CEBC · California Existing Building Code
When are in-situ load tests or material data collection required for structural evaluation?
If an existing building’s capacity is in doubt, the CEBC requires measured, representative material data or an in‑situ load test (supervised by a registered professional). For ASCE 41 seismic evaluations the CEBC requires Comprehensive data collection (testing program approved by the enforcement agent) and points to CBC §1708 for how in‑situ load tests must be run.
Last reviewed: July 6, 2026
What the code requires — plain English
- The CEBC says an engineering assessment is required whenever there is a reasonable doubt about the stability or load‑bearing capacity of a completed building or portion of it; that assessment must use either a structural analysis or an in‑situ load test, or both, and the in‑situ tests must follow the California Building Code procedures. See § 305A.1 (CEBC) and the referenced CBC § 1708 for the in‑situ load test rules.
- For seismic evaluations under ASCE 41 as modified by the CEBC, the extent of data collection is required at the Comprehensive level for all structures (unless the CEBC exception applies). That testing program must be approved by the enforcement agency before starting. See § 304A.3.5.3.
The single most important rule: if you have reasonable doubt about an existing component’s capacity, you must document actual as‑built conditions and material properties — either by analysis using measured properties or by an in‑situ load test — and the CEBC points you to CBC §1708 and the CEBC data‑collection rules (including Comprehensive level) for ASCE 41 evaluations.
Requirements in detail
When an in‑situ load test is required (trigger)
- Trigger: reasonable doubt as to stability or load‑bearing capacity of an existing building, structure, or portion thereof. See § 305A.1 (CEBC) referencing CBC § 1708.1.
- Who supervises tests: tests must be supervised by a registered design professional (CBC §1708.2).
What the CEBC requires for data collection in ASCE 41 evaluations
- Extent: Comprehensive level data collection is required for all structures (including those being upgraded to SPC‑4D) except where the CEBC explicitly permits the Usual level (SPC‑2 or lower target). The testing program must be approved by the enforcement agent prior to testing. See § 304A.3.5.3.
- Selection of samples: samples and in‑situ tests must be selected and interpreted in a statistically appropriate manner so the properties used represent the structure as a whole. See § 319.2 (Existing conditions).
- Specific testing detail called out by CEBC: tension testing of reinforcing bars must follow ASTM A615 full‑section specimen requirements; test locations must be repaired to original condition after sampling; previously approved original test data may be accepted when available/approved. See § 304A.3.5.3 and related paragraphs.
How in‑situ load tests must be done (CBC procedures referenced by CEBC)
- The CEBC directs in‑situ load tests to be performed in accordance with CBC § 1708 (in‑situ load tests): tests simulate applicable loads, are supervised by a registered design professional, and follow either an established material standard procedure or an approved procedure developed by the design professional. Acceptance criteria and test durations (e.g., 24‑hr for statically loaded components and recovery criteria) are in CBC §1708.2.2. The CEBC points to these CBC rules via § 305A.1.
Decision table — when to collect material data or perform in‑situ load tests
| Decision dimension | CEBC requirement / threshold | Code Reference |
|---|---|---|
| Trigger for testing | Reasonable doubt about stability or load‑bearing capacity → engineering assessment by analysis or in‑situ load test | § 305A.1 |
| Seismic evaluation data level | Comprehensive data collection required for all structures (including SPC‑4D); Usual permitted only for SPC‑2 or lower target | § 304A.3.5.3 |
| Sample selection | Samples/in‑situ tests must be statistically appropriate to represent the structure | § 319.2 |
| Specific testing rules | In‑situ load tests follow CBC § 1708 procedures (supervised by registered design professional; load levels/duration/acceptance in § 1708.2) | § 305A.1 (references CBC §1708) |
| Reinforcing bar testing | Tension testing per ASTM A615, full section specimens (8‑inch gage) | § 304A.3.5.3 |
| Repair after sampling | Test sample locations must be repaired to a condition equivalent to original | § 304A.3.5.3 |
Relationship between material testing and analysis
- If you choose analysis rather than load testing, the analysis must be based on actual material properties and as‑built conditions, not on assumed or unverified defaults. CEBC modification also prohibits determining expected material properties by simple multipliers of lower‑bound values; CEBC requires material tests to establish expected properties in many cases. See § 304A.3.5.7 and § 304A.3.5.3.
