authority cited— Government Code Section 14617.

  Reference— Government Code Section 14617.

  3. Existing state-owned buildings, including those owned by the University of California and by the California State University.

  Application— Building seismic retrofit standards including abating falling hazards of structural and nonstructural components and strengthening of building structures. See also Division of the State Architect.

  Enforcing agency— State or local agency specified by the applicable provisions of law.

  Authority cited— Health and Safety Code Section 16600.

  Reference— Health and Safety Code Sections 16600 through 16604. 4. Unreinforced masonry-bearing wall buildings.

  Application— Minimum seismic strengthening standards for buildings specified in Appendix Chapter A1 of the California Existing Building Code, except for buildings subject to building standards pursuant to Health and Safety Code (commencing) with Section 17910.

  Enforcing agency— State or local agency specified the applicable provisions of law.

  Authority cited— Health and Safety Code Section 18934.7.

  Reference— Health and Safety Code, Division 13, Part 2.5, commencing with Section 18901.

  1.2.1.1 State building. For purposes of this code, a “state building” is a structure for which a state agency or state entity has authority to construct, alter, enlarge, replace, repair or demolish.

  1.2.1.2 Enforcement. [CSU, UC, Judicial Council and California Department of Corrections and Rehabilitation] State agencies or state entities authorized to construct state buildings may appoint a building official who is responsible to the agency for enforcement of the provisions of the California Building Standards Code.

  Exception: State buildings regulated by other sections of this code remain the enforcement responsibility of the designated entities.

  1.2.1.3 Enforcement. Reserved for DGS.

  1.2.1.4 Adopting agency identification. The provisions of this code applicable to buildings identified in this section will be identified in the Matrix Adoption Tables under the acronym BSC .

  1.2.2 BSC-CG. Specific scope of application of the agency responsible for enforcement, the enforcement agency and the specific authority to adopt and enforce such provisions of this code, unless otherwise stated. 1. Green building standards for nonresidential occupancies.

  Application— All occupancies where no state agency has the authority to adopt green building standards applicable to those occupancies.

  Enforcing agency— State or local agency specified by the applicable provisions of law.

  Authority cited— Health and Safety Code Sections 18930.5(a), 18938 and 18940.5.

• CEBC § 501A.3 High relevance — show source text

  501 A .2 Fire-resistance ratings. Fire-resistance ratings shall comply with the California Building Standards Code.

  501A.3 Prescriptive compliance provisions. Alterations, additions and changes of occupancy to the following categories of existing buildings and structures shall comply with the provisions of this section.

  501A.3.1 Prescriptive compliance provisions for SPC-4D using the California Building Code, 1980 (CBC 1980). Nonconforming buildings shall satisfy the following requirements: 1. The California Building Code, 1980 (CBC 1980), as used in this chapter, consists of the Uniform Building Code, 1979 (UBC 1979) along with requirements contained in: a) California Code of Regulations, Title 24- Building Standards, dated February 2, 1980 (Revision record for Register 80, No. 5). b) California Code of Regulations, Title 22 – Social Security, dated October 13, 1979 (Revision Record for Register 79, No 41). c) California Code of Regulations, Title 17 – Public Health, dated October 13, 1979 (Revision Record for Register 79, No 41-B). 2. All existing structural elements of Seismic Force Resisting System (SFRS) shall satisfy the detailing requirements in the CBC 1980 or demonstrate that the level of seismic performance is equivalent to that given in the CBC 1980, as determined by the building official. 3. A continuous load path or paths with adequate strength and stiffness to transfer all the forces from the point of origin to final point of resistance shall be justified by analysis. 4. Site data report in accordance with the CBC 1980 shall establish that seismically induced differential settlement does not exceed 1 ″ in 40 ′ .

  5. Adjacent buildings shall satisfy the SPC building separation requirements in accordance with the California Administrative Code, Chapter 6 Section 3.4. 6. The addition of new structural elements or strengthening of existing structural elements for retrofit of nonconforming build- ings to SPC-4D shall comply with the following: a) The seismic demand (forces or displacements) shall be in accordance with the CBC 1980; b) Capacity, detailing and connections for new structural elements shall satisfy the requirements in the CBC 2025 for new construction; and c) The strengthening of existing structural elements shall use capacities determined in accordance with the CBC 2025 for new construction consistent with the detailing and connections used in the strengthened member. 7. All construction, quality assurance and quality control shall be in accordance with the new construction provisions of CBC 2025.

