Retrofit design procedures, ASCE 41 modifications, and Appendix A guidance

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

• CEBC § 3-20 High relevance — show source text

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  PROVISIONS FOR ALL COMPLIANCE METHODS

  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.

  When the evaluation indicates the building does not meet the required performance levels given in Table 317.5 for the risk category, then a retrofit and/or repair design shall be prepared that provides a structure that meets these performance objectives and reflects the appropriate consideration of existing conditions. Any approach to analysis and design is permitted to be used, provided that the approach shall be rational, shall be consistent with the established principals of mechanics and shall use the known performance characteristics of materials and assemblages under reversing loads typical of severe earthquake ground motions.

  Exception: Further consideration of the structure’s seismic performance may be waived by the enforcement agency if both the registered design professional and peer reviewer(s) conclude that the structural system can be expected to perform at least as well as required by the provisions of this section without completing an analysis of the structure’s compliance with these requirements. A detailed report shall be submitted to the responsible building official that presents the reasons and basis for this conclusion. This report shall be prepared by the registered design professional. The peer reviewer(s) shall concur in this conclusion and affirm to it in writing. The building official shall either approve this decision or require completion of the indicated work specified in this section prior to approval.

  321.2 The approach, models, analysis procedures, assumptions on material and system behavior and conclusions shall be peer reviewed in accordance with the requirements of Section 322 and accepted by the peer reviewer(s).

  Exceptions: 1. The enforcement agency may perform the work of peer review when qualified staff is available within the jurisdiction. 2. The enforcement agency may modify or waive the requirements for peer review when appropriate.

• CEBC § 319.8. High 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.”

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  PROVISIONS FOR ALL COMPLIANCE METHODS

  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 § 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 § 319.7.1 High relevance — show source text

  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.

  319.8 Strength requirements. All components of the lateral-force-resisting system must have the strength to meet the acceptance criteria prescribed in ASCE 41, Chapter 7 or as prescribed in the applicable Appendix A chapter of this code if a specific procedure in Section 319.1.1 is used. Any component not having this strength shall have its capacity increased by modifying or supplementing its strength so that it exceeds the demand, or the demand is reduced to less than the existing strength by making other modifications to the structural system.

  Exception: A component’s strength is permitted to be less than that required by the specified seismic load combinations if it can be demonstrated that the associated reduction in seismic performance of the component or its removal due to the failure does not result in a structural system that does not comply with the required performance objectives of Section 317. If this exception is taken for a component, then it cannot be considered part of the primary lateral-load-resisting system.

  319.9 Nonstructural component requirements. Where the nonstructural performance levels required by Section 317, Table 317.5 are N-D or higher, mechanical, electrical and plumbing components shall comply with the provisions of ASCE 41, Chapter 13, Section 13.2.

  Exception: Modifications to the procedures and criteria may be made subject to approval by the building official, and concurrence of the peer reviewer if applicable. All reports and correspondence shall also be forwarded to the building official.

  319.10 Structural observation, testing and inspection. Structural observation, testing and inspection as used in this section shall mean meeting the requirements of Chapter 17 of the California Building Code, with a minimum allowable level of investigation corresponding to seismic design category (SDC) D. Structural observation visits shall occur at significant construction stages and at the completion of the structural retrofit. Structural observation shall be provided for all structures.

  Additional requirements: [DSA-SS, DSA-SS/CC] For public schools and community colleges, construction material testing, inspection and observation during construction shall also comply with the California Administrative Code.

• CEBC § 319.10.2 High relevance — show source text

  319.10.2 Preconstruction meeting. A preconstruction meeting is mandatory for all projects which require structural observation. The meeting shall include, but is not limited to, the registered design professional, structural observer, general constructor, affected subcontractors, the project inspector and a representative of the enforcement agency (designated alternates may attend if approved by the structural observer). The structural observer shall schedule and coordinate this meeting. The purpose of the meeting is to identify and clarify all essential structural components and connections that affect the lateral and vertical load systems and to review scheduling of the required observations for the project’s structural system retrofit.

  319.11 Temporary actions. When compatible with the building use, and the time phasing for both use and the retrofit program, temporary shoring or other structural support is permitted to be considered. Temporary bracing, shoring and prevention of falling hazards are permitted to be used to qualify for Item 1 in Section 319.12 that allows inadequate capability in some existing components, as long as the required performance levels given in Section 317 can be provided by the permanent structure. The consideration for such temporary actions shall be noted in the design documents.

  319.12 Voluntary modifications to the lateral-force resisting system. Where modifications of existing structural components and additions of new structural components are initiated for the purpose of improving the lateral-force resisting strength or stiffness of an existing structure and they are not required by other sections of this code, then they are permitted to be designed to meet an approved seismic performance criteria provided that an engineering analysis is submitted that follows: 1. The capacity of existing structural components required to resist forces is not reduced, 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.”

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  PROVISIONS FOR ALL COMPLIANCE METHODS

• CEBC § 304A.3.5.4 High 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 § 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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  PROVISIONS FOR ALL COMPLIANCE METHODS

  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 § 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 § 1.10.1 High 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.

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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).

• CEBC § 304A.3.5.13 High relevance — show source text

  304A.3.5.13 ASCE 41-13 Section 10.7.1.1. Modify ASCE 41-13 Section 10.7.1.1 with the following:

  Monolithic Reinforced Concrete Shear Walls and Wall Segments. For nonlinear procedures, shear walls or wall segments with axial loads greater than 0.35 Po shall be included in the model as primary elements with appropriate strength and stiffness degrading properties assigned to those components subject to the approval of the enforcement agent. For linear procedures, the effects of deformation compatibility shall be investigated using moment-curvature section analyses and cyclic testing results of similar components to determine whether strengthening is necessary to maintain the gravity load-carrying capacity of that component.