Exceptions & special cases
- Exception for lower data collection intensity: Usual level data collection is allowed only for structures whose target performance objective is SPC‑2 or lower. Otherwise Comprehensive is required. See § 304A.3.5.3.
- For some OSHPD‑permitted buildings (constructed under an OSHPD permit based on the 1976 or later CBC), if original material properties are shown on drawings and original test data exist, the enforcement agency may permit no further material testing — but only when approved by the enforcement agent. See § 304A.3.5.3.
- The CEBC allows previously approved original construction test data to be used to satisfy part or all of the Comprehensive data‑collection requirement where applicable — again subject to enforcement‑agent approval. See § 304A.3.5.3.
Common mistakes
- Assuming default historical material values are acceptable without testing. The CEBC expects material properties to be established by testing (or by approved original data) — not by multiplying lower‑bound table values for expected strengths when CEBC requires testing. See § 304A.3.5.7 and § 304A.3.5.3.
- Treating sampling as ad‑hoc. CEBC requires statistically appropriate sampling and enforcement‑agent approval of the testing program. Do not assume one or two samples are enough without justification. See § 319.2 and § 304A.3.5.3.
- Forgetting to repair sample locations. CEBC requires that test locations be repaired to a state equivalent to their original condition. See § 304A.3.5.3.
- Using non‑approved load test procedures. If no standard test procedure exists for the material/component, the registered design professional must develop an approved test procedure and follow CBC §1708.2.2 acceptance criteria. See § 305A.1 (CEBC) referencing CBC § 1708.
Worked example — applying the rule (concrete scenario)
Scenario: A 4‑story non‑structural renovation triggers a seismic evaluation under ASCE 41. The building is to be evaluated to SPC‑4D. Original reinforced‑concrete shear wall drawings are incomplete and no original material test reports are available.
Steps required by the CEBC (what the engineer and owner must do):
- Because there is missing as‑built information and the performance objective is SPC‑4D, the CEBC requires Comprehensive data collection and a materials testing program approved by the enforcement agent (CEBC § 304A.3.5.3).
- Sample selection and quantity must be statistically appropriate (CEBC § 319.2) — the engineer documents the sampling plan and submits it for approval.
- Perform concrete compressive strength testing (e.g., cores) and tension testing of reinforcing bars in accordance with ASTM A615 for bar specimens per CEBC requirements; repair core/test locations to original condition when finished (CEBC § 304A.3.5.3).
- If after testing there remains reasonable doubt about a particular element’s gravity capacity, perform an in‑situ load test following CBC § 1708 procedures (CEBC § 305A.1 points to that CBC section), supervised by a registered design professional; use the test acceptance criteria in CBC §1708.2.2.
Note: CEBC does not prescribe exact sample counts or core numbers in these sections — those are to be chosen so results are statistically representative and approved by the enforcement agent (see § 319.2 and § 304A.3.5.3).
Related provisions
- § 305A.1 — CEBC direction that in‑situ load tests shall be conducted in accordance with CBC §1708.
- § 319.2 — CEBC requirement that existing conditions and properties be determined and that sampling be statistically appropriate.
- § 304A.3.5.3 — CEBC modification to ASCE 41 requiring Comprehensive data collection and enforcement‑agent approval of the testing program.
- CBC § 1708.1–1708.2.2 — In‑situ load test procedures, supervision, loads, durations and acceptance criteria referenced by the CEBC.
- § 304A.3.5.7 — CEBC modification prohibiting determination of expected material properties by multiplying lower‑bound values; requires testing for expected properties.
Code references
Grounded in the retrieved California Existing Building Code — click a citation to read the verbatim passage:
CEBC § 2.1 High relevance — show source text
1708 A .1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. The in-situ load tests shall be conducted in accordance with Section 1708 A .2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
1708 A .2 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1708 A .2.1 or 1708 A .2.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.
1708 A .2.1 Load test procedure specified. Where a referenced material standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708 A .2.2 shall apply.
