Seismic, Wind, Nonstructural Seismic Certification, Fire & Smoke Testing

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

• CBC § 14.2 High relevance — show source text

  1705 A .14.2 Nonstructural components. For structures assigned to Seismic Design Category D, E or F, where the requirements of Section 13.2.1 of ASCE 7 for nonstructural components, supports or attachments are met by manufacturer’s certification as specified in Item 2 therein, the registered design professional shall specify on the approved construction documents the requirements for seismic certification by analysis or testing.

  Seismic sway bracing components satisfying requirements of ANSI/FM 1950, ANSI/ASHRAE 171, or using an alternative testing protocol approved by the building official shall be deemed to satisfy the requirements of this section.

  [OSHPD 1 & 4] Note: Deemed to comply provisions provide acceptable options to comply with the code but do not mandate their use. Alternative systems in accordance with Section 104.2.3 and the California Administrative Code Section 7-104 are always accept- able when approved by the building official.

  1705A.14.2.1 Structural sealant glazing testing. Testing and the manufacturer’s certification shall be in accordance with Section 2410.1.2.

  1705 A .14.3 Special seismic certification . For structures assigned to Seismic Design Category D, E or F equipment and components that are subject to the requirements of Section 13.2.4 of ASCE 7 for special seismic certification, the registered design professional shall specify on the approved construction documents the requirements to be met by analysis or testing as specified therein. Certificates of compliance documenting that the requirements are met shall be submitted to the building official as specified in Section 1704 A .5.

  Active or energized equipment and components shall be certified exclusively on the basis of approved shake table testing in accor- dance with ICC-ES AC 156 or equivalent shake table testing criteria approved by the building official. Minimum of two equipment/components shall be tested for a product line with similar structural configuration. Where a range of products are tested,

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  SPECIAL INSPECTIONS AND TESTS

  the two equipment/components shall be either the largest and a small unit, or approved alternative representative equip- ment/components.

  Exception: When a single product (and not a product line with more than one product with variations) is certified and manufactur- ing process is ISO 9001 certified, one test shall be permitted.

  For a multi-component system, where active or energized components are certified by tests, connecting elements, attachments and supports can be justified by supporting analysis.

  1705A.14.3.1 Special seismic certification. [OSHPD 1 & 4] Special seismic certification shall be required for the following systems, equipment and components: 1. Emergency and standby power systems. 2. Elevator equipment (excluding elevator cabs). 3. Components with hazardous contents.

  4. Exhaust and smoke control fans.

  5. Switchgear and switchboards.

  6. Motor control centers.

• CBC § 1705.14.2 High relevance — show source text

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  SPECIAL INSPECTIONS AND TESTS

  1705.14.2 Nonstructural components. For structures assigned to Seismic Design Category B, C, D, E or F, where the requirements of Section 13.2.1 of ASCE 7 for nonstructural components, supports or attachments are met by seismic qualification as specified in Item 2 therein, the registered design professional shall specify on the approved construction documents the requirements for seismic qualification by analysis, testing or experience data. Certificates of compliance for the seismic qualification shall be submitted to the building official as specified in Section 1704.5.

  [OSHPD 1R, 2 & 5] Seismic sway bracing components satisfying requirements of ANSI/FM 1950, ANSI/ASHRAE 171, or using an alter- native testing protocol approved by the building official shall be deemed to satisfy the requirements of this section.

  Note: Deemed to comply provisions provide acceptable options to comply with the code but do not mandate their use. Alternative systems in accordance with Section 104.2.3 and the California Administrative Code Section 7-104 are always acceptable when approved by the building official.

  1705.14.3 Designated seismic systems. For structures assigned to Seismic Design Category C, D, E or F and with designated seismic systems that are subject to the requirements of Section 13.2.4 of ASCE 7 for certification, the registered design professional shall specify on the approved construction documents the requirements to be met by analysis, testing or experience data as specified therein. Certificates of compliance documenting that the requirements are met shall be submitted to the building official as specified in Section 1704.5.

  1705.14.3.1 Special seismic certification. [OSHPD 1R, 2 & 5] Special seismic certification shall be required in accordance with Section 1705A.14.3. for all of the following: 1. Life-safety components, such as emergency and standby power systems, mechanical smoke removal systems and fire sprinkler/fire protection systems. 2. Medical, mechanical and electrical equipment and components required for life support for patients. 3. On-site power resources (PVs, batteries, fuel cells, etc.) provided to replace, in whole or in part, the public or private elec- tric utility service. 4. [OSHPD 2] Alternate power systems including:

  a. Generators.

  b. UPS and batteries.

  c. Renewable electrical generation and control equipment. d. Panelboards as defined in the California Electrical Code (CEC) Article 100.

  e. Manual and automatic transfer switches.

  f. Switchgear and switchboards.

