ARTICLE 1-1
GENERAL

1-101. Abbreviations. The following abbreviations shall apply to Title 24, California Code of Regulations:

Authority: Government Code Section 11000, and Health and Safety Code Section 18931 (f).
Reference: Government Code Section 11000, and Health and Safety Code Section 18931 (d).

ARTICLE 1-2
DUTIES AND RESPONSIBILITIES OF THE BUILDING STANDARDS COMMISSION AND THE EXECUTIVE DIRECTOR

1-201.

1. The Commission may hear argument(s), based upon the record of the Proceedings of the Adopting Agency.
2. Duties and responsibilities of the executive director. The Executive Director shall be the Chief Executive of the State Building Standards Commission, and shall be the primary individual responsible for implementing the will of the Commission, and shall have the authority to:
   1. Recommend to the Commission, policies under which the office of the Commission will operate.
   2. Interpret and implement the policies of the Commission.
   3. Provide the administrative direction for the day-to-day work of the Commission.
   4. Manage the technical and support staff of the Commission.
   5. Represent the Commission to the Legislature.
   6. Review and approve or disapprove agencies' public notices of hearings for proposed buildings standards per Sections 11346.4 and 11346.5 of the government code.
   7. Ensure that Agencies comply with Section 18930 of the Health and Safety Code and Sections 11342 through 11446 (as required) of the government code, when adopting building standards, prior to submission to the Commission.
   8. Negotiate and execute contractual agreements necessary to carry out the mission of the Commission.
   9. Manage the Commission's appeals process.
   10. Represent the Commission to all levels of state and local government, and with the private sector.
   11. Perform other duties as required by the Commission and state statute(s).

Authority: Health and Safety Code Section 18931.
Reference: Health and Safety Code Sections 18925 and 18931.

ARTICLE 1-3
PUBLIC NOTICES AND HEARING DATES

1-301.

1. Public notices. Agencies, proposing to adopt building standards shall prepare a public notice which shall comply with Article 5 (commencing with Section 11346) of Chapter 3.5 of Part 1 of Division 3 of Title 2 of the Government Code.
2. Six copies of the public notices for proposed building standards shall be forwarded to the Building Standards Commission for review and approval. A Building Standards Face Sheet (BSC-1) with original signature shall be submitted with the notices.
3. Upon approval of the notice of hearing for building standards the Executive Director will forward the notice, within five working days, to the Office of Administrative Law for the sole purpose of publication in the California Administrative Notice Register, and return an approved copy to the submitting agency. If a notice is found to be incomplete or incorrect by Commission staff, the Executive Director shall return it to the submitting agency within five working days with comments.
4. Any public notice not acted upon within five working days shall be automatically approved and published.

Authority: Health and Safety Code Sections 18931 and 18935.
Reference: Health and Safety Code Sections 18931 and 18935.

1-302. Hearing dates. Agencies planning to conduct hearings relative to building standards shall, prior to giving public notice, acquire the written approval of the Commission as to the time and place of the hearing(s).

Authority: Health and Safety Code Sections 18931 and 18935.
Reference: Health and Safety Code Sections 18931 and 18935.

ARTICLE 1-4
SUBMISSION OF NONEMERGENCY AND EMERGENCY PROPOSED BUILDING STANDARDS TO THE COMMISSION

1-401.

1. After hearing or close of comment period by the adopting agency, all building standards shall be submitted as proposed building standards to the Commission for approval, in a format as prescribed by the Commission. Each proposed building standards package shall include:
   1. Building Standards Face Sheet (BSC-1) with the original signature of a person authorized to certify documents.
   2. Copies of the Public Notice, Informative Digest, Initial Statement of Reasons and proposed standards.
   3. Finding of Emergency Statement (submitted only with Emergency Regulations).
   4. Copies of Department of Finance Fiscal Impact Statement (Std. 399) together with fiscal analysis prepared by the submitting Agency.
   5. Copies of the written transcript or recorded minutes of the public hearing.
   6. Copies of exhibits submitted at the public hearing.
   7. Copies of correspondence received during public comment period.
   8. Copies of the Updated Informative Digest and Final Statement of Reasons.
   9. Copies of the proposed standards with any post hearing changes indicated, and a memo attesting to the 15-day public availability period.
   10. Agencies shall certify when the public comment period was closed, and that the submitted rulemaking is complete.
   11. An analysis which shall justify the approval of the building standard (s) in terms of the criteria as set forth in the State Building Standards Law, Part 2.5, Division 13, Section 18930, et seq., of the Health and Safety Code.
   12. Any referenced documentation relevant to the hearing as determined by the Executive Director of the Building Standards Commission.
   13. The number of copies of the proposed building standards packages to be forwarded to the Commission shall be determined by the Executive Director of the Building Standards Commission.
   14. All proposed building standards packages shall be indexed.
   15. If other than the Agency Director/Chief signs a Face Sheet (BSC-1), a delegation order shall be attached to the Face Sheet.
   16. If the building standards were filled as an emergency, a certification that the requirements of Government Code Section 11346.1 have been complied with.
2. The proposed building standards shall be submitted in the strikeout/underline format. If the proposed building standards amend existing building standards, all deletions must be shown in strikeout type and all additions, including punctuation, must be underlined. The provisions of this section may be waived by the Executive Director through written notification to the adopting agency.

Authority: Health and Safety Code Section 18931(f).
Reference: Health and Safety Code Section 18931 (f).

1-402.

Authority: Government Code Sections 11346.1 and 11346.5 and Health and Safety Code Section 18937.
Reference: Government Code Section 11346.1 and 11346.5 and Health and Safety Code Sections 18913 and 18937.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to amend Section 1-402, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

ARTICLE 1-5
PUBLIC PARTICIPATION

1-501. Every state agency with authority to propose or adopt building standards shall adopt regulations to ensure public participation in the development of building standards by July 1, 1995. State agencies' regulations shall establish methods to:

1. Identify all interested groups or persons affected by agency building standards.
2. Notify all interested groups and persons that building standards are to be developed, and maintain a listing of such groups or persons, should the Commission request it.
3. Make available draft proposals to interested groups or persons expressing interest.
4. Establish a procedure to provide interested groups or persons the opportunity to advise the adopting agency of the impact of the proposed standards. The adopting agency shall submit to the Commission their regulations to provide public participation prior to public hearing.

Authority: Health and Safety Code Section 18934.
Reference: Health and Safety Code Section 18934.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to amend Section 1-501, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

ARTICLE 1-6
APPEALS PROCEDURE

1-601. Scope of appeals. Appeals to the Commission and the matters which can be appealed are described in Health and Safety Code Section 18945.

Authority: Health and Safety Code Sections 18931, 18945, 18946 and 18949.
Reference: Health and Safety Code Sections 18931, 18945, 18946 and 18949.

HISTORY:

1. (BSC 1/89) Regular order by the California Building Standards Commission to amend Section 1-601, Part 1, Title 24, California Code of Regulations. Filed with the Secretary of State April 1990; effective April 17, 1990. Approved as a regular order by the California Building Standards Commission on April 16, 1990.

1-602. Filing of appeals.

Authority: Health and Safety Code Sections 18931 and 18945.
Reference: Health and Safety Code Sections 18931 and 18945.

1-603. Receipt and processing appeals.

1. Receipt of any appeal shall be acknowledged in writing by the Executive Director within 30 days of receipt advising the appellant and the state agency of the acceptance or rejection of the appeal as filed. The reply shall also set forth the planned action of the Commission in response to the application together with reasons for the proposed actions.
2. If the Executive Director determines that additional information is needed in order to decide the matter, the Executive Director may request such additional information and defer action on the matter until such additional information is received. If the Executive Director requests additional information, the appellant shall have 30 days from the date of the Executive Director's request within which to submit the information. If the requested information is not received within 30 days, the Executive Director may treat the appeal as having been abandoned or may, upon written notice to the appellant and the state agency, process the appeal on such information as is available. Upon written request the Executive Director may, for good cause, extend the 30-day period by one additional 30-day period.
3. The Executive Director and the Chair of the three-member Appeals Committee, appointed by the Chair of the Commission, shall, acting together, recommend to the Commission whether the appeal should be heard by the Appeals Committee or the full Commission. Suggested schedules for such hearings shall also be submitted. The recommendations shall be contained in the consent calendar of the next Commission meeting. The Executive Director shall advise the appellant and the state agency in writing within 15 days of the Commission's determination and the procedures and schedules to be followed for the hearing.

Authority: Health and Safety Code Section 18945.
Reference: Health and Safety Code Sections 18931 and 18946.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to amend Section 1-603, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-604. Hearings.

Authority: Health and Safety Code Section 18945.
Reference: Health and Safety Code Section 18931 and 18946.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to amend Section 1-604, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

ARTICLE 1-7
CONFLICT OF INTEREST CODE

1-701. (a) The Political Reform Act, specifically Government Code Section 87306, requires state and local governmental agencies to promulgate and adopt Conflict of Interest Codes. The Fair Political Practices Commission has adopted a regulation, Title 2, California Code of Regulations, Section 18730, containing the terms of standard Conflict of Interest Code, that can be incorporated by reference, and that may be amended by the Fair Political Practices Commission to conform to amendment in the Political Reform Act after public notice and hearings. Therefore, the terms of Title 2, California Code of Regulations, Section 18730, and amendment, thereto, duly adopted by the Fair Political Practices Commission, are hereby incorporated by reference and constitute the Conflict of Interest Code of the California Building Standards Commission.

Designated employees shall file statements of economic interest with the Commission. Upon receipt of the statements of the Commission members, the agency shall make and retain a copy and forward the original of these statements to the Fair Political Practices Commission. Statements of other designated employees are retained by the agency; no copies are forwarded to the Fair Political Practices Commission.

(b) Designated Employee and Disclosure Category

HISTORY:

1. (BSC 2/99) Article 1-7, Conflict of Interest Code. Amend Section 1-701. Approved by the Fair Political Practices Committee on October 29, 1999. Filed with the Secretary of State on December 31, 1999; effective January 30, 2000.
2. (BSC 01/09) Article 1-7, Conflict of Interest Code, and Appendix. Amend Section 1-701, add Section 1-702, and repeal the Appendix. Approved by the Fair Political Practices Commission on October 13, 2009; effective on January 1, 2010.

ARTICLE 1-8
PUBLIC PETITION REGULATIONS

1-801. Public petition. Any member of the public may petition either the Commission, the proposing agency or the adopting agency for the proposal, adoption, amendment or repeal of any state building standard or administrative standard appearing in Title 24 of the California Code of Regulations.

Authority: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-801, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-802. Criteria for public petition. A public petition for the proposal, adoption, amendment or repeal of a state building standard must meet the following criteria:

1. The subject issue must have statewide significance and must have implications for a whole category of projects or a broad range of project types.
2. The rationale for the petition must take the form of at least one of the following criteria:
   1. The subject regulation conflicts with pertinent statute(s). To substantiate this criterion, the petitioner must cite the subject regulation and the conflicting statute(s), and provide a clear written description of why the two are inconsistent.
   2. Compliance with the subject regulation is routinely impossible or onerous. To substantiate this criterion, the petitioner must cite the subject regulation, present written or photographic evidence of the difficulty in complying with it, and clearly show that the problem is common or potentially common to many different projects or project types in many different circumstances. This criterion shall not be used to justify a petition for the repeal or amendment of a regulation that poses difficulty to a single project.
   3. The regulation is inefficient or ineffective. To substantiate this criterion, the petitioner must cite the subject regulation, provide clear and concise written or photographic evidence of its ineffectiveness or inefficiency, describe a proposed alternative, and provide clear and convincing written or photographic evidence that it is more efficient or effective.
   4. The subject regulation is obsolete. To substantiate this criterion, the petitioner must show at least one of the following facts:
      1. That a material or product specified in the regulation is not available, or
      2. That there is no statute authorizing the subject regulation, or
      3. That significant developments in procedures, materials or other issues affecting the regulation have created a need for amendment or deletion of the regulation; that current state statutes permit amendment or deletion of the regulations; and that the regulation has the effect of prohibiting the use of a material or procedure that is demonstrated to the satisfaction of the submitting agency to accomplish the purpose of the regulation.
   5. There is a need for a new regulation. To substantiate this criterion, the petitioner must provide a clear written description of the proposed regulation, explain why it is necessary, and cite the statute(s) that require or authorize the new regulation.

Authority: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-802, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-803. Emergency clause. A petitioner may assert that his or her petition requires immediate action because there is imminent danger to the public health, safety or welfare. To substantiate the existence of a potential danger, the petitioner must include in the petition a written description of the specific facts showing the need for immediate action. If the emergency clause is approved and if the petition is accepted pursuant to Section 1-805 [Agency Duties], the proposing agency or adopting agency shall develop and/or adopt proposed changes.

Authority: Health and Safety Code Sections 18931 and 18937 and Assembly Bill 4082., Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931 and 18937 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-803, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-804. Petition submittal. Public petitions shall be submitted by the petitioner to either the Commission, the proposing agency or the adopting agency.

1. When submitted to the Commission, within fourteen (14) business days after receiving a petition, the Commission shall determine whether the petition is properly compiled and complete. For the purposes of this section, “properly complied and complete” means the petition meets the requirements set forth in Sections 1-802 [Criteria for Public Petition] and 1-803 [Emergency Clause].
2. When submitted to the Commission, within fourteen (14) business days after receiving a petition, the Commission shall return incomplete petitions to petitioners without action but with an itemization of the missing or incomplete items.
3. When submitted to the Commission, within fourteen (14) business days after receiving a petition, the Commission shall forward complete petitions to the appropriate proposing agency or adopting agency. The proposing agency or adopting agency shall have five (5) business days following receipt of petitions from the Commission to dispute the determination of completeness and/or the Commission's determination of completeness and / or the Commission's determination of jurisdiction. If the agency determines that the petition is incomplete, it shall, by the close of business on the fifth business day following receipt of the petition, return the petition to the Commission, with an itemization of the missing or incomplete items, and the Commission shall return the petition to the petitioner within twenty-five (25) business days of having originally received the petition without action in accordance with the procedures provided in subparagraph (b) above.
4. The Commission shall provide written notification to the petitioner that the petition is complete and undergoing proposing agency or adopting agency review, if the five (5) day period described in subparagraph (c) above expires without proposing agency or adopting agency action. This notification must be sent to the petitioner no more than twenty (20) business days after having first received the petition.
5. The Commission shall maintain records relating to the submittal and disposition of petitions. The Commission shall have no authority to rule on the contents of petitions except to determine whether sufficient information has been provided by the petitioner, unless specifically requested to do so by the proposing agency or adopting agency.

Authority: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082., Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-804, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-805. Agency duties. When the agency whose adoption responsibilities relating to building standards are transferred to the Commission receives a petition, that agency shall submit the petition to the Commission for compliance with Section 1-804 [Submittal]. After receiving a completed petition from the Commission, the proposing agency or adopting agency shall be responsible for the following duties:

1. The proposing agency or adopting agency may reject a petition, if the proposing agency or adopting agency disagrees with the Commission's determination that a petition is complete, or if the proposing agency or adopting agency believes the petition is in the jurisdiction of a different agency, the proposing agency or adopting agency shall notify the Commission no more than five (5) business days after receiving a petition.
2. If the proposing agency or adopting agency agrees that it has jurisdiction and that the petition is complete, it shall take one of the following actions, communicating with the petitioner, within the noted time lines:
   1. The agency may reject, accept or approve a petition in part and may grant such other relief or take such other action as it may determine to be warranted by the petition and shall notify the petitioner in writing of such action.
   2. If the agency denies the petition for cause pursuant to Section 1-806 [Criteria for Denying a Public Petition for Cause], it shall do so in writing within thirty (30) business days after the date of the written notification provided by the Commission pursuant to Subsection 1-804 (d).
   3. If the agency accepts the petition, it shall notify the petitioner in writing within thirty (30) business days after the date of the written notification provided by the Commission pursuant to Subsection 1-804 (d). For the purposes of this section, accepting the petition indicates that the agency believes the issue(s) merit proceeding to code development. Code development shall include the public participation criteria in Article 1-5, Part 1, Title 24, California Code of Regulations.
   4. If the approved petition contains an emergency clause, the agency shall also rule on the reasons posed in the clause, and if it concurs that an emergency exists, shall schedule code development and adoption procedures on an emergency basis.

Authority: Health and Safety Code Sections 18931, 18949.1, 18949.2, 18949.3, 18949.5 and 18949.6 and Assembly Bill 4082., Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Section 18931 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-805, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-806. Criteria for denying a public petition for cause. The proposing agency or adopting agency may deny a public petition pursuant to Section 1-805 [Agency Duties] for cause using at least one of the following criteria:

Authority: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082., Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931 and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-806, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-807. Appeal. Any person may request reconsideration of any part or all of a decision of any agency on any petition submitted. Any such request shall be submitted in accordance with these public petition procedures and shall include the reason or reasons why an agency should reconsider its previous decision. Such request for reconsideration must be submitted no later than sixty (60) days after the date of the decision involved. The agency's reconsideration of any matter relating to a petition shall be subject to the provisions of Section 1-806 [Criteria for Denying a Public Petition for Cause].

Authority: Health and Safety Code Sections 18931, 18945, and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931, 18945, and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-807, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-808. Appeal to the commission.

1. A petitioner may appeal, to the Commission, the final decision of a state agency when reconsideration is denied pursuant to Section 1-807 [Appeal]. When the petitioner appeals the decision of a state agency, it shall only be based on the criteria that the petition does not meet the requirements of Section 1-806 [Criteria for Denying a Public Petition for Cause].
2. Appeals to the Commission shall meet the same requirements of Section 1-807 [Appeal].
3. Should the Commission determine that the appeal does not meet the requirements of Section 1-806 [Criteria for Denying a Public Petition for Cause], the Commission shall direct the agency to accept and approve the petition.

Authority: Health and Safety Code Sections 18931, 18945, and 18949.6 and Assembly Bill 4082., Chapter 1289, Statutes of 1990.
Reference: Health and Safety Code Sections 18931, 18945, and 18949.6 and Assembly Bill 4082, Chapter 1289, Statutes of 1990.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section 1-808, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

1-809. Substitution of or supplementation by agency procedures.

1. These regulations shall not apply when an agency notifies the Commission that a petition process is mandated by specific statutes in addition to Government Code Section 11347.1, and/or that it has adopted its own regulations or procedures complying with Government Code Section 11347.1, and that it has notified the public of the existence of these statutes, regulations or procedures. Notification to the Commission shall consists of a written copy of such statutes, regulations or procedures and a description of the methods used to make the public aware of their existence. Upon such notification, the Commission shall exclude the agency from compliance with these regulations. If the Commission receives a petition pertaining to an excluded agency's jurisdiction, the Commission shall forward the petition without undertaking any of the duties contained in Sections 1-803 [Emergency Clause] and 1-804 [Submittal] directly to the agency and shall notify the petitioner of that fact.
   When an agency notifies the Commission of existing public petition regulations or statutes, those public petition regulations or processes must be at least as effective as the public petition regulations in Article 1-8.
2. These regulations are not intended to be the sole means by which the proposing agency or adopting agencies and the interested public can raise, discuss and resolve issues pertaining to building standards. Agency procedures such as public participation meetings, advisory committees, written and verbal correspondence between members of the public and agency personnel, and other methods are considered alternatives that may be chosed by a member of the public instead of or in addition to the public petition procedures described in these regulations.

Authority: Health and Safety Code Sections 18931 and 18949.6, Assembly Bill 4082., Chapter 1289, Statutes of 1990 and Government Code Section 11347.1.
Reference: Health and Safety Code Sections 18931 and 18949.6, Assembly Bill 4082, Chapter 1289, Statutes of 1990 and Government Code Section 11347.1.

HISTORY:

1. (BSC 2/93) Regular order by the California Building Standards Commission to adopt Section1-809, Part 1, Title 24, California Code of Regulations. Approved by Office of Administrative Law on January 27, 1995; filed at the Secretary of State on January 27, 1995; effective 30 days thereafter, which will be February 26, 1995. Publication date April 24, 1995.

ARTICLE 1-9
CODE ADOPTION PROCESS

1-900. Definitions. The following definitions govern the interpretation of this article:

1. “Challenge” means a written public comment received during a written comment period and directed at a proposed change or a code advisory committee recommendation or the procedures followed by the Commission in proposing or adopting the action.
2. “Code advisory committee” means an advisory panel or body appointed to advise the Commission with respect to building standards.
3. “Code change” means a proposed change to a building standard as defined by Health and Safety Code Section 18909.
4. “Code change submittal” means a proposed code change and its justification submitted to the Commission by a proposing agency.
5. “Commission” means the California Building Standards Commission.
6. “Executive Director” means the Executive Director of the California Building Standards Commission.
7. “Justification” means an initial statement of reason and the information needed to complete a notice of proposed action, including a determination as to the effect of the code change on housing costs.
8. “Proposing agency” means a state agency having authority and responsibility to propose a building standard for adoption by the Commission.
9. “Special code advisory committee” means an ad hoc committee established by the Commission, when necessary, to advise the Commission on a subject in the code needing extensive revision or on a complex subject which needs to be regulated or to perform a review of a proposed code change that warrants special technical review.
10. “Technical review” means a review of a proposed code change and its justification conducted pursuant to Health and Safety Code Section 18930 (c), (d), (e), (f) to ensure that a code change is justified in terms of criteria of Health and Safety Code Section 18930 (a), the nine-point criteria.

Authority: Health and Safety Code Sections 18929.1, 18949.6 and 18931 (f).
Reference: Health and Safety Code Sections 18927, 18929-18932, 18934, 18935, 18936, 18949.2, 18949.3, 18949.5 and 18949.6.

1-901. Procedure for code adoption process.

Authority: Health and Safety Code Sections 18929.1, 18949.6 and 18931 (f).
Reference: Health and Safety Code Sections 18927, 18929 through 18932, 18934, 18935, 18936, 18949.1, 18949.2, 18949.3, 18949.5 and 18949.6.

1-902. Code advisory committees.

Authority: Health and Safety Code Sections 18909(c), 18929, 18930.5, 18949.6 and 18931(f).

Reference: Health and Safety Code Sections 18927, 18929, 18930.5, 18931(f), 18934, 18936 and 18949.6.

HISTORY:

1. (BSC 2/92) Regular order by the California Building Standards Commission to adopt Section 1-901, Part 1, Title 24, California Code of Regulations. Filed with the Secretary of State February 10, 1994; effective March 12, 1994. Approved by the Office of Administrative Law on February 10, 1994.
2. (BSC 02/08) Article 1-9, Code Adoption Process. Amend Section 1-902. Effective June 21, 2009.

HISTORY NOTE APPENDIX

ARTICLE 1
ESSENTIAL SERVICES BUILDINGS

4-201. Purpose. Essential services buildings constructed pursuant to these rules and regulations shall be designed and constructed to resist gravity forces, to minimize fire hazards and to resist, insofar as practical, the forces generated by winds and major earthquakes of the intensity and severity of the strongest anticipated at the building site without catastrophic collapse, but may experience some repairable architectural or structural damage. An essential services building as designed and constructed shall be capable of providing essential services to the public after a disaster. In addition, the equipment and other accessories which are necessary for the continued functioning of the essential services operation shall be anchored and braced to resist earthquake forces.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001.

4-202. Scope. These regulations apply to the administrative procedures concerning the construction, reconstruction, alteration of or addition to any essential services building under the jurisdiction of a city, city and county, county (including special fire districts) or the State of California.

When the enforcement agency is the Division of the State Architect (DSA) all parts of the California Building Standards Code, as contained in Title 24 of the California Code of Regulations and adopted by that agency designate the building regulations which shall apply to an essential services building. The term “essential services building” shall include all buildings, structures, appurtenances and related systems or facilities as defined in Section 4-207.

These rules and regulations establish reasonable standards and minimum requirements for the design and construction of an essential services building. An essential services building shall also be designed and constructed to conform to the regulations adopted by the California State Fire Marshal in Title 24, CCR, for the particular occupancy concerned.

When the enforcement agency is a local agency, the locally adopted editions of the model codes and the administrative regulations contained in Part 1 (Sections 4-201 through 4-222 and 4-243 through 4-249) Title 24, California Code of Regulations (CCR) designate the building regulations which shall apply to an essential services building. The term “essential services building” shall include all buildings, structures, appurtenances and related systems or facilities as defined in Section 4-207.

If the building standards and regulations adopted by the city, city and county or county agency responsible for building safety are more restrictive than those adopted in the applicable sections of Title 24, CCR, then the local building standards and regulations shall govern within its jurisdiction.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001.

4-203. Interpretation. No regulation shall be construed to deprive the enforcing agency of its right to exercise the powers conferred upon it by law or limit the enforcing agency in such enforcement as is necessary to secure the safety of construction as required in the Essential Services Seismic Safety Act (see “Act,” Section 4-207.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001.

4-204. Delegation of authority. Any powers, duties and responsibilities pursuant to carrying out the provisions of the Essential Services Buildings Seismic Safety Act for the State Architect may be delegated by the State Architect to the Chief Structural Engineer, Division of the State Architect, subject to the direction of the State Architect.

Those powers, duties and responsibilities so delegated may include the observation of the implementation and administration of the Act, the adoption in consultation with local jurisdictions of the regulations necessary for carrying out the provisions of the Act, providing advice and assistance to local jurisdictions in matters concerning the Act or these regulations and acting as an appeals agency relative to the administration of the Act.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16022.

4-205. Application of building standards. Building standards are set forth in Parts 2, 3, 4, 5, 6, 7 and 12 of Title 24, CCR, and have been adopted as a basis for the approval of plans and specifications. These regulations shall not be construed to prevent the use of higher design standards nor to restrict the use of new or innovative design or construction techniques.

Where the designer desires to use innovative design or construction techniques not addressed in these regulations, it shall be necessary to submit for review and approval information including computations, test data and recommendations covering the design in question. The Division of the State Architect or local enforcement agency must be satisfied that the degree of safety achieved is equivalent to that achieved by the standards contained in Title 24, CCR. The enforcement agency review and approval of the innovative design or construction techniques shall precede the submission of plans and specifications utilizing these techniques.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001.

4-206. Approval of new essential services buildings. Plans and specifications shall be submitted to the appropriate enforcement agency for every new owned or leased essential services building before the plans are adopted by the governing board, authority, owner, corporation or other agency proposing to construct any essential services building.

Before any agency may convert an existing building into an essential services building, that agency shall submit plans and

specifications for the alteration of the building to the appropriate enforcement agency for approval. The plans shall provide for the alterations necessary for compliance with the requirements of these rules and regulations.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16011.

4-207. Definitions. The words defined in this section shall have the meaning stated therein throughout the rules and regulations contained in Part I (Administrative), Title 24, CCR.

ACT shall mean the Essential Services Buildings Seismic Safety Act of 1986, Sections 16000-16023, inclusive, of the Health and Safety Code.

ADDITION shall mean an increase in floor area or volume of enclosed space which is physically attached to an existing building by connections which are required for transmitting vertical or horizontal loads between the addition and the existing structure. The area exemption in Section 16010 of the Act does not apply to additions to essential services buildings when the total area of the existing building and the addition exceeds 2,000 square feet. An “addition” which is not required to be physically attached either for its own support or for support of the existing building shall be separated as required by Part 2, Title 24, CCR, and shall be deemed to be the construction of a new essential services building.

ALTERATION shall mean changes within an existing building as defined in Part 2, Title 24, CCR. Alterations to existing essential services buildings shall conform to the requirements of Title 24, CCR. Major alterations will be permitted, provided the entire essential services building as modified, including the structural alterations or additions, conform to the requirements of Title 24, CCR, if the area of the existing building, including additions, exceeds 2,000 square feet.

APPROVED PLANS AND SPECIFICATIONS shall mean plans, specifications, addenda and change orders which have been duly approved by the appropriate enforcement agency pursuant to Sections 16013 and 16016 of the Health and Safety Code and which are identified by a stamp bearing the name of the enforcement agency, the identification number, the date and the signature of the qualified reviewer as required in Section 16011 of the Act.

COMPLYING BUILDING shall mean a building which has been constructed or reconstructed in accordance with these rules and regulations.

DIVISION OF THE STATE ARCHITECT, or DIVISION or the initials DSA shall mean the Division of the State Architect in the Department of General Services, State of California.

ENFORCEMENT AGENCY shall mean the Division of the State Architect for state-owned or state-leased buildings and shall mean the enforcement agency of any city, county or city and county having jurisdiction over locally owned or locally leased essential services facilities.

ESSENTIAL SERVICES BUILDING means any building, or any building a portion of which is used or designed to be used as a fire station, police station, emergency operations center, California Highway Patrol office, sheriff’s office or emergency communication dispatch center.

EQUIPMENT shall mean all new or replacement equipment installed in any new or existing owned or leased building which is required for the functioning of the essential services operation. The installation of such equipment shall meet the support, bracing and anchorage requirements of Title 24, CCR. The area exemption in Section 16010 of the Act does not apply to the anchorage or bracing of equipment necessary to the operation of the essential services function.

FIRE STATION shall mean any building that contains the operational facilities, fire suppression, alarm and communications equipment necessary to respond to fire emergencies.

MAINTENANCE shall mean and include ordinary upkeep or repair work such as replacement in kind, repainting, replastering and reroofing.

NEW ESSENTIAL SERVICES BUILDING shall mean any newly erected essential services building or any existing building converted to essential services use subsequent to the effective date of the act regardless of whether the building is owned or leased by the public agency. Existing buildings housing essential services facilities owned or leased by the state, a city, a city and county or a county prior to the effective date of the act are exempt from these regulations except for the installation of new or replacement equipment. When a portion of a building is to be utilized for an essential services operation, the area so utilized and the utilities systems and components servicing the area shall be constructed according to these rules and regulations and shall be separated or protected from damage due to failures of other portions of the structure to the extent determined by the enforcement agency to insure continued functioning after an earthquake or other disaster. Ancillary buildings and facilities related to the essential services building function may be exempt from these regulations if the enforcement agency determines that such buildings and facilities are not necessary to the functioning of the essential services operation after an earthquake or other disaster.

NONSTRUCTURAL ALTERATIONS shall mean only such alterations which do not affect the safety of the essential services building and do not change, in any manner, its structural elements.

OWNER for the purposes of these regulations shall mean the public agency responsible for the essential services functions performed under its authority within an essential services building. The owner is responsible for applying for and obtaining the approvals and certifications required by these regulations.

PLANS as used in these regulations shall mean the drawings associated with the project such as, but not limited to, vicinity maps, site plans, foundation plans, floor plans, ceiling plans, roof plans, cross-sections, interior elevations, exterior elevations and details which are used in conjuction with the project specifications and which are necessary to accomplish construction in conformance with the requirements of the act.

POLICE STATION shall mean any building that contains the operational facilities and the alarm and communications equipment necessary to respond to police emergencies. This definition shall include the offices of local police departments, county sheriffs, California Highway Patrol and all offices nec

essary to the functioning of the essential services operation after an earthquake or other disaster.

PROJECT INSPECTOR shall mean any individual duly approved by the enforcement agency as the on-site inspector for a particular project. The project inspector shall be employed and paid by the owner and shall act under the general direction of the architect or registered engineer in general responsible charge of the project and under the supervision of the enforcement agency. The project inspector shall be responsible for inspecting all work included in the construction contract, except for work that must be inspected by an approved special inspector. (See Section 4-211 (c) for special inspection.)

RECONSTRUCTION is the repair of damage to an existing complying essential services building or an alteration of an existing noncomplying building to bring it into conformance with the safety standards established by these regulations for essential services buildings.

REGISTERED ENGINEER as used in these regulations shall mean a structural engineer, civil engineer, mechanical engineer or electrical engineer holding a valid certificate under Chapter 7, Division 3, of the California Business and Professions Code.