  8. Elements not part of the Seismic Force-Resisting System (SFRS), including those identified in the California Administrative Code Chapter 6, Article 10, shall be evaluated using seismic forces and the requirements of the CBC 1980. 9. Any column or wall that forms part of two or more intersecting SFRS and is subjected to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20 percent of the axial design strength of the column or wall shall be _evaluated for the most critical load effect due to application of seismic force in any direction.

• CEBC § 0.42 High relevance — show source text

  Fastener spacing applies where wood exterior soffit framing member-specific gravity is 0.42 or larger. Where the specific gravity of exterior soffit framing members is greater
  than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, the fastener spacing shall be multiplied by 0.67 or the same fastener spacing as prescribed for galvanized
  steel nails shall be permitted to be used where RSRS-01 (2-inch by 0.099-inch by 0.266-inch head) nails replace 6d box nails and RSRS-03 (21/2-inch × 0.131-inch × 0.281-inch
  head) nails replace 8d common nails or 10d box nails. RSRS is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. Framing members shall be mini-
  mum 2 × 3 nominal with the larger dimension in the cross section aligning with the length of fasteners to provide sufficient embedment depths.
  f. Spacing at intermediate supports shall be not greater than 12 inches on center.|For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
  a. Fasteners shall comply with Sections R703.3.2 and R703.3.3.
  b. Maximum spacing of exterior soffit framing members shall not exceed 24 inches.
  c. Wood structural panels shall be of an exterior exposure grade.
  d. Wood structural panels shall be installed with strength axis perpendicular to supports with not fewer than two continuous spans.
  e. Fastener spacing applies where wood exterior soffit framing member-specific gravity is 0.42 or larger. Where the specific gravity of exterior soffit framing members is greater
  than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, the fastener spacing shall be multiplied by 0.67 or the same fastener spacing as prescribed for galvanized
  steel nails shall be permitted to be used where RSRS-01 (2-inch by 0.099-inch by 0.266-inch head) nails replace 6d box nails and RSRS-03 (21/2-inch × 0.131-inch × 0.281-inch
  head) nails replace 8d common nails or 10d box nails. RSRS is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. Framing members shall be mini-
  mum 2 × 3 nominal with the larger dimension in the cross section aligning with the length of fasteners to provide sufficient embedment depths.
  f. Spacing at intermediate supports shall be not greater than 12 inches on center.|For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
  a. Fasteners shall comply with Sections R703.3.2 and R703.3.3.
  b. Maximum spacing of exterior soffit framing members shall not exceed 24 inches.
  c. Wood structural panels shall be of an exterior exposure grade.
  d. Wood structural panels shall be installed with strength axis perpendicular to supports with not fewer than two continuous spans.
  e. Fastener spacing applies where wood exterior soffit framing member-specific gravity is 0.42 or larger.

• California Existing Building Code Medium relevance — show source text

  A109 Analysis and Design Procedure . . . . . . . APPENDIX A-10

  A110 General Procedure . . . . . . . . . . . . . . . . . . APPENDIX A-10

  A111 Special Procedure. . . . . . . . . . . . . . . . . . . APPENDIX A-11

  A112 Analysis and Design . . . . . . . . . . . . . . . . . APPENDIX A-14

  A113 Detailed Building System Design Requirements . . . . . . . . . . . . . . . . . . . . APPENDIX A-15

  A114 Walls of Unburned Clay, Adobe or Stone Masonry. . . . . . . . . . . . . . . . . . . . APPENDIX A-17

