CEBC · California Existing Building Code
What Appendix A materials, mezzanine anchorage and construction provisions apply?
If your mezzanine sits on reinforced concrete or masonry walls, Appendix A of the CEBC requires it be anchored to those walls to resist its share of vertical and lateral loads unless the mezzanine is independently supported; anchors and materials must meet building-code material standards and trigger special inspection/testing when installed (§ A206.8, § A207.1) file.
Last reviewed: July 6, 2026
What the code requires — 2-4 sentences
Existing mezzanines that rely on reinforced concrete or reinforced masonry walls for vertical or lateral support must be anchored to those walls for the tributary mezzanine load; walls that rely on the mezzanine for lateral support must be anchored per the wall anchorage provisions in Appendix A (§ A206.8) . Materials used to meet the requirements of Appendix A must be materials permitted by the building code and used at their appropriate strengths or allowable stresses (§ A207.1) . The Appendix does not itself restate design load magnitudes; it ties anchorage requirements to the diaphragm and anchorage procedures referenced elsewhere in Appendix A and ASCE 7 (§ A206.8, § A207.1) .
The single most important rule: anchor mezzanines to the supporting reinforced concrete or reinforced masonry walls to resist the mezzanine's tributary load unless the mezzanine has independent lateral and vertical support (§ A206.8) .
Requirements in detail
Scope and basic rule
- Who: Existing mezzanines that depend on reinforced concrete or reinforced masonry walls for vertical or lateral support.
- What: Must be anchored to the walls for the tributary mezzanine load (§ A206.8) .
- When not required: If the mezzanine has independent lateral and vertical support, anchorage to the wall is not required (Exception to § A206.8) .
Materials requirement
- Use materials permitted by the building code, and use them at their appropriate strength or allowable stresses to satisfy Appendix A designs (§ A207.1) .
How mezzanine anchorage ties to the rest of Appendix A
- If a wall relies on the mezzanine for lateral support, the wall anchorage must comply with the wall anchorage analysis and detailing sections in Appendix A (§ A206.8, cross-reference to § A206.1, § A206.2, § A206.3) .
- Appendix A organizes the load path and anchorage requirements (anchors → crossties/struts → diaphragm) and references ASCE 7 for the seismic force determinations used in anchorage sizing (§ A206 series) .
Decision-relevant dimensions / values (summary)
| Decision item | Typical value / requirement | Code Reference |
|---|---|---|
| Whether mezzanine must be anchored | Yes, when mezzanine relies on reinforced concrete or reinforced masonry walls for vertical or lateral support | § A206.8 |
| When anchorage to walls not required | Mezzanine has independent lateral and vertical support (i.e., self-supported framing not relying on wall) | Exception, § A206.8 |
| Required material standard | Materials permitted by the building code, used at appropriate strengths/allowable stresses | § A207.1 |
| Where to get required design forces | Appendix A anchor/diaphragm sections reference ASCE 7 procedures (see § A206 and associated sections) | § A206.1 and § A206.3 |
| Special inspection/testing triggers | Installation of anchors into existing concrete/masonry walls as part of wall anchorage requires special inspection; existing anchors may require testing per Appendix A | § A205.3.1, § A205.3.2 |
Practical detailing notes (from Appendix A context)
- Anchorage must develop into the diaphragm per Appendix A requirements; the anchorage sizing/design must consider the tributary mezzanine load and applicable seismic forces per ASCE 7 as applied in Appendix A (§ A206.3, § A206.1) .
- Material selection for anchors, rods, straps, plates, continuity connectors, etc., must conform to the building code material rules (§ A207.1) .
Exceptions & special cases
- Exception in § A206.8: Existing mezzanines that have independent lateral and vertical support need not be anchored to the walls. Confirm independence by structural analysis or existing construction evidence (§ A206.8) .
- Anchor testing and acceptance: existing cast-in-place anchors may be used if testing demonstrates they can resist required forces; Appendix A provides testing criteria in other sections (see § A205.3.2) .
- Materials not explicitly listed in Appendix A: Appendix A defers to the building code for permitted materials and allowable stresses; use the CBC/Referenced standards for material-specific requirements (§ A207.1) .