SPECIFICATIONS as used in these regulations shall mean the written document which is used in conjunction with the project plans to establish the job conditions, the quality and quantity of construction materials used in the project and the quality of workmanship required to accomplish the construction in conformance with the provisions of the act.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16003, 16011, 16018 and 16019.

4-208. Application for approval of drawings and specifications.

1. Before adopting plans and specifications, the agency responsible for the essential services function shall submit an application to the appropriate enforcing agency for written approval of said plans and specifications except where the new construction is a Type V or Type II-N one-story structure which contains 2000 square feet or less of floor area and is not located in a special studies zone as defined in Section 2622 of the Public Resources Code.
2. An architect, structural engineer or civil engineer may act as the agent for the essential services agency when filing the application for approval of plans and specifications.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16010, 16011 and 16015.

4-209. Designation of responsibilities.

1. General responsible charge. For every essential services building project there shall be an architect, structural engineer or civil engineer in general responsible charge of plans, specifications and observation of construction, except that plans, specifications and observation of construction may be under the responsible charge of a registered mechanical or electrical engineer for work involving only those respective branches of engineering. A project may be divided into parts, provided that each part is clearly defined by a building or similar distinct unit. The part, so defined, shall include all portions and utility systems or facilities necessary to the complete functioning of that part. Separate assignments of general responsible charge may be made for the parts.
2. Delegation of responsibility. The architect, structural engineer or civil engineer in general responsible charge may delegate responsibility for any portion of the work to, or may employ, or retain other architects, structural engineers or civil engineers. Registered mechanical and electrical engineers may be delegated responsibility for the mechanical and electrical portions of the work, respectively.
3. Evidence of responsibility. The stamp and signature of the architect or registered engineer on a plan, specification or other document shall be deemed evidence that full responsibility is assumed by the signator for the work shown thereon, including also those portions of the accompanying computations, specifications or plans which pertain to such work.
4. Alternates. The applicant, or the architect or registered engineer having general or delegated responsibility, may name one or more persons to act as alternate(s) for the design and/or observations of the work of construction, provided such persons are architects or registered engineers who themselves are qualified under these regulations to assume the responsibility assigned.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16011, 16012 and 16015.

4-210. Plans, specifications, computations and other data.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009, 16011, 16012, 16013 and 16014.

4-211. Observation and inspection of construction.

1. Observation by architect or registered engineer. The Act provides that the observation of the work of construction, reconstruction, alteration or addition shall be under the general responsible charge of an architect, structural engineer, civil engineer or, under certain conditions, a registered mechanical or electrical engineer for work involving only those respective branches of engineering. A geotechnical engineer shall provide the observation for placement of fills and shall submit a verified report attesting to the compliance of the engineered fill.
2. Inspection by project inspector. The owner must provide for and require competent, adequate and continuous inspection of all construction work by a project inspector approved for each individual project by the enforcement agency. The project inspector so approved shall cooperate with the architect or registered engineer in general responsible charge of the observation of the work of construction to ensure compliance with the approved drawings and specifications. The project inspector shall request interpretations and clarifications of the approved contract drawings and specifications when necessary from the responsible architect or registered engineer.
   For every project there shall be a project inspector who shall have personal knowledge as defined in Section 16021 of the Health and Safety Code of all work done on the project or its parts. On large projects adequate inspection may require the employment of one or more approved assistant inspectors. The employment of special inspectors or assistant inspectors shall not be construed as relieving the project inspector of his/her duties and responsibilities under Sections 4-214 and 4-219 of these regulations. The project inspector shall, under the direction of the architect or engineer, be responsible for monitoring the work of the special inspectors and testing laboratories to ensure that the special inspection and testing program is satisfactory completed.
   No work shall be carried out except under the inspection of the project inspector approved by the enforcement agency. The project inspector shall have had at least three years equivalent experience in construction work of a type similar to that for which he/she is proposed as inspector, shall have a thorough knowledge of building materials, and shall be able to read and interpret plans and specifications.
   The cost of project inspection shall be paid for by the owner (see “Project Inspector” definition in Section 4-207).
3. Special inspection. Special inspection by inspectors specially approved by the enforcement agency may be required for masonry construction, glued laminated lumber fabrication, wood framing using timber connectors, concrete batching, shotcrete, prestressed concrete, structural steel fabrication, high-strength steel bolt installations, welding, pile driving, electrical work or mechanical work. The cost of all special inspectors required by this section shall be paid for by the owner.
   The project inspector may perform special inspections if the project inspector has been specially approved for such purposes and has the time available to complete the special inspections in addition to project inspection work.
   The detailed inspection of all work covered by this section is the responsibility of the project inspector when special inspection is not provided. The enforcement agency may require special inspection for shop fabrication procedures that preclude the complete inspection of the work after assembly. The enforcement agency may require special inspection at the site in addition to those listed above if found necessary because of the special use of material or methods of construction.
   Approved special inspectors shall submit verified reports as required by Section 4-214, for the special work covered. Special inspectors shall periodically submit reports of inspections to the enforcement agency, the architect, the registered engineer responsible for the observation of structural work and the project inspector. Construction work that the special inspector finds not to be in compliance with the approved plans and specifications, and which is not immediately corrected upon notifying the contractor, shall be reported immediately to the project inspector, the enforcement agency, the architect and the registered engineer responsible for observation of the structural work.

Authority: Health and Safety Code Sections 16017 and 16022.
Reference: Health and Safety Code Sections 16015, 16017, 16020 and 16021.

4-212. Supervision of construction by the enforcement agency. During the construction, reconstruction, repair, alteration of or addition to any essential services building, the enforcement agency as provided in the Act, shall make such site visits and observations as in its judgment is necessary or proper for enforcement of the Act and the protection of the safety of the occupants of the building and the public. If at any time as the work progresses it is found that modifications or changes are necessary to achieve compliance with building standards, the enforcement agency shall direct the architect or registered engineer in general responsible charge to prepare and submit documents covering such modifications or changes for the review and approval of the enforcement agency.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16001, 16009 and 16020.

4-213. Tests.

1. General. Tests of materials are required as set forth in the approved plans and specifications and in Part 2, Title 24, CCR. Where job conditions warrant, the architect or registered engineer may waive certain tests with the approval of the enforcement agency. A list of all required tests of materials and of all required special inspections shall be prepared and submitted by the architect, structural engineer, or civil engineer in general responsible charge of the project at the time the plans and specifications are stamped for identification by the enforcement agency.
2. Test sampling. Test samples or specimens of material for testing may be taken by the architect or registered engineer, the architect's or engineer's representative, the project inspector or a representative of the testing agency. In no case shall the contractor, his employee or a vendor select the samples or specimens.
3. Test reports. One copy of all test reports shall be forwarded by the testing agency to the enforcement agency, the architect, the registered engineer responsible for observation of the structural work and the project inspector. Such reports shall include all tests made, regardless of whether such tests indicate that the material is satisfactory or unsatisfactory. Records of special sampling operations shall also be reported. The reports shall show that the material or materials were sampled and tested in accordance with the requirements of these regulations and with the approved plans and specifications. In the case of masonry or concrete, test reports shall show the specified design strength. Test reports shall also state whether or not the material or materials tested comply with the requirements of the approved plans and specifications.
4. Verification of test reports. Each testing agency shall submit to the enforcement agency a verified report, covering all tests and inspections which were required to be performed as of the date that work on the project is suspended or the services of the testing laboratory are terminated, and at the completion of the project, covering all of required tests and inspections. The verified report shall be signed, under penalty of perjury, by the professional engineer charged with engineering managerial responsibility for the laboratory. The verified report shall indicate that all tests and inspections were made as required by the approved plans and specifications, and shall list any noncompliant tests or inspections that have not been resolved by the date of the verified report. In the event that not all required tests or inspections were made by the laboratory making this verified report, those tests and inspections not made shall be listed on the verified report.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009, 16020 and 16021.

4-214. Verified reports. Sections 16020 and 16021 of the Act require that from time to time as the work of construction progresses, the architect or registered engineer in charge of observation of the work, each architect or registered engineer delegated responsibility for observation of a portion of the work, the project inspector, approved special inspectors and the contractor shall each make and sign under penalty of perjury, a duly verified report to the enforcement agency upon a prescribed form or forms, showing that of his or her own personal knowledge the work during the period covered by the report has been performed and materials have been used and installed in every material respect in compliance with the duly approved plans and specifications, and setting forth such detailed statement of fact as shall be required.

The term “personal knowledge” as applied to an architect or registered engineer means the personal knowledge that is obtained from periodic visits of reasonable frequency to the project site for the purpose of general observation of the work, and that is obtained from the reporting of others on the progress of the work, testing of materials, inspection and superintendence of the work. The exercise of reasonable diligence to obtain the facts is required.

The term “personal knowledge” as applied to an inspector means the actual personal knowledge that is obtained from the inspector's personal continuous inspection of the work in all stages of its progress. For work performed away from the site, the project inspector may obtain personal knowledge from the reporting of testing or special inspection of materials and work-manship for compliance with approved plans, specifications and applicable standards. The exercise of reasonable diligence to obtain the facts is required.

The term “personal knowledge” as applied to the contractor means the personal knowledge gained from constructing the building. The exercise of reasonable diligence to obtain the facts is required.

See Article 2, Section 4-240 and Article 3, Section 4-249 for the reporting requirements to state and local enforcement agencies, respectively.

Authority: Health and Safety Code Sections 16020, 16021 and 16022.
Reference: Health and Safety Code Sections 16020 and 16021.

4-215. Changes in the approved drawings and specifications.

1. General. All work shall be executed in accordance with the approved plans and specifications except where documents authorizing changes have been submitted by the responsible architect or registered engineer to the enforcement agency for review and approval. These documents shall describe the authorized changes, show the increase or decrease in the contract cost involved and shall contain the signatures of the responsible architect or registered engineer and the owner and shall bear the approval stamp of the enforcement agency.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16011, 16013 and 16015.

4-216. Final certification of compliance. The certification of compliance for the essential services building shall be issued by the enforcement agency when the project has been completed in accordance with the requirements as to safety of design and construction with Sections 16000-16023 of the Health and Safety Code (Essential Services Buildings Seismic Safety Act) and with the requirements of these regulations. The certification of compliance will be evidenced by a letter or a certificate of occupancy each of which shall contain a statement that the building design and review and the work of construction have been completed in accordance with the requirements of Sections 16000 through 16023 of the Health and Safety Code and Part 1, Title 24, CCR. The certificate of compliance will be directed to the owner of the essential services building.

Local enforcement agencies shall forward one copy of the certification of compliance to the DSA Headquarters Office in Sacramento.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009 and 16022.

4-217. Duties of the architect and registered engineers.

1. General. The architect or registered engineer is responsible to the owner and to the enforcement agency to see that the completed work conforms in every material respect to these regulations and the approved plans and specifications. The architect or registered engineer may, if so authorized, act as agent for the owner in completing and submitting the application to the enforcement agency.
   The architect or registered engineer, in no way, is relieved of any responsibility by the activities of the enforcement agency in the performance of its duties.
2. General responsible charge. The architect or registered engineer in general responsible charge shall advise the owner in regard to filing of the application for approval of plans, the selection of a project inspector and the selection of a testing laboratory. The architect or registered engineer shall prepare the plans, specifications, design computations and other data and shall prepare documents authorizing changes in the approved drawings and specifications when so directed by the owner or as required by conditions on the project. The architect or registered engineer shall make, or cause to be made, the corrections required on the various documents to comply with the requirements of these regulations and shall provide the project inspector and testing agency with a complete set of stamped plans, specifications and documents authorizing changes.
   The enforcement agency directs all technical correspondence to the architect or registered engineer in general responsible charge of the project.
3. Architect or engineer verified reports. All architects and registered engineers having responsibility for observation of the work of construction shall maintain such personal contact with the project as is necessary to assure themselves of compliance in every material respect with the approved plans and specifications and shall submit verified reports to the enforcement agency as required in Section 4-214. The architect or registered engineer in general responsible charge shall be responsible for the timely submitted of the required verified reports from the project inspector, the contractor and any other architects or engineers who have been delegated responsibility for observation of the work.
4. Testing program. The architect or registered engineer in general responsible charge shall establish the extent of the testing of materials consistent with the needs of the particular project and shall issue specific instructions to the testing agency. The architect or registered engineer shall also notify the enforcement agency as to the disposition of materials noted on laboratory reports as not conforming to the approved plans and specifications.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16015 and 16020.

4-218. Duties of the mechanical and electrical engineers. The architect, structural engineer or civil engineer in general responsible charge retains overall responsibility for the mechanical and electrical portions of the work when the design responsibility for that work has been delegated and the plans have been prepared by registered mechanical and electrical engineers.

Where plans, specifications and estimates for alterations or repairs only involve mechanical or electrical work, said plans, specifications and estimates may be prepared and the work of construction observed by a registered mechanical or electrical engineer, respectively, who shall be in general responsible charge.

The mechanical or electrical engineer shall fulfill the duties outlined in Section 4-217 when assuming general responsible charge and shall submit verified reports as required in Section 4-214. When accepting delegated responsibility, the mechanical or electrical engineer shall comply with the requirements of Sections 4-209 and 4-210 insofar as these may relate to the delegated work.

Authority: Health and Safety Code Sections 16022.
Reference: Health and Safety Code Section 16015.

4-219. Duties of the project inspector.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16017 and 16021.

4-220. Duties of the contractor.

1. Responsibilities. It is the duty of the contractor to complete the work covered by his or her contract in accordance with the approved plans and specifications therefore. The contractor in no way is relieved of any responsibility by the activities of the architect, registered engineer, project inspector or the enforcement agency in the performance of their duties.
2. Performance of the work. The contractor shall study carefully the approved plans and specifications and shall plan his schedule of operations well ahead of time. If at any time it is discovered the work is being done that is not in accordance with the approved plans and specifications, the contractor shall correct the work immediately.
   All inconsistencies or items which appear to be in error in the plans and specifications shall be promptly called to the attention of the architect or registered engineer, through the project inspector, for interpretation or correction. In no case, however, shall the instruction of the architect or registered engineer be constructed to cause work to be done that is not in conformity with the approved plans, specifications and change orders, and standards.
   The contractor must notify the project inspector, in advance, of the commencement of construction of each and every aspect of the work.
3. Verified reports. The contractor shall make and submit to the enforcement agency from time to time, verified reports as required in Section 4-214.
   If work on the building is being done by independent contractors having contracts with the owner, verified reports shall be submitted by each contractor regardless of the type of work involved.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16021.

4-221. Records. DSA shall maintain a record of the approved plans, specifications, addenda, change orders and letters of certification for state-owned or state-leased essential services buildings which have been certified as complying with the provisions of the Act. DSA shall also maintain a record of the letters of compliance for essential services buildings built under the jurisdiction of local enforcement agencies which have been submitted to DSA by those agencies.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16022.

4-222. Advisory board.

1. General. The State Architect may appoint an advisory board whose duty it is to serve in an advisory capacity to DSA in connection with administrative matters and with reference to regulations and requirements pertaining to the administration of the Act. This board shall also act as a board of review to which appeal can be made by owners, architects, engineers or other interested parties in case of disagreement with the interpretation by the local enforcement agencies and/or local appeals board of the Essential Services Buildings Seismic Safety Act or the regulations adopted pursuant thereto. For state agencies, the Advisory Board shall act as an appeals board for disagreements with the rulings, decisions, interpretations or acts of DSA.
2. Membership. The said board shall consist of nine members appointed by the State Architect and four ex-officio members who are: State Architect, the Chief Structural Engineer of DSA, the California State Fire Marshal, the Executive Director of the Building Standards Commission and the Chairman of the Seismic Safety Commission. The ex-officio board members may appoint alternates to serve on the board as their representatives. Of the appointive members, one shall be an architect, one shall be a structural engineer, one shall be a civil engineer, one shall be a mechanical engineer or an electrical engineer, one shall be a representative of the League of California Cities, one shall be a representative of the County Supervisors Association, one shall be a representative of the California Building Officials, one shall be a representative of the California Fire Chiefs Association and one shall be a representative of a law enforcement agency. The appointive members shall serve at the pleasure of the State Architect. The State Architect will select appointive members from nominations solicited from the California Council, American Institute of Architects, the Structural Engineers Association of California, the Consulting Engineers and Land Surveyors Association of California, the California Building Officials, the League of California cities, the County Supervisors Association, the California Peace Officers Association and from the California Fire Chiefs Association. The State Architect may also appoint additional ex-officio members. Ex-officio members are not entitled to vote in board actions.
3. Meetings. The board shall elect its own chairperson and vice-chairperson and shall convene upon the call of the chairperson or the State Architect whenever it may be necessary in the chairperson's or State Architect's judgment for the board to meet. The board shall adopt such rules of procedure as are necessary to enable it to perform the obligations delegated to it. The chairperson of the board shall at his or her discretion or upon the instruction of the board designate subcommittees to study and report back to the board on any technical subject or matter for which an independent study is desired or regarding appeals which are made to the board from interpretations of the enforcement agencies. The board members will be reimbursed for their reasonable expenses in attending meetings but shall receive no compensation for their services.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16022.

ARTICLE 2
STATE BUILDINGS

4-223. General. The provisions of Article 1 and Article 2 of these regulations shall apply to state-owned or state-leased essential services buildings. Article 2 requirements do not apply to essential services buildings under the jurisdiction of local enforcement agencies.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001.

4-224. Application for DSA approval of drawings and specifications.

1. The written approval of drawings and specifications shall consist of a letter issued by DSA when the procedures of Section 4-229 of these regulations are completed.
2. The agency responsible for the essential services function shall submit an application, for the approval of drawings and specifications to DSA. A separate application shall be submitted for each essential services building or group of buildings on each site. Applications shall be submitted to DSA on Form DSA-1, Application for Approval of Plans and Specifications. DSA forms are available on the Internet at www.dgs.ca.gov/dsa, or at any of the DSA regional offices.
3. The application shall contain a project name and location of the essential services building or buildings, the name of the architect or registered engineer in general responsible charge of the work, the names of the architects or registered engineers who have been delegated responsibility for portions of the work (see Section 4-209), the estimated cost of the project and all such other information as is requested on Form DSA-1 Application for Approval of Plans and Specifications.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16001 and 16011.

4-225. Designation of responsibility. In addition to the requirements of Section 4-209, Article 1 of these regulations, the following provisions shall apply;

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16011 and 16015.

4-226. Alternates in general responsible charge or delegated responsible charge. Alternates may be named on Form DSA-1, Application for Approval of Plans and Specifications, or in letter form. Letter forms shall be submitted to DSA prior to performance of work by the alternate and shall include an indication that the owner has been notified.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16015.

4-227. Estimate of cost. Estimates of cost shall be based on the cost of construction prevailing at the time the plans and specifications for the project are submitted to DSA. The estimated cost of a project shall be increased as necessary to include the estimated cost of every alternate building or portion thereof shown on the plans and specifications as if each alternate building and portion were to be constructed separately and simultaneously.

When a contract amount, or the cumulative total of two or more contract amounts, exceeds the estimated cost by more than 30 percent, the estimated cost shall be revised. An additional fee based on the contract amount shall be paid before proceeding with the work. When the actual cost of constructing all the work shown on the approved plans is less than 70 percent of the estimated cost, a refund of overpaid fees may be claimed. (See Section 4-232 for actual cost.)

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009 and 16011.

4-228. Procedure for approval of application and voidance of application.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009, 16011 and 16013.

4-229. Deferred approvals. Where a portion of the construction cannot be adequately detailed on the approved plans because of variations in product design and manufacture, the approval of plans for such portion, when specifically accepted by the enforcement agency, may be deferred until the material suppliers are selected provided the following conditions are met:

1. The project plans clearly indicate that a deferred approval by the enforcement agency prior to the fabrication and installation is required for the indicated portions of the work.
2. The project plans and specifications adequately describe the performance and loading criteria for such work.
3. An architect or registered engineer stamps and signs the plans and specifications for the deferred approval items. The architect or engineer in general responsible charge of the design of the project shall submit the plans and specifications for the deferred approval item to the enforcement agency, with notation indicating that the deferred approval documents have been found to be in general conformance with the design of the building.
4. Deferred approval shall not apply to the requirements of Section 4–210(b), (c) and (d) with regard to the vertical and lateral load resisting systems and elements of the building. The plans, details, specifications and computations for the structural portions of the building shall provide sufficient information to permit a complete review when the project is submitted.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009, 16011, 16012, 16013 and 16014.

4-230. Withdrawal of application. If a request is made by the owner of an essential services building for cancellation of the application and return of the plans and specifications, together with the fee paid, it will be granted only when the review of plans and specifications has not actually started. If the review of the plans and specifications has started, 30 percent of the paid fee will be refunded or applied to a new application for the same project.

No refund will be allowed for projects upon which only the minimum fee has been paid. No refund will be allowed after a contract has been let for any portion of the work except as provided in Section 4–228.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16009.

4-231. Fees. The filing fee required by DSA to accompany the submittal of project plans and specifications for essential services buildings shall be one and one-half percent (1.5%) of the first $1,000,000 of estimated cost and one and one-quarter percent (1.25%) of the excess of the estimated cost over $1,000,000 except that the minimum filing fee for any project shall be $250.

The words “filing fee” mean the fee which must accompany the application and the words “further fee” mean the fee which shall be paid to DSA if the actual cost exceeds the estimated cost by more than 5 percent.

The application for an essential services building is considered received when it, accompanied by the plans and specifications, structural design computations, site data and filing fee has been received by DSA and an application number has been assigned.

An Essential Services Building Account is hereby established in the Architecture Public Fund for the purpose of crediting the application fees paid by state agencies into the state treasury.

Authority: Health and Safety Code Sections 16022 and 16023.
Reference: Health and Safety Code Sections 16006, 16007 and 16009.

4-232. Project cost. For purposes of determining fees, both the estimated and actual costs of the project shall be the total outlay for all work included in the approved plans and specifications (exclusive of fees paid, but not recovered, for architectural engineering, inspection and testing services) regardless of whether the funds are provided by the state, local government authorities or agencies, or by private groups or individuals. In the event a building is converted to essential services building use, the cost shall include the value of the building. If work is done in portions, the actual cost shall be determined at the completion of each contract.

The estimated cost and the fee based thereon shall not be amended after plan check has started except as provided by Section 4–227 or for a permissible increase in the scope of the project. The scope of the project shall not be amended after bids for all or part of the project are opened. No portion of the fee can be returned after checking has started except as provided by Sections 4–227 and 4–230.

Actual project cost shall include all items which are normally considered to be contractor’s operation costs such as owner furnished labor and materials, bond insurance and use of owner’s facilities and shall not be reduced by chargebacks such as those for testing, inspection or overrun of contract time. All fees and/or reimbursable charges paid the construction managers shall be included in the actual cost of construction. When the contract for the work includes items not otherwise subject to the approval of DSA and not included in the approved plans and specifications, the actual cost shall include this work unless such costs are segregated bid items or by separately priced items of change orders, or by certified copy of a subcontractor’s bid. Such segregation shall not be made by contract price breakdown or estimates.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009 and 16011.

4-233. Revisions of plans and specifications.

1. General. No additional fee is charged upon submission of revisions to the approved plans and specifications, provided that the entire matter is actually one transaction having to do with the same essential services building and the revisions do not require substantial review for safety of design. If the original plans are abandoned and the plans and specifications submitted in lieu thereof are in fact for a new project rather than an identical building or where a modified set of plans is for an essentially different structural concept, it is necessary that a new application be filed and fee paid. This is regardless of the fact that the building may have the same name, be of the same general size and be situated at the same location as the essential services building for which the original application was submitted.
2. Addenda. Changes or alterations of the approved plans or specifications prior to letting a construction contract for the work involved shall be made by means of addenda. Addenda shall be stamped and signed by the architect or registered engineer in general responsible charge of preparation of the plans and specifications, and by the architect or registered engineer delegated responsibility for the portion affected by the addenda. Addenda shall be submitted to DSA for review and approval and as such become part of the approved contract documents.
3. Change orders. Changes or alterations of the approved plans or specifications after a contract for the work has been let shall be made by means of change orders. Change orders shall state the reason for the change, indicate the change in contract cost, if any, and shall be accompanied by supplementary drawings and calculations where necessary. All change orders shall be stamped and signed by the architect or registered engineer in general responsible charge of the work of construction of the project, and by the architect or registered engineer delegated responsibility for observation of the portion of the work of construction affected by the change order, and shall bear the signature of the authorized representative of the owner. Change orders shall be submitted to DSA for review and approval and as such become part of the approved contract documents.
   To avoid unnecessary delays in the completion of the work, the enforcement agency, at its discretion, may extend tentative verbal approval of proposed change order items upon receipt of sufficient information from the architect or registered engineer in general responsible charge to permit the enforcement agency to make a reasonable judgment on those items. At the earliest possible date subsequent to the tentative approval, the architect or registered engineer in general responsible charge shall submit to the enforcement agency for approval a formal completed change order covering those items given tentative verbal approval.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16009.

4-234. Billing for further fees. The owner shall be billed for further fees upon completion of the project or portion thereof if fee is due. Claims for refunds of five dollars or less due to errors in cost reporting or fee computation shall be made within six months from the date of filing.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16009.

4-235. Time of beginning construction and partial construction. Construction work whether for a new essential services building, or for a reconstruction, alteration or addition project for an essential services building, shall not be commenced, and no contract shall be let until the owner has applied for and obtained from DSA the required written approval of plans and specifications. Construction of all work shown in the approved plans and specifications shall be commenced within one year after the approval of the application; otherwise the approval of the part not commenced shall be void unless DSA has been notified and an extension of the approval has been granted. DSA may require that the plans and specifications be revised to meet its current regulations before a renewal of the voided approval is granted. Renewal shall not be granted after a period of four years beyond the date of the application approval.

State agencies may complete all work or proceed with construction of any part of the work included in the approved plans and specifications with the intent of completing the work later.

All work done and materials used and installed must be in accordance with and in conformity to the approved plans and specifications. DSA shall be notified whenever work is being carried on and failure to give such notice may result in voidance of the approval of the plans and specifications.

An uncompleted building shall not be construed as having been constructed under the provisions of the Essential Services Building Seismic Safety Act.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16016.

4-236. Notice of start of construction. The architect or registered engineer responsible for the project shall give DSA written notification before construction is to be started. As soon as a contract has been let, the architect or registered engineer shall furnish to DSA on Form DSA-102, Contract Information, the name of the contractor, the contract price and the date of starting of construction. DSA forms are available on the Internet at www.dgs.ca.gov/dsa, or at any of the DSA regional offices.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16016.

4-237. Notice of suspension of construction. DSA shall be notified by the project inspector when (1) the construction is suspended for more than two weeks or (2) the construction is suspended or abandoned for any reason for a continuous period of one year following its commencement at which time the approval of DSA becomes void. DSA may reinstate the approval upon the request of the owner.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16009.

4-237.1 Stop work order.

1. Whenever DSA finds any construction work being performed in a manner contrary to the provisions of this code and which would compromise the structural integrity of the building, the Department of General Services, State of California, is authorized to issue a stop work order.
2. The stop work order shall be in writing and shall be given to the owner of the property involved, or to the owner’s agent, or to the person doing the work. Upon issuance of a stop work order, the cited work shall immediately cease. The stop work order shall state the reason for the order, and the conditions under which the cited work will be permitted to resume.
3. Any person who continues working the cited work after having been served with a stop work order, except such work as that person is directed to perform to remove a violation or unsafe condition, shall be subject to penalties as prescribed by law.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16017.5.

4-238. Application for approval of project inspectors, assistant inspectors and special inspectors. For each essential services building project, an Inspector’s Qualification Record, Form DSA-5, shall be submitted for the proposed project inspector, a proposed assistant inspector, and may be required by DSA to be submitted for a proposed special inspector. The proposed project inspector and any proposed special inspector. The proposed project inspector and any proposed assistant inspector shall be interviewed by the architect or registered engineer in general responsible charge of the project to determine his/her qualifications. The architect or registered engineer shall recommend to DSA the approval of the inspector based upon his/her determination of the competency of the candidate to perform the inspection work.

Form DSA-5 for the proposed inspector, with the signatures of the architect or registered engineer and the owner, shall be submitted to DSA for review and approval. In addition to the information supplied on the qualification record, DSA may require a personal interview with the proposed inspector which may include oral and written examinations concerning inspection and testing procedures.

The submittal of the Inspector’s Qualification Record for the project inspector shall be made a minimum of 10 days prior to the start of construction on the project. The submittal of the Inspector’s Qualification Record for an assistant inspector, or when required for a special inspector, shall be made a minimum of 10 days prior to the use of the assistant inspector or special inspector on the project. DSA forms are available on the Internet at www.dgs.ca.gov/dsa, or at any of the DSA regional offices.

Authority: Health and Safety Code Sections 16017 and 16022.
Reference: Health and Safety Code Sections 16017 and 16021.

4-239. Tests. In addition to the requirements of Section 4–213, Article 1 of these regulations, the following provisions shall apply:

1. Performance of tests. The owner, with the recommendation of the architect or registered engineer shall select a qualified testing laboratory to conduct the tests. Sampling, preparation of samples and tests shall be in accordance with the standards as provided in the approved plans and specifications and in the applicable building regulations. Where a sample has failed to pass the required tests, the architect or registered engineer, subject to the approval of the enforcement agency, may permit retest of the sampled material.
2. Payments. The owner shall pay for all tests. When in the opinion of the architect or registered engineer additional tests are required because of the manner in which the contractor executes his work, such tests shall be paid for by the owner but the amount paid may be collected from the contractor. Examples of such tests are: Tests of materials substituted for previously approved materials, retests made necessary by the failure of materials to comply with the requirements of the specifications and load tests necessary because certain portions of the structure have not fully met specification or plan requirements.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009, 16020 and 16021.

4-240. Required filing of verified reports. Project inspectors, approved special inspectors and contractors shall file verified reports on Form DSA-6. Architects and engineers shall file verified reports on Form DSA-6A/E. DSA forms are available on the Internet at www.dgs.ca.gov/dsa, or at any of the DSA regional offices.

Verified reports shall be filed with DSA as follows:

1. By each contractor having a contract with the owner, at the completion of the contract.
2. By the architect, registered engineers, project inspector and approved special inspectors at the completion of the essential services building.
3. By the architect, registered engineers, project inspector and contractor at the suspension of all work for a period of more than one month.
4. By the architect, registered engineer, project inspector, approved special inspector or contractor whose services in connection with the project have been terminated for any reason.
5. At any time a verified report is requested by DSA.

Authority: Health and Safety Code Sections 16020, 16021 and 16022.
Reference: Health and Safety Code Sections 16020, 16021 and 16022.

4-241. Project inspector’s semimonthly reports. In addition to the verified reports required in Section 4-214, the project inspector shall make semimonthly reports of the progress of construction to the architect or registered engineer in general responsible charge. A copy of each such report shall be sent to the owner, the architect or engineer in general responsible charge and DSA. Semimonthly reports shall state the name, location and owner of the essential services building and shall

contain the application number and file number of the project for identification purposes. The reports shall include a list of official visitors to the project and whom they represent, a brief statement of the work done, instructions received from the architect or registered engineer during the period covered by the report and pertinent information regarding any unusual conditions or questions that may have arisen at the job. Forms are not provided by DSA for semimonthly reports. Failure to comply with this section will be cause for withdrawal of the approval of the project inspector.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16017.

4-242. Notifications by the project inspector. The project inspector shall notify DSA at the following times:

1. When construction work on the project is started, or restarted, if previously suspended per Item (d) below.
2. At least 48 hours in advance of the time when foundation trenches will be complete and ready for footing forms.
3. At least 48 hours in advance of the first placement of foundation concrete and 24 hours in advance of any subsequent and significant concrete placement.
4. When all work on the project is suspended for a period of more than two weeks.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16017.

ARTICLE 3
LOCAL BUILDINGS

4-243. General.