  CONTENTS

  CHAPTER A2 EARTHQUAKE HAZARD REDUCTION IN EXISTING REINFORCED CONCRETE AND

  REINFORCED MASONRY WALL BUILDINGS

  WITH FLEXIBLE DIAPHRAGMS. . . . . . . . . . . . APPENDIX A-21

  A201 Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-21

  A202 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-21

  A203 Definitions. . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-21

  A204 Symbols and Notations . . . . . . . . . . . . . . APPENDIX A-21

  A205 General Requirements . . . . . . . . . . . . . . . APPENDIX A-21

  A206 Analysis and Design. . . . . . . . . . . . . . . . . . APPENDIX A-22

  A207 Materials of Construction . . . . . . . . . . . . APPENDIX A-23

  CHAPTER A3 PRESCRIPTIVE PROVISIONS FOR SEISMIC

  STRENGTHENING OF CRIPPLE WALLS AND SILL PLATE

  ANCHORAGE OF LIGHT, WOOD-FRAME RESIDENTIAL BUILDINGS. . . . . . . . . . . . . . . . APPENDIX A-27

  A301 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-27

  A302 Definitions. . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-27

  A303 Structural Weaknesses. . . . . . . . . . . . . . . APPENDIX A-28

  A304 Strengthening Requirements . . . . . . . . . APPENDIX A-28

  CHAPTER A4 EARTHQUAKE RISK REDUCTION IN WOOD-FRAME RESIDENTIAL BUILDINGS WITH

  SOFT, WEAK OR OPEN FRONT WALLS . . . . . APPENDIX A-45

  A401 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-45

• California Existing Building Code Medium relevance — show source text

  A205 General Requirements . . . . . . . . . . . . . . . APPENDIX A-21

  A206 Analysis and Design. . . . . . . . . . . . . . . . . . APPENDIX A-22

  A207 Materials of Construction . . . . . . . . . . . . APPENDIX A-23

  CHAPTER A3 PRESCRIPTIVE PROVISIONS FOR SEISMIC

  STRENGTHENING OF CRIPPLE WALLS AND SILL PLATE

  ANCHORAGE OF LIGHT, WOOD-FRAME RESIDENTIAL BUILDINGS. . . . . . . . . . . . . . . . APPENDIX A-27

  A301 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-27

  A302 Definitions. . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-27

  A303 Structural Weaknesses. . . . . . . . . . . . . . . APPENDIX A-28

  A304 Strengthening Requirements . . . . . . . . . APPENDIX A-28

  CHAPTER A4 EARTHQUAKE RISK REDUCTION IN WOOD-FRAME RESIDENTIAL BUILDINGS WITH

  SOFT, WEAK OR OPEN FRONT WALLS . . . . . APPENDIX A-45

  A401 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-45

  A402 Definitions. . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A-45

  A403 Analysis and Design. . . . . . . . . . . . . . . . . . APPENDIX A-45

  A404 Prescriptive Measures for Weak Story. . APPENDIX A-47

  A405 Materials of Construction . . . . . . . . . . . . APPENDIX A-48

  A406 Construction Documents. . . . . . . . . . . . . APPENDIX A-48

  A407 Quality Control. . . . . . . . . . . . . . . . . . . . . . APPENDIX A-49

  CHAPTER A5 REFERENCED STANDARDS . . . . APPENDIX A-53

  A501 Referenced Standards . . . . . . . . . . . . . . . APPENDIX A-53

  APPENDIX B SUPPLEMENTARY ACCESSIBILITY

  REQUIREMENTS FOR EXISTING BUILDINGS

  AND FACILITIES. . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX B-3

  B101 Qualified Historic Buildings and Facilities. . . . . . . . . . . . . . . . . . . . . . . APPENDIX B-3

  B102 Fixed Transportation Facilities and Stations . . . . . . . . . . . . . . . . . . . . . . . APPENDIX B-3

  B103 Dwelling Units and Sleeping Units. . . . . . APPENDIX B-4

  B104 Referenced Standards . . . . . . . . . . . . . . . . APPENDIX B-4

  APPENDIX C GUIDELINES FOR THE WIND RETROFIT

• CEBC § 3.1 Medium relevance — show source text

  [BS] PERIMETER FOUNDATION. A foundation system that is located under the exterior walls of a building.

  [BS] SNUGTIGHT. As tight as an individual can torque a nut on a bolt by hand, using a wrench with a 10-inch-long (254 mm) handle, and the point at which the full surface of the plate washer is contacting the wood member and slightly indenting the wood surface.

  [BS] WOOD STRUCTURAL PANEL. A panel manufactured from veneers, wood strands or wafers or a combination of veneer and wood strands or wafers bonded together with waterproof synthetic resins or other suitable bonding systems. Examples of wood structural panels are:

  Composite panels. A wood structural panel that is comprised of wood veneer and reconstituted wood-based material and bonded together with waterproof adhesive.

  Oriented strand board (OSB). A mat-formed wood structural panel comprised of thin rectangular wood strands arranged in cross-aligned layers with surface layers normally arranged in the long panel direction and bonded with waterproof adhesive.

  Plywood. A wood structural panel comprised of plies of wood veneer arranged in cross-aligned layers. The plies are bonded with waterproof adhesive that cures on application of heat and pressure.

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-27

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  SECTION A303—STRUCTURAL WEAKNESSES

  [BS] A303.1 General. For the purposes of this chapter, any of the following conditions shall be deemed a structural weakness:

  1. Sill plates or floor framing that are supported directly on the ground without a foundation system that conforms to the building code.
  2. A perimeter foundation system that is constructed only of wood posts supported on isolated pad footings.
  3. Perimeter foundation systems that are not continuous.