Common mistakes
- Assuming a mezzanine does not require anchorage because it "looks light" — anchorage is required whenever the mezzanine depends on the wall for vertical or lateral support; the mezzanine’s support condition, not appearance, controls (§ A206.8) .
- Using materials or connectors without verifying they meet the building code material allowances or allowable stresses referenced by Appendix A (§ A207.1) .
- Omitting special inspection or anchor testing when installing anchors into existing concrete/masonry as part of a wall anchorage system — Appendix A requires special inspection and testing protocols (§ A205.3.1, § A205.3.2) .
- Failing to develop anchor forces into the diaphragm (i.e., not providing required crossties or continuity connectors) — Appendix A requires development of forces into the diaphragm per § A206.3 .
Worked example — illustrative scenario (numbers are illustrative only)
Step 1 — Confirm dependency (qualitative): An existing mezzanine sits on and is supported by reinforced masonry walls and transfers lateral load to them. Under § A206.8, anchorage is required because the mezzanine relies on the walls for vertical or lateral support (§ A206.8) .
Step 2 — Determine design forces: Appendix A requires anchorage for the tributary mezzanine load but does not list the load magnitude in § A206.8; design forces must be established per the applicable building code/ASCE 7 procedures referenced elsewhere in Appendix A (see § A206.1 and § A206.3) .
Step 3 — Select materials and connectors: Choose anchors, rods, plates and fasteners that are permitted by the building code and sized using allowable stresses per § A207.1; verify manufacturer data and applicable CBC/ASCE 7 provisions (§ A207.1) .
Step 4 — Inspection and testing: Arrange special inspection for anchor installation and plan for testing of any existing cast-in-place anchors if they are relied upon; follow the Appendix A testing criteria (see § A205.3.1 and § A205.3.2) .
Note: the Appendix A text that controls mezzanine anchorage states the requirement but intentionally defers required force magnitudes and detailed material standards to the building code and ASCE 7 references; concrete load numbers must be taken from those references and the project’s design professional (§ A206.8, § A206.1, § A207.1) file.
Related provisions
- § A206.1 — Reinforced concrete and reinforced masonry wall anchorage (anchorage capacity and ASCE 7 reference) .
- § A206.2 — Additional requirements for wall anchorage systems (spacing, two anchors per wall segment, limit movement, crosstie spacing) .
- § A206.3 — Development of anchor forces into the diaphragm (how to develop required anchorage forces) .
- § A205.3.1 — Special inspection requirements for installation of anchors into existing concrete/masonry walls (special inspection triggers) .
- § A205.3.2 — Testing protocol to establish adequacy of existing wall anchors (1.5× test load requirement) .
- § A207.1 — Materials of construction — materials must be permitted by the building code and used at appropriate strengths/allowable stresses .
Code references
Grounded in the retrieved California Existing Building Code — click a citation to read the verbatim passage:
CEBC § 3.1 High relevance — show source text
[BS] A206.8 Mezzanines. Existing mezzanines relying on reinforced concrete or reinforced masonry walls for vertical or lateral support shall be anchored to the walls for the tributary mezzanine load. Walls depending on the mezzanine for lateral support shall be anchored per Sections A206.1, A206.2 and A206.3.
Exception: Existing mezzanines that have independent lateral and vertical support need not be anchored to the walls.
SECTION A207—MATERIALS OF CONSTRUCTION
[BS] A207.1 Materials. Materials permitted by the building code, including their appropriate strength or allowable stresses, shall be used to meet the requirements of this chapter.
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CALIFORNIA EXISTING BUILDING CODE – MATRIX ADOPTION TABLE
APPENDIX A
CHAPTER A3 – PRESCRIPTIVE PROVISIONS FOR SEISMIC STRENGTHENING
OF CRIPPLE WALLS AND SILL PLATE ANCHORAGE OF LIGHT, WOOD-FRAME RESIDENTIAL BUILDINGS
(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 Adopt Entire Chapter as
amended (amended
sections listed below)X X Adopt only those sections
that are listed belowChapter / Section A302.1_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. CEBC § 12.11.2.2.7 High relevance — show source text
[BS] A206.4 Anchorage at pilasters. Where pilasters are present, the wall anchorage system shall comply with the requirements of this section and Section 12.11.2.2.7 of ASCE 7. The pilasters or the walls immediately adjacent to the pilasters shall be anchored directly to the roof framing such that the existing vertical anchor bolts at the top of the pilasters are bypassed without permitting tension or shear failure at the top of the pilasters.