1708 A .2.2 Load test procedure not specified. In the absence of applicable load test procedures contained within a material standard referenced by this code or acceptance criteria for a specific material or method of construction, such existing structure shall be subjected to an approved test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components that are not a part of the seismic force-resisting system, at a minimum the test load shall be equal to the specified factored design loads. For materials such as wood that have strengths that are dependent on load duration, the test load shall be adjusted to account for the difference in load duration of the test compared to the expected duration of the design loads being considered. For statically loaded components, the test load shall be left in place for a period of 24 hours. For components that carry dynamic loads (for example, machine supports or fall arrest anchors), the load shall be left in place for a period consistent with the component’s actual function. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:
Under the design load, the deflection shall not exceed the limitations specified in Section 1604 A .3.
Within 24 hours after removal of the test load, the structure shall have recovered not less than 75 percent of the maximum deflection.
During and immediately after the test, the structure shall not show evidence of failure.
SECTION 1709 A —PRECONSTRUCTION LOAD TESTS
CEBC § 17A-21 High relevance — show source text
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SECTION 1706 A —DESIGN STRENGTHS OF MATERIALS
1706 A .1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.
1706 A .2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1707 A .
SECTION 1707 A —ALTERNATIVE TEST PROCEDURE
1707 A .1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.2.3. The cost of all tests and other investigations required under the provisions of this code shall be borne by the owner or the owner’s authorized agent.
SECTION 1708 A —IN-SITU LOAD TESTS
1708 A .1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. The in-situ load tests shall be conducted in accordance with Section 1708 A .2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
1708 A .2 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1708 A .2.1 or 1708 A .2.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.
1708 A .2.1 Load test procedure specified. Where a referenced material standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708 A .2.2 shall apply.
1708 A **.2.2 Load test procedure not specified.
CEBC § 1706.1 High relevance — show source text
1706.1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.
1706.2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1707.
SECTION 1707—ALTERNATIVE TEST PROCEDURE
1707.1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.2.3 or 1.8.7, as applicable. The cost of all tests and other investigations required under the provisions of this code shall be borne by the owner or the owner’s authorized agent.
[BSC] In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the neces- sary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 1.2.1, Chapter 1, Division I. The cost of all tests and other investigations required under the provisions of this code shall be borne by the applicant.
SECTION 1708—IN-SITU LOAD TESTS
1708.1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. The in-situ load tests shall be conducted in accordance with Section 1708.2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
1708.2 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1708.2.1 or 1708.2.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.
1708.2.1 Load test procedure specified. Where a referenced material standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708.2.2 shall apply.
CEBC § 1708.1 High relevance — show source text
SECTION 1708—IN-SITU LOAD TESTS
1708.1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. The in-situ load tests shall be conducted in accordance with Section 1708.2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
1708.2 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1708.2.1 or 1708.2.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.
1708.2.1 Load test procedure specified. Where a referenced material standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708.2.2 shall apply.
1708.2.2 Load test procedure not specified. In the absence of applicable load test procedures contained within a material standard referenced by this code or acceptance criteria for a specific material or method of construction, such existing structure shall be subjected to an approved test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components that are not a part of the seismic force-resisting system, at a minimum the test load shall
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be equal to the specified factored design loads. For materials such as wood that have strengths that are dependent on load duration, the test load shall be adjusted to account for the difference in load duration of the test compared to the expected duration of the design loads being considered. For statically loaded components, the test load shall be left in place for a period of 24 hours. For components that carry dynamic loads (for example, machine supports or fall arrest anchors), the load shall be left in place for a period consistent with the component’s actual function. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:
Under the design load, the deflection shall not exceed the limitations specified in Section 1604.3.
Within 24 hours after removal of the test load, the structure shall have recovered not less than 75 percent of the maximum deflection.
During and immediately after the test, the structure shall not show evidence of failure.
SECTION 1709—PRECONSTRUCTION LOAD TESTS
CEBC § 6.2. High relevance — show source text
Adjacent structures or site features that may affect the retrofit design shall be identified._
The entire load path of the seismic-force-resisting system shall be determined, documented and evaluated. The load path includes all the horizontal and vertical elements participating in the structural response: such as diaphragms, diaphragm chords, diaphragm collectors, vertical elements such as walls frames, braces; foundations and the connections between the components and elements of the load path. Repaired or retrofitted elements and the standards under which the work was constructed shall be identified.