  1705.14.4 Seismic isolation systems. Seismic isolation systems in seismically isolated structures assigned to Seismic Design Category B, C, D, E or F shall be tested in accordance with Section 17.8 of ASCE 7.

  [BF] 1705.15 Sprayed fire-resistive materials (SFRM). Special inspections and tests of sprayed fire-resistive materials (SFRM) applied to floor, roof and wall assemblies and structural members shall be performed in accordance with Sections 1705.15.1 through 1705.15.6. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents.

• CBC § 17-5 Medium relevance — show source text

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  SPECIAL INSPECTIONS AND TESTS

  1704.3.2 Seismic requirements in the statement of special inspections. Where Section 1705.13 or 1705.14 specifies special inspections or tests for seismic resistance, the statement of special inspections shall identify the designated seismic systems and seismic force-resisting systems that are subject to the special inspections or tests. [OSHPD 1R, 2 & 5] Where Section 1705.13 or 1705.14 specifies special inspections or tests for seismic resistance, the statement of special inspections shall identify the equip- ment/components that require special seismic certification and seismic force-resisting systems that are subject to the special inspection or tests.

  1704.3.3 Wind requirements in the statement of special inspections. Where Section 1705.12 specifies special inspection for wind resistance, the statement of special inspections shall identify the main windforce-resisting systems and wind-resisting components that are subject to special inspections.

  1704.4 Contractor responsibility. Each contractor responsible for the construction of a main wind- or seismic force-resisting system, designated seismic system or a wind- or seismic force-resisting component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner or the owner’s authorized agent prior to the commencement of work on the system or component. The contractor’s statement of responsibility shall contain acknowledgement of awareness of the special requirements contained in the statement of special inspections.

  1704.5 Submittals to the building official. In addition to the submittal of reports of special inspections and tests in accordance with Section 1704.2.4, reports and certificates shall be submitted by the owner or the owner’s authorized agent to the building official for each of the following:

  1. Certificates of compliance for the fabrication of structural, load-bearing or lateral load-resisting members or assemblies on the premises of an approved fabricator in accordance with Section 1704.2.5.1.

  2. Certificates of compliance for the seismic qualification of nonstructural components, supports and attachments in accordance with Section 1705.14.2.

  3. Certificates of compliance for designated seismic systems in accordance with Section 1705.14.3.

  4. Reports of preconstruction tests for shotcrete in accordance with ACI 318.

  5. Certificates of compliance for open web steel joists and joist girders in accordance with Section 2207.5.

  6. Reports of material properties verifying compliance with the requirements of AWS D1.4 for weldability as specified in Section 26.6.4 of ACI 318 for reinforcing bars in concrete complying with a standard other than ASTM A706 that are to be welded.

  7. Reports of mill tests in accordance with Section 20.2.2.5 of ACI 318 for reinforcing bars complying with ASTM A615 and used to resist earthquake-induced flexural or axial forces in the special moment frames, special structural walls or coupling beams connecting special structural walls of seismic force-resisting systems in structures assigned to Seismic Design Category B, C, D, E or F.

  1704.6 Structural observations. Where required by the provisions of Section 1704.6.1, the owner or the owner’s authorized agent shall employ a registered design professional to perform structural observations. The structural observer shall visually observe representative locations of structural systems, details and load paths for general conformance to the approved construction documents.