Exception: If existing vertical anchor bolts at the top of the pilasters are used for the anchorage, additional exterior confinement shall be provided as required to resist the total anchorage force.
[BS] A206.5 Combination of anchor types. New anchors used in combination on a single framing member shall be of compatible behavior and stiffness.
[BS] A206.6 Anchorage at interior walls. Existing interior reinforced concrete or reinforced masonry walls that extend to the floor above or to the roof diaphragm shall be anchored for out-of-plane forces per Sections A206.1 and A206.3. Walls extending through
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APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS
the roof diaphragm shall be anchored for out-of-plane forces on both sides, and continuity ties shall be spliced across or continuous through the interior wall to provide diaphragm continuity.
[BS] A206.7 Collectors. Collectors designed in accordance with this section shall be provided at reentrant corners and at interior shear walls. Existing or new collectors shall have the capacity to develop into the diaphragm a force equal to the lesser of the rocking or shear capacity of the reentrant wall or the tributary shear based on 75 percent of the diaphragm design forces specified in Section 12.10 of ASCE 7. The capacity of the collector need not exceed the capacity of the diaphragm to deliver loads to the collector. A connection shall be provided from the collector to the reentrant wall to transfer the full collector internal force. If a truss or beam other than a rafter or purlin is supported by the reentrant wall or by a column integral with the reentrant wall, then an independent secondary column is required to support the roof or floor members whenever rocking or shear capacity of the reentrant wall is less than the tributary shear.
[BS] A206.8 Mezzanines. Existing mezzanines relying on reinforced concrete or reinforced masonry walls for vertical or lateral support shall be anchored to the walls for the tributary mezzanine load. Walls depending on the mezzanine for lateral support shall be anchored per Sections A206.1, A206.2 and A206.3.
Exception: Existing mezzanines that have independent lateral and vertical support need not be anchored to the walls.
SECTION A207—MATERIALS OF CONSTRUCTION
[BS] A207.1 Materials. Materials permitted by the building code, including their appropriate strength or allowable stresses, shall be used to meet the requirements of this chapter.
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CBC § A207 High relevance — show source text
The capacity of the collector need not exceed the capacity of the diaphragm to deliver loads to the collector. A connection shall be provided from the collector to the reentrant wall to transfer the full collector internal force. If a truss or beam other than a rafter or purlin is supported by the reentrant wall or by a column integral with the reentrant wall, then an independent secondary column is required to support the roof or floor members whenever rocking or shear capacity of the reentrant wall is less than the tributary shear.
[BS] A206.8 Mezzanines. Existing mezzanines relying on reinforced concrete or reinforced masonry walls for vertical or lateral support shall be anchored to the walls for the tributary mezzanine load. Walls depending on the mezzanine for lateral support shall be anchored per Sections A206.1, A206.2 and A206.3.
Exception: Existing mezzanines that have independent lateral and vertical support need not be anchored to the walls.
SECTION A207—MATERIALS OF CONSTRUCTION
[BS] A207.1 Materials. Materials permitted by the building code, including their appropriate strength or allowable stresses, shall be used to meet the requirements of this chapter.
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CALIFORNIA EXISTING BUILDING CODE – MATRIX ADOPTION TABLE
APPENDIX A
CHAPTER A3 – PRESCRIPTIVE PROVISIONS FOR SEISMIC STRENGTHENING
OF CRIPPLE WALLS AND SILL PLATE ANCHORAGE OF LIGHT, WOOD-FRAME RESIDENTIAL BUILDINGS
(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user. See Chapter 1 for state agency authority and building applications.)
CEBC § 12.11.2 High relevance — show source text
SECTION A206—ANALYSIS AND DESIGN
[BS] A206.1 Reinforced concrete and reinforced masonry wall anchorage. Concrete and masonry walls shall be anchored to all floors and roofs that provide lateral support for the wall in accordance with Section 12.11.2 of ASCE 7. The anchorage shall provide a direct connection capable of resisting 75 percent of the forces specified in Section 12.11.2.1 of ASCE 7.