Data collection in accordance with ASCE 41 shall meet the following minimum levels: 1. [BSC] For state-owned buildings, the requirements shall be met following the data collection requirements of ASCE 41, Section 6.2.
2. [DSA-SS, DSA-SS/CC] For public schools and community college buildings constructed in conformance with the Field Act, visual condition assessment and usual material testing is required unless a more extensive level is required by ASCE 41, Section 6.2.
3. [DSA-SS, DSA-SS/CC] For public schools and community college buildings not constructed in conformance with the Field Act, comprehensive condition assessment and material testing is required, unless a more extensive level is required by ASCE 41, Section 6.2.
Concrete material requirements and testing for public school and community college buildings shall also comply with Sections 1911A and 1909.5 of the California Building Code, respectively.
Qualified test data from the original construction may be accepted, in part or in whole, by the enforcement agency to fulfill the data collection requirements.
Exceptions: 1. The number of samples for data collection may be adjusted with approval of the enforcement agency when it has been determined that adequate information has been obtained or additional information is required. 2. Welded steel moment frame connections of buildings that may have experienced potentially damaging ground motions shall be inspected in accordance with Chapters 3 and 4, FEMA 352, Recommended Post Earthquake Evaluation and Repair Criteria for Welded Moment-Frame Construction for Seismic Applications (July 2000).
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.
CEBC § 319.1.3 High relevance — show source text
319.1.3 For state-owned and community college buildings, where unreinforced masonry is not bearing, it may be used only to resist applied lateral loads. Where unreinforced masonry walls are part of the structure they must be assessed for stability under the applicable nonstructural evaluation procedure.
319.1.4 Public schools. [DSA-SS] For public schools, unreinforced masonry shall not be used to resist in-plane or out-of-plane seismic forces or superimposed gravity loads.
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319.1.5 Public schools. [DSA-SS] Wood horizontal diaphragms and wood vertical shear walls shall consist of either diagonal lumber sheathing or structural panel sheathing. Braced horizontal diaphragms may be acceptable when approved by DSA. Straight lumber sheathing may be used as diaphragms or shear walls only when overlain with structural panel sheathing. Let-in bracing, plaster (stucco), hollow clay tile, gypsum wallboard and particleboard sheathing shall not be relied upon to resist seismic forces.
319.2 Existing conditions. The existing condition and properties of the entire structure must be determined and documented by thorough inspection of the structure and site, review of all available related construction documents, review of geotechnical and engineering geologic reports, and performance of necessary testing and investigation. Where samples from the existing structure are taken or in situ tests are performed, they shall be selected and interpreted in a statistically appropriate manner to ensure that the properties determined and used in the evaluation or design are representative of the conditions and structural circumstances likely to be encountered in the structure as a whole. Adjacent structures or site features that may affect the retrofit design shall be identified.
The entire load path of the seismic-force-resisting system shall be determined, documented and evaluated. The load path includes all the horizontal and vertical elements participating in the structural response: such as diaphragms, diaphragm chords, diaphragm collectors, vertical elements such as walls frames, braces; foundations and the connections between the components and elements of the load path. Repaired or retrofitted elements and the standards under which the work was constructed shall be identified.
Data collection in accordance with ASCE 41 shall meet the following minimum levels: 1. [BSC] For state-owned buildings, the requirements shall be met following the data collection requirements of ASCE 41, Section 6.2.
2. [DSA-SS, DSA-SS/CC] For public schools and community college buildings constructed in conformance with the Field Act, visual condition assessment and usual material testing is required unless a more extensive level is required by ASCE 41, Section 6.2.
3. [DSA-SS, DSA-SS/CC] For public schools and community college buildings not constructed in conformance with the Field Act, comprehensive condition assessment and material testing is required, unless a more extensive level is required by ASCE 41, Section 6.2.
Concrete material requirements and testing for public school and community college buildings shall also comply with Sections 1911A and 1909.5 of the California Building Code, respectively.