  Exceptions:

  1. Existing single-story exterior walls not exceeding 10 feet (3048 mm) in length, forming an extension of floor area beyond the line of an existing continuous perimeter foundation.
  2. Porches, storage rooms and similar spaces not containing fuel-burning appliances.
  3. A perimeter foundation system that is constructed of unreinforced masonry or stone.
  4. Sill plates that are not connected to the foundation or that are connected with less than what is required by the building code.

  Exception: Where approved by the code official, connections of a sill plate to the foundation made with other than sill bolts shall be accepted if the capacity of the connection is equivalent to that required by the building code. 6. Cripple walls that are not braced in accordance with the requirements of Section A304.4 and Table A304.3.1, or cripple walls not braced with diagonal sheathing or wood structural panels in accordance with the building code.

  SECTION A304—STRENGTHENING REQUIREMENTS

  [BS] A304.1 General.

  [BS] A304.1.1 Scope. The structural weaknesses noted in Section A303 shall be strengthened in accordance with the requirements of this section. Strengthening work may include both new construction and alteration of existing construction. Except as provided herein, all strengthening work and materials shall comply with the applicable provisions of the California Building Code .

• CEBC § 1.10.1 Medium relevance — show source text

  CHAPTER TOPICS	Col2
  CHAPTER	SUBJECTS
  1, 2	Administrative Requirements and Definitions
  3	Provisions for all Compliance Methods
  4	Repairs
  5	Prescriptive Compliance Method for Existing Buildings
  6–11	Work Area Compliance Method for Existing Buildings
  13	Performance Compliance Method for Existing Buildings
  14	Relocated Buildings
  15	Construction Safeguards
  16	Referenced Standards
  Appendix A	Guidelines for Seismic Retrofit of Existing Buildings
  Appendix B	Supplementary Accessibility Requirements for Existing Buildings
  Appendix C	Guidelines for Wind Retrofit of Existing Buildings
  Appendix D	Board of Appeals
  Appendix E	Temporary Emergency Uses
  Resource A	Guidelines on Fire Ratings of Archaic Materials and Assemblies

  CALIFORNIA BUILDING CODE CORRELATED TOPICS

  The CEBC requirements for construction safeguards are directly correlated to the requirements of the CBC. The following table shows chapters of the CBC that are correlated with the CEBC:

  CEBC/CBC CORRELATED TOPICS	Col2	Col3
  CEBC CHAPTER/SECTION	CBC CHAPTER/SECTION	SUBJECT
  Chapter 15	Chapter 33	Construction safeguards

  Chapter 1 Scope and Administration.

  Chapter 1 establishes the limits of applicability of the code and describes how the code is to be applied and enforced. The provisions of Chapter 1 establish the authority and duties of the code official appointed by the authority having jurisdiction and also establish the rights and privileges of the design professional, contractor and property owner.

  Chapter 2 Definitions.

  Chapter 2 is the repository of the definitions of terms used in the body of the code. The user of the code should be familiar with and consult this chapter because the definitions are essential to the correct interpretation of the code and because the user may not be aware that a term is defined.

  xii 2025 CALIFORNIA EXISTING BUILDING CODE

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  Chapter 3 Provisions for All Compliance Methods.

  Chapter 3 guides the use of the three compliance methods of the CEBC and provides requirements that apply globally. The globally applicable requirement include general requirements related to buildings materials and other applicable codes, storm shelters, structural loads, in-situ load tests, accessibility, smoke alarms, carbon monoxide detection and exterior wall coverings.

  Chapter 3A Provisions for All Compliance Methods.

  Chapter 3A controls the compliance options for alteration, repair, addition, evaluation and change of occupancy of existing structures regulated by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development, which include hospitals and correctional treatment centers (applications listed in Sections 1.10.1 (OSHPD 1).

  Chapter 4 Repairs.

  Chapter 4, a chapter independent of the three compliance methods, governs the repair of existing buildings. The provisions define conditions under which repairs may be made using materials and methods like those of the original construction or the extent to which repairs must comply with requirements for new buildings.

  Chapter 4A Repairs.

  Chapter 4A governs the repair of existing buildings regulated by the Department of Health Care Access and Information/Office of State- wide Hospital Planning and Development, which include hospitals and correctional treatment centers (applications listed in Sections 1.10.1 (OSHPD 1).

• CBC § 301 Medium relevance — show source text

  This code provides three main options for a designer in dealing with alterations of existing buildings. These are laid out in Section 301 of this code:

  Option 1: Work for alteration, change of occupancy or addition of all existing buildings shall be done in accordance with the Prescriptive Compliance Method given in Chapter 5. It should be noted that this method originates from the former Chapter 34 of the IBC (2012 and earlier editions).