• CBC § 319.1 Medium relevance — show source text

  When evaluating for the Hazards Reduced Nonstructural Performance Level, the requirements need not be greater than what would be_
  required by ASCE 7 nonstructural provisions for new construction.
  2. Buildings evaluated and retrofitted to meet the structural and nonstructural requirements for a new building as given in the California Building Code as adopted by DSA or BSC, as
  applicable, are deemed to meet the seismic performance requirements of this section.
  3. Buildings complying with the requirements of the exception in Section 319.1 are deemed to meet the seismic performance requirements of this section.
  4. State-owned and state-leased essential services buildings are subject to the regulatory authority of DSA-SS per Section 1.9.2.1.|1. ASCE 41 provides acceptance criteria (e.g., m-factor, rotation) for Immediate Occupancy (S1), Life Safety (S3) and Collapse Prevention (S5), and specifies in Table 2-1 the method
  to interpolate values for S-2 and S-4. When evaluating for the Hazards Reduced Nonstructural Performance Level, the requirements need not be greater than what would be
  required by ASCE 7 nonstructural provisions for new construction.
  2. Buildings evaluated and retrofitted to meet the structural and nonstructural requirements for a new building as given in the California Building Code as adopted by DSA or BSC, as
  applicable, are deemed to meet the seismic performance requirements of this section.
  3. Buildings complying with the requirements of the exception in Section 319.1 are deemed to meet the seismic performance requirements of this section.
  4. State-owned and state-leased essential services buildings are subject to the regulatory authority of DSA-SS per Section 1.9.2.1.|1. ASCE 41 provides acceptance criteria (e.g., m-factor, rotation) for Immediate Occupancy (S1), Life Safety (S3) and Collapse Prevention (S5), and specifies in Table 2-1 the method
  to interpolate values for S-2 and S-4. When evaluating for the Hazards Reduced Nonstructural Performance Level, the requirements need not be greater than what would be
  required by ASCE 7 nonstructural provisions for new construction.
  2. Buildings evaluated and retrofitted to meet the structural and nonstructural requirements for a new building as given in the California Building Code as adopted by DSA or BSC, as
  applicable, are deemed to meet the seismic performance requirements of this section.
  3. Buildings complying with the requirements of the exception in Section 319.1 are deemed to meet the seismic performance requirements of this section.
  4. State-owned and state-leased essential services buildings are subject to the regulatory authority of DSA-SS per Section 1.9.2.1.|1. ASCE 41 provides acceptance criteria (e.g., m-factor, rotation) for Immediate Occupancy (S1), Life Safety (S3) and Collapse Prevention (S5), and specifies in Table 2-1 the method
  to interpolate values for S-2 and S-4. When evaluating for the Hazards Reduced Nonstructural Performance Level, the requirements need not be greater than what would be
  required by ASCE 7 nonstructural provisions for new construction.
  _2.

• CBC § 4.1 Medium relevance — show source text

  2. Amplification of acceleration due to flexibility of the building.

  For buildings permanently attached to the ground, seismic loads shall be computed using the procedures in ASCE/SEI 7 [4.1], as amended by the local enforcing agency requirements, subject to Division approval.

  3104F.6 Symbols.

  a = Site class factor

  a p = Amplification factor for nonstructural component or nonbuilding structure A x = Torsional amplification factor

  C 1 = Modification factor to relate expected maximum inelastic displacement to displacement calculated for linear elastic response

  C 2 = Modification factor to represent the effects of pinched hysteresis shape, cyclic stiffness degradation and strength deterioration on the maximum displacement response

  e = Eccentricity between center of mass and center of rigidity F d, i = Force at step i of iteration F d, j = Force at step j of iteration F p = Horizontal seismic force on nonstructural component, nonbuilding structure or building structure supported on MOT F v = Vertical seismic force on nonstructural component, nonbuilding structure or building structure supported on MOT F y = Effective yield strength H = Distance from maximum in-ground moment to center of gravity of the deck I p = Importance factor for nonstructural component or nonbuilding structure k e = Effective elastic lateral stiffness k eff, i = Effective secant lateral stiffness at step i of iteration k eff, j = Effective secant lateral stiffness at step j of iteration L l = Longitudinal length between wharf expansion joints

  m = Seismic mass

  R p = Response modification factor for nonstructural component or nonbuilding structure S A = Spectral response acceleration at T

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  MARINE OIL TERMINALS

  S xs = Spectral acceleration in Section 3103F.4.2.4 or Section 3103F.4.2.5

  S 1 = 1-second spectral response acceleration

  T = Fundamental period of the elastic structure

  T e = Effective elastic structural period T eff, i = Effective structural period at step i of iteration T p = Period of flexible nonstructural component or nonbuilding structure T 0 = Period at peak of the acceleration response spectrum

  V = Base shear strength of the structure obtained from a plastic analysis

  V sk = Shear force across shear keys

  V Δ T = Total segment lateral force

  W = Dead load of the frame

  W p = Weight of the nonstructural component or nonbuilding structure Δ d = Target displacement demand Δ d, i = Target displacement demand at step i of iteration Δ d, j = Target displacement demand at step j of iteration α 1 = Positive post-yield slope ratio equal to positive post-yield stiffness divided by the effective stiffness