1. The provisions of Article 1 and Article 3 of these regulations shall apply to essential services buildings owned or leased by a city, city and county or county or a special fire district within these jurisdictions. The Division of the State Architect shall observe the implementation and administration of the provisions of the Essential Services Buildings Seismic Safety Act and these regulations pertaining to local jurisdictions under the authority granted in the Act.
2. Local jurisdictions shall establish such administrative procedures as they deem necessary and proper for the enforcement of the provisions of the Act so long as those procedures do not conflict with the requirements of Articles 1 and 3 of these regulations. The enforcement of these regulations is the responsibility of an authorized official of the local enforcement agency.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001.

4-244. Approval of drawings and specifications.

1. The required written approval of drawings and specifications may consist of either a building permit or other document as established by the enforcing agency.
2. Written notification by the local enforcement agency to DSA shall be required when the written approval of the drawings and specifications is issued by the local enforcement agency. The written notification shall contain a project name and location for the essential services building, the name of the architect or registered engineer in general responsible charge of the work, the estimated cost of the project, the name of the qualified plan reviewer (the licensed architect or registered engineer responsible for the design review) and if available the name of the project inspector. The written notification shall also include a statement signed by an official of the enforcement agency that the plans and specifications and the review thereof has been accomplished in compliance with the provisions of the Act and of these regulations.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16001 and 16011.

4-245. Voidance of application. Any change, erasure, alteration or modification of any plans or specifications bearing the identification or approval stamp of the enforcement agency may result in voidance of the approval of the application. However, the “written approval of the plans” may be extended by the enforcement agency to include revised plans and specifications after documents are submitted for review and approved.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Sections 16009, 16011 and 16013.

4-246. Time of beginning of construction and partial construction. Construction work whether for a new essential services building, or for a reconstruction, alteration or addition project for an essential services building, shall not be commenced nor shall any contract be let until the owner has applied for and obtained from the enforcement agency the required written approval of plans and specifications.

All work done and materials used and installed must be in accordance with and in conformity to the approved plans and specifications. The enforcement agency shall be notified whenever work is being carried on and failure to give such notice may result in voidance of the approval of the plans and specifications.

An uncompleted building shall not be considered as having been constructed under the provisions of the Essential Services Buildings Seismic Safety Act.

Authority: Health and Safety Code Section 16002.
Reference: Health and Safety Code Section 16016.

4-247. Notice of start of construction. The architect or registered engineer responsible for the project shall give written notification to the enforcement agency before construction is to be started. The architect or registered engineer shall furnish the name of the contractor, the contract price and the date of starting of construction.

Authority: Health and Safety Code Section 16022.
Reference: Health and Safety Code Section 16016.

4-248. Approval of the project inspector, assistant inspector and special inspectors by the enforcement agency.

Authority: Health and Safety Code Sections 16017 and 16022.
Reference: Health and Safety Code Sections 16017 and 16021.

4-249. Verified reports. The verified reports required by the Act to be filed by any architects, engineers, inspectors and contractors having responsibility for all or any portion of the construction work of the project shall be filed on a form prescribed by the enforcement agency. Original manual signatures of the architect, engineer, inspector and contractor are required on the verified report. Refer to Section 4-214 of these regulations for verified report requirements.

Authority: Health and Safety Code Sections 16020, 16021 and 16022.
Reference: Health and Safety Code Sections 16020 and 16021.

ARTICLE 1
GENERAL PROVISIONS

4-301. Purpose. School buildings constructed pursuant to these regulations are expected to resist earthquake forces generated by major earthquakes of the intensity and severity of the strongest experienced in California without catastrophic collapse, but may experience some reparable architectural or structural damage.

Authority; Education Code Sections 17310 and 81142.

Reference; Education Code Sections 17280 and 81130, inclusive.

HISTORY:

1. Repealer of Group 1, Articles 1-6 (§§ 1-80) and new Group 1, Articles 1-5 (§§ 1-6, 8, 10, 10.5, 11-14, 16-26, 26.1, 26.2, 26.5-26.9, 27-40, 50, 51, 60, 61, 62, 80 and Appendix), filed 11-1-66; effective thirtieth day thereafter (Register 66, No.38). For history of former sections see Registers 53, Nos. 15, 18; 54, No. 24; 55, No. 12; 56, No. 10; 59, No. 14;60, Nos. 8, 16; 61, No. 19; 64, No. 13.
2. Amendment filed 6-29-76 as an emergency; designated effective 7-1-76 (Register 76, No. 27).
3. Certificate of Compliance filed 10-15-76 (Register 76, No. 42).
4. Amendment of NOTE filed 6-19-79; effective thirtieth day thereafter (Register 79, No. 25).
5. Repealer filed 9-24-82 by OAL pursuant to Government Code Section 11349.7 (j); effective thirtieth day thereafter (Register 82, No. 39).
6. * Repealer of Group 1 (Articles 1-5, Sections 2-80, not consecutive) and new Group 1 (Articles 1-9, Sections 1-55, not consecutive and Appendix) filed 9-8-83; effective 9-15-83 pursuant to Government Code Section 11346.2 (d) (Register 83, No. 40). For prior history, see Registers 79, No. 25; 77, No. 40; 76, No. 42; 76, No. 27; and 74, No. 38.
7. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-301, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Buildings Standards Commission on December 9, 1992.

4-302. Scope.

1. General. Part 2, Title 24, California Code of Regulations (C.C.R.) designates the structural building regulations that shall apply to the design, construction, reconstruction, rehabilitation, alteration of or addition to any school building as defined in Sections 17283 and 81131 of the Education Code. The term “school building” shall include all buildings, structures, appurtenances and related systems or facilities as defined in Section 4-314.
   These regulations establish reasonable standards and minimum requirements for the structural integrity of public school buildings to resist, insofar as practicable, the forces of gravity, wind and earthquake for the protection of life and property.
   The design and construction of the mechanical and electrical systems in school buildings shall conform to the applicable building regulations in Title 24, C.C.R.
   Further, the design and construction of school buildings shall comply with the regulations adopted by the Division of the State Architect/Access Compliance (DSA-AC) and the Office of the California State Fire Marshal for the particular occupancies concerned. (See Title 24, C.C.R.)
   Authority; Education Code Sections 17310 and 81142.
   Reference: Education Code Sections 17280 and 81130.
2. Short term temporary buildings. Installation of temporary school buildings, used or designed to be used for school purposes following disasters such as earthquakes, fires and floods or during modernization projects, for which repairs are in progress, require approval by DSA. DSA has determined that compliance with the strict letter of the regulations is impractical in these circumstances. The modifications to the regulations granted by DSA are as indicated here and are recorded and entered in the files of DSA in accordance with Section 4-304.

DSA may grant “ Temporary Certification” to temporary buildings that meet all the requirements of regulations with the following modifications to the regulations and limitations:

1. “Temporary Certification” is for 24 months.
2. The building is a one-story relocatable building no greater than 2,160 square feet in area.
3. Documentation is provided indicating that the building was designed and constructed according to the 1976 or later edition of the Uniform Building Code published by the International Conference of Building Officials. The date of construction of each building module shall be provided.
4. Quality control procedures acceptable to DSA for the construction of the building to ensure compliance with the approved plans and specifications are provided.
5. A report is provided to show that the building has not sustained structural deterioration, been modified with out enforcing agency approval and has anchorage and bracing of overhead nonstructural elements that are acceptable to DSA.
6. A foundation system is provided that has been accepted by DSA.
7. All construction, except for the building superstructure, is to be inspected by a DSA-certified project inspector for conformance with the drawings provided by the architect. The inspector will submit a completed check list for each campus and will submit said checklist with the final verified report.
8. The architect or structural engineer in general responsible charge shall prepare site plans. DSA may make such review of the site plans and other submitted documents as in its judgment is necessary for the enforcement of these regulations.

Temporary buildings or structures such as sheds, canopies and fences used for the protection of the public around and in

* The reorganization of Group 1 is printed as a repealer and adoption for clarity.

conjunction with construction work may be erected by special application for approval from DSA for a limited period of time.

Temporary buildings or structures are subject to the regulations indicated in Section 4-302 (a), except as modified by DSA.

When the construction has been completed in accordance with this section, DSA will issue a temporary certificate of compliance in accordance with Section 4-339. Temporary buildings or structures shall be completely removed upon the expiration of the time limit stated in the temporary certification letter approving the special application for approval.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Section 17292.

HISTORY:

1. Editorial correction of printing error (Register 83, No. 45).
2. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-302, Part1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.
3. (DSA/SS 2/95) Regular order by the Division of the State Architect/Structural Safety Section to amend Section 4-302 (b). Filed with the Secretary of State on August 14, 1996, becomes effective September 13, 1996. Approved by the California Building Standards Commission on March 19, 1996.

4-303. Delegation of authority. All powers, duties, responsibilities pursuant to carrying out the provisions of the Field Act vested by law in the Department of General Services have been delegated by the Department to the State Architect.

Authority: Education Code Sections 17310 and 81142.
Reference: Government Code Section 14607.

4-304. Alternate materials and methods of construction and modifications. The provisions of these regulations are not intended to prevent the use of any material or method of construction not specifically prescribed by these regulations, provided any alternate has been approved and its use authorized by DSA.

DSA may approve any such alternate, provided DSA finds that the proposed design is satisfactory and complies with the provisions of these regulations and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in these regulations in suitability, strength, effectiveness, fire resistance, durability, safety and sanitation.

DSA shall require that sufficient evidence or proof be submitted to substantiate any claims that may be made regarding its use. The details of any action granting acceptance of an alternate shall be recorded and entered in the files of DSA.

When there are practical difficulties involved in carrying out the provisions of these regulations, DSA may grant modifications for individual cases. DSA shall first find that a special individual reason makes the strict letter of these regulations impractical and that the modification is in conformance with the intent and purpose of these regulations and that such modification does not lessen any fire protection requirements or any degree of structural integrity. The details of any action granting modifications shall be recorded and entered in the files of DSA.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280 and 81130.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-304, Part1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-305. Application of building standards. Building standards applicable to public school buildings are set forth in Parts 2, 3, 4, 5, 6, 7 and 12, Title 24, C.C.R., and have been adopted as minimum design and construction standards upon which to base the approval of plans and specifications. These regulations shall not be construed to prevent the use of higher design standards nor to restrict the use of new or innovative design or construction techniques.

Where the designer desires to use innovative design or construction techniques not addressed in these regulations it shall be necessary to submit for review and approval information including computations, test data and recommendations covering the design in question. The designer shall confer with DSA concerning the applicability of these innovative design or construction techniques to school building construction prior to the submittal of plans and specifications.

DSA must be satisfied that the degree of safety achieved by these innovative design and construction techniques is at least equivalent to that achieved by the regulations. This requirement shall apply to all buildings proposed for public school use for educational purposes as defined in these regulations. The proposed use of archaic building materials and structural systems such as those desired to be retained in buildings which have been designated as historically important shall be included in this provision. The determination of the equivalency of the degree of safety shall be the responsibility of DSA.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280 and 81130.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-305, Part1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-306. Approval of new school buildings, rehabilitation of school buildings and additions to school buildings. Plans and specifications for any new school building or the rehabilitation of or addition to any school building, regardless of cost, shall be submitted to DSA for approval in accordance with Section 4-315.

All new construction work which is part of an addition project shall comply with currently effective regulations. Existing school buildings for which an addition project is proposed shall be retrofitted as required by Section 4-309 (c).

Before the board may award a contract or commence construction work for the rehabilitation of a structure already owned (including those pre-1933 buildings not retrofitted or subsequently abandoned for school use under the provisions of the Garrison Act), or an existing building which has been purchased or leased, into a school building, the board shall submit application and plans of the building to DSA for approval. The plans shall provide for the retrofit necessary for full compliance with the requirements of currently effective regulations.

Refer to Section 4-307 for rehabilitation of an existing nonconforming building for use as a school building.

Prior to submittal of project application for the structural rehabilitation of an existing school building, the owner shall submit to DSA a pre-application for the rehabilitation project, fees in accordance with Section 4-326, and an Evaluation and Design Criteria Report for approval. The report shall propose the methodologies for evaluation and design, and determination of acceptance criteria for nonconforming construction, and shall propose the material testing and condition assessment requirements for the rehabilitation. The approved Evaluation and Design Criteria Report establishes the criteria for the evaluation and design to be used by the project design professionals and the material testing and condition assessment requirements.

The relocation or moving of an existing school building within the same school district or from one school district to another regardless of cost requires approval by DSA. (See Section 4-314.)

The provisions of this section shall not apply to a “temporary-use building.”(See Section 4-314 for definitions of “new school building” and “temporary-use building.”)

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280 and 81130.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-306, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective july 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-307. Rehabilitation of an existing nonconforming building for use as a school building.

1. An existing nonconforming building rehabilitated for use as a school building is considered, for the purpose of the application of Title 24, to be a new school building. Plans and specifications for rehabilitation of any existing nonconforming building, or portion thereof, for use as a school building shall provide for the retrofit necessary for compliance with the health and safety standards contained in Title 24, C.C.R., currently effective edition. Existing materials or systems not specifically prescribed in current safety standards are permitted to be evaluated for equivalency and approved in accordance with Section 4-304. The seismic evaluation and retrofit design shall comply with the provisions of Sections 3417 through 3423, Part 2, Title 24, C.C.R.
2. A site, which is currently not an existing school site, on which one or more existing nonconforming buildings are rehabilitated for use as school building(s) is considered to be a new school site for the purpose of the application of Title 24. Any building on a new school site which is not rehabilitated and approved as a school buildings shall not be used for school purposes and shall be subject to the provisions of Section 4-310.
3. Prior to submittal of a project application for the structural rehabilitation of an existing nonconforming building, the owner shall submit to DSA a pre-application for the rehabilitation project, fees in accordance with Section 4-326, and an Evaluation and Design Criteria Report for approval. The report shall propose the methodologies for evaluation and design, and determination of acceptance criteria for nonconforming construction; and shall propose the material testing and condition assessment requirements for the rehabilitation. The approved Evaluation and Design Criteria Report establishes the criteria for the evaluation and design to be used by the project design professionals, and the material testing and condition assessment requirements.

4-308. Reconstruction or alterations projects not in excess of $25,000 in cost. Projects involving only reconstruction or alterations whose estimated costs do not exceed $25,000 do not require approval by DSA, but such approval can be obtained at the request of the school board and by compliance with these regulations. The cost of work classified as maintenance as defined in Section 4-314 shall not be considered for purposes of this section. The regulations of the Division of the State Architect/Access Compliance and of the California State Fire Marshal may apply to any project, including maintenance, regardless of cost. See Section 4-302.

In authorizing and completing the design and construction of projects with an estimated cost below $25,000 as described in this section, the school board assumes responsibility for employing an architect or a registered engineer to prepare the plans and specifications and for adequate inspection of the materials and work of construction to ensure compliance with the currently effective provisions of Title 24,C.C.R.

The dollar amount cited in this section shall be increased on an annual basis, according to an inflationary index governing construction costs that is selected and recognized by the Division of the State Architect. This annually adjusted dollar amount shall be published by DSA and made available to school boards and the public.

School construction projects shall not be subdivided for the purpose of evading the cost limitations of this section.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17295, 81130 and 81133.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-308, Part1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective july 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.
2. (DSA/SS 9/96) 1996 Annual Code Adoption Cycle will amend Section 4-308, of Part 1, Title 24, C.C.R. Filed with the Secretary of State on March 4, 1997; effective April 3, 1997. Approved by the California Building Standards Commission on February 6, 1997.

4-309. Reconstruction or alteration projects in excess of $25,000 in cost.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17295, 81130 and 81133.

HISTORY:

1. New section filed 2-28-86; effective 30th day thereafter ( Register 86, No. 9.)
2. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-309, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-310. School garages, warehouses, storage and similar buildings, dwellings for employees and miscellaneous structures. The Act does not apply to buildings or structures constructed by a school district for the purpose of and used solely for housing, buses and minor mechanical equipment or for nonschool use where such buildings or structures do not provide facilities for either pupils or teachers and are not intended to be entered by them as such for school purposes. Similarly, the Act does not apply to dwellings for employees or to district-wide administrative buildings on sites separate from school sites, which are not to be used or entered by pupils or teachers, for school purposes.

DSA approval for accessibility is required in accordance with Section 5-101. Approvals from other agencies may also be required. Such buildings or structures shall not be used for school purposes. It shall be the responsibility of the school board to take all necessary measures and precautions to prevent such use and to prevent injuries to pupils or teachers on school grounds as a result of collapse of such buildings or structures. Any such building excluded from the provisions of these regulations shall be posted with a sign pursuant to Sections 17368 and 81165 of the Education Code.

In authorizing and completing the design and construction of district-owned buildings as described in this section, the school board assumes responsibility for employing appropriately licensed architects or registered engineers to prepare the plans and specifications and for adequate inspection of the materials and work of construction to ensure compliance with the provisions of Parts 2, 3, 4, 5, 6, 7 and 12, Title 24, C.C.R., as adopted by the Building Standards Commission.

For these cases DSA requires that a resolution be passed by the school board stating that the building or structure shall not be used for school purposes and that no pupils or teachers, as such, will be permitted to use or enter the said building for said purposes or be subjected to a hazard resulting from its collapse. A copy of the resolution shall be submitted to DSA.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17368, 81130 and 81165.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-310, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-311. Condemnation. DSA has no authority under the Act to order the closing of any school building. However, if requested by the school district or on DSA's own volition, DSA shall examine and report on the safety of structural aspects of any school building that appear to be deficient. The report shall state in writing to the school board whether or not the investigated structural aspects of the building are in compliance with the code in effect at the time of construction, and shall also state whether or not the building is safe for school use. (See Sections 4-345 and 4-346.)

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17311 and 81143.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-311, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-312. Demolition. Demolition is the entire razing or destruction of a school building or a school building unit. It is not necessary to secure the approval of DSA for such demolition. It is the responsibility of the school board to notify DSA of such demolition.

Approval by DSA is required for any partial demolition of existing buildings or any demolition which is part of a reconstruction, rehabilitation, alteration or addition.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17310 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-312, Part1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 2
DEFINITIONS

4-313. General. The words defined in Section 4-314 shall have the meaning stated therein throughout the regulations contained in Part 1, Section 4-300, et. seq, Title 24, C.C.R.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17283, 81130, 81131 and 81529.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-313, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9,1992.

4-314. Definitions.

ACT shall mean the Field Act, Sections 17280-17316 and 81130-81147, inclusive of the Education Code.

ADDITION as that term is used in these regulations shall mean an increase in floor area or volume of enclosed space that is structurally attached to an existing certified building by connections which are required for transmitting vertical or horizontal loads between the addition and the existing structure. An addition which is not required to be structurally attached either for its own support or for support of the existing building shall be separated as required by Part 2, Title 24, C.C.R., and shall be deemed to be the construction of a new school building as that term is used in Sections 17280 and 81130 of the Act.

ALTERATION is a change within or to an existing building. The relocation or moving of an existing certified school building is considered to be an alteration requiring filing of the plans and specifications with, and certification by, DSA.

APPROVED PLANS AND SPECIFICATIONS as used in these regulations shall mean plans, specifications, addenda, change orders and other documents which have been duly approved by DSA pursuant to Sections 17295 and 81133 of the Education Code. The plans and specifications shall be identified by a stamp bearing the name “Division of the State Architect” the application number, initials of the plan reviewers and date of stamping. The written approval as required by Section 17297, Education Code, shall not be issued until a copy of plans and specifications bearing DSA's identification stamp is on file at the Division of the State Architect.

ARCHITECT shall mean a certified architect holding a valid license under Chapter 3, Division 3, of the California Business and Professions Code.

CERTIFIED BUILDING shall mean a building which was constructed or reconstructed in accordance with Article 3 or 7 commencing with Sections 17280 and 81130, respectively, of the Education Code and with the regulations in effect at the time of their certification.

DIVISION OF THE STATE ARCHITECT or DIVISION, or initials DSA, shall mean the Division of the State Architect

in the Department of General Services, State of California. Approval, disapproval, orders and certificates of compliance shall be issued directly by the State Architect who shall act for the Department of General Services in carrying out the provisions of the Act.

GARRISON ACT (1939), Sections 17280–17316 and 81160–81192 of the Education Code, as amended, prescribes the actions to be taken by school board members to preclude personal liability for the continued use of unsafe school buildings.

GEOTECHNICAL ENGINEER shall mean a professional engineer holding a certificate to use the title geotechnical engineer, soil engineer or soils engineer under the law regulating the practice of civil engineering comprising Chapter 7 of Division 3, of the California Business and Professions Code.

INSPECTOR shall mean any person duly approved by DSA to perform construction inspection for a particular project. (See Sections 4-333 and 4-342.)

MAINTENANCE shall mean and include ordinary upkeep or repair work such as replacements in kind, repainting, replastering and reroofing. Reroofing shall be limited to one additional application and shall include an examination of the structural elements of the roof, walls, ceilings and all other elements which may have suffered deterioration from moisture resulting from roof leaks. Maintenance shall not include work, other than repainting, on structural framing nor include the replacement of large mechanical, electrical or plumbing units or systems.

NEW SCHOOL BUILDING shall mean any newly erected school building and/or existing owned, leased or purchased building converted to school use and certified by DSA.

NON CONFORMING BUILDING is a building that has not been certified by DSA as a school building.

NONSTRUCTURAL ALTERATIONS shall mean only such alterations as do not affect the structural safety of the school building and that do not change, in any manner, its structural elements.

OFFSITE LOCATION is a building designated by the governing board to be used for less than full-time instruction in educational programs which require such offsite facilities in order to fulfill the objectives of the programs. Such designated buildings shall not be located on, or adjacent to, a school site and its primary use shall be for other than public school purposes. The designation of off-site location is subject to review by DSA. (See Education Code Section 81529.)

PLANS as used in these regulations shall mean the drawings associated with the project such as, but not limited to, vicinity maps, site, plans, foundation plans, floor plans, ceiling plans, roof plans, cross sections, interior elevations, exterior elevations and details.

PROFESSIONAL ENGINEER as used in these regulations shall mean an engineer holding a valid certificate under Chapter 7, Division 3, of the California Business and Professions Code, in that branch of engineering which is applicable.

PUPILS as used in these regulations shall mean persons who are performing a required activity or entering a building by virtue of being a pupil enrolled in an elementary or secondary school district or a community college district.

RECONSTRUCTION is the repair of damage to an existing certified school building.

REGISTERED ENGINEER as used in these regulations shall mean a structural engineer or a professional engineer as defined in this section.

REHABILITATION is the retrofitting of an existing nonconforming building or a school building conforming to earlier code requirements to bring the building, or portion thereof, into conformance with the safety standards of the currently effective regulations, Parts, 2, 3, 4, 5, 6, 7, 8, 9 and 12, Title 24, C. C. R.

RELOCATABLE BUILDING is any building with an integral floor structure which is capable of being readily moved. (See Education Code Section 17350.) Relocatable buildings that are to be placed on substandard foundations not complying with the requirements of Part 2, Title 24, C.C.R., require a statement from the school district stating that the durability requirements for those foundations may be waived and acknowledging the temporary nature of the foundations.

RELOCATION shall mean the physical moving of any certified building either as a single unit or in parts form its original location to a new location on the same campus or on a different campus. Relocation of a building requires the approval of DSA.

RETROFIT is the construction of any new element or system, or the alteration of any existing element or system required for the rehabilitation of the building.

SCHOOL BOARD shall mean and include district Boards of Trustees, city Boards of Education and other appropriate authorities for which any school building used or designed to be used for elementary or secondary school or community college purposes is to be constructed, reconstructed, altered or added to by the state, or by any county, city, city and county, or other political subdivision, or by any school or community college district of any kind or character within the state, or by the United States government, or any agency thereof.

SCHOOL BUILDING as defined in Sections 17283 and 81130.5 of the act is interpreted to include all structure and utility systems or facilities necessary to the complete functioning of the structures, used or designed to be used for instructional purposes, or intended to be entered by pupils or teachers for school purposes, or structures operated as school units, the failure of which would endanger pupils or teachers on school grounds or in school buildings. (See Section 4-310 for teacher residences.) “School Building” is also defined to include dwellings, including utility systems or facilities necessary to the complete functioning of the dwellings, used by pupils, teachers and school employees, that are part of a campus where the primary use is for school purposes.

The following are not considered to be school buildings but may be submitted separately or may be included in the plans and specifications for a school building project and will be checked under the provisions of the Act if submitted by the school district: one-story buildings not over 250 square feet in area when used exclusively as accessory facilities to athletic

fields (equipment storage, toilets, snack bars, ticket booths, etc.); greenhouses, barns and materials or equipment storage sheds, used exclusively for plant or animal production or protection and not used for classroom instruction (small groups of pupils and teachers may enter these structures for short periods of time); lighting poles less than 35 feet above the grade, antenna towers less than 35 feet above the grade or less than 25 feet above a building roof line, retaining walls less than 4 feet above the top of foundations and not supporting a surcharge, concrete or masonry fences less than 6 feet above adjacent grade, ballwalls or yard walls less than 6 feet above adjacent grade, signs, scoreboards or solid-clad fences less than 8 feet above adjacent grade, bleachers and grandstands five rows of seats or less above grade; playground equipment; flagpoles less than 35 feet above grade; open-mesh fences and baseball backstops; trailer coaches; and “temporary-use” buildings as defined below.

Buildings and other structures constructed by students that upon completion of construction will not be used for school purposes and will not be entered by pupils or teachers are not considered school buildings and shall not be checked under the provisions of the Act. These student-constructed buildings shall not remain at the school site more than 90 days following completion, unless the building meets all the requirements of Section 4-310. “School Building” in a complex operated by the state for correctional or forestry purposes shall include only those structures used or designed to be used for elementary or secondary school instruction or community college instruction. Living units, dining areas, administration buildings or structures used for support services in such correctional or forestry complexes shall not be considered school buildings for purposes of Field Act requirements.

STRUCTURAL ENGINEER as used in these regulations shall mean a professional engineer holding a valid certificate to use the title structural engineer under the law regulating the practice of civil engineering comprising Chapter 7 of Division 3 of the Business and Professions Code, relating to professional engineers.

TEACHERS as used in these regulations shall mean persons who are performing a required activity or entering a building by virtue of being teachers employed by an elementary or secondary school district or a community college district.

TEMPORARY-USE BUILDING is any community college building for which the intended use by the school district at the time of entering into a lease contract or agreement is not for more than three years from the date of first occupancy.

TRAILER COACH is a building that conforms to the requirements of Part 2 (commencing with Section 18000) of Division 13 of the Health and Safety Code and is not expanded or fitted together to form a unit greater than 16 feet in width and is used for special education purposes for not more than 12 students at one time.

Exception: Trailer coaches may be used for not more than 20 students at a time for driver training purposes.

WAIVER OF DURABILITY refers to a waiver, as may be requested by the school district, of certain durability requirements of Part 2, Title 24 for foundations of relocatable buildings.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17283, 17405, 81130, 81131 and 81529.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-314, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 3
APPROVAL OF DRAWINGS AND SPECIFICATIONS

4-315. Application for approval of drawings and specifications.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17295, 17297, 17302, 81133 and 81138.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-315, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-316. Designation of responsibilities.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17302 and 81138.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-316, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-317. Plans, specifications, calculations and other data.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17299, 17212, 17212.5, 81135, 81033 and 81033.5.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-317, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-318. Procedure for approval of application and voidance of application.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17295, 17297, 17307, 81133, 81134 and 81140.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-318, Part1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-319. Withdrawal of application. If a request is made by the school board for the cancellation or withdrawal of the application and return of the plans and specifications, together with the paid fee, it will be granted only when the check of plans and specifications has not actually started. If the checking of plans and specifications has started, 30 percent of the paid fee will be refunded or applied to a new application for the same project.

No refund will be allowed for projects upon which only the minimum fee has been paid. No refund will be allowed after a contract has been let for any portion of the work except as provided by Section 4-317(f).

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17295, 17300, 81133 and 81136.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-3 19, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 4
FEES

4-320. Fees. The fees required by Sections 17300 and 81136 of the Education Code shall be in accordance with Section 4-321.1. The fee schedule in effect at the time of filing shall apply throughout the duration of such application. A list of prior fee schedules is available upon request from DSA. The words “filing fee” mean the fee which shall accompany the application, or as corrected pursuant to Section 4-317(f), and the words “further fee” mean the fee which shall be paid to DSA if the actual cost exceeds the estimated cost by more than 5 percent. The application is considered to be received when it, accompanied by the plans and specifications, structural design computations, other required documents and filing fee, has been received by DSA, and the application number assigned.

Authority: Education Code Sections 17310 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-320, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-321. Fee Schedule 11. The filing fee for projects shall be 0.7 percent of the first $1,000,000 of estimated cost and 0.5 percent on the excess of the estimated cost over $1,000,000, except that the minimum fee in any case shall be $250.00.

If the actual cost exceeds the estimated cost by more than 5 percent, the further fee for such projects shall be equal to the difference between the filing fee paid and the amount computed under Fee Schedule 11 on the actual cost, the actual cost being determined according to Section 4-322.

Authority: Education Code Sections 17310 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-32 1.1, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.
2. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-321.2, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-322. Project cost. For purposes of determining fees, both the estimated and actual costs of the project shall be the total outlay for all work included in the approved plans and specifications (exclusive of fees paid, but not recovered, for architectural, engineering, inspection and testing services) regardless of whether the funds are provided by the school district, by other public or private agencies or by individuals. The cost shall include any moving or relocation. In the event a building is converted to school use (see Section 4-306) the cost shall include the current replacement cost of the building. The current replacement square foot cost shall be computed by multiplying an appropriate square foot cost by the total square foot area of the building being converted to school use. If work is done in por

tions the actual cost shall be determined at the completion of each contract. (See Section 4-325.)

The estimated cost and the fee based thereon shall not be amended after plan check has started except as provided by Section 4-317(f) or for permissible increase in scope of project. The scope of a project shall not be amended after bids for all or part of the project are opened. No portion of the fee can be returned after checking has been started except as provided by Sections 4-317(f) and 4-319.

Actual cost shall include all items which are normally considered to be contractor's operation costs such as district-furnished labor and materials, bond, insurance and use of district facilities, and shall not be reduced by charge-backs such as those for testing, inspection or overrun of contract time. All fees and/or reimbursable charges paid to construction managers shall be included in the actual cost of construction. When the contract for the work includes items not otherwise subject to the approval of DSA and not included in the approved plans and specifications the actual cost shall include this work unless such costs are segregated by separate bid items or by separately priced items of change orders, or by a certified copy of a sub-contractor's bid. Such segregation shall not be made by contract price breakdown or estimates. An hourly fee may be charged to the school district for the review of bid alternates.

Authority: Education Code Sections 17310 and 81142.

HISTORY:

1. Editorial correction of printing error (Register 83, No. 45).
2. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-322, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

No additional fee is charged upon submission of revisions to the approved plans and specifications, provided that the entire matter is actually one transaction having to do with the same school building and the revisions do not require substantial checking for safety of design. If the original plans are abandoned and the plans and specifications submitted in lieu thereof are in fact for a new project rather than for an identical building, or where a modified set of plans is for an essentially different structural concept, it is necessary that a new application be filed and fee paid. This is regardless of the fact that the school building may have the same name, be of the same general size, and be situated at the same location as the school building for which the original application was made.

Authority: Education Code Sections 17310 and 81142.

4-324. Examples and explanations of fee computation.