  Option 2: Work for alteration, change of occupancy or addition of all existing buildings shall be done in accordance with the Work Area Compliance Method given in Chapters 6 through 12.

  2025 CALIFORNIA EXISTING BUILDING CODE xi

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  Option 3: Work for alteration, change of occupancy or addition of all existing buildings shall be done in accordance with the Performance Compliance Method given in Chapter 13. It should be noted that this option was also provided in the former Chapter 34 of the IBC (2012 and earlier editions).

  Under limited circumstances, a building alteration can be made to comply with the laws under which the building was originally built, as long as the accessibility requirements are met, there has been no substantial structural damage and there will be limited structural alteration. Flood hazard provisions also must still be addressed where there is a substantial improvement.

  Note that all repairs must comply with Chapter 4 and all relocated buildings are addressed by Chapter 14.

  ARRANGEMENT AND FORMAT OF THE 2025 CEBC

  The format of the CEBC allows each chapter to be devoted to a particular subject. The following table shows how the CEBC is divided. The subsequent table shows CEBC requirements that are correlated with other California Codes. The chapter synopses detail the scope and intent of the provisions of the CEBC.

  CHAPTER TOPICS	Col2
  CHAPTER	SUBJECTS
  1, 2	Administrative Requirements and Definitions
  3	Provisions for all Compliance Methods
  4	Repairs
  5	Prescriptive Compliance Method for Existing Buildings
  6–11	Work Area Compliance Method for Existing Buildings
  13	Performance Compliance Method for Existing Buildings
  14	Relocated Buildings
  15	Construction Safeguards
  16	Referenced Standards
  Appendix A	Guidelines for Seismic Retrofit of Existing Buildings
  Appendix B	Supplementary Accessibility Requirements for Existing Buildings
  Appendix C	Guidelines for Wind Retrofit of Existing Buildings
  Appendix D	Board of Appeals
  Appendix E	Temporary Emergency Uses
  Resource A	Guidelines on Fire Ratings of Archaic Materials and Assemblies

  CALIFORNIA BUILDING CODE CORRELATED TOPICS

  The CEBC requirements for construction safeguards are directly correlated to the requirements of the CBC. The following table shows chapters of the CBC that are correlated with the CEBC:

  CEBC/CBC CORRELATED TOPICS	Col2	Col3
  CEBC CHAPTER/SECTION	CBC CHAPTER/SECTION	SUBJECT
  Chapter 15	Chapter 33	Construction safeguards

  Chapter 1 Scope and Administration.

  Chapter 1 establishes the limits of applicability of the code and describes how the code is to be applied and enforced. The provisions of Chapter 1 establish the authority and duties of the code official appointed by the authority having jurisdiction and also establish the rights and privileges of the design professional, contractor and property owner.

  Chapter 2 Definitions.

• CBC § A302 Medium relevance — show source text

  [BS] A301.3 Alternative design procedures. The details and prescriptive provisions herein are not intended to be the only acceptable strengthening methods permitted. Alternative details and methods shall be permitted to be used where approved by the code official. Approval of alternatives shall be based on a demonstration that the method or material used is at least equivalent in terms of strength, deflection and capacity to that provided by the prescriptive methods and materials.

  Where analysis by a registered design professional is required, such analysis shall be in accordance with all requirements of the building code, except that the seismic forces may be taken as 75 percent of those specified in the California Building Code .

  SECTION A302—DEFINITIONS

  [BS] A302.1 Definitions. For the purpose of this chapter, in addition to the applicable definitions in the building code, certain additional terms are defined as follows:

  [BS] ADHESIVE ANCHOR. An assembly consisting of a threaded rod, washer, nut, and chemical adhesive approved by the code official for installation in existing concrete or masonry.

  CODE OFFICIAL. “Code Official” shall have the same meaning as Enforcing Agency.

  [BS] CRIPPLE WALL. A wood-frame stud wall extending from the top of the foundation to the underside of the lowest floor framing.

  ENFORCING AGENCY. The designated department or agency as specified by statute or regulation.

  [BS] EXPANSION ANCHOR. An approved post-installed anchor, inserted into a predrilled hole in existing concrete or masonry, that transfers loads to or from the concrete or masonry by direct bearing or friction or both.

  [BS] PERIMETER FOUNDATION. A foundation system that is located under the exterior walls of a building.

  [BS] SNUGTIGHT. As tight as an individual can torque a nut on a bolt by hand, using a wrench with a 10-inch-long (254 mm) handle, and the point at which the full surface of the plate washer is contacting the wood member and slightly indenting the wood surface.