CEBC § 11.4.5 High relevance — show source text
2. The site-specific response spectrum modified for soil-structure interaction effects shall not be taken as less than 70 percent of the spectral acceleration as determined from the design response spectrum and M CER response spectrum in accordance with ASCE 7 Sections 11.4.5 and 11.4.6, respectively.
Exception: For the seismic retrofit of existing nonconforming buildings, design ground motion shall be consistent with performance objectives in Section 304A.3.4 of this code.
304A.3.6.7 ASCE 41-23 Section 8.7. Modify ASCE 41-23 Section 8.7 with the following:
Seismic Earth Pressure. Where the grade difference from one side of the building to another exceeds one-half story height, the seismic increment of earth pressure shall be added to the gravity lateral earth pressure to evaluate the building overturning and sliding stability and the lateral force-resisting system below grade in combination with the building seismic forces.
304A.3.6.8 ASCE 41-23 Section 11.1. Modify ASCE 41-23 Section 11.1 by the following:
Scope: Unreinforced masonry walls (including unreinforced infill walls) and partitions are not permitted for General Acute Care (GAC) hospital buildings.
304A.3.6.9 ASCE 41-23 Chapter 16 and 17. Not permitted by OSHPD.
SECTION 305 A —IN-SITU LOAD TESTS
305 A .1 General. Where used, in-situ load tests shall be conducted in accordance with Section 1708 A of the California Building Code .
SECTION 306 A —ACCESSIBILITY FOR EXISTING BUILDINGS
306 A .1 Scope. Accessibility requirements for existing buildings shall comply with the California Building Code, Part 2, Volume 1, Chapter 11B.
SECTION 307 A —SMOKE ALARMS
Shall comply with the California Building Standards Code.
SECTION 308 A —CARBON MONOXIDE DETECTION
Shall comply with the California Building Standards Code.
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SECTION 309 A — RESERVED
SECTION 310A — COMPLIANCE ALTERNATIVES FOR SERVICES/SYSTEMS AND UTILITIES
310A.1 General. The provisions of this section are intended to maintain or increase the current degree of public safety, health and general welfare in existing buildings while permitting repair, alteration, addition and change of occupancy without requiring full compli- ance with California Building Code Chapters 2 through 33, or Sections 302A.3 and 502A through 506A, except where compliance with other provisions of this code is specifically required in this section.
CEBC § 304A.3.5.2 High relevance — show source text
1. Structural components shall be evaluated in accordance with Tier 3 systematic evaluations procedure in Chapter 6. 2. Nonstructural components shall be evaluated in accordance with Chapter 13.
Exception: For general acute care hospitals, seismic evaluation shall be permitted to be in accordance with Chapter 6 of the California Administrative Code (CAC) when required by provisions of that chapter.
304A.3.5.2 ASCE 41-13 Section 2.4 Seismic Hazard. Modify ASCE 41-13 Section 2.4 with the following:
Response spectra and acceleration time histories shall be constructed in accordance with 2016 California Building Code (CBC) Sections 1613A, 1616A, and 1803A.6 or equivalent provision in later versions of the CBC.
304A.3.5.3 ASCE 41-13 Section 6.2. Modify ASCE 41-13 Section 6.2 with the following:
Data Collection Requirements. The extent of data collection shall be at Comprehensive level for all structures, including struc- tures upgraded to SPC-4D. A testing program for materials properties shall be approved by the enforcement agent prior to
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commencement of material testing work. Previously approved material test results shall be permitted to be used to satisfy part of the comprehensive data collection requirements.
Exception: Data collection at Usual level shall be permitted for structures with SPC-2 or lower target performance objective.
Tension testing of reinforcing bars shall be in accordance with ASTM A615. All test specimens shall be the full section of the bar as rolled (8-in. gage length) and shall not be reduced.
At test sample locations, structural members, slabs and walls shall be repaired to a state that is equivalent to their original condition.
For buildings built under an OSHPD permit based on the 1976 or later edition of the CBC, where materials properties are shown on design drawings and original materials test data are available, no materials testing shall be required when approved by the enforcement agent.