1. Filing fee to accompany application.

   *The corrected estimated cost could be more than the sum of contracts if all work called for on plans is not yet under contract.
   Filing Fee under Schedule 11
   Estimated Cost $8,000
   0.7% × $8,000	=	$ 56.00
   Filing Fee is the minimum charge		$250.00
   Filing Fee under Schedule 11
   Estimated Cost: $925,000,00
   0.7% × $925,000	=	$6,475.00
   Filing Fee under Schedule 11
   Estimated Cost: $1,260,000.00
   0.7% × $1,000,000	=	$7,000.00
   0.5% × $260,000		1,300.00
   		$8,300.00
   Corrected Estimate under Schedule 11
   Estimated Cost on Application: $925,000.00
   0.7% × $925,000	=	$ 6,475.00
   1st Contract		$700,000.00
   2nd Contract		525.000.00
   		$1,225,000.00
   (Exceeds $925,000 by more than 30%)
   Corrected Estimated Cost: $1,225,000.00*
   0.7% × $1,000,000	=	$7,000.00
   0.5% × 225,000	=	1,125.00
   		8,125.00
   Fee previously paid		$6,475.00
   Corrected filing fee due		$1,875.00

2. Further fees where the actual cost exceeds the estimated or corrected estimated cost by more than 5 percent.

   Further Fee under Schedule 11
   Corrected Estimated Cost: $1,225,000*
   Actual Cost $1,352,740.50
   0.7% × $1,000,000.00	=	$7,000.00
   0.5% × 352,740.50	=	1.763.70
   		$8,763.70
   Filing Fee Paid
   0.7% × $1,000,000	=	$7,000.00
   0.5% × 225,000	=	1,125.00
   		$8,125.00
   Further Fee	=	$638.70

Authority: Education Code Sections 17310 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-324, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-325. Billing for further fees. The district shall be billed for further fees upon completion of the project or portion thereof if fee is due. Claims for refunds of $5.00 or less due to errors in cost reporting or fee computation shall be made within six months from date of billing.

Authority: Education Code Sections 17310 and 81142.

4-326. Fees for approval of an evaluation and design criteria report for rehabilitation of an existing nonconforming building for use as a school building. A retainer fee of $2,000.00 shall be required with submittal of the pre-application for a rehabilitation project in accordance with Section 4-307(c). Fees incurred in excess of the retainer fee for DSA review of the Evaluation and Design Criteria Report shall be based on the established hourly billing rate of the Department. Prior to approval of the Evaluation and Design Criteria Report, any additional fees incurred by DSA shall be fully paid. Any

unused portion of the retainer fees shall be returned to the owner.

Authority: Education Code Sections 17310.
Reference: Education Code Sections 17280.5.

HISTORY:

1. (DSA/SS (EF 02/03) Emergency adoption/approval of administrative and procedural requirements for the adaptive reuse of existing buildings for public school use; CCR Title 24, Part 1. Approved as emergency by the California Building Standards Commission on May 14, 2003, and filed with the Secretary of State on May 15, 2003. Effective May 15, 2003.

ARTICLE 5
CERTIFICATION OF CONSTRUCTION

4-330. Time of beginning construction and partial construction. Construction work, whether for a new school building, reconstruction, rehabilitation, alteration or addition, shall not be commenced, and no contract shall be let until the school board has applied for and obtained from DSA written approval of plans and specifications. Construction shall be commenced within one year after the approval of the application, otherwise the approval may be voided. DSA may require that the plans and specifications be revised to meet its current regulations before a renewal of the voided approval is granted.

Renewal shall not be granted after a period of four years beyond the initial date of the application approval, except for projects suspended pursuant to the Department of Finance Budget Letter No. 08-33 dated December 18, 2008 (Interim Loans for General Obligation and Lease Revenue Bond Projects), which are eligible for extension of approval beyond fours years from the initial date of the application approval.

A written request for extension of approval must be made by the school board to DSA and shall include evidence that the project suspension is pursuant to the Department of Finance Budget Letter No. 08-33 dated December 18, 2008. This extension of approval shall be granted by DSA for up to one additional year, not to exceed five years from the initial date of the application approval.

The school board may complete all work or proceed with the construction of any part of the work included in the approved plans and specifications with the intent of completing the work later. All work done and materials used and installed must be in accordance with and in conformity to the approved plans and specifications.

An uncompleted building shall not be considered as having been constructed under the provisions of Article 3 or 7 commencing with Sections 17280 and 81130 of the Education Code, respectively. Section 17372 of the Education Code restricts the use of such a building.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17372 and 81130.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17295, 81130 and 81133.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-331, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-332. Notice of suspension of construction.

1. When construction is suspended for more than two weeks, the project inspector shall notify DSA [see Section 4-336(c)4].
2. If all construction is suspended or abandoned for any reason for a continuous period of one year following its commencement, the approval of DSA shall become void. DSA may reinstate the approval on the request of the school board.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17310 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-332, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-333. Observation and inspection of construction.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17309, 17311, 81130, 81139, 31141 and 81143.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-333, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.
2. (DSA/SS 2/95) Regular order by the Division of the State Architect/Structural Safety Section to amend Section 4-333. Filed with the Secretary of State on August 14, 1996, becomes effective September 13, 1996. Approved by the California Building Standards Commission on March 19, 1996.

4-334. Supervision by the Division of the State Architect. During construction, reconstruction, rehabilitation, repair, alteration of, or addition to any school building, DSA, as provided by the Act, shall make such site visits as in its judgment are necessary for proper enforcement of the Act and the protection of the safety of the pupils, the teachers and the public. If at any time as the work progresses, prior to the issuance of the certification of compliance it is found that modifications or changes are necessary to secure safety or to comply with code requirements, DSA shall notify the responsible architect, or responsible structural engineer and school district, of the necessity for such modifications or changes.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17311 and 81143.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-334, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-334.1. Stop work order.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17307.5 and 81133.5.

4-335. Tests.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17309 and 81141.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-335, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-336. Verified reports.

1. General. Sections 17309 and 81141 of the Act require that from time to time as the work of construction progresses, the architect, structural engineer or professional engineer in charge of observation of construction of the work, each architect or registered engineer delegated responsibility for a portion of the work, the project inspector, special inspectors, and the contractor shall each make and sign under penalty of perjury, a duly verified report to DSA upon a prescribed form or forms, showing that of his or her own personal knowledge the work during the period covered by the report has been performed and materials have been used and installed in every material respect in compliance with the duly approved plans and specifications, and setting forth such detailed statements of fact as shall be required.
   The term “personal knowledge” as applied to an architect or registered engineer means the personal knowledge that is obtained from periodic visits of reasonable frequency to the project site for the purpose of general observation of the work, and that is obtained from the reporting of others on the progress of the work, testing of materials, inspection and superintendence of the work. The exercise of reasonable diligence to obtain the facts is required.
   The term “personal knowledge” as applied to the project inspector means the actual personal knowledge that is obtained from the inspector’s personal continuous inspection of the work in all stages of its progress. For work performed away from the site, the project inspector may obtain personal knowledge from the reporting of testing or special inspection of materials and workmanship for compliance with approved plans, specifications and applicable standards. The exercise of reasonable diligence to obtain the facts is required.
   The term “personal knowledge” as applied to a special inspector means the actual personal knowledge which is obtained from the inspector’s personal inspection of the work assigned. The verified report shall clearly describe the work assigned to each individual special inspector. The exercise of reasonable diligence to obtain the facts is required.
   The term “personal knowledge” as applied to the contractor means the personal knowledge gained from constructing the building. The exercise of reasonable diligence to obtain the facts is required.
2. Report form. Verified reports shall be made on Form DSA-6 by project inspectors and contractors, Form DSA-292 for special inspectors and Form DSA-6A/E by architects and engineers. Form DSA-6A/E may be filed either separately or jointly by architects and engineers. DSA forms are available on the Internet at www.dgs.ca.gov/dsa, or at any of the DSA regional offices.
3. Required filing. Verified reports shall be made as follows:
   1. By each contractor having a contract with the owner, at the completion of the contract.
   2. By the architect, registered engineers, project inspector and special inspectors at the completion of the project.
   3. By the architect, registered engineers, project inspector and contractor at the suspension of all work for a period of more than one month.
   4. By the project inspector when any building included in the scope of the project is occupied or re-occupied.
   5. By any architect, registered engineer, project inspector, special inspector, or contractor whose services in connection with the project have been terminated for any reason.
   6. At any time a verified report is requested by DSA.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17309 and 81141.

HISTORY:

4-337. Semimonthly reports. In addition to the verified reports (Section 4-336) the project inspector shall make semimonthly reports of the progress of construction to the architect or registered engineer in general responsible charge and the structural engineer if delegated to observe the structural portion of the construction. A copy of each such report shall be sent directly to the school board and directly to DSA.

Semimonthly reports shall state the name of the building, the school and the school district, and give the file and application number. The reports shall include a list of official visitors to the project and whom they represent, a brief statement of the work done, instructions received from the architect or registered engineer during the period covered by the report and pertinent information regarding any unusual conditions or questions that may have arisen at the job. The semimonthly report shall include problems or noncomplying conditions which have occurred on the project and how they were resolved or brought into compliance. Forms are not provided by DSA for semimonthly reports. Failure to comply with this section, in a timely manner (seven days after reporting period), will be cause for DSA to withdraw approval of the inspector.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17309, 17310, 81130, 81141 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-337, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-338. Addenda and change orders.

1. General. Work shall be executed in accordance with the approved plans addenda and change orders. Changes in the plans and specifications shall be made by addenda, field change documents or change orders approved by DSA. [See Section 4-318 (b).]
2. Addenda. Changes or alterations of the approved plans or specifications prior to letting a construction contract for the work involved shall be made by means of addenda which shall be submitted to and approved by DSA prior to distribution to contractors. Original copies of addenda shall be stamped and signed by the architect or engineer in general responsible charge of preparation of the plans and specifications and by the architect or registered engineer delegated responsibility for the portion affected by the addenda. [See Section 4-317 (h).] One copy of each addendum is required for the files of DSA.
3. Change orders. Changes of the approved plans or specifications after a contract for the work has been let shall be made only by means of change orders [or field change documents, see 4-338 (d)] submitted to and approved by DSA prior to commencement of the work shown thereon. Change orders shall refer to the portions of the approved plans and specifications being changed, shall state the reason for the change and clearly describe the work to be accomplished, and, where necessary, shall be accompanied by supplementary drawings referenced in the text of the change order. Change orders shall be numbered sequentially for easy reference. All change orders and supplementary drawings shall be stamped and signed by the architect or engineer in general responsible charge of observation of the work of construction of the project and by the architect or registered engineer delegated responsibility for observation of the portion of the work of construction affected by the change order.
   Change orders shall bear the approval of the school board and shall indicate the associated change in the project cost, if any. When previously approved field change documents are applicable to a change order the change order shall include the complete DSA stamped copy of the field change documents.
4. Field Change Documents. In order to expedite construction, field change documents may be submitted to DSA. Field change documents shall meet all the requirements necessary for changes orders, with the exception of the approval of the school board and the associated change, if any, in costs. Field change documents do not require the stamp or seal, but do require the signature of the architect or engineers. Work may proceed in accordance with the approved field change documents.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 12927 and 81134.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-338, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-339. Final certification of construction. The certification of compliance by DSA for public school building projects will be issued when the work has been completed in accordance with the requirements was to safety of design and construction of Sections 17280-17316 and 81130-81147 of the Education Code. The certification of compliance will not be issued until the owner has filed a notice of completion with DSA and has filed a statement of final actual project cost as identified in Section 4-322, and has paid all required fees to the Department of General Services.

The certification by DSA may be evidenced either by letter or by certificate of compliance will, in general, be issued only for large new projects where the board may desire to display such certificate in a conspicuous place. The letter or certificate of compliance will be directed to the school board.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17310 and 81142.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-339, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 6
DUTIES UNDER THE ACT

4-341. Duties of the architect, structural engineer or professional engineer.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17302, 17309, 17310, 81138, 81141 and 81142.

HISTORY:

4-342. Duties of the project inspector.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Section 17309, 17311, 81141 and 81143.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-342, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-343. Duties of the contractor.

1. Responsibilities. It is the duty of the contractor to complete the work covered by his or her contract in accordance with the approved plans and specifications therefore. The contractor in no way is relieved of any responsibility by the activities of the architect, engineer, inspector or DSA in the performance of such duties.
2. Performance of the work. The contractor shall carefully study the approved plans and specifications and shall plan a schedule of operations well ahead of time. If at any time it is discovered that work is being done which is not in accordance with the approved plans and specifications, the contractor shall correct the work immediately.
   All inconsistencies or items which appear to be in error in the plans and specifications shall be promptly called to the attention of the architect or registered engineer, through the inspector, for interpretation or correction. In no case, however, shall the instruction of the architect or registered engineer be constructed to cause work to be done which is not in conformity with the approved plans, specifications and change orders.
   The contractor must notify the project inspector, in writing, of the commencement of construction of each and every aspect of the work at least 48 hours in advance.
   The contractor must notify the inspector of the completion of each aspect of the work.
3. Contractor verified reports. The contractor shall make and submit to DSA from time to time, verified reports as required in Section 4-336.
   If work on the building is being done by independent contractors, having contracts with the school board, verified reports shall be submitted by each contractor regardless of the type of work involved.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17280, 17309, 81130 and 81141.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-343, Part 1, Title 24, C.C.R. Field with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-344. Duties of mechanical and electrical engineers. The architect or structural engineer in general responsible charge is responsible for the designs prepared by the mechanical and electrical engineers, except that where plans, specifications and estimates for alterations or repairs do not involve architectural or structural changes said plans, specifications and estimates may be prepared and work of construction may be observed by a professional engineer in general responsible charge who is duly qualified to perform such services and who holds a valid certificate under Chapter 7 of Division 3 of the Business and Professions Code for performance of services in that branch of engineering in which said plans, specifications, and estimates and work of construction are applicable.

The mechanical or electrical engineer shall fulfill the duties outlined in Section 4-341 when assuming general responsible charge and shall submit verified reports as required in Section 4-336. When accepting delegated responsibility he or she shall comply with the requirements of Sections 4-336 and 4-341 insofar as these may relate to the work delegated to him or her.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17295, 17302, 17309, 81133, 81138 and 81141.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-344, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 7
EXAMINATION AND REPORT OF EXISTING BUILDINGS

4-345. Request for examination.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17313 and 81145.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-345, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-346. Cost of examinations done by DSA. Upon completion of the examination by DSA and the submission of the report thereof to the school board, DSA shall submit a statement of the actual expense involved in the examination and preparation of report. Payment by the school board shall be made to DSA upon receipt of the statement of expense involved unless waived by DSA upon recommendation of the state superintendent of public instruction.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17313 and 81145.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-346, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 8
DOCUMENTS AND RECORDS

4-350. Records. The records pertaining to the supervision of the construction of school buildings by ORS are public documents and are open to inspection during office hours. Documents shall not be taken from the custody of DSA except as required by law.

Examination reports prepared under the provisions of Sections 17313 and 81145 of the Act (See Section 4-345) are considered to be the property of the school board. Inquiries regarding examination reports shall be referred to the school board concerned.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Section 17295, 17313, 11133 and 81145; and Health & Safety Code Sections 19850 through 19853.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-350, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-351. Location of records. A file of school building plans, specifications and documents for currently active school projects in each of four regions of the state is maintained in the respective DSA regional office: Oakland (Region 1), Sacramento (Region II), Los Angeles (Region III) and San Diego (Region IV). Completed or closed project records including files, plans and specifications are stored in the State Records Center in Sacramento or in electronic format at the regional offices.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17295, 17299, 17309, 81133, 81135 and 81141.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-351, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

4-352. Submission of documents.

1. Application. Applications for approval of plans and specifications shall be submitted to the DSA regional office serving the project location unless specific approval for submittal elsewhere is given by the state architect. Processing shall be completed by the receiving office but portions of the work may be reassigned.
2. Construction documents. All documents such as notices (see Section 4-331), qualification records (see Sections 4-333 and 4-341), test reports (see Section 4-335), special inspection reports (see Section 4-333), verified reports (see Section 4-336), and semimonthly reports (see Section 4-337) shall be submitted to the appropriate DSA regional office according to location of project.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17295, 17299, 17309, 81133, 81135 and 81141.

HISTORY:

1. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-352, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 9
STATE ADVISORY BOARD TO THE DIVISION OF THE STATE ARCHITECT FOR THE FIELD ACT

4-355. Advisory board.

Authority: Education Code Sections 17310 and 81142.
Reference: Education Code Sections 17310 and 81142.

HISTORY:

1. Editorial renumbering of Article 5 to Article 9 to correct printing error (Register 83, No. 45).
2. (OSA/SS 1/92) Regular order by the Office of the State Architect/Structural Safety Section to amend Section 4-355, Part 1, Title 24, C.C.R. Filed with the Secretary of State on December 15, 1992; effective July 1, 1993. Approved by the California Building Standards Commission on December 9, 1992.

ARTICLE 1
COMPLIANCE PROCEDURES

5-101. Purpose. These regulations implement Sections 4450 et seq. of the Government Code to ensure that where state funds are utilized for the construction or alteration of any public building or facility or where the funds of counties, municipalities or other political subdivisions are utilized for the construction or alteration of elementary, secondary or community college buildings and facilities that the plans and specifications for such buildings and facilities are reviewed by the Division of the State Architect (DSA) and certified to be in compliance with California law requiring access for persons with disabilities prior to a contract being awarded.

Authority: Government Code Sections 4450, 4453 and 4454.
Reference: Government Code Section 4454.

HISTORY:

1. New Group 2 (§§81 through 86) filed 3-5-71 as an emergency; effective on filing. Certificate of Compliance included (Register 71, No. 10). For history of former Group 2 see Register 66, No. 38.
2. Amendment filed 11-24-78; designated effective 1-1-79 (Register 78, No. 47).

5-102. General. For the purpose of assuring compliance with minimum requirements for accessibility by persons with disabilities, the governmental agency controlling the appropriation from which the project is funded shall submit an application, together with plans and full, complete and accurate specifications and filing fee, to the State Architect. The DSA will process the documents. Written approval shall be obtained prior to award of a construction contract.

Authority: Government Code Section 4453.
Reference: Government Code Section 4454.

HISTORY:

1. Amendment filed 11-24-78; designated effective 1-1-79 (Register 78, No. 47).

5-103. Application. For each project to be reviewed and certified, a separate application (Form DSA-1) shall be submitted to the DSA. The application shall be accompanied by a complete set of project plans and specifications and an appropriate filing fee (see Section 5-104).

The above documents shall be submitted to one of the following regional offices:

The application shall be considered received when all the required documents and fees have been received by the office and the application number assigned.

The documents submitted for review and used for certification shall be retained by the DSA.

Authority: Government Code Section 4454.
Reference: Government Code Section 4454.

HISTORY:

1. Amendment filed 11-24-78; designated effective 1-1-79 (Register 78, No. 47). For prior history, see Register 76, No. 25.
2. Renumbering and amendment of former Section 83 to Section 83.1 filed 8-30-84; effective upon filing pursuant to Government Code Section 11346.2(d) (Register 84, No. 35).
3. Erratum to reflect locations of offices.

5-104. Fees.

Authority: Government Code Section 4453.
Reference: Government Code Section 4454.

HISTORY:

1. New section filed 8-30-84; effective upon filing pursuant to Government Code Section 11346.2(d) (Register 84, No. 35).
2. (OSA/AC-A 1/89) Editorial transfer from CCR, Title 21 to Title 24 11-1-89.
3. (OSA/AC-A 2/89) Amend CCR, Title 24, Part 1, Sec. 5-104 (a) (b), effective 1-1-90. Approved by Building Standards Commission 10-30-89.
4. (OSA/AC EF 1/92) Emergency order by the Office of the State Architect/Access Compliance to amend Section 5-104 (a), Part 1, Title 24, California Code of Regulations. Filed as an emergency order with the secretary of state February 25, 1992; effective March 1, 1992. Approved as an emergency by the California Building Standards Commission on February 24, 1992.
5. (OSA/AC EF 1/92) Emergency order by the Office of the State Architect/Access Compliance to amend Section 5-104 (a), Part 1, Title 24, California Code of Regulations; approved by the California Building Standards Commission on February 24, 1992; filed as an emergency order with the secretary of state February 25, 1992, and effective March 1, 1992, has lapsed. No action was taken by the OSA/AC to make these regulations permanent; therefore, the initial regulations are back in effect as of June 29, 1992.

5-105. Project cost. For purposes of determining the fees, both the estimated and actual project cost shall be the cost for the total outlay contemplated for all work included in the certified plans and specifications. The term “project” shall be defined as all buildings and other structures, together with the development of the site, but in the event the plans and specifications submitted with the application do not provide for the construction of, addition or alteration to a building or structure, then it shall be for the site development proposed in the application.

The actual project cost shall include all items which are normally considered to be contractors operation costs. Addenda or change order items which increase the contract amount shall be included in the final actual project cost computation.

All fees and/or reimbursable charges paid the construction managers shall be included in the actual project cost. When the contract for the work includes items not otherwise subject to the approval of the office and not included in the approved plans and specifications the actual cost shall include this work unless such costs are segregated by separate bid items or by separately priced items of change orders, or by a certified copy of the subcontractor’s bid. Such segregation shall not be made by contract price breakdown or estimates.

Authority: Government Code Section 4454.
Reference: Government Code Section 4454.

HISTORY:

1. New section filed 8-30-84; effective upon filing pursuant to Government Code Section 11346.2 (d) (Register 84, No. 35).

5-106. Revision of plans and specifications. No additional fee is charged upon submission of revisions to the approved plans and specifications, provided that the entire matter is actually one transaction having to do with the same project and the revisions do not require substantial review for accessibility. If the original plans are abandoned and the plans and specifications submitted in lieu thereof are in fact for a new project rather than an identical project, or where a modified set of plans is for an essentially different concept, it is necessary that a new application be filed and a fee paid. This is regardless of the fact that the project may have the same name, be of the same general size, and be situated at the same location as the project for which the original application was made.

Authority: Government Code Section 4454.
Reference: Government Code Section 4454.

HISTORY:

1. New section filed 8-30-84; effective upon filing pursuant to Government Code Section 11346.2(d) (Register 84, No. 35).

5-107. Billing for further fees. For public school projects the DSA shall determine whether or not further fees are due and shall bill the district for such further fees.

For projects other than public schools, the applicant or owner shall submit to the office a report verifying the actual project cost within 90 days after the completion of the project. This actual project cost shall be the basis for the further fee computation. The accuracy and timely submission of this actual project cost report shall be the responsibility of the owner or his designated agent. The owner shall be billed for further fees upon completion of the project or portion thereof if fee is due.

Authority: Government Code Section 4454.
Reference: Government Code Section 4454.

HISTORY:

1. New section filed 8-30-84; effective upon filing pursuant to Government Code Section 11346.2 (d) (Register 84, No. 35).

5-108. Refunds. Claims for refunds of five dollars or less due to errors in cost reporting or fee computation shall be made within one year from the date of payment.

Authority: Government Code Section 4454.
Reference: Government Code Section 4454.

HISTORY:

1. New section filed 8-30-84; effective upon filing pursuant to Government Code Section 11346.2(d) (Register 84, No. 35).

5-109. Review of plans and specifications. The DSA will review the submitted documents to ensure that the requirements cited in Article 1 are fully met.

Authority: Government Code Section 4453.
Reference: Government Code Section 4454.

HISTORY:

1. Amendment filed 11-24-78; designated effective 1-1-79 (Register 78, No. 47).

5-110. Written approval.

Authority: Government Code Sections 4450 and 4460 and Health and Safety Code Section 18949.
Reference: Government Code Section 4460.

HISTORY:

1. Amendment filed 11-24-78; designated effective 1-1-79 (Register 78, No. 47).
2. New subsection (d) filed 3-6-81 as an emergency; effective upon filing (Register 81, No. 10). A Certificate of Compliance must be transmitted to OAL within 120 days or emergency language will be repealed on 7-4-81.
3. Order of Repeal of 3-6-81 emergency order filed 3-13-81 by OAL pursuant to Government Code Section 11349.6 (Register 81, No. 11).
4. New Subsection (d) filed 7-28-82; effective thirtieth day (Register 82, No. 31).
5. Amendment of subsection (a) filed 7-17-85; effective thirtieth day thereafter (Register 85, No. 29).

5-111. General requirements. General requirements and building standards are located in Title 24, Part 2.

ARTICLE 2
DIVISION OF THE STATE ARCHITECT—ACCESS COMPLIANCE PROCESSING PRODUCT APPROVALS
January 1, 2001

Detectable warning products and directional surfaces installed after January 1, 2001 shall be evaluated by an independent entity, selected by the Department of General Services, Division of the State Architect, Access Compliance, for all occupancies, including transportation and other outdoor environments, except that when products and surfaces are for use in residential housing, evaluation shall be in consultation with the Department of Housing and Community Development. See Government Code Section 4460.

5-201. Processing independent entity evaluation approvals (IEEA). Independent Entity Evaluation Approvals shall be registered in the Division of the State Architect (DSA) headquarters office.

To maintain a central file for all IEEA and to operate within the current DSA program, certain administration and all accounting shall be performed at the DSA headquarters office under the direction of the Principal Architect.

5-202. IEEA application procedure.

1. Upon receipt of an IEEA application, send the application fee and a copy of the application of the DSA headquarters office, attention: Access Compliance.
2. A paper file will be created for each IEEA, which will initially include a copy of the application and the application fee. Headquarters personnel will then file the product, manufacturer and registration information, creating an IEEA number.
3. The application fee will be given to the headquarters’ cashier for deposit.

5-203. IEEA acceptance procedure.

1. Prior to issuing IEEA acceptance, it is required that all fees be paid. If fees are due, please contact the manufacturer for payment and forward the payment to the DSA headquarters office, along with the request for the additional payment.
2. The fee, if any, will be given to the headquarters’ cashier for filing and deposit.
3. The acceptance letter will be retained at DSA headquarters, Access Compliance. A copy of the status approval letter will be returned to the applicant.
4. Headquarters’ personnel will register, prepare and distribute all necessary copies of the acceptance letter. The original file shall be maintained at headquarters.

5-204. Accounting of IEEA. Income for IEEA will be earned in the month in which they are banked. This money will be applied to Disability Access Account for deposit.

5-205. Contacts for questions.

1. IEEA Contact—DSA headquarters, attention: Access Compliance, IEEA Program.
2. Headquarters Administration Contact—DSA headquarters, attention: Access Compliance, IEEA Program.
3. Headquarters Accounting Contact—DSA headquarters, Accounting.

Authority: Government Code Sections 4450, 4460 and Health and Safety Code Section 18949.1.
Reference: Government Code Section 4460.

ARTICLE 3
ACCEPTANCE OF DETECTABLE WARNING AND DIRECTIONAL SURFACE PRODUCTS FOR MANUFACTURERS AND DESIGN PROFESSIONALS
January 1, 2001

Detectable warning products and directional surfaces installed after January 1, 2001 shall be evaluated by an independent entity, selected by the Department of General Services, Divi

sion of the State Architect, Access Compliance, for all occupancies, including transportation and other outdoor environments, except that when products and surfaces are for use in residential housing, evaluation shall be in consultation with the Department of Housing and Community Development. See Government Code Section 4460.

5-301. Division of the State Architect, Access Compliance, acceptance of product. The procedure for the DSA-AC acceptance of manufactured products is detailed in this article.

All products require prior evaluation by a recognized evaluation agency that has a program specifically intended for such purposes. DSA-AC shall review the evaluation report for compliance with related and appropriate national standards and Title 24 requirements.

5-301.1. Product submittal. Products must meet the requirements of Section 5-301.

5-301.2. Division of the State Architect, Access Compliance, products exempt from evaluation by a recognized agency. No products can be approved for use that do not require evaluation by a recognized evaluation agency.

5-301.3. Products evaluated by recognized state and city agencies. No products can be approved by any state and city agencies for use that do not require evaluation by a recognized evaluation agency.

5-301.4. Products evaluated by a recognized evaluation agency. Products must have, as a minimum, an approved report published by a nationally recognized evaluation agency. Without an evaluation report, the applicant will be required to obtain such a report or will be denied acceptance on DSA-AC projects. The report and its evaluation criteria may be reviewed for compliance with national standards.

5-301.5. Development of DSA acceptance criteria. Development of new DSA-AC acceptance criteria shall be based on acceptance criteria from a recognized evaluation agency.

5-301.6 Marking. Each detectable warning and directional surface products shall be provided with:

1. Label indicating the DSA label number,
2. Manufacturer’s product number, and
3. Product approval expiration date.

Authority: Government Code Sections 4450 and 4460 and Health and Safety Code Section 18949.1.
Reference: Government Code Section 4460.

ARTICLE 4
APPLICATION FOR INDEPENDENT ENTITY EVALUATION APPROVAL (IEEA)

5-401. Application for IEEA. The following form must be filed in duplicate:

ARTICLE 1
DEFINITIONS AND REQUIREMENTS

1.0 Scope. The regulations in this article shall apply to the administrative procedures necessary to implement the seismic retrofit requirements of the Alfred E. Alquist Hospital Facilities Seismic Safety Act of 1983.

1.1 Application. The regulations shall apply to all general acute care hospital facilities as defined in Section 1.2 of these regulations.

1.2 Definitions. Unless otherwise stated, the words and phrases defined in this section shall have the meaning stated therein throughout Chapter 6, Part 1, Title 24.

ALTERNATIVE ANALYSIS means a complete seismic analysis using methodology approved in advance by the Office and meeting the criteria of Article 2, Section 2.7 of these regulations.

BULK MEDICAL GAS SYSTEM means and assembly of fixed equipment such as storage containers, pressure regulators, pressure relief devices, vaporizers, manifolds and interconnecting piping that has a capacity of more than 20,000 cubic feet (NTP) of cryogenic medical gas.

COMMUNICATIONS SYSTEM means the assembly of equipment such as telephone switchgear, computers, batteries, radios, microwave communications systems, towers and antennas that provide essential internal and external communication links.

COMPLETE STRUCTURAL DAMAGE means a significant portion of the structural elements have exceeded their ultimate capacities for some critical structural elements or connections have failed, resulting in dangerous permanent lateral displacement, partial collapse or collapse of the entire building. A Complete Structural Damage would be a loss of 100% of the building's replacement cost.

CONFORMING BUILDING means a building originally constructed in compliance with the requirements of the 1973 or subsequent edition of the California Building Code.

CRITICAL CARE AREA means those special care units, intensive care units, coronary care units, angiography laboratories, cardiac catheterization laboratories, delivery rooms, emergency rooms, operating rooms, postoperative recovery rooms and similar areas in which patients are intended to be subjected to invasive procedures and connected to line-operated, electromedical devices.

EMERGENCY POWER SUPPLY (EPS) means the source of electric power including all related electrical and mechanical components of the proper size or capacity, or both, required for the generation of the required electrical power at the EPS output terminals. For rotary energy converters, components of an EPS include the prime mover, cooling system, generator, excitation system, starting system, control system, fuel system and lube system (if required).

ESSENTIAL ELECTRICAL SYSTEMS means a system as defined in the California Electrical Code, Article 517 “Health Care Facilities,” Chapter 5, Part 3 of Title 24.

FIRE ALARM SYSTEM means a system or portion of a combination system consisting of components and circuits arranged to monitor and annunciate the status of fire alarm or supervisory signal initiating devices and to initiate appropriate response to those signals.

FUNCTIONAL CONTIGUOUS GROUPING means a group of hospital buildings, each of which contains the primary source of one or more basic service that are operationally interconnected in a manner acceptable to the Department of Health Services.

GENERAL ACUTE CARE HOSPITAL as used in Chapter 6, Part 1 means a hospital building as defined in Section 129725 of the Health and Safety Code and that is also licensed pursuant to subdivision (a) of Section 1250 of the Health and Safety Code, but does not include these buildings if the beds licensed pursuant to subdivision (a) of Section 1250 of the Health and Safety Code, as of January 1, 1995, comprise 10 percent or less of the total licensed beds of the total physical plant, and does not include facilities owned or operated, or both, by the Department of Corrections. It also precludes hospital buildings that may be licensed under the above mentioned code sections, but provide skilled nursing or acute psychiatric services only.