  [BS] WOOD STRUCTURAL PANEL. A panel manufactured from veneers, wood strands or wafers or a combination of veneer and wood strands or wafers bonded together with waterproof synthetic resins or other suitable bonding systems. Examples of wood structural panels are:

  Composite panels. A wood structural panel that is comprised of wood veneer and reconstituted wood-based material and bonded together with waterproof adhesive.

  Oriented strand board (OSB). A mat-formed wood structural panel comprised of thin rectangular wood strands arranged in cross-aligned layers with surface layers normally arranged in the long panel direction and bonded with waterproof adhesive.

  Plywood. A wood structural panel comprised of plies of wood veneer arranged in cross-aligned layers. The plies are bonded with waterproof adhesive that cures on application of heat and pressure.

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-27

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  SECTION A303—STRUCTURAL WEAKNESSES

• CEBC § 8-706 Medium relevance — show source text

  SECTION 8-706 — LATERAL LOAD REGULATIONS

  8-706.1 Seismic forces. Strength-level seismic forces used to evaluate the structure for resistance to seismic loads shall be based on the R -values tabulated in the regular code for similar lateral-force-resisting systems including consideration of the structural detailing of the members where such R -values exist. Where such R -values do not exist, an appropriate R -value shall be rationally assigned considering the structural detailing of the members.

  Exceptions:

  1. The forces need not exceed 0.75 times the seismic forces prescribed by the regular code requirements.
  2. For Risk Category I, II or III structures, near-fault increases in ground motion (maximum considered earthquake ground motion of 0.2 second spectral response greater than 150 percent at 5 percent damping) need not be considered when the fundamental period of the building is 0.5 seconds in the direction under consideration.
  3. For Risk Category I or II structures, the seismic base shear need not exceed 0.30W.
  4. For Risk Category III or IV structures, the seismic base shear need not exceed 0.40W.

  8-706.1.1 When a building is to be strengthened with the addition of a new lateral force resisting system, the R -value of the new system can be used when the new lateral force resisting system resists at least 75 percent of the building’s base shear regardless of its relative rigidity.

  8-706.1.2 Evaluation and seismic improvement of unreinforced masonry bearing wall buildings shall comply with the California Existing Building Code (CEBC), Appendix Chapter A1 2013 Edition, and as modified by the CHBC.

  Exceptions:

  1. Alternative standards may be used on a case-by-case basis when approved by the authority having jurisdiction. It shall be permitted to exceed the strength limitation of 100 psi in Section A108.2 of the CEBC when test data and building configuration supports higher values subject to the approval of the authority having jurisdiction.
  2. CEBC Section A102.2 shall not apply to Qualified Historical Buildings in Risk Category III buildings and other structures whose primary occupancies are public assembly with an occupancy load greater than 300.

  8-706.1.3 All deviations from the detailing provisions of the lateral-force-resisting systems shall be evaluated for stability and the ability to maintain load-carrying capacity at the expected inelastic deformations.

  8-706.2 Existing building performance. The seismic resistance may be based upon the ultimate capacity of the structure to perform, giving due consideration to ductility and reserve strength of the lateral-force-resisting system and materials while maintaining a reasonable factor of safety. Broad judgment may be exercised regarding the strength and performance of materials not recognized by regular code requirements. (See Chapter 8-8, Archaic Materials and Methods of Construction.)

  8-706.2.1 All structural materials or members that do not comply with detailing and proportioning requirements of the regular code shall be evaluated for potential seismic performance and the consequence of non-compliance. All members that would be reasonably expected to fail and lead to collapse or life threatening injury when subjected to seismic demands shall be judged unacceptable, and appropriate structural strengthening shall be developed.

  8-706.3 Load path. A complete and continuous load path, including connections, from every part or portion of the structure to the ground shall be provided for the required forces. It shall be verified that the structure is adequately tied together to perform as a unit when subjected to earthquake forces.

• CEBC § 3.2 Medium relevance — show source text

  See Section A304.3.2 for minimum end distances.
  c. Connections shall be placed as near to the center of the length of plate as possible.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  a. Connections shall be either adhesive anchors or expansion anchors.
  b. See Section A304.3.2 for minimum end distances.
  c. Connections shall be placed as near to the center of the length of plate as possible.|

  [BS] A304.3.3 New perimeter foundations. Sill plates for new perimeter foundations shall be anchored in accordance with Table A304.3.1 and Figure A304.2.3(1) and Table A304.2.3(1) or Figure A304.2.3(2) and Table A304.2.3(2).