Exceptions:
- Existing walls need not be evaluated or retrofitted for bending between anchors.
- Work required by this chapter need not consider shrinkage, thermal changes or differential settlement.
A206.1.1 Seismicity parameters, site class and geologic hazards. For any site designated as Site Class E, the value of F a 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.
[BS] A206.2 Additional requirements for wall anchorage systems. The wall anchorage system shall comply with the requirements of this section and Section 12.11.2.2 of ASCE 7.
The maximum spacing between wall anchors shall be 8 feet (2438 mm), and each wall segment shall have at least two wall anchors.
The wall anchorage system, excluding subdiaphragms and existing roof or floor framing members, shall be designed and installed to limit the relative movement between the wall and the diaphragm to no more than [1] / 8 inch before engagement of the anchors. Wall anchors shall be provided to resist out-of-plane forces, independent of existing shear anchors.
Where new members are added as crossties, they shall be spaced no more than 24 feet (7315 mm) apart. Where existing girders are used as crossties, their actual spacing shall be deemed adequate even where the spacing exceeds 24 feet (7315 mm), as long as the girders are provided with continuity connectors as required.
Wall anchorage shall not be provided by fastening the edge of plywood sheathing to steel ledgers. Wall anchorage shall not be provided solely by fastening the edge of steel decking to steel ledgers unless analysis demonstrates acceptable capacity. The existing connections shall be subject to field verification and the new connections shall be subject to special inspection.
New wall anchors shall be provided to resist the full wall anchorage design force independent of existing shear or tension anchors.
Exception: Existing cast-in-place anchors shall be permitted as part of the wall anchorage system if the tie element can be readily attached to the anchors, and if the anchors are capable of resisting the total vertical and lateral shear load (including dead load) while being acted on by the maximum wall anchorage tension force caused by an earthquake. Acceptable tension values for the existing anchors shall be established by testing in accordance with Section A205.4.
[BS] A206.3 Development of anchor forces into the diaphragm. Development of the required anchorage forces into roof and floor diaphragms shall comply with the requirements of this section and Section 12.11.2.2 of ASCE 7.
Lengths of development of anchor loads in wood diaphragms shall be based on existing field nailing of the sheathing unless existing edge nailing is positively identified on the original construction plans or at the site.
California Existing Building Code High 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 High 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 § 1.11. High relevance — show source text
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 A2
EARTHQUAKE HAZARD REDUCTION IN EXISTING REINFORCED CONCRETE AND REINFORCED MASONRY WALL BUILDINGS WITH FLEXIBLE DIAPHRAGMS
SECTION A201—PURPOSE
[BS] A201.1 Purpose. The purpose of this chapter is to promote public safety and welfare by reducing the risk of death or injury as a result of the effects of earthquakes on reinforced concrete and reinforced masonry wall buildings with flexible diaphragms. Based on past earthquakes, these buildings have been categorized as being potentially hazardous and prone to significant damage, including possible collapse in a moderate to major earthquake. The provisions of this chapter are minimum standards for structural seismic resistance established primarily to reduce the risk of life loss or injury on both subject and adjacent properties. These provisions will not necessarily prevent loss of life or injury, or prevent earthquake damage to an existing building that complies with these standards.
SECTION A202—SCOPE
[BS] A202.1 Scope. The provisions of this chapter shall apply to wall anchorage systems that resist out-of-plane forces and to collectors in existing reinforced concrete or reinforced masonry buildings with flexible diaphragms. Wall anchorage systems that were designed and constructed in accordance with the 1997 Uniform Building Code or the 2001 or subsequent editions of the California Building Code shall be deemed to comply with these provisions.
SECTION A203—DEFINITIONS
[BS] A203.1 Definitions. For the purpose of this chapter, the applicable definitions in the California Building Code and the following shall apply:
[BS] CONTINUITY CONNECTOR. A component, typically a plate, rod, strap or hold-down, that ensures load path continuity along the full length of a crosstie or strut.