HOSPITAL EQUIPMENT means equipment permanently attached to the building utility services such as surgical, morgue, and recovery room fixtures, radiology equipment, medical gas containers, food service fixtures, essential laboratory equipment, TV supports, etc.

HYBRID STRUCTURE means a structure consisting of an original and one or more additions, constructed at different times, and with lateral-force-resisting systems of different types, or constructed with differing materials or a different design approach. The original building and additions are interconnected and not seismically isolated.

NONCONFORMING BUILDING means any building that is not a conforming building.

NONSTRUCTURAL PERFORMANCE CATEGORY (NPC) means a measure of the probable seismic performance of building contents and nonstructural systems critical to providing basic services to inpatients and the public following an earthquake, as defined in Article 11, Table 11.1 of these regulations.

PRIMARY SOURCE means that building or portion of a building identified by the hospital as housing the main or prin

cipal source of a basic hospital service, serving the greatest number of patients, providing the greatest number of patient beds, or having the largest/greatest floor space of the specified basic service. The hospital may submit data to substantiate the primary source through alternative criteria if different than above.

PRINCIPAL HORIZONTAL DIRECTIONS means the two predominant orthogonal translational modes of vibration with the lowest frequency.

PROBABILITY OF COLLAPSE means the fraction of building that is expected to collapse given that the ground motions defined in Section 1.4.5.1.2.1.4 occur at the building site.

SIGNIFICANT STRUCTURAL DEFICIENCY means an attribute of the structure considered to be significant with respect to Probability of Collapse.

SLENDER SEISMIC RESISTING SYSTEM means any vertical system for resisting lateral forces, such as walls, braced frames or moment frames, with a height to width ratio greater than four for the minimum horizontal dimension at any height.

STRUCTURAL PERFORMANCE CATEGORY (SPC) means a measure of the probable seismic performance of building structural systems and risk to life posed by a building subject to an earthquake, as defined in Article 2, Table 2.5.3 of these regulations.

1.3 Seismic evaluation. All general acute care hospital owners shall perform a seismic evaluation on each hospital building in accordance with the Seismic Evaluation Procedures as specified in Articles 2 through 11 of these regulations. By January 1, 2001, hospital owners shall submit the results of the seismic evaluation to the Office for review and approval. By completing this seismic evaluation, a hospital facility can determine its respective seismic performance categories for both the Structural Performance Category (SPC) and the Nonstructural Performance Category (NPC) in accordance with Articles 2 and 11 of these regulations.

1.3.1 Seismic evaluation submittal. Hospital owners shall submit the seismic evaluation report to the Office by January 1, 2001. There are no provisions for submittal of the evaluation report after this date, except as provided in Section 1.4.5.1.2. The hospital owners shall submit the evaluation report in accordance with Section 7-113, “ Application for Plan Report or Seismic Compliance Extension Review” and Section 7-133, “Fees” of Article 3, Chapter 7, Part 1, Title 24.

Exceptions:

1. Any hospital facility owner whose building is exempted from the structural evaluation per Section 2.0.1.2 shall not be required to submit a structural evaluation report as specified in Section 1.3.3. In lieu of the structural evaluation report, hospital owners shall submit the matrix of construction information for the specified building(s) as noted in Section 1.3.4.6 to the Office by January 1, 2001;
2. Any hospital facility owner whose building is exempted from the constructural seismic evaluation per Section 11.0.1.2 shall not be required to submit a nonstructural evaluation report as specified in Section 1.3.4. In lieu of the nonstructural evaluation report, hospital owners shall submit the matrix of construction information for the specified building (s) as noted in Section 1.3.4.6 to the Office by January 1, 2001.

1.3.2 Seismic evaluation format. The evaluation shall consist of the Structural Evaluation and the Nonstructural Evaluation Reports. The reports shall be prepared in conformance with Part 1, Chapter 7, Title 24 and these regulations and prepared as follows:

1. Reports shall be submitted in an 8½″ × 11″ format;
2. All site, architectural, and engineering plans shall be formatted on 11-by 17- inch sheets (folded to 8½″ by 11 inches);
3. Larger sheets, if required to clearly describe the requested information, shall be appended to the reports; and
4. Other supporting documents in addition to those meeting the minimum requirements of Sections 1.3.3 and 1.3.4 may be appended to the reports.

1.3.3 Structural evaluation report. The structural evaluation report shall include the following elements:

1. A description of the building, including photographs of the building, and sketches of the lateral force resisting system;
2. The “General Sets of Evaluation Statements” from the Appendix;
3. A synopsis of the investigation and supporting calculations that were made;
4. A list of the deficiencies requiring remediation to change statement responses from false to true; and
5. The SPC for the building, with comments on the relative importance of the deficiencies.

1.3.4 Nonstructural evaluation report. The nonstructural evaluation report shall include the following elements:

1.4 Compliance plans. A compliance plan shall be prepared and submitted for each building subject to these regulations. All general acute care hospital owners shall formulate a compliance plan which shall indicate the facilities intent to do any of the following:

1. Building retrofit for compliance with these regulations for continued acute care operation beyond 2030;
2. Partial retrofit for initial compliance, with closure or replacement expected by 2002, 2008, 2013 or 2030;
3. Removal from acute care service with conversion to nonacute care health facility use; or
4. No action, building to be closed, demolished or replaced.

This plan must clearly indicate the actions to be taken by the facility and must be in accordance with the time frames set forth in Article 2 (Structural Performance Category-“SPC”) and Article 11 (Nonstructural Performance Category-“NPC”) of the Seismic Evaluation Procedure regulations.

1.4.1 Preparation of the compliance plan. The Compliance Plan shall be prepared and submitted in conformance with these regulations in the following format:

1. Compliance Plans shall be submitted in an 8½-by 11-inch format;
2. All site, architectural, and engineering plans shall be formatted on 11-by 17-inch sheets (folded to 8½ by 11 inches);
3. Larger sheets, if required to clearly describe the requested information, shall be appended to the compliance plan; and
4. Other supporting documents in addition to those meeting the minimum requirements of Section 1.4.4 may be appended to the compliance plan.

1.4.2 Compliance plan submittal. Hospital owners shall submit the compliance plan to the Office by January 1, 2001, unless the owner requests an extension pursuant to Section 1.4.3. The hospital owners shall submit the compliance plan in accordance with Section 7-113, “Application for Plan or Report Review” and Section 7-133, “Fees” of Article 3, Chapter 7, Part 1, Title 24.

1.4.3 Compliance plan submittal extension. Hospital owners may request an extension from the Office for submission of the compliance plan. Any hospital owner requesting an extension for submittal of the compliance plan shall make such request in writing to the Office up to 180 days prior to, but no later than January 1, 2001. The compliance plan must be submitted no later than January 1, 2002. All hospital owners requesting an extension for submittal of the compliance plan shall certify to OSHPD that all hospital buildings continuing acute care operation beyond January 1, 2002 meet the standards of NPC 2 by January 1, 2002.

1.4.4 Compliance plan requirements. Each compliance plan shall contain the following elements:

1. An Existing Site/Campus Description;
2. A Compliance Plan Description;
3. A Compliance Site Plan;
4. A Compliance Plan Schedule; and
5. An Existing and Planned Buildings Matrix.

1.4.4.1 Existing site/campus description. If the compliance plan is submitted separately from the seismic evaluation, it will be necessary to resubmit the information as specified in Section 1.3.4.5, of the Nonstructural Evaluation Report.

1.4.4.2 Compliance plan description. Provide a comprehensive narrative description of the Compliance Plan, including the projected schedule for compliance.

1.4.4.3 Compliance site plan. Provide Compliance Site Plans, indicating the configuration of the facility at the 2008 and 2030 milestones. The plans shall indicate conforming and nonconforming buildings and identify the final configuration of the facility at each milestone, after completion of compliance measures.

1.4.4.4 Compliance plan schedule. Provide a bar graph schedule which describes the schedule for compliance with the SPC and NPC seismic performance categories, indicating the schedule of the following major phases of the plan:

1. Obtain a geotechnical report (if necessary);
2. Architecture and engineering design/construction document preparation;
3. Local approvals;
4. Office review, approval and permitting;
   
5. Approval of Department of Health Services Licensing and Certification, and any other required licensing;
6. Permanent relocation of acute care services to other buildings or facilities (identify services affected);
7. Temporary/interim relocation of acute care services to other buildings including the duration of the approved program flexibility plan pursuant to Health and Safety Code Section 1276.05;
8. Construction period; and
9. Beneficial occupancy.

1.4.4.5 Existing and planned buildings matrix. Provide the following matrix of construction information for each building of the facility under the acute care license, include the Structural Performance Category (SPC) and Nonstructural Performance Category (NPC) for all hospital buildings (see Tables 2.5.3 and 11.1). Identify each building addition separately.

1.4.5 Compliance plan update/change notification. Should a hospital owner change an approved Compliance Plan, the hospital shall document any changes and submit for review and approval to the Office and amended Compliance Plan. Changes are defined as alterations to the planned level of seismic performance or compliance schedule. Submittal of an amended compliance plan shall require a hospital owner to comply with one or more of the following provisions, if applicable:

1. A hospital owner shall submit to the Department of Health Services’ Seismic Safety Unit (DHS) an Office-approved compliance plan that includes interim relocation of general acute care services in accordance with a program flexibility plan pursuant to Health and Safety Code Section 1276.05. This submittal by the hospital owner to DHS shall occur within 30 days of the Office’s approval.
2. A hospital owner shall comply with the requirements of Section 1.5.2, “Delay in Compliance” for any amended compliance plan.
3. A hospital owner amending a compliance plan to attain a higher NPC level will perform a nonstructural evaluation of the systems and components required for the planned level of nonstructural performance identified in Table 11.1, “Nonstructural Performance Categories.”

1.4.5.1 Change in seismic performance category. The SPC or NPC for a hospital building may be changed by the Office from the initial determination in Section 1.3.3 or 1.3.4, provided the building has been modified to comply with the requirements of Chapter 34A, Part 2 of Title 24 for the specified SPC or NPC. The SPC of a hospital building may also be changed by the Office on the basis of collapse probability assesments in accordance with Section 1.4.5.1.2.

1.4.5.1.1 The SPC or NPC for a hospital building may be changed by the Office from the initial determination made per Sections 2.0.1.2.3 or 11.0.1.2.1 upon the following:

1.4.5.1.2 Hospital buildings with an SPC 1 rating, may be reclassified to SPC 2 by the Office, pursuant to Table 2.5.3, on the basis of a collapse probability assessment, provided the hospital buildings received an extension to the January 1, 2008, compliance deadline in accordance with Section 1.5.2.

Exception: Hospital buildings with the following deficiencies are not eligible for reclassification:

1. The potential for surface fault rupture and surface displacement at the building site is present (Section 9.3.3).
2. Buildings with unreinforced masonry bearing wall construction (Section 5.4).

1.4.5.1.2.1 The collapse probability assessment by the Office shall be determined using the following:

1. Multi-Hazard Loss Estimation Methodology, Earthquake Module (HAZUS-MH MR 2) developed by the Federal Emergency Management Agency (FEMA) / National Institute of Building Sciences (NIBS).
2. Building specific input parameters required by the Advanced Engineering Building Module (AEBM) of the HAZUS methodology shall be obtained from Appendix H to Chapter 6.
3. Modifications by the Office to the AEBM input parameters are hereby adopted as shown in Appendix H to Chapter 6, which are based on the following:
   1. Building type
   2. Building height and number of stories
   3. Building age
   4. Significant Structural Deficiencies listed in Section 1.4.5.1.2.2.2.2.
4. Site seismicity parameters adjusted for soil type, as determined by the Office, shall be the lesser of:
   1. Deterministic ground motion due to the maximum magnitude earthquake event on the controlling fault system.
   2. Probailistic ground motion having 10 percent probability of being exceeded in 50 years.

1.4.5.1.2.2 Hospital buildings with SPC 1 rating may be reclassified as follows:

1. The Office shall issue a written notice to the hospital owners informing them that they may be eligible for reclassification of their SPC 1 buildings as permitted by Section 1.4.5.1.2.
2. For a building to be considered for reclassification, the hospital owner shall submit the following by January 1, 2012:
   1. A complete seismic evaluation of the building pursuant to Section 1.3.3.

      Exception: Hospital owners who had submitted a complete structural evaluation report in compliance with Section 1.3.3, that is deemed to be complete by the Office, need not resubmit.

   2. A supplemental evaluation report prepared by a California registered structural engineer that identifies the existence or absence of the building structural Lateral Force Resisting System (LFRS) properties and Significant Structural Deficiencies listed below:
      1. Age: Year of the California Building Code (CBC) used for the original building design.
         

         Exception: For pre-1933 buildings, the design year shall be reported.

      2. Materials Tests: Office approved materials test results based on test plan preapproved by the Office (Section 2.1.2).
      3. Load path (Section 3.1)
      4. Mass irregularity (Section 3.3.4).
      5. Vertical discontinuity (Section 3.3.5).
      6. Short captive column (Section 3.6).
      7. Material deterioration (Section 3.7).
      8. Weak columns (Sections 4.2.8 and 4.3.6).
      9. Wall anchorage (Section 8.2).
      10. Redundancy (Section 3.2).
      11. Weak story irregularity (Section 3.3.1).
      12. Soft story irregularity (Section 3.3.2).
      13. Torsional irregularity (Section 3.3.6).
      14. Deflection incompatibility (Section 3.5).
      15. Cripple walls (Section 5.6.4).
      16. Openings (in diaphragm) at shear walls (Section 7.1.4).
      17. Topping slab missing (Sections 7.3 and 7.4) or the building type (structural system) is of lift slab construction.
      This supplemental evaluation report shall include supporting documentation relating to the existence or absence of the Significant Structural Deficiencies listed above including calculations, where required, for review and acceptance by the Office, unless they are included in the complete structural evaluation.
   3. Building systems shall be classified as to their Model Building Type per Table 1.4.5.1. For buildings with multiple building types, all types shall be listed. The building type resulting in the maximum collapse probability will be utilized by

1. 1. the Office to determine eligibility for reclassification.
   2. Building height and number of stories above and below the seismic base shall be specified.

1.4.5.1.2.3 Upon assessment of the collapse probability of the SPC-1 building, the Office shall notify the hospital owner in writing the final SPC rating of the subject building.

Every building with collapse probability more than 0.75 percent, but less than or equal to 1.20 percent, shall be altered, repaired or seismically retrofitted to mitigate any deficiencies identified in accordance with Article 10 Sections 10.1.1.1, 10.1.2.2, 10.1.6 and 10.1.7 of this chapter (as part of the complete seismic evaluation in accordance with Section 1.3.3) by January 1, 2015. Hospitals not meeting the deadline set by this section shall not be issued a building permit for any noncompliant building except those required for seismic compliance in accordance with the California Administrative Code (Chapter 6), maintenance, and emergency repairs until the building permit required by this section is issued.

1.4.5.1.2.4 When the collapse probability assessment by the Office results in the building remaining in SPC 1, further evaluation may be provided by the hospital owner in accordance with Section 2.7 in order to substantiate a higher SPC rating.

1.4.5.1.3 Except as provided in Section 1.4.5.1.4, a nonconforming hospital building that does not meet the structural and nonstructural requirements of Table 2.5.3 and Table 11-1 shall not provide acute care services or beds after the compliance deadlines set forth in Section 1.5.1. After these deadlines, the following shall apply.

1. A nonconforming hospital building used as a hospital outpatient clinical services building shall not be classified as a hospital building. It shall comply with the provisions of Health and Safety Code Section 129725. It shall not be subject to the requirements of Title 24, Part 1, Chapter 6.
2. A nonconforming hospital building used as an acute psychiatric hospital or multistory skilled nursing facility or intermediate care facility shall be classified as a hospital building. However, it shall not be subject to the requirements of Title 24, Part 1, Chapter 6.
3. A nonconforming hospital building used as a single-story wood frame or light steel frame skilled nursing facility or intermediate care facility shall not be classified as a hospital building, and shall not be subject to the requirements of Title 24, Part 1, Chapter 6.
4. A nonconforming hospital building used for purposes other than those listed above shall not be classified as a hospital building, shall not be licensed pursuant to Health and Safety Code Section 1250 (a); shall not be subject to the requirements of Title 24, Part 1, Chapter 6; and shall not be under the jurisdiction of the Office.

1.4.5.1.4 A hospital building from which acute care services and beds have been removed shall not provide such services unless it has been modified to comply with the requirements of SPC 5 and NPC 4 or 5. Prior to use for acute care service, the SPC and/or NPC of the hospital building shall be changed in accordance with Section 1.4.5.1.1.

1.5 Compliance requirements. All general acute care hospital owners shall comply with the seismic performance categories, both SPC and NPCs, established in the seismic evaluation procedures, Articles 2 and 11 and set forth in Tables 2.5.3 and 11.1, respectively.

1.5.1 Compliance deadlines.

1. After January 1, 2002, any general acute care hospital building which continues acute care operation must, at a minimum, meet the nonstructural requirements of NPC 2, as defined in Article 11, Table 11.1 or shall no longer provide acute care services.
2. After January 1, 2008, any general acute care hospital building which continues acute care operation must, at a minimum, meet the structural requirements of SPC 2, as defined in Article 2, Table 2.5.3 or shall no longer provide acute care services.

   Exception: A general acute care hospital may request a delay of SPC 2 requirements if the conditions of Section 1.5.2 are met.

3. After January 1, 2008, any general acute care hospital which continues acute care operation must, at a minimum, meet the nonstructural requirements of NPC 3, as defined in Article 11, Table 11.1 or shall no longer provide acute care services.

   Exception: A general acute care hospital may request an exemption from the anchorage and bracing requirements of NPC 3 if all the conditions of Section 1.5.2 are met.

4. After January 1, 2030, any general acute care hospital building which continues acute care operation must, at a minimum, meet the structural requirements of SPC 3, 4 or 5, as defined in Article 2, Table 2.5.3 and the nonstructural requirements of NPC 5, as defined in Article 11, Table 11.1 or shall no longer provide acute care services.

1.5.2 Delay in compliance.

1.6 Dispute resolution/appeals process. Dispute resolution and appeals shall be in conformance with Article 5, Chapter 7, Part 1 of Title 24.

1.7 Notification from OSHPD.

FIGURE 2.1

ARTICLE 2
PROCEDURES FOR STRUCTURAL EVALUATION OF BUILDINGS

2.0 General.

2.0.1 Structural evaluation procedure.

1. The structural evaluation process shall include the following steps;
   1. Site visit and data collection;
   2. Identification of building type;
   3. Completion of evaluation statements in appendix;
   4. Follow-up field work, if required;
   5. Follow-up analysis for “False” evaluation statements;
   6. Final evaluation for the building;
   7. Preparation of the evaluation report; and
   8. Submittal of evaluation report to OSHPD.
2. A general acute care hospital facility building may be exempted from a structural evaluation upon submittal of a written statement by the hospital owner to OSHPD certifying the following conditions:
   1. A conforming building as defined in Article 1, Section 1.2, may be placed into SPC 5 in accordance with Table 2.5.3 under the following circumstances:
      1. The building was designed and constructed to the 1989 or later edition of Part 2, Title 24, and
      2. If any portion of the structure, except for the penthouse, is of steel moment resisting frame construction (Building Type 3, or Building Type 4 or 6 with dual lateral system, as defined in Section 2.2.3) and the building permit was issued after October 25, 1994.
   2. All other conforming buildings as defined in Article 1, Section 1.2, may be placed into SPC 4 in accordance with Table 2.5.3, except those required by Section 4.2.10 to be placed in SPC 3 in accordance with Table 2.5.3, without the need for any structural evaluation.
   3. Nonconforming buildings as defined in Article 1, Section 1.2 may be placed into SPC 1 in accordance with Table 2.5.3 without any structural evaluation.

2.1 Site visit, evaluation and data collection procedures.

2.1.1 Site visit and evaluation.

1. The evaluator shall visit the building to observe and record the type, nature and physical condition of the structure.

1. The evaluator shall review anEngineering Geological Report on site geologic and seismic conditions. The report shall be prepared in accordance with Title 24, Section 1634A of 1995California Building Code (CBC) or equivalent provision in later version of the CBC.
   

   Exceptions:

   1. Reports are not required for one-story, wood-frame and light steel-frame buildings of Type II or Type V construction and 4,000 square feet or less in floor area;
   2. A previous report for a specific site may be resubmitted, provided that a reevaluation is made and the report is found by the Office to be currently appropriate.

2. Establish the following site and soil parameters:
   1. The value of the effective peak acceleration coefficient (A_a) from Figure 2.1 and 2.1a;
   2. The value of the effective peak velocity-related acceleration coefficient (A_v) from Figure 2.1 and 2.1a;
   3. The soil profile type(S₁, S₂, S₃ or S₄) derived from the geotechnical report or from Table 2.1;
   4. The site coefficient, (S), from Table 2.1; and
   5. The ground motion parameters and near field effects in strong ground shaking required for the evaluation of welded steel moment frame structures per Sections 4.2.0.1, 4.2.0.2 and 4.2.10.
3. Assemble building design data including:
   1. Construction drawings, specifications and calculations for the original building (Note: when reviewing and making use of existing analyses and structural member checks, the evaluator shall assess and report the basis of the earlier work);
   2. All drawings, specifications and calculations for remodeling work; and
   3. Material tests and inspection reports for nonconforming building. If the original drawings are available, but material test and inspection reports are not available, perform the testing program as specified in Section 2.1.2.2.
      
      If structural drawings are not available, the site visit and evaluation shall be performed as described in Section 2.1.1.5, and structural data shall be collected using the procedures in Sections 2.1.2.1 and 2.1.2.2.
4. During the site visit, the evaluator shall;
   1. Verify existing data;
   2. Develop other needed data (e.g., measure and sketch building as outlined in Section 2.1.2);
   3. Verify the vertical and lateral systems;
   4. Check the condition of the building; and
   5. Identify special conditions, anomalies and oddities.
5. Review other data available such as assessments of building performance following past earthquakes.
6. Prepare a summary of the data using an OSHPD-approved format.
7. Perform the evaluation using the procedures in Sections 2.2 through 2.5.
8. Prepare a report of the findings of the evaluation using an OSHPD-approved format.

2.1.2 Data collection. Building information pertinent to a structure's seismic performance, including condition, configuration, detailing, material strengths and foundation type, shall be obtained in accordance with this section, and documented on drawings and/or sketches that shall be included with the structural calculations.

Exception: Materials testing is not required for reclassification by the collapse probability assessment option as permitted by Section 1.4.5.1.2, where nonavailability of materials test is identified as a deficiency per Section 1.4.5.1.2.2.2.2 (b).

2.1.2.1 Building characteristics. Characteristics of the building relevant to its seismic performance shall be obtained for use

in the building evaluation. This shall include current information on the building's condition, configuration, material strengths, detailing and foundation type. This data shall be obtained from:

1. Review of construction documents;
2. Destructive and nondestructive testing and examination of selected building components; and
3. Field observation of exposed conditions.

The characteristics of the building shall be established, including identification of the gravity-and lateral-load-carrying systems. The effective lateral-load carrying system may include structural and nonstructural elements that will participate in providing lateral resistance, although these elements may not have intended to provide lateral resistance. The load path shall be identified, taking into account the effects of any modifications, alterations or additions.

2.1.2.1.1 Nonconforming buildings without construction documents. Where the available construction documents do not provide sufficient detail to characterize the structure, the evaluation may be based on field surveys, summarized in as-built drawings. These drawings must depict building dimensions, component sizes, reinforcing information (for concrete and masonry elements), connection details, footing information, and the proximity of neighboring structures. All parts of the building that may contribute to the seismic resistance or that may be affected by the seismic response of the structure must be identified. The field survey shall establish the physical existence of the structural members, and identify critical load bearing members, transfer mechanisms, and connections. The survey shall include information on the structural elements and connector materials and details. Performing the field survey will entail removal of fireproofing or concrete encasement at critical location to permit direct visual inspection and measurement of elements and connections. Nondestructive techniques such as radiographic, electromagnetic and other methods may be used to supplement destructive techniques.

1. Steel elements. Steel elements shall be classified by structural member type (e.g., rolled or build-up, material grade, and general properties). The survey shall note the presence of degradation or indications of plastic deformation, integrity of surface coatings, and signs of any past movement. For degraded elements, the lost material thickness and reduction of cross-sectional area and moment of intertia shall be determined. Visual inspection of welds shall be per American Welding Society D1.1. “Structural Welding Code-Steel.” Structural bolts shall be verified to be in proper configuration and tightened as required in the AISC Steel Construction Manual. Rivets shall also be verified to be in proper configuration and in full contact, with “hammer sounding” conducted on random rivets to ensure they are functional. Nondestructive testing methods, such as dye penetrate and magnetic particle testing, acoustic emission, radiography and ultrasound shall be used when visual inspection identifies degradation or when a particular element or connection is critical to seismic resistance and requires further verification. For buildings in which archaic cast and wrought irons are employed, additional investigations to confirm ductility and impact resistance shall be conducted.
2. Concrete elements. The configuration and dimensions of primary and secondary structural elements shall be established. The configuration and condition of reinforcing steel shall be assessed, through removal of concrete cover and direct visual inspection, and through nondestructive inspection using electromagnetic, radiographic and other methods. Critical parameters of the reinforcing system, such as lap splice length, presence of hooks. development within concrete, degree of corrosion and integrity of the construction shall be established in sufficient detail to perform the structural evaluation.
3. Masonry elements. The configuration and dimensions of masonry elements shall be established. The configuration and condition of reinforcing-steel shall be assessed, through removal of masonry cover and direct visual inspection, and through nondestructive inspection using electromagnetic, radiographic and other methods. Critical parameters of the reinforcing system, such as lap splice length, presence of hooks, development within concrete, degree of corrosion and integrity of the construction shall be established in sufficient detail to perform the structural evaluation.
4. Wood elements. The configuration and dimensions of wood elements; the connections between wood elements; and the connections between wood and other structural components or elements such as concrete or masonry walls shall be established. The configuration and condition of wood members, including size, type, grade, condition and quality shall be assessed, through removal of finish materials, and examination of unfinished, areas such as attics, crawl spaces and basements. Critical connections and elements shall be visually inspected, using invasive procedures or removal of finishes where necessary. For shear walls, select locations shall be exposed to allow evaluation of sheathing material, nail size, spacing and installation (e.g. overdriven or nails that miss or split the framing members). The base connections of shear resisting elements shall be inspected and evaluated for their adequacy to connect the base of the structure to the foundation or structure below.
5. Foundation elements. In the absence of dependable construction drawings, determination of the size and detailing of the foundation system requires invasive procedures. The evaluator shall select representative footings for exposure to establish footing size and depth. Conservative assumptions regarding the reinforcement may be made considering code requirements and local practice at the time of the design. In the absence of evidence to the contrary, it may be assumed that the foundation elements were adequately designed to resist actual gravity loads to which the building has been subjected.

2.1.2.2 Material properties. The building evaluation shall be based on the strength and deformation properties of the existing materials and components. The strength of existing components shall be calculated using data on their configuration,

obtained from the original construction documents, supplemented by field observations and the test values of material properties. Where such effects may have deleterious effect on component or structural behavior, allowances shall be made for the likely effects of strain hardening or degradation. Test values may be obtained from samples extracted from the structure, or from original materials and compliance certificates. The Office will determine the adequacy of the testing program.

2.1.2.2.1 Nonconforming buildings with construction documents. The material properties for nonconforming buildings for which original construction documents of sufficient detail are available shall be confirmed by testing or from acceptable original materials and compliance certificates. If original materials and compliance certificates are available, they must provide the information specified in Items 1 through 4 of this section to be considered acceptable.

1. Steel elements. The following properties are required for each member type (e.g., beams, columns, braces) and each steel grade used in the structure:
   1. Ultimate tensile and yield capacities;
   2. Modulus of elasticity; and
   3. Deformation characteristics including mode of failure.
2. Concrete elements. The following material properties are required for each member type (e.g., beams, columns, walls) in the structure:
   1. Concrete compressive strength;
   2. Concrete unit weight;
   3. Concrete modulus of elasticity;
   4. Reinforcing steel tensile yield point;
   5. Reinforcing steel modulus of elasticity;
   6. Reinforcing steel chemical composition and carbon equivalent; and
   7. Reinforcing steel surface deformations.
3. Masonry elements. The following material properties are required for each type of masonry in the structure:
   1. Masonry compressive strength;
   2. Masonry unit weight;
   3. Masonry modulus of elasticity;
   4. Reinforcing steel tensile yield point;
   5. Reinforcing steel modulus of elasticity;
   6. Reinforcing steel chemical composition and carbon equivalent; and
   7. Reinforcing steel surface deformations.
4. Wood elements. The following material properties are required for each type of wood element in the structure:
   1. Identification of Wood Species, and
   2. Grade Material. (Note: This may be established by visual inspection or stamped labels on the element.)

2.1.2.2.2 Nonconforming buildings without construction documents. The material properties for nonconforming buildings for which original construction documents of sufficient detail are unavailable shall be confirmed by testing. The number and location of tests shall be selected so as to provide sufficient information to adequately define the existing condition of materials in the building. The evaluator shall determine the number and location of tests. The test locations shall be located throughout the entire building in those components which provide the primary path of lateral force resistance.

2.2 Selection and use of evaluation statements.

2.2.1 Identification of building type. The evaluator shall determine the building type using the following procedure:

1. Identify the lateral-force-resisting system using text and drawings, including whatever components are available and effective to constitute a system. Prepare floor and roof plans, and elevations and sketches of the lateral-force-resisting system.
2. Select one or more of the 15 common building types which best characterize the structure (see Sections 2.2.2 and 2.2.3 below). Structures with multiple lateral force resisting systems (different lateral systems in orthogonal directions, or structures where the system changes from level to level) may require the use of two or more building types. In the case of hybrid structures or other buildings that cannot be adequately classified using the 15 building types, the alternative analysis procedure shall be used, or the building shall be placed in SPC “1.”
3. Reproduce from the Appendix the list of evaluation statements. These statements shall be used for all types of buildings. Some statements on the list may not be appropriate. These statements may be marked “NA” as “not applicable.” The Appendix also contains the set of evaluation statements that address foundations and geologic site hazards, and nonstructural elements.

2.2.2 Using the general procedure. The general procedure involving use of the set of evaluation statements presented in the Appendix consists of the following steps:

1. Evaluate the basic building system according to the evaluation statements in Article 3;
2. Evaluate the vertical systems resisting lateral forces according to Article 4(moment frames), Article 5 (shear walls) or Article 6 (braced frames) as appropriate. For buildings with a combination of vertical systems, each system in the building must be evaluated;
3. Evaluate the diaphragm or horizontal bracing system according to Article 7;
4. Evaluate the structural connections according to Article 8;
5. Evaluate the foundation and possible geologic site hazards according to Article 9;
6. Evaluate the nonstructural elements that involve immediate life-safety issues according to Article 10; and
7. Evaluate the critical nonstructural components and systems according to Article 11.

If a statement is found to be true, the condition being evaluated is acceptable according to the criteria of these regulations, and the issue may be set aside. If a statement is found to be false, a condition exists that needs to be addressed further,

using the specified analysis procedures. Analysis procedures are given in Section 2.4. Each statement includes a reference to a particular section in Articles 3 through 10 where additional procedures for the resolution of the issues are given. The evaluator shall assemble the list of deficiencies and the results of the analysis and proceed to the final evaluation in Section 2.5.

2.2.3 Common building types. The evaluator shall determine the type(s) of building being evaluated, choosing from among the following 15 common types:

2.3 Follow-up field work. The first assessment of the evaluation statements may indicate a need for more information about the building. The evaluator shall make additional site visits, performing the necessary surveys and tests to complete the evaluation.