  [BS] A304.4 Cripple wall bracing.

  [BS] A304.4.1 General. Exterior cripple walls not exceeding 4 feet (1219 mm) in height shall be permitted to be specified by the prescriptive bracing method in Section A304.4. Cripple walls over 4 feet (1219 mm) in height require analysis by a registered design professional in accordance with Section A301.3.

  APPENDIX A-38 2025 CALIFORNIA EXISTING BUILDING CODE

  on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.4.1(1)—CRIPPLE WALL BRACING WITH NEW WOOD STRUCTURAL PANEL ON EXTERIOR FACE OF CRIPPLE STUDS

  EXISTING 2x SILL PLATE. SEE FIGURES A304.3.1(1), A304.3.1(2), A304.3.1(3) OR A304.3.1(4) FOR

  For SI: 1 inch = 25.4 mm.

  NOTE: See Figure A304.3.1(1) for sill plate anchoring.

  .1(3) FOR EXISTING 2 FIGURES A A304.3.1(3) NEW CONN	Col2	Col3
  EXISTING 2 FIGURES A A304.3.1(3) NEW CONN .1(3) FOR
  EXISTING 2 FIGURES A A304.3.1(3) NEW CONN .1(3) FOR
  EXISTING 2 FIGURES A A304.3.1(3) NEW CONN .1(3) FOR
  EXISTING 2 FIGURES A A304.3.1(3) NEW CONN .1(3) FOR
  EXISTING 2 FIGURES A A304.3.1(3) NEW CONN .1(3) FOR
  EXISTING 2 FIGURES A A304.3.1(3) NEW CONN .1(3) FOR

  [BS] FIGURE A304.4.1(2)—CRIPPLE WALL BRACING WITH WOOD STRUCTURAL PANEL ON INTERIOR FACE OF CRIPPLE STUDS

• CBC § A301 Medium relevance — show source text

  SECTION A301—GENERAL

  [BS] A301.1 Purpose. The provisions of this chapter are intended to promote public safety and welfare by reducing the risk of earthquake-induced damage to existing wood-frame residential buildings. The requirements contained in this chapter are prescriptive minimum standards intended to improve the seismic performance of residential buildings; however, they will not necessarily prevent earthquake damage.

  This chapter sets standards for strengthening that may be approved by the code official without requiring plans or calculations prepared by a registered design professional. The provisions of this chapter are not intended to prevent the use of any material or method of construction not prescribed herein. The code official may require that construction documents for strengthening using alternative materials or methods be prepared by a registered design professional.

  [BS] A301.2 Scope. The provisions of this chapter apply to residential buildings of light-frame wood construction containing one or more of the structural weaknesses specified in Section A303.

  Exception: The provisions of this chapter do not apply to the buildings, or elements thereof, listed as follows. These buildings or elements require analysis by a registered design professional in accordance with Section A301.3 to determine appropriate strengthening:

  1. Group R-1.
  2. Group R with more than four dwelling units.
  3. Buildings with a lateral force-resisting system using poles or columns embedded in the ground.
  4. Cripple walls that exceed 4 feet (1219 mm) in height.
  5. Buildings exceeding three stories in height and any three-story building with cripple wall studs exceeding 14 inches (356 mm) in height.
  6. Buildings where the code official determines that conditions exist that are beyond the scope of the prescriptive requirements of this chapter.
  7. Buildings or portions thereof constructed on concrete slabs on grade.

  [BS] A301.3 Alternative design procedures. The details and prescriptive provisions herein are not intended to be the only acceptable strengthening methods permitted. Alternative details and methods shall be permitted to be used where approved by the code official. Approval of alternatives shall be based on a demonstration that the method or material used is at least equivalent in terms of strength, deflection and capacity to that provided by the prescriptive methods and materials.

  Where analysis by a registered design professional is required, such analysis shall be in accordance with all requirements of the building code, except that the seismic forces may be taken as 75 percent of those specified in the California Building Code .

  SECTION A302—DEFINITIONS

  [BS] A302.1 Definitions. For the purpose of this chapter, in addition to the applicable definitions in the building code, certain additional terms are defined as follows:

  [BS] ADHESIVE ANCHOR. An assembly consisting of a threaded rod, washer, nut, and chemical adhesive approved by the code official for installation in existing concrete or masonry.

  CODE OFFICIAL. “Code Official” shall have the same meaning as Enforcing Agency.

  [BS] CRIPPLE WALL. A wood-frame stud wall extending from the top of the foundation to the underside of the lowest floor framing.

  ENFORCING AGENCY. The designated department or agency as specified by statute or regulation.