[BS] CROSSTIE. A member or group of members continuous across the main diaphragm that connects opposite wall lines and transfers out-of-plane wall anchorage forces into the diaphragm.
[BS] FLEXIBLE DIAPHRAGM. A roof or floor sheathed with plywood, wood decking (1-by or 2-by) or metal deck without a concrete topping slab.
[BS] STRUT. A member or group of members continuous across a subdiaphragm that transfers out-of-plane wall anchorage forces into the subdiaphragm.
[BS] WALL ANCHORAGE SYSTEM. The components comprising a complete load path for out-of-plane wall forces from the wall to the main diaphragm, typically including anchors embedded in or fastened to the wall; rods, straps, plates, hold-downs or other hardware; subdiaphragms and their chords; crossties; struts; and continuity connectors.
CEBC § 3.1 High relevance — show source text
A205.3.1 Additional special inspection. In addition to the requirements of Section 1705.13 of the California Building Code, special inspection shall be required for:
- Installation of anchors into existing concrete or masonry walls to form part of a wall anchorage system.
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APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS
- Fastening of new or existing steel deck forming part of a wall anchorage system.
- Installation of continuity connectors along the length of crossties, to ensure compliance with Section A206.2. This inspection may be periodic special inspection.
A205.3.2 Testing to establish adequacy of existing wall anchors. Testing shall show that the existing anchors can sustain a test load of 1.5 times the design tension load without noticeable deformation or damage to the anchor, to the masonry or concrete element, or to any part of the existing load path between the anchor and new retrofit components. Three anchors of each existing detail type shall be tested, and all three shall satisfy the requirement. Prior to testing, the design professional shall submit a test plan for code official approval identifying the expected locations of the existing anchors in question, the locations of the proposed tests, and the test procedure and criteria. After testing, the design professional shall submit a report of the satisfactory testing showing the test results, the design strengths derived from them, and the size and spacing as confirmed by investigation.
A205.4 Testing and Inspection. Structural testing and inspection for new construction materials, submittals, reports and certificates of compliance shall be in accordance with Sections 1704 and 1705 of the California Building Code . Work done to comply with this chapter shall not be eligible for Exception 1 to Section 1704.2 of the California Building Code or Exception 2 to Section 1705.13 of the California Building Code .
SECTION A206—ANALYSIS AND DESIGN
[BS] A206.1 Reinforced concrete and reinforced masonry wall anchorage. Concrete and masonry walls shall be anchored to all floors and roofs that provide lateral support for the wall in accordance with Section 12.11.2 of ASCE 7. The anchorage shall provide a direct connection capable of resisting 75 percent of the forces specified in Section 12.11.2.1 of ASCE 7.
Exceptions:
- Existing walls need not be evaluated or retrofitted for bending between anchors.
- Work required by this chapter need not consider shrinkage, thermal changes or differential settlement.
A206.1.1 Seismicity parameters, site class and geologic hazards. For any site designated as Site Class E, the value of F a 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.
[BS] A206.2 Additional requirements for wall anchorage systems. The wall anchorage system shall comply with the requirements of this section and Section 12.11.2.2 of ASCE 7.
The maximum spacing between wall anchors shall be 8 feet (2438 mm), and each wall segment shall have at least two wall anchors.
CEBC § 19-12 High relevance — show source text
The following samples of materials and tendons selected by the engineer or the designated testing laboratory from the prestress- ing steel at the plant or job site shall be furnished by the contractor and tested by an approved independent testing agency: 1. For wire, strand or bars, 7-foot-long (2134 mm) samples shall be taken of the coil of wire or strand reel or rods. A minimum of one random sample per 5,000 pounds (2270 kg) of each heat or lot used on the job shall be selected. 2. For prefabricated prestressing tendons other than bars, one completely fabricated tendon 10 feet (3048 mm) in length between grips with the anchorage assembly at one end shall be furnished for each size and type of tendon and anchorage assembly.
Variations of the bearing plate size need not be considered.
The anchorages of unbonded tendons shall develop at least 95 percent of the minimum specified ultimate strength of the prestressing steel. The total elongation of the tendon under ultimate load shall not be less than 2 percent measured in a minimum gage length of 10 feet (3048 mm).