304A.3.5.4 ASCE 41-13 Section 7.2.8.1. Modify ASCE 41-13 Section 7.2.8.1 with the following:
For the evaluation of one-story light-framed walls with or without hold-downs, ASCE 41-13 Equation 7-6 is permitted to be used. If Equation 7-6 is satisfied, no further evaluation or retrofit of the existing hold-down, if any, is required. If Equation 7-6 is not satisfied, hold-down shall be provided or retrofitted using ASCE 41-13 Equations 7-36 and 7-37. Equation 7-6 shall not be used to limit forces to other elements along the load path to the subject light-frame wall. Other elements, such as the diaphragm, collec- tor, shear wall, sill bolts, cripple wall, etc., shall be evaluated independently using ASCE 41-13 Equations 7-36 and 7-37 with the _associated m or J factors listed under Chapter 12.
CEBC § 304A.3.5.4 Medium relevance — show source text
Tension testing of reinforcing bars shall be in accordance with ASTM A615. All test specimens shall be the full section of the bar as rolled (8-in. gage length) and shall not be reduced.
At test sample locations, structural members, slabs and walls shall be repaired to a state that is equivalent to their original condition.
For buildings built under an OSHPD permit based on the 1976 or later edition of the CBC, where materials properties are shown on design drawings and original materials test data are available, no materials testing shall be required when approved by the enforcement agent.
304A.3.5.4 ASCE 41-13 Section 7.2.8.1. Modify ASCE 41-13 Section 7.2.8.1 with the following:
For the evaluation of one-story light-framed walls with or without hold-downs, ASCE 41-13 Equation 7-6 is permitted to be used. If Equation 7-6 is satisfied, no further evaluation or retrofit of the existing hold-down, if any, is required. If Equation 7-6 is not satisfied, hold-down shall be provided or retrofitted using ASCE 41-13 Equations 7-36 and 7-37. Equation 7-6 shall not be used to limit forces to other elements along the load path to the subject light-frame wall. Other elements, such as the diaphragm, collec- tor, shear wall, sill bolts, cripple wall, etc., shall be evaluated independently using ASCE 41-13 Equations 7-36 and 7-37 with the associated m or J factors listed under Chapter 12. Alternatively, if Equation 7-6 is not satisfied and retrofit is not performed, the wall contribution to the lateral resisting system shall be ignored. For all other building type conditions, Equation 7-6 shall not be used.
304A.3.5.5 ASCE 41-13 Section 7.3.2.1. Modify ASCE 41-13 Section 7.3.2.1 with the following:
Nonlinear Static Procedure. If higher mode effects are significant and building is taller than 75 feet above the base, the Nonlin- ear Dynamic Procedure shall be used.
304A.3.5.6 ASCE 41-13 Section 7.5.1. Modify ASCE 41-13 Section 7.5.1 with the following:
Acceptance Criteria – Drift Limitations. The interstory drift ratio shall not exceed the drift limits for Risk Category IV buildings in ASCE 7 Table 12.12-1 due to forces corresponding to BSE-1E or BSE-1N, as applicable.
Exception: Larger interstory drift ratios shall be permitted where justified by rational analysis that items identified in Chap- ter 6 Article 10 of the California Administrative Code can tolerate such drift and approved by the enforcement agent.
304A.3.5.7 ASCE 41-13 Section 7.5.1.4. Modify ASCE 41-13 Section 7.5.1.4 by the following:
Material Properties. Expected material properties are not permitted to be determined by multiplying lower bound values by the assumed factors specified in Chapters 8 through 12 and shall be based exclusively on materials tests.
CEBC § 3A-9 Medium relevance — show source text
305 A .1 General. Where used, in-situ load tests shall be conducted in accordance with Section 1708 A of the California Building Code .
SECTION 306 A —ACCESSIBILITY FOR EXISTING BUILDINGS
306 A .1 Scope. Accessibility requirements for existing buildings shall comply with the California Building Code, Part 2, Volume 1, Chapter 11B.
SECTION 307 A —SMOKE ALARMS
Shall comply with the California Building Standards Code.
SECTION 308 A —CARBON MONOXIDE DETECTION
Shall comply with the California Building Standards Code.