  Horizontal wall segments or spandrels reinforced similar to vertical wall segments or piers shall be classified as wall segments, not shear wall coupling beams, in Tables 10-19 through 10-22.

  304A.3.5.14 ASCE 41-13 Section 10.12.3 Modify ASCE 41-13 Section 10.12.3 as follows:

  Exception: Component actions that are deformation controlled are permitted to use their expected strengths for the accep- tance criteria.

  304A.3.5.15 ASCE 41-13 Section 11.1. Modify ASCE 41-13 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.3.5.16 ASCE 41-13 Section 14.1. Modify ASCE 41-13 Section 14.1 by the following:

  Scope: For buildings located in Seismic Design Category F, verification of the interstory lateral displacements, the strength adequacy of the seismic force-resisting system and anchorage to the foundation shall be accomplished using the Nonlinear Dynamic Procedure.

  304A.3.5.17 ASCE 41-13 Chapter 15 and 16. Not permitted by OSHPD.

  304A.3.6 Modifications to ASCE 41-23. The text of ASCE 41-23 shall be modified as indicated in Sections 304A.3.6.1 through 304A.3.6.9.

  304A.3.6.1 ASCE 41-23 Section 2.1. Modify ASCE 41-23 Section 2.1 with the following:

  Seismic evaluations shall be performed for performance objective specified in Section 304A.3.4 of this code (CEBC) using proce- dure of this standard (ASCE 41-23) as follows:

  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.3.6.2 ASCE 41-23 Section 6.2. Modify ASCE 41-23 Section 6.2 with the following:

• CEBC § 319.9 High relevance — show source text

  Exception: A component’s strength is permitted to be less than that required by the specified seismic load combinations if it can be demonstrated that the associated reduction in seismic performance of the component or its removal due to the failure does not result in a structural system that does not comply with the required performance objectives of Section 317. If this exception is taken for a component, then it cannot be considered part of the primary lateral-load-resisting system.

  319.9 Nonstructural component requirements. Where the nonstructural performance levels required by Section 317, Table 317.5 are N-D or higher, mechanical, electrical and plumbing components shall comply with the provisions of ASCE 41, Chapter 13, Section 13.2.

  Exception: Modifications to the procedures and criteria may be made subject to approval by the building official, and concurrence of the peer reviewer if applicable. All reports and correspondence shall also be forwarded to the building official.

  319.10 Structural observation, testing and inspection. Structural observation, testing and inspection as used in this section shall mean meeting the requirements of Chapter 17 of the California Building Code, with a minimum allowable level of investigation corresponding to seismic design category (SDC) D. Structural observation visits shall occur at significant construction stages and at the completion of the structural retrofit. Structural observation shall be provided for all structures.

  Additional requirements: [DSA-SS, DSA-SS/CC] For public schools and community colleges, construction material testing, inspection and observation during construction shall also comply with the California Administrative Code.

  319.10.1 The requirement for structural observation shall be noted and prominently displayed on the front sheet of the approved plans and incorporated into the general notes on the approved plans.

  319.10.2 Preconstruction meeting. A preconstruction meeting is mandatory for all projects which require structural observation. The meeting shall include, but is not limited to, the registered design professional, structural observer, general constructor, affected subcontractors, the project inspector and a representative of the enforcement agency (designated alternates may attend if approved by the structural observer). The structural observer shall schedule and coordinate this meeting. The purpose of the meeting is to identify and clarify all essential structural components and connections that affect the lateral and vertical load systems and to review scheduling of the required observations for the project’s structural system retrofit.

  319.11 Temporary actions. When compatible with the building use, and the time phasing for both use and the retrofit program, temporary shoring or other structural support is permitted to be considered. Temporary bracing, shoring and prevention of falling hazards are permitted to be used to qualify for Item 1 in Section 319.12 that allows inadequate capability in some existing components, as long as the required performance levels given in Section 317 can be provided by the permanent structure. The consideration for such temporary actions shall be noted in the design documents.

  319.12 Voluntary modifications to the lateral-force resisting system. Where modifications of existing structural components and additions of new structural components are initiated for the purpose of improving the lateral-force resisting strength or stiffness of an existing structure and they are not required by other sections of this code, then they are permitted to be designed to meet an approved seismic performance criteria provided that an engineering analysis is submitted that follows: 1. The capacity of existing structural components required to resist forces is not reduced, unless it can be demonstrated that

• CEBC § 304A.3.5.17 High relevance — show source text

  Scope: For buildings located in Seismic Design Category F, verification of the interstory lateral displacements, the strength adequacy of the seismic force-resisting system and anchorage to the foundation shall be accomplished using the Nonlinear Dynamic Procedure.

  304A.3.5.17 ASCE 41-13 Chapter 15 and 16. Not permitted by OSHPD.

  304A.3.6 Modifications to ASCE 41-23. The text of ASCE 41-23 shall be modified as indicated in Sections 304A.3.6.1 through 304A.3.6.9.

  304A.3.6.1 ASCE 41-23 Section 2.1. Modify ASCE 41-23 Section 2.1 with the following:

  Seismic evaluations shall be performed for performance objective specified in Section 304A.3.4 of this code (CEBC) using proce- dure of this standard (ASCE 41-23) as follows:

  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.3.6.2 ASCE 41-23 Section 6.2. Modify ASCE 41-23 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 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.

  3A-8 2025 CALIFORNIA EXISTING BUILDING CODE

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

  PROVISIONS FOR ALL COMPLIANCE METHODS

  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.