Anchorages of bonded tendons shall develop at least 90 percent of the minimum specified strength of the prestressing steel tested in an unbonded state. All couplings shall develop at least 95 percent of the minimum specified strength of the
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CONCRETE
prestressing steel and shall not reduce the elongation at rupture below the requirements of the tendon itself. 3. If the prestressing tendon is a bar, one 7-foot (2134 mm) length complete with one end anchorage shall be furnished and, in addition, if couplers are to be used with the bar, two 4-foot (1219 mm) lengths of bar fabricated to fit and equipped with one coupler shall be furnished. 4. Mill tests of materials used for end anchorages shall be furnished. In addition, at least one Brinnell hardness test shall be made of each thickness of bearing plate.
1910.2.4 Composite construction cores. Cores of the completed composite concrete construction shall be taken to demonstrate the shear strength along the contact surfaces. The cores shall be tested when the cast-in-place concrete is approximately 28 days old and shall be tested by a shear loading parallel to the joint between the precast concrete and the cast-in-place concrete. The minimum unit shear strength of the contact surface area of the core shall not be less than 100 psi (689 kPa). At least one core shall be taken from each building for each 5,000 square feet (465 m [2] ) of area of composite concrete construction and not fewer than three cores shall be taken from each project. The architect or structural engineer in responsible charge of the proj- ect or his or her representative shall designate the location for sampling.
1910.3 Modifications to ACI 318.
1910.3.1 ACI 318, Section 12.7.3. Add Section 12.7.3.4 to ACI 318 as follows:
CEBC § 1704.6 High relevance — show source text
[BS] WALL SEGMENT. Any length of concrete wall with continuous horizontal reinforcing and not interrupted or intersected by a pilaster or vertical construction joint, or any length of reinforced masonry wall with continuous horizontal reinforcing and not interrupted or intersected by a pilaster or vertical control joint.
SECTION A204—SYMBOLS AND NOTATIONS
[BS] A204.1 General. For the purpose of this chapter, the applicable symbols and notations in the California Building Code shall apply.
SECTION A205—GENERAL REQUIREMENTS
[BS] A205.1 General. The seismic-resisting elements specified in this chapter shall comply with applicable provisions of Section 1613 of the California Building Code and Chapter 12 of ASCE 7, except as modified herein.
[BS] A205.2 Requirements for plans. The plans shall accurately reflect the results of the engineering investigation and design and shall show all pertinent dimensions and sizes for plan review and construction. The following shall be provided:
- Floor plans and roof plans shall show existing framing construction, diaphragm construction, proposed wall anchors, crossties and collectors. Existing nailing, anchors, crossties and collectors shall be shown on the plans if they are considered part of the lateral force-resisting systems.
- Typical wall panel details and sections with panel thickness, height, pilasters and location of anchors shall be provided.
- Details shall include existing and new anchors and the method of developing anchor forces into the diaphragm framing, existing and new crossties, and existing and new or improved support of roof and floor girders at pilasters or walls.
- The basis for design and the building code used for the design shall be stated on the plans.
[BS] A205.3 Structural observation. Structural observation, in accordance with Section 1704.6 of the California Building Code is required, regardless of seismic design category, height or other conditions. Structural observation shall include visual observation of work for conformance to the approved construction documents and confirmation of existing conditions assumed during design.
A205.3.1 Additional special inspection. In addition to the requirements of Section 1705.13 of the California Building Code, special inspection shall be required for:
- Installation of anchors into existing concrete or masonry walls to form part of a wall anchorage system.
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APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS
- Fastening of new or existing steel deck forming part of a wall anchorage system.
- Installation of continuity connectors along the length of crossties, to ensure compliance with Section A206.2. This inspection may be periodic special inspection.
A205.3.2 Testing to establish adequacy of existing wall anchors. Testing shall show that the existing anchors can sustain a test load of 1.5 times the design tension load without noticeable deformation or damage to the anchor, to the masonry or concrete element, or to any part of the existing load path between the anchor and new retrofit components. Three anchors of each existing detail type shall be tested, and all three shall satisfy the requirement. Prior to testing, the design professional shall submit a test plan for code official approval identifying the expected locations of the existing anchors in question, the locations of the proposed tests, and the test procedure and criteria.