2025 CALIFORNIA EXISTING BUILDING CODE 3A-9
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SECTION 309 A — RESERVED
SECTION 310A — COMPLIANCE ALTERNATIVES FOR SERVICES/SYSTEMS AND UTILITIES
310A.1 General. The provisions of this section are intended to maintain or increase the current degree of public safety, health and general welfare in existing buildings while permitting repair, alteration, addition and change of occupancy without requiring full compli- ance with California Building Code Chapters 2 through 33, or Sections 302A.3 and 502A through 506A, except where compliance with other provisions of this code is specifically required in this section.
Services/systems and utilities that originate in and pass through or under buildings and are necessary to the operation of the hospital buildings shall meet the structural requirements of this section. Examples of services/systems and utilities include but are not limited to normal power; emergency power; nurse call; fire alarm; communication and data systems; space-heating systems; process load systems; cooling systems; domestic hot and cold water systems; means of egress systems; fire-suppression systems; building drain and sewer systems; and medical gas systems that support basic and supplemental services.
After January 1, 2030, services/systems and utilities for acute care hospital buildings shall not originate in or pass through or under a nonhospital or hospital building unless it has approved performance categories of SPC-3 or higher and NPC-5.
310A.1.1 Services/systems and utilities. Services/systems and utilities that are necessary to the operation of the hospital buildings shall meet the structural requirements of this section, based upon the approved Structural Performance Category (SPC) of the build- ing receiving the services/systems and utilities.
Services from a conforming building shall be permitted to serve a nonconforming building with prior approval of the Office. The services/systems and utilities in the nonconforming building shall be equipped with fail safe valves, switches or other equivalent devices that allow the nonconforming building to be isolated from the conforming building.
Exception: Remodel projects that use available existing services/systems and utilities are exempted from the requirements of this section. The enforcing agency shall be permitted to exempt minor addition, minor alteration and minor remodel projects and proj- ects to upgrade existing services/systems and utilities from the requirements of this section.
310A.1.1.1 Services/systems and utilities for hospital buildings.
CEBC § 319.8. Medium relevance — show source text
unless it can be demonstrated that_ reduced capacity meets the requirements of Section 319.8. 2. The lateral loading to or strength requirement of existing structural components is not increased beyond their capacity. 3. New structural components are detailed and connected to the existing structural components as required by the California Building Code. 4. New or relocated nonstructural components are detailed and connected to existing or new structural components as required by the California Building Code. 5. A dangerous condition is not created.
Use of ASCE 41 Tier 1 and Tier 2 deficiency only retrofit procedures are pre-approved for use where Section 317.3 does not require an
assessment.
319.12.1 State-owned buildings. [BSC] Voluntary modifications to lateral force-resisting systems conducted in accordance with Appendix A of this code and the referenced standards of the California Building Code shall be permitted.
319.12.1.1 Design documents. [BSC] When Section 319.12 is the basis for structural modifications, the approved design documents must clearly state the scope of the seismic modifications and the accepted criteria for the design. The approved design documents must clearly have the phrase “The seismic requirements of the California Existing Building Code have not been checked to determine if these structural modifications meet the full seismic evaluation and strengthening requirements of Sections 317-322: the modifications proposed are to a different seismic performance standard than would be required in Section 319 if they were not voluntary as allowed in Section 319.12.”
3-20 2025 CALIFORNIA EXISTING BUILDING CODE
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319.12.2 Public schools and community colleges. [DSA-SS, DSA-SS/CC] When Section 319.12 is the basis for structural modifications, the approved design documents must clearly indicate the scope of modifications and the acceptance criteria for the design.
SECTION 320 [BSC, DSA-SS & DSA-SS/CC]—METHOD A
320.1 General. The retrofit design shall employ the Linear Static or Linear Dynamic Procedures of ASCE 41, Section 7.4.1 or 7.4.2, and comply with the applicable general requirements of ASCE 41, Chapters 6 and 7. The earthquake hazard level and performance level given specified in Section 317.5 for the building’s risk category shall be used. Structures shall be designed for seismic forces coming from any horizontal direction.
SECTION 321 [BSC, DSA-SS & DSA-SS/CC]—METHOD B
321.1 The existing or retrofitted structure shall be demonstrated to have the capability to sustain the deformation response due to the specified earthquake ground motions and meet the seismic performance requirements of Section 317. The registered design professional shall provide an evaluation of the response of the existing structure in its modified configuration and condition to the ground motions specified. If the building’s seismic performance is evaluated as satisfactory and the peer reviewer(s) and the enforcement agency concurs, then no further structural retrofit and/or repair of the lateral load-resisting system is required.