2.4 Analysis of the building. The general requirements for building analysis (including the determination of force level, horizontal distribution of lateral forces, accidental torsion, interstory drift and overturning) are summarized in this section. For cases where dynamic analysis is required, the general requirements are given in Section 2.4.10.

2.4.1 Scope of analysis. When an evaluation statement is false and requires further analysis, the evaluator shall provide appropriate analyses that will cover the statement requirements. For the analysis, the evaluator will:

1. Calculate the building weights;
2. Calculate the building period;
3. Calculate the lateral force on the building;
4. Distribute the lateral force over the height of the building;
5. Calculate the story shears and overturning moments;
6. Distribute the story shears to the vertical resisting elements in proportion to their relative stiffness;
7. Examine the individual elements as required by the evaluation statements:
   1. Load and reaction diagrams for diaphragms and for the vertical resisting elements;
   2. Shearing stresses and chord forces in the diaphragm;
   3. Vertical components (walls and frames) and find the story deflections, member forces and deflections; and
   4. Total forces or deflections according to the specified load combinations.

For moment frames consisting of beams and columns, the distribution of story shears to the vertical lateral-force-resisting elements in that story may be in proportion to their relative stiffness. In multistory frame-shear wall structures or in structures where the vertical resisting elements have significantly different lateral stiffnesses, or where the stiffnesses of the vertical resisting elements change significantly over the height of the structure, an analysis of the entire structure under the prescribed lateral loads shall be performed.

2.4.2 Demand. All building components evaluated shall resist the effects of the seismic forces prescribed herein and the effects of gravity loadings from dead, floor live and snow loads. The following load combinations shall be used:

or

where:

Q = the effect ofthe combined loads.

Q_D = the effect of dead load.

Q_E = the effect of seismic forces.

Q_L = the effective live load is equal to 25 percent of the unreduced design live load but not less than the actual live load.

Q_S = the effective snow load is equal to either 70 percent of the full design snow load or, where conditions warrant and are approved by OSHPD, not less than 20 percent of the full design snow load except that, where the design snow load is less than 30 pounds per square foot, no part of the load need be included in seismic loading.

The seismic portion of the demand (Q_E) is obtained from analysis of the building using the seismic base shear (V) from Equation 2-3.

2.4.3 Seismic analysis of the building.

2.4.3.1 Base shear. The seismic base shear determined from Equation 2-3 is the basic seismic demand on the building. Element forces and deflections obtained from analysis based on this demand are the element demands (Q_E) to be used in the load combinations of Equations 2-1 and 2-2. The demands are modified in some cases as discussed in Section 2.4.11.

The seismic base shear (V) in a given direction shall be determined as follows:

where:

C_s = the seismic design coefficient determined by Equation 2-4 or 2-5.

W = The total dead load and applicable portions of the following:

• In storage and warehouse occupancies, a minimum of 25 percent of the floor live;
• Where an allowance for partition load is included in the floor load design, the actual partition weight or a minimum weight of 10 psf of floor area, whichever is greater;
• Total operating weight of all permanent equipment; and
• The effective snow load as defined in Section 2.4.2.

The seismic coefficient (C_s) for existing buildings shall be determined as follows:

where:

A_v = the peak velocity-related acceleration coefficient given in Figures 2.1 and 2.1a.

R = a response modification coefficient from Table 2.4.3.1.

S = the site coefficient given in Table 2.1. In locations where the soil properties are not known in sufficient detail to determine the Soil Profile Type S₃ shall be used. Soil Profile Type S₄ need not be assumed unless OSHPD determines that Soil Profile Type S₄ may be present at the site, or in the event the Soil Profile Type S₄ is established by the geotechnical engineer.

T = the fundamental period of the building.

The value of C_s need not be greater than:

where:

A_a = the effective peak acceleration coefficient given in Figures 2.1 and 2.1a.

2.4.3.2 Period. For use in Equation 2-4, the value of T shall be calculated using one of the following methods:

Method 1. The value of T may be taken to be equal to the approximate fundamental period of the building (T_a)determined as follows:

1. For buildings in which the lateral-force-resisting system consists of moment-resisting frames capable of resisting 100 percent of the required lateral force and such frames are not enclosed or adjoined by more rigid components tending to prevent the frames from deflecting when subjected to seismic forces:
   

   

   where:

   C_T = 0.035 for steel frames.

   C_T = 0.030 for concrete frames.

   h_n = the height in feet above the base to the highest level of the building.

2. As an alternate for concrete and steel moment-resisting-frame buildings of 12 stories or fewer with a minimum story height of 10 feet, the equation T_a = 0.10N, where N = the number of stories, may be used in lieu of Equation 2-6a.
3. For all other buildings,
   
   where:
   L = the overall length (in feet) of the building at the base in the direction under consideration.

Method 2. The fundamental period T may be estimated using the structural properties and deformational characteristics of the resisting elements in a properly substantiated analysis. This requirement may be satisfied by using the following equation:

The values of f_i represent any lateral force, associated with weights W_i, distributed approximately in accordance with the principles of Equations 2-8, 2-9 and 2-10 or any other rational distribution. The elastic deflections, d_b, should be calculated using the applied lateral forces, f_i. The period used for computation of C_s shall not exceed C_aT_a, where C_a is given in Table 2.4.3.2.

2.4.3.3 Direction of seismic forces. Assume that seismic forces will come from any horizontal direction. The forces may be assumed to act nonconcurrently in the direction of each principal axis of the structure except as discussed in Section 2.4.3.5.

2.4.3.4 Uplift. The beneficial effects of uplift at the foundation soil level may be considered, using the alternative analysis procedure.

2.4.3.5 Orthogonal effects. The critical load effect due to direction of application of seismic forces on the building may be assumed to be satisfied if components and their foundations are designed for the following combination of prescribed loads: 100 percent of the forces for one direction plus 30 percent of the forces for the perpendicular direction. The combination requiring the maximum component strength should be used.

Exception: Diaphragms and components of the seismic resisting system utilized in only one of the two orthogonal directions need not be designed for the combined effects.

2.4.3.6 Combinations of structural systems. When combinations of structural systems are incorporated into the same structure, the following requirements shall be satisfied:

2.4.3.7 Vertical distribution of forces. The lateral force (F_x), induced at any level, shall be determined as follows:

and

where:

C_vx = vertical distribution factor.

h_i and

h_x = the height (feet) from the base to Level 1 or x.

k = an exponent related to the building period as follows: For buildings having a period of 0.5 second or less, k = 1.

For buildings having a period of 2.5 seconds or more, k = 2.

For buildings having a period between 0.5 and 2.5 seconds, k may be taken as 2 or may be determined by linear interpolation between 1 and 2.

V = total design lateral force or shear at the base of the building.

w_i and

w_x = the portion of the total gravity load of the building (W) located or assigned to Level I or x.

2.4.3.8 Horizontal distribution of shear. The story shear, (V_x), shall be distributed to the various vertical elements of the lateral-force-resisting system in proportion to their rigidities, considering the rigidity of the diaphragm.

2.4.3.9 Horizontal torsional moments. The increased shears resulting from horizontal torsion where diaphragms have the capability to transmit that torsion shall be evaluated. The accidental torsional moment shall be determined assuming displacements of the centers of mass each way from their calculated locations. The minimum assumed displacement of the center of mass at each level shall be five percent of the dimension at that level measured perpendicular to the direction of the applied force. For each element, the most severe loading shall be considered.

2.4.3.10 Overturning. Every structure shall be capable of resisting the overturning effects caused by earthquake forces specified. At any level, the overturning moments to be resisted shall be estimated using those seismic forces (F_t and F_x) that act on levels above the level under consideration. At any level, the incremental changes of the overturning moment shall be distributed to the various resisting elements in the same proportion as distribution of the horizontal shears to those elements. The foundations of buildings (but not the connection of the building to the foundation), except inverted pendulum structures, shall be evaluated for the foundation overturning design moment (M_f) at the foundation-soil interface determined using the overturning moment at the base with an overturning moment reduction factor of 0.75.

2.4.3.11 P-delta effects. The resulting member forces and moments and the story drifts induced by P-delta effects shall be considered in the evaluation of overall structural frame stability. P-delta need not be considered if the drift satisfies the “Quick Check for Drift” given in Section 2.4.7.

2.4.3.12 Foundations. The foundation shall be capable of transmitting the base shear and the overturning forces defined in this article from the structure into the supporting soil. The short-term dynamic nature of the loads may be taken into account in establishing the soil properties.

2.4.3.12.1 Soil capacities. The capacity of the foundation soil in bearing or the capacity of the soil interface between pile, pier or caisson and the soil shall be sufficient to support the structure with all prescribed loads, other than earthquake forces,

Taking due account of the settlement that the structure is capable of withstanding. For the load combination including earthquake, the soil capacities must be sufficient to resist loads at

acceptable strains considering both the short time of loading and the dynamic properties of the soil. Allowable soil capacities multiplied by a factor of 2.0 may be used, except that values for sliding friction may not be increased.

2.4.3.12.2 Structural materials. The strength of concrete foundation components subjected to seismic forces alone or in combination with other prescribed loads and their detailing requirements shall be determined from the provisions of ACI 318. Reductions to foundation component capacities shall be made where components do not meet the requirements of ACI 318.

2.4.4 Deformation and drift. When deformations and drift limits need to be checked, such as for frames failing the “Quick Check of Drift” and slender seismic resisting systems of any type, compute the elastic deformations caused by the required forces and then multiply by the factor C_d to determine the total deformations. Interstory drifts shall not exceed 0.0133h_sx, where h_sx is the story height below level x. For purposes of this drift analysis only, it is permissible to use the computed fundamental period (T) of the building without the upper bound limitation specified in Section 2.4.3.2 when determining drift level seismic design forces.

2.4.5 Demand on diaphragms. The deflection in the plane of the diaphragm shall not exceed the permissible deflection of the attached elements as determined by the evaluator. Permissible deflection permits the attached element to maintain its structural integrity under the individual loading and continue to support the prescribed loads without endangering the occupants of the building.

Floor and roof diaphragms shall be designed to resist a minimum force equal to 0.5A_v times the weight of the diaphragm and other elements attached to the building plus the portion of the seismic shear force at that level, (V_x), required to be transferred to the components of the vertical seismic-resisting system because of offsets or changes in stiffness of the vertical components above and below the diaphragm.

Diaphragms shall provide for both the shear and bending stresses resulting from these forces. Diaphragms shall have ties or struts to distribute the wall anchorage forces into the diaphragm as prescribed in Section 3.6.4 of the 1994 NEHRP Recommended Provisions.

2.4.6 Demand on parts and portions of the building. Parts and portions of structures and permanent nonstructural components and equipment supported by a structure and their attachments, as identified in the building evaluation procedures, shall be evaluated to verify that they are capable of resisting the seismic forces specified below. All attachments or appendages, including anchorages and required bracing, shall be evaluated for seismic forces. Nonrigid equipment, the structural failure of which would cause a life-safety hazard, also shall be evaluated.

Each element or component evaluated shall be capable of resisting a total lateral seismic force, F_p.where:

where:

A_v = the velocity-related acceleration coefficient given in Figures 2.1 and 2.1a.

C_c = a coefficent given in Table 2.4.6.

W_c = the weight of the element or component.

The NPC of the building shall be determined using the procedures in Article 11.

2.4.7 Quick checks of strength and stiffness. Evaluation statements may require quick check estimates of the strength and stiffness of the building.

To check the average shear stress or drift for upper stories in addition to the first story, the story shear for an upper story may be approximated as follows:

where:

j = number of story level under consideration.

n = total number of stories above ground level.

V = base shear from Equation 2-3.

V_j = maximum story shear at story Level j.

W = total seismic dead load.

W_j = total seismic dead load of all stories above Level j (see Section 2.4.1).

2.4.7.1 Story drift for moment Frames. The following equation for the drift ratio is applicable only to regular, multistory, multibay frames with columns continuous top and bottom:

where:

C_d = deflection amplification factor from Table 2.4.3.1.

DR = drift ratio = interstory displacement divided by interstory height.

E = modulus of elasticity (ksi).

h = story height (in.).

I = moment of inertia (in.⁴).

k_b = I/L for the beam.

k_c = I/h for the column.

L = center-to-center length (in.).

V_c = shear in the column (kips).

For reinforced concrete frames, use appropriate cracked section properties pursuant to ACI 318-95 or later. For other configurations of frames, compute the drift ratio from the principles of structural mechanics.

2.4.7.2 Shearing stress in concrete frame columns. The equation for a quick estimate of the average shearing stress, (v_avg), in the columns of concrete frames is as follows:

where:

A_c =summation of the cross-sectional area of all columns in the story under consideration.

n_c = total number of columns.

n_f = total number of frames in the direction of loading.

V_j = story shear from Equation 2-11.

Equation 2-13 assumes that nearly all of the columns in the frame have similar stiffness. For other configurations of frames, compute the shear stress in the concrete columns from the principles of structural mechanics.

2.4.7.3 Shearing stress in shear walls. The equation for a quick estimate of the average wall shear stress (v_avg) is as follows:

where:

A_w = summation of the horizontal cross-sectional area of all shear walls in the direction of loading. The wall area shall be reduced by the area of any openings. For masonry walls, use the net area. For wood-framed walls, use the length rather than the area.

V_j = story shear at the level under consideration determined from Equation 2-11.

The allowable stresses for the various types of shear wall building are given in Section 5.1 for concrete shear walls, Section 5.3 for reinforced masonry shear walls, Section 5.4 for unreinforced masonry shear walls and Section 5.6 for wood shear walls.

2.4.7.4 Diagonal bracing. The equation for a quick estimate of the average axial stress in the diagonal bracing (f_br) is as follows:

where:

A_br = the average area of a diagonal brace (in.²).

L_br = average length of the braces (ft).

N_br = number of braces in tension and compression if the braces are designed for compression; if not, use the number of braces in tension, if the braces are not designed for compression.

s = average span length of braced spans (ft).

V_j = maximum story shear at each level (kips).

2.4.8 Procedure for evaluating unreinforced masonry bearing wall buildings. Unreinforced masonry bearing wall buildings shall automatically be placed in SPC 1.

2.4.9 Element capacities. Calculate element capacities on the ultimate-strength basis of the 1994 NEHRP Recommended Provisions.

When calculating capacities of deteriorated or damaged elements, the evaluator shall make appropriate reductions in the material strength, the section properties and any other aspects of the capacity affected by the deterioration.

2.4.9.1 Wood. The basic document is Chapter 9 of the 1994 NEHRP Recommended Provisions, as modified in Section 5.6 of these regulations.

2.4.9.2 Steel. The basic document is Chapter 5 of the 1994 NEHRP Recommended Provisions, as modified in Articles 4 and 6 of these regulations.

2.4.9.3 Concrete. The basic document is ACI 318-89. Because this document is on an ultimate-strength basis, the 1994 NEHRP Recommended Provisions specifies special load factors that include the factor of 1.0 for earthquake effects (see Equations 2-1 and 2-2).

2.4.9.4 Masonry. The basic document is Chapter 8 of the 1994 NEHRP Recommended Provisions, as modified in Article 5 of these regulations.

2.4.10 Dynamic analysis. Unless otherwise noted, the procedures given in Articles 3 through 10 use the equivalent lateral force procedure. The use of a dynamic analysis procedure is required for the following:

1. Buildings 240 feet or more in height;
2. Buildings with vertical irregularities caused by significant mass or geometric irregularities;
3. Buildings where the distribution of the lateral forces departs from that assumed in the equivalent lateral force procedure; and
4. Where required by the evaluation statements in Articles 3 through 10.
   
   Dynamic analysis procedures shall conform to the criteria established in this section. The analysis shall be based on an appropriate ground motion representation as specified in this section and shall be performed using accepted principles of dynamics. Structures that are evaluated in accordance with this section shall comply with all other applicable requirements.

2.4.10.1 Ground motion. The ground motion representation shall be an elastic response spectra developed for mean values for the specific site, in accordance with the procedures in Title 24, Section 1629A.2 of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC.

2.4.10.2 Mathematical model. A mathematical model of the physical structure shall represent the spatial distribution of the mass and stiffness of the structure to calculate the significant features of its dynamic response. A three-dimensional model shall be used when the dynamic analysis involves a structure with an irregular plan configuration and rigid or semirigid diaphragms.

2.4.10.3 Analysis procedure.

2.4.10.3.1 Response spectrum analysis. An elastic dynamic analysis of a structure shall use the peak dynamic response of all modes having a significant contribution to total structural response. This requirement may be satisfied by demonstrating that for the modes considered, at least 90% of the participating mass of the structure is included in the calculation of response in each principal horizontal direction. Peak model responses are calculated using the ordinates of the appropriate response spectrum curve that corresponds to the model periods. Maximum modal contributions shall be combined in a statistical manner using recognized combination methods to obtain an approximate total structural response.

2.4.10.3.2 Scaling of results. When the base shear for a given direction is less than that required by the equivalent lateral force procedure, the base shear shall be increased to the value prescribed in that procedure. All corresponding response parameters, including deflections, member forces and moments, shall be increased proportionately.

When the base shear for a given direction is greater than that required by the equivalent lateral force procedure, the base shear may be decreased to the value prescribed in that procedure. All corresponding response parameters, including deflections, member forces, and moments, may be decreased proportionately.

2.4.10.3.3 Post-yield analyses. Post-yield analyses of a simplified model of the building may be made to estimate the nonlinear displacements of the structural system. If the analyses is made with a two-dimensional planar model, the additive torsional displacement shall be established through methods that are equivalent to those used for response spectra analyses.

The displacements or rotations of structural members estimated by the post-yield analysis shall be compared with relevant experimental data to determine the adequacy of the member or system.

2.4.10.4 Torsion. The analysis shall account for torsional effects, including accidental torsional effects, as prescribed in Section 2.4.3.9. Where three-dimensional models are used for analysis, effects of accidental torsion shall be accounted for by appropriate adjustments in the model such as adjustment of mass locations or by equivalent static procedures such as provided in Section 2.4.3.9.

2.4.11 Acceptance criteria. The elements to be analyzed are specified in the procedures given in Articles 3 through 10. The total demand, Q, is calculated by Equation 2-1 or 2-2 as modified below. The capacity, C, is calculated according to the procedures of Section 2.4.9. The basic acceptance criterion is:

Where elements or portions of a lateral force resisting system are expected to behave in a less ductile manner than the system as a whole, the term Q_E in Equation 2-1 or 2-2 shall be modified or special calculations be made to account for the different failure modes of the various elements. Modification of Q_E, and special calculation procedures and when they shall be used, are described in Articles 3 through 8.

If all significant elements meet the basic acceptance criteria as specified herein, no further analysis is needed.

2.4.12 Assessment of element deficiencies. The result of the checks specified in Articles 3 through 10 will show whether or not the elements meet the requirements of the 1994 NEHRP Recommended Provisions as modified herein.

For those elements not meeting the specified acceptance criteria, the relative hazard or seriousness of the deficiencies shall be assessed. Deficiencies shall be ranked according to:

1. Degrees of “overstress” (both total and seismic);
2. Element importance in the load path; and
3. Building, ductile and element stability.

2.5 Final evaluation.

2.5.1 Review the statements and responses. Upon completion of the analysis and field work, the evaluator shall review the evaluation statements and the responses to the statements to ensure that all of the concerns have been addressed.

2.5.2 Assemble and review the results of the procedures. Upon completion of the procedures given in Articles 3 through 10, the evaluator shall assemble and review the results.

2.5.2.1 Q versus C. The criterion Q ≤ C is an indication of whether an element meets the requirements of the 1994 NEHRP Recommended Provisions as modified for these regulations. However, because Q involves gravity effects, the ratio of Q to C for an element must be considered in light of the seismic demand versus capacity in order to fully determine the seriousness of the earthquake hazard.

2.5.2.2 D_E/C_E ratios. The severity of the deficiencies shall be assessed by listing the D_E/C_E ratios in descending order. The element with the largest value is the weakest link in the building. If the element can fail without jeopardizing the building, then the SPC may be based upon the element with the next lower ratio, and so on. Failure of an element will not jeopardize the building provided an alternate load path (neglecting the failed element) exists, and the vertical and lateral stability of the structure, or portions of the structure, is not impaired. The presence of an element with a D_E/C_E greater than one, where failure of that element will jeopardize the stability of the building or element, requires that nonconforming buildings be placed in SPC 1. For conforming buildings, see the appropriate evaluation statement.

2.5.2.3 Qualitative issues. Some of the procedures identify specific deficiencies without any calculation. These deficiencies will automatically place buildings in SPC 1, 3 or 4.

2.5.3 Final evaluation. The final evaluation will place the building in the appropriate the SPC (Table 2.5.3), based on a review of the qualitative and quantitative results of the procedures and the list of deficiencies. In general, an unmitigated “false” answer to an evaluation statement will lower the SPC of the Building. A “false” evaluation statement may be considered mitigated if the building, element or component is justified using the procedure outlined in the evaluation statement, or the effects of the condition are incorporated in the overall evaluation, as described in Section 2.5.2.2. Alternatively, the SPC rating of a building may be assigned by the Office on the basis of a collapse probability assessment performed in accordance with Section 1.4.5.1.2.

2.5.3.1 Conforming buildings. Conforming buildings, other than those of welded steel moment frame constructions (Building Type 3 and possibly building Types 4 and 6, if a dual system is present), without any unmitigated “false” evaluation statements shall be placed in SPC 5. Other conforming buildings shall be placed in the lowest SPC directed by the evaluation statements.

2.5.3.2 Nonconforming buildings. An unmitigated “False” answer to any evaluation statement shall result in nonconforming buildings being placed in SPC 1, unless directed otherwise by the procedures for that particular evaluation statement. All other nonconforming buildings shall be placed in SPC 2.

2.6 The final report. The report shall include the following elements:

1. A description of the building, including photographs, and sketches of the lateral-force-resisting system using an OSHPD approved format;
2. The set of statements from the Appendix, with a synopsis of the investigation and supporting calculations that were made;
3. A list of the deficiencies that must be remedied in order to change statement responses from false to true;
4. The SPC for the building, with comments on the relative importance of the deficiencies; and
5. The NPC for the building.

2.7 Alternative analysis. The owner of a building may elect to perform an Alternative Analysis, to evaluate as structure in more detail than that provided by the evaluation procedures specified in these regulations. The methodology of an Alternative Analysis must be approved in advance by OSHPD, and shall meet the following criteria:

1. Data collection on the structure and site conditions shall be performed in accordance with the appropriate Sections, of Article 2 of these regulations. Depending upon the type of analysis to be performed, additional data regarding the as build condition and material properties may be required.
2. The Alternative Analysis shall be based on a site specific ground motion as specified in Section 3413A.1.2 of the 2010 California Building Code (CBC);
3. The analysis of the structure shall determine the distribution of strength and deformation demands produced by the design ground shaking and other seismic hazards. The analysis shall address seismic demands and capacities to resist these demands for all elements in the structure that either:
   • Are essential to the lateral stability of the structure (primary elements); or
   • Are essential to the vertical load-carrying integrity of the building.
4. The analysis procedure may consist of a linear or non-linear analysis. The analystical methods and acceptance criteria shall conform to Section 3412A of the 2010 CBC and nonlinear response history analysis procedure shall be reviewed and approved, in advance, by OSHPD.

ARTICLE 3
PROCEDURES FOR BUILDING SYSTEMS

3.0 Introduction. This article sets forth general requirements that apply to all buildings: load path, redundancy, configuration, adjacent buildings and the condition of the materials.

3.1 Load path. The structure contains a complete load path for seismic force effects from any horizontal direction that serves to transfer the inertial forces from the mass to the foundation.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The load path is the most essential requirement for a building. There must be a lateral-force-resisting system that forms a load path between the foundation and all diaphragm levels and that ties all of the portions of the building together. The load path must be complete and sufficiently strong.

3.2 Redundancy. The structure will remain laterally stable after the failure of any single element.

Check whether stability of the structure depends on a single element. If the failure of a single element (member or connection) will result in loss of lateral stability, the element shall be

checked for adequacy using an amplification factor of C_d/2, but not less than 1.5. P-delta effects shall be included in this check.

3.3 Configuration. Vertical irregularities are defined in terms of discontinuities of strength, stiffness, geometry and mass.

Horizontal irregularities involve the horizontal distribution of lateral forces to the resisting frames or shear walls. Irregularities in the shape of the diaphragm itself (i.e., diaphragms that are L-shaped or have notches) are covered in Article 7.

3.3.1 Weak story. Visual observation or a Quick Check indicates that there are no significant strength discontinuities in any of the vertical elements in the lateral-force-resisting system; the story strength at any story is not less than 80 percent of the strength of the story above.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check story strengths individually. Where a weak story exists, the resisting elements shall be checked; include P-delta effects and inelastic demand. To compensate for the concentration of inelastic action where the story strength of the weak story is less than 65 percent of the story above, amplify the design forces in the weak story by the factor C_d/2, but not less than 1.5. Conforming buildings which fail this check shall be placed in SPC 4.

3.3.2 Soft story. Visual observation or a Quick Check indicates that there are no significant stiffness discontinuities in any of the vertical elements in the lateral-force-resisting system; the lateral stiffness of a story is not less than 70 percent of that in the story above or less than 80 percent of the average stiffness of the three stories above.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the stiffness of certain portions of the building. Where a soft story condition is indicated, the stiffness of the building shall be calculated story by story, in order to determine whether a story falls within the definition of a soft story. Where a soft story exists, the resisting elements shall be checked; include P-delta effects. For buildings more than 65 feet or five stories tall, a dynamic analysis shall be performed to compute the distribution of seismic forces.

3.3.3 Geometry. There are no significant geometrical irregularities; there are no setbacks (i.e., no changes in horizontal dimension of the lateral-force-resisting system of more than 30 percent in a story relative to the adjacent stories).

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. Where geometric irregularities exist, a dynamic analysis shall be performed to compute the vertical distribution of seismic forces.

3.3.4 Mass. There are no significant mass irregularities; there is no change of effective mass of more than 50 percent from one story to the next, excluding light roofs.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the distribution of mass in the building. The effective mass is the real mass consisting of the dead weight of the floor plus the actual weights of partitions and equipment. Where mass irregularities exist, a dynamic analysis shall be performed to compute the vertical distribution of seismic forces.

3.3.5 Vertical discontinuities. All shear walls, infilled walls and frames are continuous to the foundation.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The primary deficiency is in the strength of the columns that support the wall or frame. The secondary deficiency is in the strength of the connecting strut or diaphragm. Conforming buildings which fail these checks shall be placed in SPC 4.

Procedure for columns: Check the columns that support the upper vertical lateral load-resisting element for their capacity to support the gravity loads plus the overturning forces. The overturning forces shall be based on the design forces amplified by the factor C_d/2, but not less than 1.5, or on the capacity of the vertical lateral load-resisting element to resist lateral force if this is greater. The column check shall include P-delta effects.

Procedure for strut or diaphragm: Check the strut or diaphragm for its ability to transfer the load from the discontinuous element to the lower resisting element.

3.3.6 Torsion. The lateral-force-resisting elements from a well-balanced system that is not subject to significant torsion. Significant torsion will be taken as any condition where the distance between the story center of rigidity and the story center of mass is greater than 20 percent of the width of the structure in either major plan dimension.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. One deficiency is in the layout and the strengths and stiffness of the walls and frames of the lateral-force-resisting system. Another deficiency is in the strength of columns that are not part of the lateral-force-resisting system but are forced to undergo displacements due to the rotation of the diaphragm. Verify the adequacy of the system by analyzing the torsional response using procedures that are appropriate for the relative rigidities of the diaphragms and the vertical resisting elements. Calculate the maximum story drift (the average building drift plus the additional displacement due to torsion). Verify that all vertical load-carrying elements can maintain their load-carrying ability under the expected drifts. When checking columns, include P-delta effects and consider inelastic demand. Conforming buildings which fail this check shall be placed in SPC 4.

3.4 Adjacent buildings. There is no immediately adjacent structure that is less than half as tall or has floors/levels that do not match those of the building being evaluated. A neighboring structure is considered to be “immediately adjacent” if it is within 2 inches times the number of stories away from the building being evaluated.

The deficiency is the distance between the buildings. Report the condition as a hazard. Where both buildings are designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated. Other conforming buildings which fail these checks shall be placed in SPC 4.

3.5 Deflection incompatibility. Column and beam assemblies that are not part of the lateral-force-resisting system (i.e., gravity load-resisting frames) are capable of accommodating imposed building drifts, including amplified drift caused by diaphragm deflections, without loss of vertical load-carrying capacity.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the ductility of the vertical load-carrying system. Calculate the expected drifts using the procedures in Section 2.4.4. Use net section properties for all reinforced concrete elements in the lateral-force-resisting system. Include the lateral displacements due to diaphragm deflections, using the diaphragm loading computed in Section 2.4.6. Evaluate the capacity of the nonlateral-force-resisting columns and beam assemblies to undergo the combined drift, considering moment-axial force interaction and column shear.

3.6 Short “captive” columns. There are no columns with height-to-depth ratios less than 75 percent of the nominal height-to-depth ratios of the typical columns at that level.

The deficiency is in the tendency of short captive columns to attract high shear forces because of their high stiffness relative to adjacent elements. Calculate the story drift, and determine the shear demand (V_e) in the short column caused by the drift (V_e=2M/L). The ratio of V_ee/V_n shall be less than one, where V_n is the column nominal shear capacity computed in accordance with ACI criteria. Conforming buildings which fail these checks shall be placed in SPC 4.

3.7 Evaluation of materials and conditions.

3.7.1 Deterioration of wood. None of the wood members shows signs of decay, shrinkage, splitting, fire damage or sagging, and none of the metal accessories is deteriorated, broken or loose.

The deficiency is in the capacity of the deteriorated elements. Determine the cause and extent of damage. Identify the lateral-force-resisting system and determine the consequences of the damage to the system. The system shall be judged adequate if it can perform with the damaged elements. Check the structural systems with appropriate reductions in member properties.

3.7.2 Overdriven nails. There is no evidence of overdriven nails in the shear walls or diaphragms.

The deficiency is in the capacity of the fasteners. Check the wall demand and capacity, using reduced strength due to overdriven fasteners.

3.7.3 Deterioration of steel. There is no significant visible rusting, corrosion or other deterioration in any of the steel elements in the vertical- or lateral-force- resisting systems.

The deficiency is the reduction in cross-section of the elements. Check the structural systems with appropriate reductions in member properties. See Article 4 for inspection requirements for welded steel moment-resisting frame requirements for welded steel moment-resisting frame structures.

3.7.4 Deterioration of concrete. There is no visible deterioration of concrete or reinforcing steel in any of the frame elements.

The deficiency is the reduction in member properties. Check the structural systems with appropriate reductions in member capacities.

3.7.5 Post-tensioning anchors. There is no evidence of corrosion or spalling in the vicinity of post-tensioning or end fittings. Coil anchors have not been used.

The deficiency is the reduced area of the prestress strands and, with coil anchors, the ability of the anchorage to maintain its grip under cyclic loading. Inspect a sample of the concrete in the area of the anchorage to determine its condition. Determine the cause and extent of the deterioration. Consider the effects of anchorage failure on the vertical and lateral load-carrying capacity of the structure.

3.7.6 Concrete wall cracks. All diagonal cracks in the wall elements are 1.0 mm or less in width, are in isolated locations and do not form an X pattern.

The deficiency is the reduced capacity of the wall. Determine the cause and extent of the cracking. Check the structural systems with reduced wall capacity.

3.7.7 Cracks in boundary columns. There are no diagonal cracks wider than 1.0 mm in concrete columns that encase the masonry infills.

The deficiency is the reduced capacity of the wall. Evaluate the wall with limited capacity assigned to the deteriorated elements. Determine the cause and extent of the damage.