CEBC § 317.1.2.1 High relevance — show source text
The provisions of Section 317 through 323 also establish minimum standards for earthquake evaluation and design for rehabilitation of existing public buildings currently under the jurisdiction of DSA-SS.
317.1.2.1 Reference to other chapters. For public schools, where reference within this chapter is made to sections in Chapters 16, 17, 18, 19, 21 or 22 of the California Building Code, the provisions in Chapters 16A, 17A, 18A, 19A, 21A and 22A of the California Building Code, respectively, shall apply instead.
317.1.3 Community college buildings. [DSA-SS/CC] The provisions of Sections 317 through 323 establish minimum standards for earthquake evaluation and design for the rehabilitation of existing buildings for use as community college buildings under the jurisdiction of the Division of the State Architect—Structural Safety/Community Colleges [DSA-SS/CC], refer to Section 1.9.2.2.
The provisions of Section 317 through 323 also establish minimum standards for earthquake evaluation and design for rehabilitation of existing community college buildings currently under the jurisdiction of DSA-SS/CC.
317.1.3.1 Reference to other chapters. For community colleges, where reference within this chapter is made to sections in Chapters 17 or 18 of the California Building Code, the provisions in Chapters 17A and 18A of the California Building Code, respectively, shall apply instead.
317.2 Scope. All alterations, structurally connected additions and/or repairs to existing structures or portions thereof shall, at a minimum, be designed and constructed to resist the effects of seismic ground motions as provided in this section. The structural system shall be evaluated by a registered design professional and, if not meeting or exceeding the minimum seismic design performance requirements of this section, shall be retrofitted in compliance with these requirements.
Exception: Those structures for which Section 317.3 determines that assessment is not required, or for which Section 317.4 determines that retrofit is not needed, then only the requirements of Section 317.11 apply.
317.3 Applicability.
317.3.1 Existing state-owned buildings. [BSC, DSA-SS] For existing state-owned structures including all buildings owned by the University of California and the California State University, the requirements of Section 317 apply whenever the structure is to be retrofitted, repaired or modified and any of the following apply: 1. Total construction cost, not including cost of furnishings, fixtures and equipment, or normal maintenance, for the building exceeds 25 percent of the construction cost for the replacement of the existing building. The changes are cumulative for past modifications to the building that occurred after adoption of the 1995 California Building Code and did not require seismic retrofit.
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PROVISIONS FOR ALL COMPLIANCE METHODS
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-26 2025 CALIFORNIA EXISTING BUILDING CODE
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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:
- Group R-1.
- Group R with more than four dwelling units.
- Buildings with a lateral force-resisting system using poles or columns embedded in the ground.
- Cripple walls that exceed 4 feet (1219 mm) in height.
- Buildings exceeding three stories in height and any three-story building with cripple wall studs exceeding 14 inches (356 mm) in height.
- Buildings where the code official determines that conditions exist that are beyond the scope of the prescriptive requirements of this chapter.
- Buildings or portions thereof constructed on concrete slabs on grade.
Frequently asked questions
Must every mezzanine be anchored to the supporting walls?
No. Mezzanines that have independent lateral and vertical support (i.e., they do not rely on the reinforced concrete or reinforced masonry walls for those functions) are excepted from the anchorage requirement in § A206.8 .
Where do I get the actual force numbers for anchor design?
Appendix A requires anchorage for the tributary mezzanine load but relies on ASCE 7 and the building code for seismic and design force procedures; see § A206.1 and § A206.3 for the Appendix A linkage to those calculations .
Can existing cast-in-place anchors be used?
Yes, if testing demonstrates they can resist the required forces; Appendix A provides testing requirements and acceptance criteria (see § A205.3.2) .
Do anchors into existing masonry require special inspection?
Yes. Installation of anchors into existing concrete or masonry walls as part of a wall anchorage system requires special inspection per § A205.3.1 .
Are there material limits in Appendix A?
Appendix A does not list specific prohibited materials; it requires that materials permitted by the building code and used at their appropriate allowable stresses be employed to satisfy Appendix A designs (§ A207.1) .
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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