CEBC § 3A-8 Medium relevance — show source text
3A-8 2025 CALIFORNIA EXISTING BUILDING CODE
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Tension testing of reinforcing bars shall be in accordance with ASTM A615. All test specimens shall be the full section of the bar as rolled (8-in. gage length) and shall not be reduced.
At test sample locations, structural members, slabs and walls shall be repaired to a state that is equivalent to their original condition.
For buildings built under an OSHPD permit based on the 1976 or later edition of the CBC, where materials properties are shown on design drawings and original materials test data are available, no materials testing shall be required when approved by the enforcement agent.
304A.3.6.3 ASCE 41-23 Section 7.2.9.1. Modify ASCE 41-23 Section 7.2.9.1 with the following:
For the evaluation of one-story light-framed walls with or without hold-downs, ASCE 41-23 Equation 7-6 is permitted to be used. If Equation 7-6 is satisfied, no further evaluation or retrofit of the existing hold-down, if any, is required. If Equation 7-6 is not satisfied, hold-down shall be provided or retrofitted using ASCE 41-23 Equations 7-39 and 7-40. Equation 7-6 shall not be used to limit forces to other elements along the load path to the subject light-frame wall. Other elements, such as the diaphragm, collector, shear wall, sill bolts, cripple wall, etc., shall be evaluated independently using ASCE 41-23 Equations 7-39 and 7-40 with the associated m or J factors listed under Chapter 12. Alternatively, if Equation 7-6 is not satisfied and retrofit is not performed, the wall contribution to the lateral resisting system shall be ignored. For all other building type conditions, Equation 7-6 shall not be used.
304A.3.6.4 ASCE 41-23 Section 7.5.1. Modify ASCE 41-23 Section 7.5.1 with the following:
Acceptance Criteria – Drift Limitations. The interstory drift ratio shall not exceed the drift limits for Risk Category IV buildings in ASCE 7 Table 12.12-1 due to forces corresponding to BSE-1E or BSE-1N, as applicable.
Exception: Larger interstory drift ratios shall be permitted where justified by rational analysis that both structural and nonstructural elements can tolerate such drift and approved by the enforcement agent.
304A.3.6.5 ASCE 41-23 Section 7.5.1.4. Modify ASCE 41-23 Section 7.5.1.4 by the following:
Material Properties. Expected material properties are not permitted to be determined by multiplying lower bound values by the assumed factors specified in Chapters 8 through 12.
304A.3.6.6 ASCE 41-23 Section 8.6.1. Modify ASCE 41-23 Section 8.6.1 with the following:
The product of RRS bsa x RRS e shall be not less than 0.7.
Frequently asked questions
Who decides if material testing or in‑situ tests are required?
The enforcing agency (building official) enforces CEBC triggers; the code requires testing when there is reasonable doubt, and for ASCE 41 work the testing program must be approved by the enforcement agent (see § 305A.1, § 304A.3.5.3).
Can I rely on default historical values for concrete or steel instead of testing?
Not for CEBC ASCE 41 work that requires Comprehensive data collection. The CEBC generally requires measured material properties or approved original test data; expected properties must not be set by simple multipliers of lower‑bound tables where the CEBC requires testing. See § 304A.3.5.3 and § 304A.3.5.7.
If I have old test reports from original construction, are new tests still necessary?
Original qualified test data may be accepted to fulfill data‑collection requirements if approved by the enforcement agency; otherwise submit a testing program for approval and perform Comprehensive testing where required. See § 304A.3.5.3.
What standard governs how an in‑situ load test is run?
The CEBC directs you to the California Building Code in‑situ load test rules (CBC § 1708): tests must be supervised by a registered design professional, simulate applicable loads, and meet the acceptance criteria of CBC §1708.2.
Are there special rules for testing reinforcing bars?
Yes — tension testing of reinforcing bars must comply with ASTM A615 and specimens must be the full section of the bar as rolled (8‑in. gage length), per CEBC modifications. See § 304A.3.5.3.
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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California Existing Building Code