3.7.8 Precast concrete walls. There is no significant visible deterioration of concrete or reinforcing steel or evidence of distress, especially at the connections.

The deficiency is the strength of the connections. Determine the cause and extent of distress and check the structural systems with appropriate reductions in capacity.

3.7.9 Masonry joints. The mortar cannot be easily scraped away from the joints by hand with a metal tool, and there are no significant areas of eroded mortar.

The deficiency is in the strength of the wall. Check the adequacy of the walls with the strength determined by tests. This evaluation statement also applies to masonry veneers present on the exterior or interior walls of the building.

3.7.10 Masonry units. There is no visible deterioration of large areas of masonry units.

The deficiency is in the strength of the units. Determine the cause and extent of deterioration and use reduced capacity in determining the adequacy of the units.

3.7.11 Cracks in infill walls. There are no diagonal cracks in the infilled walls that extend throughout a panel or are greater than 1.0 mm wide.

The deficiency is the reduced capacity of the wall. Determine the cause and extent of the cracking. If appropriate, check the structural systems with reduced wall capacity.

ARTICLE 4
PROCEDURES FOR MOMENT-RESISTING SYSTEMS

4.0 Introduction. Moment frames develop their resistance to lateral forces through the flexural strength and continuity of beam and column elements. Moment frames may be classified as special, intermediate and ordinary frames.

For evaluations using these regulations, it is not necessary to determine the type of frame in the building. The issues are addressed by appropriate acceptance criteria in the specified procedures. For determination of element capacities, see Article 2, Section 2.4.9.

4.1 Frames with infill walls.

4.1.1 Interfering walls. All infill walls placed in moment frames are isolated from structural elements.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is an inappropriate connection of the wall to the frame. Evaluate the relative strength and stiffness of the walls and frames, considering the nature and size of the joint or connection between the wall and the frame. If the strength of the walls is not commensurate with the stiffness, the building should be treated as Type 7 or Type 10 (Article 2, Section 2.2.3 “Common Building Types”), a frame with infill walls. If the infill walls do not extend the full story height and are not properly isolated from the frame columns, evaluate the column shear demand and capacity, based on a column height equal to the clear distance from the top of the wall to the bottom of the slab or beam above, amplifying the design forces in the short column by C_d/2, but not less than 1.5. The shear demand need not exceed the shear capacity corresponding to flexural capacity of the column, based on a column height equal to the clear distance from the top of the wall to the bottom of the slab or beam above.

4.2 Steel moment frames. Welded steel moment frames may be subject to detailed frame joint evaluation requirements, as outlined in this section. The purpose of this joint evaluation is to determine if the building has experienced joint damage in strong ground shaking.

4.2.0.1 Preliminary screening. All welded steel moment frame structures shall undergo a detailed frame joint evaluation if the building is located at a site that has experienced the following:

1. An earthquake of magnitude greater than or equal to 6.5 that produced ground motion in excess of 0.20 g; or
2. An earthquake that generated ground motion in excess of 0.30 g.

The ground motion estimates shall be based on actual instrumental recordings in the vicinity of the building. When such ground motion records are not available, ground motion estimates may be based on empirical or analytical techniques. All ground motion estimates shall reflect the site-specific soil conditions.

4.2.0.2 Additional indicators. A detailed frame joint evaluation of the building shall be performed if any of the following apply:

1. Significant structural damage is observed in one or more welded steel moment frame structures located within 1 km of the building on sites with similar, or more firm, soil properties;
2. An earthquake having a magnitude of 6.5 or greater, where the structure is located within 5 km of the trace of a surface rupture or within the vertical projection of the rupture area when no surface rupture has occurred;
3. Significant architectural or structural damage has been observed in the building following an earthquake; or
4. Entry to the building has been limited by the building official because of earthquake damage, regardless of the type or nature of the damage.

4.2.4 Moment connections. All beam-column connections in the lateral-force-resisting moment frame have full-penetration flange welds and a bolted or welded web connection.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection. Check the connection on the basic of its strength. Check the member capacities using appropriate R values. Connections that do not develop the flexural capacity of the member require use of the R value for ordinary frames.

4.2.5 Column splices. All column splice details of the moment-resisting frames include connection of both flanges and the web.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the bolts or welds in the connection. Check the adequacy of the splice connection for all gravity and seismic loads. Amplify the seismic load for partial-penetration welded splices by the factor C_d/2.

4.2.6 Joint webs. All web thicknesses within joints of moment-resisting frames meet AISC criteria for web shear.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the web. Calculate the joint shear capacity using formulas given in the AISC provisions and compare it to the demand from an equivalent lateral force analysis or the average column shear, V_c calculated for the Quick Check for drift.

4.2.7 Girder flange continuity plates. There are girder flange continuity plates at joints.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the joint. Check joints without such plates using AISC provisions, using the R value for ordinary frames.

4.2.8 Strong column/weak beam. At least one half of the joints in each story are strong column/weak beam (33 percent on every line of moment frame). Roof joints need not be considered.

The deficiency is excessive ductility demand and displacement in a single story. Compare beam and column moment capacities, including the effect of axial force. The evaluator may consider this condition mitigated if the joints in the building meet the provisions of Section 2710(g)5 of the 1992 edition of Part 2, Title 24. Conforming buildings which do not meet those provisions shall be placed in SPC 4.

4.2.9 Out-of-plane bracing. Beam-column joints are braced out-of-plane.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the stability of the beam-column joint. Verify the joint bracing by visual observation.

shall reflect the ductility and damping of the system. Where better information is not available, multiply the R value selected on the basis of mild reinforcement by 0.75 to account for the effect of prestressing.

4.3.4 Joint eccentricity. There are no eccentricities larger than 20 percent of the smallest column plan dimension between girder and column centerlines.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the frame, either the members or the joints or both. Evaluate the frames considering the additional shear stresses caused by the joint torsion.

4.3.5 No shear failures. The shear capacity of frame members is greater than the moment capacity.

FIGURE 4.3.14 M_pr and V_e

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is inadequate shear capacity in the columns or beams. Compare V_e with the member shear capacity, φV_n calculated in accordance with ACI 318 Appendix. The ratio V_eφV_n shall be less than or equal to 1.0.

4.3.6 Strong column/weak beam. The moment capacity of the columns is greater than that of the beams.

The deficiency is in column capacity. Compare the sum of the beam moment capacities to that of the column capacities. Include the particiapation of the slab in the beam capacities. The moment capacity to be compared is the plastic moment, M_pr The ratio of the sum of the M_pr for the columns to the sum of the M_pr for the beams is required to be not less than 1.2. Conforming buildings which do not meet this criteria shall be placed in SPC 4.

4.3.7 Stirrup and tie hooks. The beam stirrups and column ties are anchored into the member cores with hooks of 135 degrees or more.

The deficiency is in the shear resistance and confinement of the member. Determine if beam stirrups and column ties are appropriately anchored into member cores with hooks of 135 degrees or more. Conforming buildings which do not meet this criteria shall be placed in SPC 4.

4.3.8 Column-tie spacing. Frame columns have ties spaced at d/4 or less throughout their length and at 8 d_b or less at all potential plastic hinge regions.

The deficiency is in the shear capacity of the column. Report this condition as a deficiency. Conforming buildings which do not meet this criteria shall be placed in SPC 4.

4.3.9 Column-bar splices. All column bar lap splice lengths are greater than 35 d_b long and are enclosed by ties spaced at 8 d_b or less.

The deficiency is in the strength and ductility of the column. Compare the splice length provided with that required by Sections 12.2 and 12.15 of the ACI 318 provisions. Conforming buildings which do not meet this criteria shall be placed in SPC 4.

4.3.10 Beam bars. At least two longitudinal top and two longitudinal bottom bars extend continuously throughout the length of each frame beam. At least 25 percent of the steel provided at the joints for either positive or negative moment is continuous throughout the members.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength and ductility of the beam. Determine if the required beam bars are present. For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary.

4.3.11 Beam-bar splices. The lap splices for longitudinal beam reinforcing are located within the center half of the member lengths and not in the vicinity of potential plastic hinges.

The deficiency is in the strength and ductility of the beam. Determine if the beam bar splices are detailed and located such that the yield capacity of the beam can be developed. Conforming buildings which do not meet this criteria shall be placed in SPC 4.

4.3.12 Stirrup spacing. All beams have stirrups spaced at d/2 or less throughout their length and at 8 d_b or less at potential hinge locations.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength and ductility of the beam. Determine if the stirrups meet the specified spacing requirements, such that the yield capacity of the beam can be developed.

4.3.13 Beam truss bars. Bent-up longitudinal steel is not used for shear reinforcement.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength and ductility of the beam. Determine if bent-up shear reinforcement. is present. If present,

check the shear capacity of the element ignoring the effects of the bent-up longitudinal bars.

4.3.14 Joint reinforcing. Column ties extend at their typical spacing through all beam-column joints at exterior columns.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength and ductility of the beam-column joint. Calculate the joint capacity, V_e, and the joint shear, V_j. The joint shear is calculated at a horizontal section at mid-height of the joint. The horizontal shear at the critical section is obtained from summation of horizontal forces in a free-body diagram of the upper half of the joint as V_j = (T_l+T_r)– V_e where T_l and ,T_r, the forces in the flexural tensile reinforcement in the beams on the left and right sides of the joint, respectively, are calculated assuming a steel stress equal to 1.25f_y. See Figure 4.3.14 for computation of V_e. The ratio V_j/V_e shall be less than or equal to 1. Conforming buildings which do not meet this criteria shall be placed in SPC 4.

4.3.15 Flat slab frames. The system is not a frame consisting of columns and a flat slab/plate without beams.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. Perform a detailed analysis, or assign the building to SPC 1.

4.4 Precast concrete moment frames.

4.4.1 Precast frames. The lateral loads are not resisted by precast concrete frame elements.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connections. Check the adequacy of the precast frames. Where lateral movement will cause strength capacities to be first exceeded at connections, use R = C_d = 1.5 unless there is information on connection behavior that justifies higher values. Where all yielding occurs within members, use the R-value for the appropriate cast-in-place frame.

4.4.2 Precast connections. For buildings with concrete shear walls, the connection between precast frame elements such as chords, ties and collectors in the lateral-force-resisting system can develop the capacity of the connected members.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connections. Analyze the connections. Determine where connection failures would be brittle (e.g., pull-out of an embedded item would occur before yield of a mild steel element). Analyze structure for stability assuming that these brittle connections have failed or are not capable of transmitting forces, or check such connections for seismic force amplified by factor C_d/2, but not less than 1.5. For shear capacity, refer to Section 4.3. For flexure, find the path of forces from the element through the connection into the other element.

4.5 Frames not part of the lateral-force-resisting system. This section deals with frames that were not designed to be part of the lateral-force-resisting system. These are basic structural frames of steel or concrete that are designed for gravity loads with shear walls, bracing or moment frames providing the resistance to lateral forces.

If the primary lateral-force-resisting system consists of concrete walls (infilled in steel frames or monolithic in concrete frames), the building shall be treated as a concrete shear wall building (Type 6) with the frame columns as boundary elements. If the walls are masonry infills, the frames shall be treated as steel or concrete frames with infill walls of masonry (Type 7 or 10). Buildings with steel braces shall be treated as braced frame systems (Type 4). The principal deficiency identified in this section is loss of vertical-load-carrying capacity due to excessive deformations.

The analysis must include the deformations imposed by the infill walls, and the consequences of the failure of such walls.

4.5.1 Complete frames. The steel or concrete frames form a complete vertical load-carrying system.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check the shear walls or braced frames, including the effects of all dead and live loads, and note that the R values for buildings without a complete vertical load-carrying space frame are different from those for complete frame buildings. For wall systems, the frame is considered incomplete if the beams end at the edge of a shear wall that has no boundary columns or, if there are such columns, the beams do not continue across in the plane of the wall. For chevron-braced frame systems, the frame is considered incomplete if the beam in the brace frame cannot carry the design dead and live loads without the presence of the braces.

ARTICLE 5
PROCEDURES FOR SHEAR WALLS

5.0 Introduction. Shear walls have two aspects: carrying in-plane shear when the earthquake direction under consideration is parallel to the wall and resisting out-of-plane forces when the earthquake direction under consideration is perpendicular to the wall. The in-plane effects are covered in this article. Out-of-plane effects are covered in Article 8. All walls not structurally isolated are assumed to act as shear walls that will participate in resisting lateral forces up to their capacity.

5.1 Concrete shear walls.

5.1.1 Shearing stress check. The building satisfies the Quick Check of the shearing stress in the shear walls.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Generate the lateral loads using the Quick Check procedure of Section 2.4.7.3. If v_avg is greater than 50 psi (or square root of f′_c if f′_c is known), a more detailed evaluation of the structure shall be performed. This evaluation shall employ a more accurate estimation of the level and distribution of the lateral loads, using the analysis procedures in Article 2.

5.1.2 Overturning. All shear walls haveh_w/l_w ratios less than 4 to 1.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the required resistance to overturning moments. Calculate the resistance to the required overturning moments. The overturning resistance shall include the resistance contributed by wall flanges, friction on piling, earth over foundations, and floor and roof weights supported by the wall. The calculated resistance shall be greater than 0.75 times the base moment of the shear wall. The overturning resistance moment may be taken as the righting moment about an edge of the footing or the wall flexural capacity, whichever is less.

5.1.3 Coupling beams. The stirrups in all coupling beams are spaced at d/2 or less and are anchored into the core with hooks of 135 degrees or more.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the coupling beams. Assume that the beams yield. Calculate their end-moment capacity based either on flexural yield or shear capacity, whichever is lower. The coupling beam moment capacity should include the contribution of a reasonable portion of the adjacent floor slab reinforcement when this reinforcement is in tension. Analyze the walls as independent walls with these restoring moments or shears helping to stabilize the walls. Check the stability of the wall and the stresses in the vertical boundaries. Conforming buildings which fail this check shall be placed in SPC 4, and no calculations are necessary.

5.1.4 Column splices. Steel column splice details in shear wall boundary elements can develop the tensile strength of the column.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the splice in the boundary column. Determine the maximum tensile column load in each case and verify the adequacy of the splice to resist this load, including gravity loads. Check the adequacy of the splice connection for all gravity and seismic loads. Amplify the seismic load for partial-penetration welded splices by the factor C_d/2, but not less than 1.5, when the seismic load produces tension at the splice.

5.1.5 Wall connections. There is positive connection between the shear walls and the steel beams and columns.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the adequacy of the connections between the shear wall and the beams and columns that are its boundary elements. Calculate the effective overturning demand for the walls and check the adequacy of the shear transfer to the steel elements. A value for shear friction between steel and concrete shall be included only if the steel element is completely encased with reinforced concrete.

5.1.6 Confinement reinforcing. For shear walls with h_w/l_w greater than 2.0, the boundary elements are confined with spirals or ties with spacing less then 8d_b.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the ductility of the vertical boundary elements that are required to resist large axial forces. Check the need for boundary elements, per ACI 318. Where boundary elements are required but not provided, amplify the seismic forces for the entire structure by the factor 1.25 (and use 0.8C_d for drift calculation). Conforming buildings which fail this evaluation statement shall be placed in SPC 4, and no calculations are necessary.

5.1.7 Reinforcing steel. The total reinforcing steel for concrete walls is greater than 0.0025 times the gross area of the wall along both the longitudinal and transverse axes and the maximum spacing of reinforcing steel is 18 inches.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the quantity of reinforcing in the wall. Calculate the capacity of the walls with the reinforcing that is provided, but amplify the seismic forces by the factor 1.25 (and use 0.8C_d for drift calculation). Where the reinforcing in the wall is less than 0.0015 times the gross area of the wall along the longitudinal or transverse axis, or if the reinforcing steel spacing exceeds 18 inches, the contribution of the wall to lateral strength and stiffness of the building shall be ignored and, if it is a bearing wall, the building shall be placed in SPC 1.

5.1.8 Reinforcing at openings. There is special wall reinforcement around all openings.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the reinforcing in the piers and spandrels. Determine the capacity of the spandrels and piers considering all available reinforcing steel that crosses the critical sections.

5.2 Precast concrete shear walls. Shear walls of precast concrete are in segments that are tied together, but the connections may be of a brittle type. Connections adequate for design level forces may not be capable of developing the yield level capacity of the panels. The effects of the precast panel connections on the other evaluation statements concerned with wall elements shall be considered. The deficiency is in the quality and ductility of the connections.

5.2.1 Panel-to-panel connections. Adjacent wall panels are not connected by welded steel inserts.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the inserts. Check the welded inserts. Determine where connection failures would be brittle (e.g., pull-out of an embedded item would occur before yield of a mild steel element). Analyze structure for stability assuming that these brittle connections have failed or are not capable of transmitting forces or check such connections for seismic force amplified by the factor C_d/2, but not less than 1.5.

5.2.2 Wall openings. Openings constitute less than 75 percent of the length of any perimeter wall with the wall piers having h_w/l_w ratios of less than 2.0.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency may be in the strength of the panel connections or may be that the reinforced concrete elements actually behave

like a moment frame and should be evaluated as such. Check the elements in the precast shear wall system. When large open areas exist, check the transfer of shear between the diaphragm and the wall. Compare the lateral displacements of the wall due to shear and flexure. If more than 50 percent of the total lateral displacement is due to flexure, or if the width of the wall piers is less than five times the thickness, analyze the wall as a moment frame.

5.2.3 Collectors. Wall elements with openings larger than a typical panel at a building corner are connected to the remainder of the wall with collector reinforcing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the configuration of the wall or the diaphragm. Find an adequately strong path of forces. If none is found, report this as a deficiency.

5.3 Reinforced masonry shear walls.

5.3.1 Shearing stress check. The building satisfies the Quick Check of the shearing stress in the reinforced masonry shear walls.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Generate the lateral loads using the Quick Check procedure of Section 2.4.7.3. If v_avg is greater than 15 psi, a more detailed evaluation of the structure shall be performed. This evaluation shall employ a more accurate estimation of the level and distribution of the lateral loads, using the analysis procedures in Article 2.

5.3.2 Reinforcing. The total vertical and horizontal reinforcing steel in reinforced masonry walls is greater than 0.002 times the gross area of the wall with a minimum of 0.0007 in either of the two directions, the spacing of reinforcing steel is less than 48 inches and all vertical bars extend to the top of the walls.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. If the quantity of wall reinforcing is less than the specified amounts, report this condition as a deficiency.

5.3.3 Reinforcing at openings. All wall openings that interrupt rebar have trim reinforcing on all sides.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the lack of reinforcing at the end of wall elements adjacent to openings and at the corners of walls. Check the wall using only the length of piers between reinforcing steel.

5.4 Unreinforced masonry shear walls. Unreinforced masonry bearing wall buildings are automatically classified as SPC 1. The following provisions apply to unreinforced masonry shear wall structures that also possess a complete vertical load-carrying space frame.

5.4.1 Shearing stress check.

The building satisfies the Quick Check of the shearing stress in the unreinforced masonry shear walls.

Generate the lateral loads using the Quick Check procedure of Section 2.4.7.3. The allowable stress (on the gross area) for solid brick masonry is 10 psi; for hollow unit masonry, 6 psi; and for grouted block masonry, 12.5 psi. If V_avg is greater than the allowable stress, an Alternative Analysis of the structure shall be performed, or the building shall be placed in SPC 1.

5.4.2 Masonry lay-up.

Filled collar joints of multiwythe masonry walls have negligible voids.

The deficiency is in the lay-up of the wall that left voids between the wythes. Investigate the lay-up. This can be done when masonry units are removed for strength tests. If voids are present, report this condition as a deficiency.

5.5 Unreinforced masonry infill walls in frames.

5.5.1 Proportions.

The height/thickness ratio of the wall panels is as follows:

One-story building h_w/t < 14
Multistory building
Top story h_w/t < 9
Other stories h_w/t < 20

The deficiency is in the out-of-plane strength of the wall. Check the out-of-plane demand using the procedure for parts and portions of a building given in Section 2.4.6.

5.5.2 Solid walls. The infill walls are not of cavity construction.

The deficiency is in the out-of-plane strength of the wall. If infill walls are of cavity construction, report this as a deficiency.

5.5.3 Infill walls. The infill walls are continuous to the soffits of the frame beams.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the columns. Check the shear capacity of the columns to develop opposing yield moments at top and bottom of the short free height or to resist required force amplified by the factor C_d/2, but not less than 1.5.

5.5.4 Wall connections. All infill panels are constructed to encompass the frames around their entire perimeter.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the connection of the infill panel to the frame. Determine the panel edge condition from available drawings or from field investigation. If the panels are not properly connected to the frame, report this condition as a deficiency.

5.6 Walls in wood frame buildings.

5.6.1 Shearing stress check. The building satisfies the Quick Check of the shearing stress in wood shear walls.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Generate the lateral loads using the Quick Check procedure of Section 2.4.7.3 and compare to 400 pounds per foot of plywood wall or 50 pounds per foot of walls composed of gypsum board or other materials. If v_avg is greater than these values, a more

detailed evaluation of the structure shall be performed. This evaluation shall employ a more accurate estimation of the level and distribution of the lateral loads using the analysis procedures in Article 2.

5.6.2 Openings. Walls with garage doors or other large openings are braced with plywood shear walls or are supported by adjacent construction through substantial positive ties.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the lateral-force-resisting system. Check the ability of the walls and diaphragms to control, through torsional capacity, displacements at walls with large openings. Check that the diaphragm is a complete system with chords and collectors provided to deliver the lateral loads as required.

5.6.3 Wall requirements. All walls supporting tributary area of 24 to 100 square feet per foot of wall are plywood sheathed with proper nailing or rod braced and have a height-to-depth (H/D) ratio of 1 to 1 or less or have properly detailed and constructed hold-downs.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the wall and/or in hold-downs to resist overturning forces. Check the walls using floor areas tributary to the walls. Check all portions of the load path to ensure proper force transfer.

5.6.4 Cripple walls. All exterior cripple walls below the first floor level are braced to the foundation with shear elements.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the shear strength of the cripple walls. Check all exterior cripple walls below the first floor level to ensure that they are braced to the foundation with shear elements.

5.6.5 Narrow shear walls. Narrow wood shear walls with an aspect ratio greater than 2 to 1 do not resist forces developed in the building.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the narrow walls. Determine the shear capacity of the wall and related overturning must be transferred to the foundation within allowable stresses.

5.6.6 Stucco (exterior plaster) shear walls. Multistory buildings do not rely on exterior stucco walls as the primary lateral-force-resisting system.

The deficiency is in the strength of the stucco walls. Inspect stucco-clad buildings to determine if there is a lateral system such as plywood or diagonal sheathing at all but the top floor. Where exterior plaster is present, verify that the wire reinforcing is attached directly to the wall framing and the wire is completely embedded into the plaster material. Conforming buildings which fail this check shall be placed into SPC 4.

5.6.7 Plaster or gypsum wallboard shear walls. Interior plaster or gypsum wallboard is not being used for shear walls in buildings over one story in height.

The deficiency is in the strength of the walls. Determine if there is a lateral system such as plywood or diagonal sheathing at all but the top floor. Multistory buildings shall not rely on interior plaster or gypsum wallboard walls as the primary lateral-force-resisting system. Conforming buildings which fail this check shall be placed into SPC 4.

ARTICLE 6
PROCEDURES FOR BRACED FRAMES

6.0 Introduction. Braced frames develop their resistance to lateral forces by the bracing action of diagonal members. The braces induce forces in the associated beams and columns so that all work together like a truss with all members subjected to stresses that are primarily axial.

A concentrically braced frame has minor eccentricities in the joints of the frame that are accounted for in the design.

An eccentrically braced frame has elements that are strictly controlled to combine a stiffening effect due to the diagonal braces with yielding in the link beams. Eccentrically braced frames are present only in conforming buildings.

6.1 Concentrically braced frames.

6.1.1 Stress check. The building satisfies the Quick Check of the stress in the diagonals.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Calculate the average axial stress in the diagonals using the procedures of Section 2.4.7.4. Increase the calculated stress to account for torsion, based on the amount of torsion (Section 3.3.6) present and the distance between braced frames. If the average stress exceeds 30 ksi, an accurate analysis of the stresses on the bracing elements shall be performed.

6.1.2 Stiffness of diagonals. All diagonal elements required to carry compression have Kl/r ratios less than 120.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the stiffness of the diagonals. Check the bracing elements, amplifying the seismic force by the factor 1.25.

6.1.3 Tension-only braces. Tension-only braces are not used as the primary diagonal bracing elements in structures over two stories in height.

The deficiency is in the strength of the braces. Check the braces. If they are tension-only, and the building is over two stories in height, place the building in SPC 1. Tension-only bracing of small penthouse structures may be reviewed using the procedures in Section 2.4.6. Conforming buildings which fail this check shall be placed in SPC 4.

6.1.4 Chevron bracing. The bracing system does not include chevron-, V-, or K-braced bays.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check all elements in the braced frames. For chevron- and V-braced frames, the beam shall be a single element that can carry the gravity loads without the intermediate support of the braces. Check the adequacy of the beam for the seismic forces amplified by C_d/2, but not less than 1.5. Consider the effect of

buckling of a leg of chevron-bracing or V-bracing, including the continuity, strength, and bracing of the beams and the ability of the connection to permit buckling of the brace while not destroying the capacity for repeated cycles of loading. If K-bracing is used in buildings over two stories, amplify the seismic forces in the bracing and columns by the factor C_d/2, but not less than 1.5.

6.1.5 Concentric joints. All the diagonal braces frame into the beam-column joints concentrically.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the joints. Evaluate the consequence of the eccentricity on the member required to resist it. Evaluate the shear, bending and axial force requirements at the locations of eccentricities.

6.1.6 Connection strength. All the brace connections are able to develop the yield capacity of the diagonals.

The deficiency is in the strength of the connections. Check the connection strength. Use a demand value that develops the tensile capacity of the brace or is 1.25 times the required seismic force. If connections in a conforming building cannot develop the yield capacity of the brace and do not meet the requirements of Part 2, Title 24, Section 2211A.9.3 of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC, the building shall be placed in SPC 4.

6.1.7 Column splices. All column splice details of the braced frames can develop the column yield capacity.

The deficiency is in the strength of the splice. Calculate the adequacy of the splice connection for all expected forces including gravity loads. Amplify the seismic load for partial penetration welded splices by the factor C_d/2 when the seismic load produces tension at the splice. If the column splice details in a conforming building cannot develop the yield capacity of the column and do not meet the requirements of Part 2, Title 24, Section 2211A.9.5 of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC, the building shall be placed in SPC 4.

6.1.8 Concrete braced frames. None of the braces in the framing system are of reinforced concrete construction.

The deficiency is in the ductility of the braced frame. Report this condition as a deficiency, and place nonconforming buildings in SPC 1. Place conforming buildings in SPC 4.

6.2 Eccentrically braced frames.

6.2.1 Link beam location. The link beams are not connected to the columns.

The deficiency is in the ductility of the link beam-column connection. Report this condition and place the building in SPC 4.

ARTICLE 7
PROCEDURES FOR DIAPHRAGMS

7.0 Introduction. The diaphragm is the horizontal subsystem that distributes lateral load to the vertical subsystems (walls and frames) and that provides lateral support for walls and parapets.

7.1 Diaphragms. Diaphragms are treated as horizontal beams. The floor (or roof), which is analogous to the web of a wide-flange beam, is assumed to carry the shear; the edge of the floor (or roof) or a spandrel, which is analogous to the flange, is assumed to carry the flexural stress.

7.1.1 Plan irregularities. There is significant tensile capacity at reentrant corners or other locations of plan irregularities.

For buildings designed and constructed in accordance with the 1989 or later editions of Part 2, Title 24, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm in the vicinity of corners. Evaluate the chord/collector requirements at the reentrant corners and other locations of plan irregularities by applying the maximum of the diaphragm force and the calculated story force to a model of the isolated diaphragm. All elements that can contribute to the tensile capacity at the reentrant corner may be included with appropriate consideration given to gravity load stresses. Conforming buildings which fail this check shall be placed in SPC 4.

7.1.2 Cross ties. There are continuous cross ties between diaphragm chords.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the adequacy of the path for wall anchorage forces into the diaphragm. A cross tie is a beam or girder that spans the width of the diaphragm, accumulates the wall loads and transfers them, over the full depth of the diaphragms, into the next bay and on to the nearest shear wall or frame. Calculate the wall anchorage forces according to Section 2.4.5, and check that these forces can be developed, element by element, in the diaphragm.

7.1.3 Reinforcing at openings. There is reinforcing around all diaphragm openings larger than 50 percent of the building width in either major plan dimension.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm in the vicinity of the openings. Check the adequacy of the diaphragm to transfer stresses around the opening.

7.1.4 Openings at shear walls. Diaphragm openings immediately adjacent to the shear walls constitute less than 25 percent of the wall length, and the available length appears sufficient.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the length of diaphragm needed to transfer shear to the wall or frame and to provide lateral support for the wall or frame.

Procedure for diaphragm shear: Verify that there is a path of forces and sufficient strength to deliver the diaphragm shear to the shear wall. The diaphragm shear is the demand.

Procedure for lateral support of the wall: Treat the wall as a portion of the building using F_p as the demand.

7.1.5 Openings at braced frames. Diaphragm openings immediately adjacent to the braced frames extend less than 25 percent of the length of the bracing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is similar to that described above for openings at shear walls.

Procedure for diaphragm shear: Verify that there is a path of forces and sufficient strength to deliver the diaphragm shear to the braced frame. The diaphragm shear is the seismic demand.

Procedure for lateral support of the frame: Treat the frame as a portion of the building using F_p as the demand.

7.1.6 Openings at exterior masonry shear walls. Diaphragm openings immediately adjacent to exterior masonry walls are no more than 8 feet long.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is similar to that described above for openings at shear walls.

Procedure for diaphragm shear: Verify that there is a path of forces and sufficient strength to deliver the diaphragm shear to the shear wall. The diaphragm shear is the demand.

Procedure for lateral support of the frame: Treat the frame as a portion of the building using F_p as the demand.

7.2 Wood diaphragms.

7.2.1 Sheathing. None of the diaphragms consist of straight sheathing or have a span/depth ratio greater than 2 to 1.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm. Analyze the wood diaphragm using the procedure given in Chapter 9 of the 1994 NEHRP Recommended Provisions.

7.2.2 Spans. All diaphragms with spans greater than 24 feet have plywood or diagonal sheathing. Structures in Building Type 2 may have rod-braced systems.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength and stiffness of the diaphragm. Evaluate the diaphragm stresses using the procedure given in Chapter 9 of the 1994 NEHRP Recommended Provisions. Also evaluate the deflections. A maximum displacement of 3 inches shall be acceptable. For horizontal bracing systems, see Section 7.5.

7.2.3 Unblocked diaphragms. Unblocked wood panel diaphragms consist of horizontal spans of less than 40 feet and have span/depth ratios less than or equal to 3 to 1.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm. Analyze the diaphragm using the 1994 NEHRP Recommended Provisions requirements for unblocked diaphragms.

7.2.4 Span/depth ratio. If the span/depth ratios of wood diaphragms are greater than 3 to 1, there are nonstructural walls connected to all diaphragm levels at less than 40-foot spacing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the stiffness of the diaphragm. Analyze the wood diaphragm using the procedures given in Chapter 9 of the 1994 NEHRP Recommended Provisions.

7.2.5 Diaphragm continuity. None of the diaphragms are composed of split-level floors or, in wood commercial or industrial buildings, have expansion joints.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm. Evaluate the building with proper recognition of the effects of the discontinuities.

7.2.6 Chord continuity. All chord elements are continuous, regardless of changes in roof elevation.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is the lack of a chord. Report the lack of a chord as a deficiency.