  [BS] EXPANSION ANCHOR. An approved post-installed anchor, inserted into a predrilled hole in existing concrete or masonry, that transfers loads to or from the concrete or masonry by direct bearing or friction or both.

  [BS] PERIMETER FOUNDATION. A foundation system that is located under the exterior walls of a building.

• CEBC § 4.2 Medium relevance — show source text

  See Figure A304.4.2 for braced panel layout.
  e. Braced panels at ends of walls shall be located as near to the end as possible.
  f. All panels along a wall shall be nearly equal in length and shall be nearly equal in spacing along the length of the wall.
  g. The minimum required underfloor ventilation openings are permitted in accordance with Section A304.4.4.|

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-35

  on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.3.1(1)—SILL PLATE ANCHORING TO EXISTING FOUNDATION [a, b]

  For SI: 1 inch = 25.4 mm.

  a. Plate washers shall comply with the following: 15 // 28 -inch anchor or bolt—3 inches × 3 inches × 0.229 inch minimum.-inch anchor or bolt—3 inches × 3 inches × 0.229 inch minimum. A diagonal slot in the plate washer is permitted in accordance with Table A304.3.1, Note b. b. See Figure A304.4.1(1) or A304.4.1(2) for cripple wall bracing.

  APPENDIX A-36 2025 CALIFORNIA EXISTING BUILDING CODE

  on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.3.1(2)—ALTERNATIVE SILL PLATE ANCHORING IN EXISTING FOUNDATION—WITHOUT CRIPPLE WALLS AND FLOOR FRAMING NOT PARALLEL TO FOUNDATIONS [a, b]

  EXISTING STUD WALL WITH SOLE

  EXISTING 2x BLOCKING

  OR RIM JOIST WITH

  EXISTING TOENAILS

  SEE SECTION A304.1.3

  EXISTING SILL PLATE

  EXISTING GROUND LEVEL

  EXISTING SHEATHING OVER

  EXISTING FLOOR FRAMING

  7″ x [3] / 16 ″ x 9″ LONG PLATE WITH TWO [1] / 2 ″ DIAMETER ADHESIVE ANCHORS OR EXPANSION ANCHORS TO FOUNDATION WALL AND THREE [1] / 4 ″ DIAMETER LAG SCREWS PREDRILLED INTO SILL PLATE. PROVIDE SINGLE PIECE WOOD STRUCTURAL PANEL SHIM OR MULTIPLE LAYERS OF WOOD STRUCTURAL PANEL BETWEEN PLATE AND SILL WHEN SPACING EXCEEDS [3] / 16 ″ AND IS LESS THAN OR EQUAL TO 1 [1] / 2 ″. SEE TABLE A304.3.1 FOR SPACING OF ANCHORS

  1″-5″ MIN.

  1 / 4 ″ DIAMETER LAG SCREW 2 [1] / 2 ″ MIN. INTO SILL PLATE FOR SHIM ATTACHMENT

  ¾″	Col2	Col3
  1″	9″	¾″ 1″

  HOLE DIAMETER SHALL NOT EXCEED CONNECTOR DIAMETER BY MORE THAN [1] / 16 ″

• CEBC § 10.10.2 Medium relevance — show source text

  R602.10.10.2 Cripple wall bracing for Seismic Design Category D 2 . In Seismic Design Category D 2, cripple walls shall be braced in accordance with Tables R602.10.3(3) and R602.10.3(4).

  R602.10.10.3 Redesignation of cripple walls. Where all cripple wall segments along a braced wall line do not exceed 48 inches (1219 mm) in height, the cripple walls shall be permitted to be redesignated as a first-story wall for purposes of determining wall bracing requirements. Where any cripple wall segment in a braced wall line exceeds 48 inches (1219 mm) in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.

  R602.11 Wall anchorage. Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6 and R602.11.1.

  R602.11.1 Wall anchorage for all buildings in Seismic Design Categories D 0 , D 1 and D 2 and townhouses in Seismic Design Category C. Plate washers, not less than 0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to [3] / 16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 1 [3] / 4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

  R602.11.2 Stepped foundations in Seismic Design Categories D 0 , D 1 and D 2 . In all buildings located in Seismic Design Categories D 0, D 1 or D 2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1219 mm), the braced wall line shall be constructed in accordance with the following:

  1. Where the lowest floor framing rests directly on a s ill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm)

  from the step in the foundation. See Figure R602.11.2. 2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.10, R602.10.10.1 and R602.10.10.2 shall apply. 3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.

  FIGURE R602.11.2—STEPPED FOUNDATION CONSTRUCTION