7.3 Metal deck diaphragms. Allowable values of metal deck diaphragms may be obtained from the manufacturer's approved data. The evaluator shall consider conditions that can weaken the diaphragm (i.e., throughs, gutters and recesses that have the effect of reducing the system to the bare deck or of creating a joint).

7.3.1 Deck topping. All metal deck roofs have a reinforced concrete topping slab.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm. Evaluate the bare metal deck diaphragm using the procedure given in the 1994 NEHRP Recommended Provisions requirements.

7.3.2 Untopped diaphragms. Untopped metal deck diaphragms consist of horizontal spans of less than 40 feet and have span/depth ratios less than or equal to 3 to 1.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the diaphragm. Analyze the diaphragm using the procedure given in the 1994 NEHRP Recommended Provisions requirements.

7.4 Precast concrete diaphragms. Evaluation of precast concrete diaphragms and the connections between precast elements shall consider eccentricities, adequacy of welds and length of embedded bars. If a topping slab is provided, it shall be assumed to resist all of the shear.

7.4.1 Topping slab. Precast concrete diaphragm elements are interconnected by a reinforced concrete topping slab.

The deficiency is in the ability to transfer shear from one element to another. Check the slab element interconnection and check the lateral load capacity of the vertical elements that resist horizontal force. Where the capacity of the diaphragm is less than 150 percent of the sum of the load capacities of the vertical elements and where connections can allow the diaphragm to fail in a brittle manner, the R values used in computing the seismic demand shall be consistent with those for brittle systems (not to exceed R = 2). Conforming buildings without a reinforced concrete topping slab shall be placed in SPC 4.

7.4.2 Continuity of topping slab. The topping slab continues uninterrupted through the interior walls and into the exterior walls or is provided with dowels with a total area equal to the topping slab reinforcing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is the abrupt loss of strength where the topping slab is interrupted. Evaluate the tension and shear demand due to diaphragm forces, including collector requirements, perpendicular-to-wall loads, or chord forces at re-entrant corners.

7.5 Horizontal bracing. Horizontal bracing forms a complete system of adequate capacity.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is an incomplete or inadequate horizontal bracing system. Evaluate the horizontal bracing system for completeness of the system and its ability to gather all tributary forces and deliver them to the walls or frames.

7.6 Other systems. The diaphragm system does not include thin planks and/or toppings of gypsum.

The deficiency is the inadequate capacity of the diaphragm. Conforming buildings with this condition shall be placed in SPC 4.

ARTICLE 8
PROCEDURES FOR CONNECTIONS

8.0 Introduction. The connections evaluated in this article are connections between:

• Framing members and walls;
• Diaphragms and walls or frames; and
• Walls or frames and foundations.

Connections between other structural members are discussed in the appropriate article.

8.1 Connection concerns. The evaluation of these specific connections involves review of:

• Lateral support of walls that are perpendicular to the direction of the earthquake (“normal walls”);
• Transfer of shear from diaphragms to shear walls and frames that are parallel to the direction of the earthquake;
• Anchorage of walls and columns to the foundations; and
• Interconnection of elements where failure of connections would jeopardize the system.

8.2 Anchorage for normal forces.

8.2.1 Wood ledgers. The connection between the wall panels and the diaphragm does not induce cross-grain bending or tension in the wood ledgers.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the wall-to-diaphragm connection. Report this condition as a deficiency.

8.2.2 Wall anchorage. Exterior concrete or masonry walls are anchored to each of the diaphragm levels for out-of-plane loads.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the wall-to-diaphragm connections. Check that the anchor provides a direct, positive connection between the wall and the diaphragm for forces perpendicular to the face of the wall. Evaluate the wall anchorage, treating the wall as a portion of the building, with F_p as the demand.

8.2.3 Masonry wall anchors. Wall anchorage connections are steel anchors or straps that are developed into the diaphragm.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the wall anchors. Evaluate the wall anchorage, treating the wall as a portion of the building, with F_p as the demand.

8.2.4 Anchor spacing. The anchors from the floor and roof systems into exterior masonry walls are spaced at 4 feet or less.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength or the number of the anchors. Evaluate the wall anchors, treating the wall as a portion of the building, with F_p as the demand.

8.2.5 Tilt-up walls. Precast bearing walls are connected to the diaphragms for out-of-plane loads; steel anchors or straps are embedded in the walls and developed into the diaphragm.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the wall anchors. Evaluate the wall anchorage, treating the load as a portion of the building, with F_p as the demand. Check the load path between the wall anchors and the diaphragm cross tie.

8.2.6 Panel-diaphragm connections. There are at least two anchors from each precast wall panel into the diaphragm elements.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the number of anchors. Report this condition as a deficiency.

8.2.7 Inadequate stiffness of wall anchors. Anchors of walls to wood structural elements are installed taut and are stiff enough to prevent movement between the wall and roof.

The deficiency is in the ability of the wall anchor to prevent separations between the wall and roof sheathing that may result in out-of-plane failure of the ledger support. Inspect all anchors to see that they do not have twists, kinks, offsets, or are otherwise installed so that some movement is required before the anchor becomes effective, and that this condition may lead to cross grain bending in the ledger. Conforming buildings which fail this check shall be placed in SPC 4.

8.3 Shear transfer.

8.3.1 Transfer to shear walls. Diaphragms have sufficient capacity and are connected for transfer of loads to the shear walls.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the capacity of the connection to transfer shear. Verify the adequacy of the available diaphragm capacity.

8.3.2 Transfer to steel frames. The method used to transfer diaphragm shears to the steel frames is approved for use under lateral loads.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the capacity of the connection to transfer shear. Evaluate the capacity of the load-transfer mechanism provided, using AISC design methods or approved manufacturer's data. Compare this capacity to the assumed lateral force distribution.

8.3.3 Topping slab to walls and frames. Reinforced concrete topping slabs that interconnect the precast concrete diaphragm elements are doweled into the shear wall or frame elements.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the capacity of the connection to transfer shear. Evaluate the capacity of the load-transfer mechanism provided. Compare this capacity to the assumed lateral force distribution.

8.4 Vertical components to foundations.

8.4.1 Steel columns. The columns in lateral-force-resisting frames are substantially anchored to the building foundation.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the frame and the foundation. Report this condition as a deficiency.

8.4.2 Concrete columns. All longitudinal column steel is doweled into the foundation.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the column and the foundation. Report this condition as a deficiency.

8.4.3 Wood posts. There is positive connection of wood posts to the foundation and the elements being supported.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the post and the foundation. Report this condition as a deficiency.

8.4.4 Wall reinforcing. All vertical wall reinforcing is doweled into the foundation.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the wall and the foundation. Report this condition as a deficiency.

8.4.5 Shear-wall-boundary columns. The shear-wall columns are substantially anchored to the building foundation.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the shear-wall columns and the foundation. Report this condition as a deficiency.

8.4.6 Wall panels. The wall panels are connected to the foundation and/or ground floor slab with dowels equal to the vertical panel reinforcing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the wall panel and the foundation. Report this condition as a deficiency.

8.4.7 Wood sills. All wall elements are bolted to the foundation still at 6-foot spacing or less with proper edge and end distances for concrete and wood.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is in the strength of the connection between the wood sill and the foundation. Report this condition as a deficiency.

8.5 Interconnection of elements.

8.5.1 Girders. Girders supported by walls or pilasters have special ties to secure the anchor bolts.

The deficiency is in the strength of the pilaster at the girder anchorage. Report this condition as a deficiency. Conforming buildings that fail this check shall be placed in SPC 4.

8.5.2 Corbel bearing. If the frame girders bear on column corbels, the length of bearing is greater than 3 inches.

The deficiency is in the length of bearing. Calculate the inter-story drift. Judge the adequacy of the connections to retain their vertical load-carrying integrity at a maximum drift estimated to be equal to the drift calculated with the unreduced demand. Conforming buildings that fail this check shall be placed in SPC 4.

8.5.3 Corbel connections. The frame girders are not supported on corbels with welded elements.

The deficiency is in the strength of the connection. Check all welded connections that transfer lateral loads or are subject to frame action. Determine where connection failures would be brittle (e.g., pull-out of embedded item would occur before yield of mild steel elements). Analyze structure for capacity without such connections or check such connections for seismic force amplified by factor C_d/2, but not less than 1.5. For connections that can allow the diaphragm to fail in a brittle manner, the R values used in computing the seismic demand shall be consistent with those for brittle systems (not to exceed R = 2). Conforming buildings that fail this check shall be placed in SPC 4.

8.6 Roof decking.

8.6.1 Light-gage metal, plastic or cementitious roof panels. All light-gage metal, plastic or cementitious roof panels are properly connected to the roof framing at not more than 12 inches on center.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The

deficiency is the lack of connection of sufficient strength between the roof panels and the framing elements. Report this condition as a deficiency.

8.6.2 Wall panels. All wall panels (metal, fiberglass or cementitious) are properly connected to the framing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is the lack of connections of sufficient strength (to prevent a falling hazard) and flexibility (to allow for the relative displacements between the panel and the supporting frame). Report this condition as a deficiency.

ARTICLE 9
PROCEDURES FOR FOUNDATIONS AND
GEOLOGIC SITE HAZARDS

9.0 Introduction. The seismic evaluation of an existing building shall include an examination of the building foundation, an assessment of the capability of the soil beneath the foundation to withstand the forces applied during an earthquake and an evaluation of any nearby geologic hazards that may affect the stability of the foundation.

9.1 Condition of foundations.

9.1.1 Foundation performance. The structure does not show evidence of excessive foundation movement such as settlement or heave that would affect its integrity or strength.

The deficiency is reduction of the integrity and strength of foundation elements by cracking, yielding, tipping or bucking of the foundation. Visually examine lower level walls, partitions, grade beams, visible footings, pile caps and the like for cracking, yielding, buckling and out-of-level conditions. Report evidence of movement as a deficiency.

9.1.2 Deterioration. There is no evidence that foundation elements have deteriorated due to corrosion, sulphate attack, material breakdown or other reasons in a manner that would affect the integrity or strength of the structure.

The deficiency is weakening of the foundation due to deterioration, with the same consequences as discussed in Section 9.1.1. Determine if there is historical evidence in the local area of deterioration of the particular type of foundation elements in the building where site conditions are similar. Examine the visible foundation elements for evidence of loss of support as specified in Section 9.1.1.

9.2 Capacity of foundations.

9.2.1 Overturning. The ratio of the effective horizontal dimension, at the foundation level of the seismic-resisting system, to the building height (base/height) exceeds 1.4 A_v.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is the concentration of seismic inertial response into narrow elements by the seismic-resisting system, which may overcome the ability of the foundation elements, either structure or soil, to provide adequate resistance. For shallow foundations, evaluate the shear and moment capacity of the foundation elements for adequacy to resist calculated seismic forces. Evaluate the vertical bearing pressure of the soil under seismic loading conditions due to the total gravity and overturning loads and compare to two times the allowable static-bearing pressure. For deep foundations, evaluate the ultimate vertical capacity of the pile or pier under seismic loads. Compare the foundation capacity to the gravity loads plus the overturning loads.

9.2.2 Ties between foundation elements. Foundation ties adequate for seismic forces exist where footings, piles and piers are not restrained by beams, slabs, or competent soils or rock.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is the possibility of significant differential lateral deformations of the foundations. Evaluate the lateral restraint to seismic forces provided by the foundation materials or the structural ties. For shallow foundations, evaluate the horizontal capacity of the foundation soils under seismic loading conditions (the lateral resistance of the footings due to passive resistance on affected sides of the footings plus the friction on the base of the footings) and compare to the base shear of the building. In the evaluation of base friction, consideration shall be given to the effect of the vertical component of ground motion.

9.2.3 Load path at pile caps. The pile caps are capable of transferring overturning and lateral forces between the structure and individual piles in the pile cap.

The deficiency is insufficient capacity of the pile cap to transfer seismic forces from the superstructure to the individual piles. Check the moment and shear capacity to transfer uplift and lateral forces from the point of application on the pile cap to each pile. Conforming buildings which fail this check shall be placed in SPC 4.

9.2.4 Lateral force on deep foundations. Piles and piers are capable of transferring the lateral forces between the structure and the soil.

The deficiencies include inadequate flexural strength and ductility of piles or piers at the connection to the cap and the upper portion of the piles. Compare the maximum lateral resistance of soil against piles or piers and caps against the demand. For concrete piles, check for a minimal amount of longitudinal reinforcement in the upper portion of piles or piers and for hoops or ties immediately beneath the caps. Also check for confining transverse reinforcement wherever bending moments might be high, including changes in soil stiffness. Conforming buildings which fail this check shall be placed in SPC 4.

9.2.5 Pole buildings. Pole foundations have adequate embedment.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. The deficiency is inadequate strength of the pole foundation. Check lateral force resistance of embedded poles using conventional procedures, comparing with conventional allowable pressures times 1.5.

9.2.6 Sloping sites. The grade difference from one side of the building to another does not exceed one-half story.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. If

this statement is false, include the horizontal force due to the grade difference, appropriately modified for seismic motions, with the seismic inertial force when checking sliding stability and the lateral-force-resisting system below grade.

9.3 Geologic site hazards. This section addresses geologic and local site conditions that can lead to building structural damage and threaten life safety in an earthquake. In the seismic evaluation of buildings for life-safety considerations, it will be necessary to investigate the site to establish that there are no geologic site hazards present or, if they are present, that their threat is not significant or is mitigated by the design. Requirements for engineering geologic reports are given in Section 2.1.2.

9.3.1 Liquefaction. Liquefaction susceptible, saturated, loose granular soils that could jeopardize the building's seismic performance do not exist in the foundation soils at depths within 50 feet under the building.

The deficiency is the potential for liquefaction that will result in vertical settlement and potential loss of foundation support for spread footings, or for lateral spreading of liquefied soils that can occur on nearly flat slopes and be deterimental to the foundation system. Evaluate the liquefaction potential and consequences of vertical settlement or lateral movement of the foundations. Conforming buildings which fail this check shall be placed in SPC 4.

9.3.2 Slope failure. The building site is sufficiently remote from potential earthquake-induced slope failures or rockfalls to be unaffected by such failures or is capable of accommodating small predicted movements without failure.

Evaluate the likely movements associated with seismically induced slope failures beneath, above or adjacent to the building and their effect on the structural integrity of the building. Conforming buildings which fail this check shall be placed in SPC 4.

9.3.3 Surface fault rupture. Surface fault rupture and surface displacement at the building site are not anticipated.

Evaluate the proximity of known active faults to the building. If the potential for surface fault rupture and surface displacement at the building site is present, nonconforming buildings shall be placed in SPC 1. Conforming buildings which fail this check shall be placed in SPC 4.

ARTICLE 10
EVALUATION OF ELEMENTS THAT ARE NOT PART OF THE LATERAL-FORCE-RESISTING SYSTEM

10.0 Introduction. This article sets forth general requirements that apply to nonstructural elements related to life-safety issues. Article 11 addresses evaluation of critical nonstructural systems needed for continued hospital function following an earthquake, and assignment of buildings to Nonstructural Performance Categories.

The evaluation statements discussed in this article (and listed in the appendix) deal with life-safety concerns. Some of the statements can be answered directly. For others, further investigation will be required in accordance with evaluation procedures indicated in other articles of these regulations using seismic forces indicated in Section 2.4.6 and the appropriate C_c seismic coefficient given in Table 2.4.3.1. Also, the materials used in the nonstructural element and its connections must be considered.

10.1 Nonstructural walls. The term “nonstructural walls” refers to walls that are not part of the load-carrying system, but may become load bearing upon attachment and interaction with other elements. Evaluation must be made to determine if they are capable of resisting seismic forces required by Section 2.4.6 as well as the other requirements of these regulations.

10.1.1 Partitions.

10.1.1.1 Masonry partitions. There are no unbraced unreinforced masonry or hollow clay tile partitions in critical care areas, clinical laboratory service spaces, pharmaceutical service spaces, radiological service spaces, central and sterile supply areas, exit corridors, elevator shafts or stairwells.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check for the presence of support angles at floor and roof, and for spaces at the sides and top of the wall to provide for interaction of the structural system.

10.1.1.2 Structural separations. At structural separations, partitions in exit corridors have seismic or control joints.

Check that seismic and/or control joints have been provided at structural separations. Conforming buildings that fail this check shall be placed in SPC 4.

10.1.1.3 Partition bracing. In exit corridors, the tops of partitions that extend only to the ceiling line have lateral bracing.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Partitions extending only to ceilings may overturn or buckle due to the lack of bracing.

10.1.2 Cladding and veneer. For conforming buildings, the evaluator may consider these conditions as mitigated, and no calculations are necessary. Exterior wall panels or cladding can fall if their connections to the building frames have insufficient strength and/or ductility.

10.1.2.1 Masonry veneer. Masonry veneer is connected to the back-up with corrosion-resistant ties spaced 24 inches on center maximum with at least one tie for every 2 2/3 square feet.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check for the presence of the required ties.

10.1.2.2 Cladding panels in moment frame buildings. For moment frame buildings of steel or concrete, panels are isolated from the structural frame to absorb predicted interstory drift without collapse.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check the ability of the cladding panels and their connections to tolerate the story drift computed in Section 2.4.4 without an anchorage failure.

10.1.2.3 Cladding panel connections. Where bearing connections are required, there are at least two bearing connections for

each cladding panel and there are at least four connections for each cladding panel capable of resisting out-of-plane forces.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Verify that an adequate number of the appropriate connection types are present for each cladding panel.

each cladding panel and there are at least four connections for each cladding panel capable of resisting out-of-plane forces.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Verify that an adequate number of the appropriate connection types are present for each cladding panel.

10.1.2.4 Cladding panel condition. Cladding panel connections appear to be installed properly. No connection element is severely deteriorated or corroded. There is no cracking in the panel materials indicative of substantial structural distress. There is no substantial damage to exterior cladding due to water leakage. There is no substantial damage to exterior wall cladding due to temperature movements.

Substantial deterioration can lead to loss of cladding elements or panels. Exterior walls shall be checked for deterioration. Damage due to corrosion, rotting, freezing or erosion can be concealed within the wall. Probe into the wall space, if necessary, for signs of water leakage at vulnerable interior spaces (e.g., around windows and at floor areas). Check elements that tie cladding to the backup structure and that tie the back-up structure to floor and roof slabs. Check exterior walls for cracking due to thermal movements. Check the cladding systems with appropriate reductions in member capacities. Conforming buildings that fail this check shall be placed in SPC 4.

10.1.3 Metal stud back-up systems.

10.1.3.1 General. Additional steel struds frame window and door openings. Corrosion of veneer ties, tie screws, studs and stud tracks is minimal. Stud tracks are adequately fastened to the structural frame.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Verify that adequate framing has been provided around openings in the exterior walls. Check the cladding systems with appropriate reductions in member capacities. Check the adequacy of the connection to the structural frame using the forces specified in Section 2.4.6.

10.1.3.2 Masonry veneer with stud back-up. Masonry veneer more than 30 feet above the ground is supported by shelf angles or other elements at each floor level. Masonry veneer is adequately anchored to the back-up at locations of through-wall flashing. Masonry veneer is connected to the back-up with corrosion-resistant ties spaced 24 inches on center maximum and with at least one tie for every 2 2/3 square feet.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check that adequate supports and ties are provided.

10.1.4 Masonry veneer with concrete block back-up.

10.1.4.1 General. The concrete block back-up qualifies as reinforced masonry.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Verify that the concrete block back-up meets the requirements of Sections 5.3.2 and 5.3.3.

10.1.4.2 Masonry veneer support. Masonry veneer more than 30 feet above the ground is supported by shelf angles or other elements at each floor level. Masonry veneer is adequately anchored to the back-up at locations of through-wall flashing. Masonry veneer is connected to the back-up with corrosion-resistant ties spaced 24 inches on center maximum and with at least one tie for every 2 2/3 square feet. The concrete block back-up is positively anchored to the structural frame at 4-foot maximum intervals along the floors and roofs.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check that adequate supports and ties are provided.

10.1.5 Other veneer/panel systems.

10.1.5.1 Thin stone veneer panels. Stone anchorages are adequate for computed loads.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. There are no visible cracks or weak veins in the stone. Check the adequacy of the connection to the stone anchorage using the forces specified in Section 2.4.6.

10.1.5.2 Wood/aggregate panels. There is no visible deterioration of screws or wood at panel attachment points.

The deficiency is in the strength of the connections. Determine the cause and extent of distress and check the attachment of the panels with appropriate reductions in capacity. Conforming buildings that fail this check shall be placed in SPC 4.

10.1.6 Parapets, cornices, ornamentation and appendages. There are no laterally unsupported unreinforced masonry parapets or cornices above the highest anchorage level with height/thickness ration greater than 1.5. Concrete parapets with height/thickness rations greater than 1.5 have vertical reinforcement. Cornices, parapets, signs and other appendages that extend above the highest anchorage level or cantilever from exterior wall faces and other exterior wall ornamentation are reinforced and well anchored to the structural system.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. If any of these items are of insufficient strength and/or are not securely attached to the structural elements, they may break off and fall, becoming significant life-safety hazards. Check the adequacy of these items using the forces specified in Section 2.4.6.

10.1.7 Means of egress. Canopies are anchored and braced to prevent collapse and blockage of building exits.

For conforming buildings, the evaluator may consider this condition as mitigated, and no calculations are necessary. Check canopies for the forces specified in Section 2.4.6.

ARTICLE 11
EVALUATION OF CRITICAL NONSTRUCTURAL COMPONENTS AND SYSTEMS

11.0 Introduction. This article covers nonstructural components and systems critical to patient care.

11.01 Nonstructural evaluation procedure.

1. 1. The building is designated “NPC 1” in conformance with Table 11.1 “Nonstructural Performance Categories,” or
   2. The building is designated “NPC 4” in conformance with Table 11.1 “Nonstructural Performance Categories” and provided:
      1. The building was designed and constructed under a building permit issued by OSHPD;
      2. All subsequent repairs, remodels, additions and alterations were performed under a permit issued by OSHPD, and
      3. Fire sprinkler systems have been retrofitted in conformance with Table 11.1, “Nonstructural Performance Categories.”
2. If a hospital owner elects to obtain a higher NPC at a future date, additional nonstructural evaluations as specified in Section 11.01.1 will be required.
   

   Exception: An engineering report may be submitted to the Office in lieu of the NPC 2 evaluation report required by Section 1.4.5.1.1 for nonstructural upgrades from NPC 1 to NPC 2,

   
   The engineering report shall comply with the following minimum requirements:
   

   1. The report shall be stamped and signed by a California licensed structural engineer certifying, in a form acceptable to the Office, compliance with the requirements of NPC 2.
   2. The report shall state that the systems and equipment listed in Table 11.1 for NPC 2 compliance either comply with or have been modified to comply with the requirements of Chapter 16A, 1995 California Building Code or equivalent provision in later version of the CBC.
   3. The report shall state what specific deficiencies have been addressed in the NPC 2 upgrade projects, and provide OSHPD project number for these projects.
   4. The report shall state that the corrective work required for NPC 2 compliance has been completed under permits issued by OSHPD.

   If the hospital owner or governing body has already submitted a revised or new NPC 2 evaluation report, and the Office has reviewed and made comments on this report, the engineering report shall include a statement that all comments pertaining to NPC 2 compliance in the OSHPD review have been resolved.
3. If a hospital owner sells or leases the hospital to another party, a complete nonstructural evaluation and list of all nonstructural deficiencies to achieve NPC 5 shall be submitted to the Office prior to the completion of the sale or lease.

11.1 Nonstructural performance categories. Each building shall be assigned a Nonstructural Performance Category (NPC), based upon the degree of anchorage and bracing of selected nonstructural elements and systems. This includes architectural, mechanical, electrical and hospital equipment in addition to associated conduit, ductwork, piping and machinery. NPC are defined in Table 11.1.

11.1.1 Site visit and evaluation. The evaluator shall:

1. Visit the building to observe and record the type, nature and physical condition of the nonstructural elements and systems for the planned NPC;
2. Note the SPC of the buildings based on procedures followed in Article 2;
3. Assemble building design data including:
   1. Construction drawings, specifications and calculations, and
   2. All drawings, specifications and calculations for remodeling work.
4. During the visit, the evaluator shall:
   1. Verify existing data;
   2. Develop other needed data (e.g., measure and sketch building if necessary);
   3. Verify the critical nonstructural systems of the planned NPC;
   4. Verify the critical care areas/services; and
   5. Identify special conditions which may impact the nonstructural systems or endanger the function of the critical care areas/services.
   
   If drawings are not available, the site visit and evaluation shall be performed as described in this section.
5. Review other data available such as assessments of building performance and function following past earthquakes;
6. Prepare a summary of data using an OSHPD approved format;
7. Perform the evaluation using the procedures in Section 11.2; and
8. Prepare a report of the findings of the evaluation using an OSHPD approved format.

11.2 Evaluation of buildings. Conforming and nonconforming buildings shall be placed in an NPC based upon the degree of anchorage and bracing for those systems and equipment specified in Table 11.1 The scope of the nonstructural evaluation may be limited to the nonstructural systems and elements specified in Table 11.1 for the planned NPC. Buildings which do not meet the requirements for NPC 2 as defined in Table 11.1 shall be placed in NPC 1.

11.2.1 Evaluation procedures for NPC 2. The following steps shall determine if the building meets the criteria for NPC 2:

11.2.2 Evaluation procedures for NPC 3 and NPC 3R. The following steps shall determine if the building meets the criteria for NPC 3 or NPC 3R:

11.2.3 Evaluation procedures for NPC 4. The following steps shall be followed to determine if the building meets the criteria for NPC 4:

1. Identify the specific nonstructural components and equipment that are subject to the requirements of NPC 2 through NPC 4;
2. Conduct an inventory of components and equipment specified in Table 11.3, NPC 2 through NPC 4, noting whether the components and equipment are anchored or braced;
3. Determine if the anchorage or bracing of the identified components and equipment complies with one of the following conditions:
   1. Installed under a permit issued by OSHPD. Drawings showing the installation and bearing an OSHPD approval stamp are required to show that the installation conforms to Part 2, Title 24. Installation or retrofit of components that were designed to meet NPC 3R requirements must be shown to meet the anchorage and bracing requirements of the California Building Code for new construction. Components designed to meet NPC 3R requirements that do not meet the anchorage and bracing requirements for new construction shall be retrofitted to meet those requirements; or
   2. Reviewed and approved by the Department of General Services, Office of Architecture and Construction, Structural Safety Section. Drawings showing: a) the installation; b) bear an Office of Architecture and Construction, Structural Safety Section approval stamp; and c) a five-digit project number on the approval stamp that begins with an “H“ prefix, are required to demonstrate that the installation conforms to Part 2, Title 24. It shall also be demonstrated by a written report submitted by the structural engineer, acceptable to the enforcement agency, that an investigation of the anchorage and bracing of components and equipment identified in Section 11.2.3(a) shows it to be constructed in reasonable conformity with these drawings.
   Anchorage and bracing of elements that comply with either of these conditions are considered to meet the requirements of NPC 4.
   Installation is defined as that which shows the size and type of material for all components of the system including the anchor or fasterner manufacturer the system including the anchor or fastener manufacturer (if proprietary), type, total number and embedment if connected to structural concrete, masonry or wood.
4. If the components and equipment inventoried in 11.2.3(b) are anchored or braced, but do not meet the requirements of Section 11.2.3(c), determine if the bracing and anchorage is sufficient to meet the code requirements specified in Table 11.1. The bracing capacity shall be determined by calculations based upon information shown in the construction documents. If these documents are incomplete or unavailable, the evaluation shall be based on the as-built conditions, with the capacity of fasterners to masonry, concrete or wood determined by approved tests; and
5. If any of the items inventoried in 11.2.3(b) is unanchored or inadequately braced as determined by Section 11.2.3(d), the building shall be placed in NPC 3.

11.2.4 Evaluation procedures for NPC 5. The following steps shall determine if the building meets the criteria for NPC 5:

11.3 Testing requirements for evaluating the performance of existing mechanical fasteners. A testing program shall be instituted to determine the capacity of mechanical fasteners used to anchor nonstructural components including the bracing of pipes, ducts and conduit, and the attachment of equipment and other components listed in the 1995 CBC, Part 2, Title 24, Table 16A-0. Anchors shall be categorized as either seismic bracing of pipes ducts or conduit or equipment and other component anchors.

11.3.1 Anchors used in the seismic bracing of pipes, ducts or conduit. For anchors used in the seismic bracing of pipes, ducts or conduit, the following shall apply:

1. Twenty percent of the anchors (20 minimum) of a given size and type (wedge, shell and sleeve for expansion bolts), at each level of the structure shall be tension tested to three times the maximum calculated design load specified in Section 1630B of 1998 California Building Code (CBC) or equivalent provision in later version of the CBC but not less than 500 pounds. A minimum of one anchor in any 4-bolt group shall be tested assuming an equal distribution of the calculated force to the bolt group. One-quarter (¼)-inch diameter anchors need not be tested. Where none of the anchors in the group have calculated tension, testing shall consist of torque testing.
   

   Exception: Internally threaded anchors, such as shell-type anchors, shall be tested to four times the maximum calculated design loads. Attachment hardware shall be shimmed or removed prior to testing so that it does not prevent the possible withdrawal of the anchor.

2. If an anchor fails the tension test, 20 anchors, installed by the same trade, in the immediate vicinity of the failed anchor shall be tested prior to resuming to a 20 percent sampling rate for testing.

11.3.2 Anchors used in the attachment of equipment and other components. For anchors used in the attachment of equipment and other components listed in the 1995 CBC, Part 2, Title 24, Table 16A-0, the following shall apply:

1. A minimum of one anchor of a given size shall be tension tested for each piece of equipment or other component under consideration. Where the number of anchors for the piece of equipment or component exceeds four, a minimum of 20 percent of the anchors shall be tension tested. Where none of the anchors in the group have calculated tension, testing shall consist of torque testing.
2. The tension test load shall be three times the maximum tension force calculated for an anchor in the attachment group using the design loads specified in Section 1630B of 1998 California Building Code (CBC) or equivalent provision in later version of the CBC or 500 pounds minimum. One-quarter (¼)-inch diameter anchors need not be tested.
   

   Exception: Internally threaded anchors, such as shell type anchors, shall be tested to four times the maximum calculated design loads. Attachment hardware shall be shimmed or removed prior to testing so that it does not prevent the possible withdrawal of the anchor.

3. If a single anchor fails, all anchors in the attachment group shall be tested. If two or more anchors fail, the component shall be retrofitted for the forces as for new construction.

11.3.3 Tension testing procedure.

1. Testing of anchors shall be accomplished by the application of externally applied direct tension force to the anchor. The testing apparatus shall not restrict the probable shear cone failure surface of the concrete or masonry.
2. Torque testing is not permitted in lieu of tension testing unless specifically allowed in these provisions.
3. A failure is defined when the tension load on the anchor produces a slip of 1/8 inch, a shear cone failure in the concrete or masonry, concrete splitting, or fracture of the steel anchor itself prior to attaining the test load value.
   

   Exception: For internally threaded anchors, the allowable lip shall not exceed 1/16 inch.

11.3.4 Alternate test criteria. In lieu of testing in accordance with Section 11.3.1 or 11.3.2, a test load may be established by the evaluating engineer. The allowable load that the anchor can resist shall be determined by dividing the test load by the appropriate factors noted in Section 11.3.1 or 11.3.2. No one-third increase is permitted for seismic or wind loads.

11.3.5 Allowable shear loads. Allowable shear loads on anchors shall be determined by either of the following:

1. Shear values listed in Table 19B-E of 1998 California Building Code (CBC) or equivalent provision in later version of the CBC, or
2. Shear values shall be obtained by analysis using Strength Design of Anchorage to Concrete, Section A.6, published by the Portland Cement Association, 1999, with the specified reduction coefficient(s) to convert the “strength” values to allowable stress design values of 1.7.