  α 2 = Negative post-yield slope ratio equal to negative post-yield stiffness divided by the effective stiffness

• CBC § 1705.13.7 Medium relevance — show source text

  TABLE 1705.13.7—REQUIRED INSPECTIONS OF STORAGE RACK SYSTEMS	Col2	Col3	Col4	Col5
  TYPE	CONTINUOUS INSPECTION	PERIODIC INSPECTION	REFERENCED STANDARD	IBC REFERENCE
  1. Materials used, to verify compliance with one or more of the material test reports in accordance with the approved construction documents.	—	X	—	—
  2. Fabricated storage rack elements.	—	X	—	Section 1704.2.5
  3. Storage rack anchorage installation.	—	X	ANSI/MH16.1 Section 7.3.2	—
  4. Completed storage rack system, to indicate compliance with the approved construction documents.	—	X	—	—

  1705.13.8 Seismic isolation systems. Periodic special inspection shall be provided for seismic isolation systems in seismically isolated structures assigned to Seismic Design Category B, C, D, E or F during the fabrication and installation of isolator units and energy dissipation devices.

  1705.13.9 Cold-formed steel special bolted moment frames. Periodic special inspection shall be provided for the installation of cold-formed steel special bolted moment frames in the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F.

  1705.14 Testing for seismic resistance. Testing for seismic resistance shall be required as specified in Sections 1705.14.1 through 1705.14.4, unless exempted from special inspections by the exceptions of Section 1704.2.

  1705.14.1 Structural steel. Nondestructive testing for seismic resistance shall be in accordance with Section 1705.14.1.1 or 1705.14.1.2, as applicable.

  1705.14.1.1 Seismic force-resisting systems. Nondestructive testing of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category B, C, D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341. [OSHPD 1R, 2 & 5] and this code.

  Exceptions: [OSHPD 1R, 2 & 5] Not permitted by OSHPD.

  1. In buildings and structures assigned to Seismic Design Category B or C, nondestructive testing is not required for structural steel seismic force-resisting systems where the response modification coefficient, R, designated for “Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems” in ASCE 7, Table 12.2-1, has been used for design and detailing.
  2. In structures assigned to Seismic Design Category D, E, or F, nondestructive testing is not required for structural steel seismic force-resisting systems where design and detailing in accordance with AISC 360 is permitted by ASCE 7, Table 15.4-1.
• CBC § 503.7 Medium relevance — show source text

  [BS] 503.7 Anchorage for concrete and reinforced masonry walls. Where the work area exceeds 50 percent of the building area, the building is assigned to Seismic Design Category C, D, E or F and the building’s structural system includes concrete or reinforced masonry walls with a flexible roof diaphragm, the alteration shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of wall anchors at the roof line.

  [BS] 503.8 Anchorage for unreinforced masonry walls in major alterations. Where the work area exceeds 50 percent of the building area, the building is assigned to Seismic Design Category C, D, E or F and the building’s structural system includes unreinforced masonry bearing walls, the alteration shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of wall anchors at the floor and roof lines.

  [BS] 503.9 Bracing for unreinforced masonry parapets in major alterations. Where the work area exceeds 50 percent of the building area, and where the building is assigned to Seismic Design Category C, D, E or F, and the building has parapets constructed of unreinforced masonry, the alteration shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of parapet bracing to resist out-of-plane seismic forces.

  [BS] 503.10 Anchorage of unreinforced masonry partitions in major alterations. Where the work area exceeds 50 percent of the building area, or where the building is assigned to Seismic Design Category C, D, E or F, and the building has unreinforced masonry partitions and nonstructural walls, the alteration work shall include evaluation of the existing condition or removal, anchoring or alteration of any such partitions or walls within the work area and adjacent to egress paths from the work area, to comply with Section 304.3.2.

  [BS] 503.11 Substantial structural alteration. Where the work area exceeds 50 percent of the building area and where work involves a substantial structural alteration, the lateral load-resisting system of the altered building shall satisfy the requirements of Section 1609 of the California Building Code and Section 304.3.2 of this code. Where the building is assigned to Seismic Design Category D or F, supports and attachments for nonstructural components required to serve any portion of the building with a use included in Risk Category IV shall comply with Section 1613 of the California Building Code or shall comply with ASCE 41 using an objective of Position Retention nonstructural performance with the BSE-1E earthquake hazard level.

  Exceptions:

  1. Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes that are altered based on the conventional light-frame construction methods of the California Building Code or in compliance with the provisions of the California Residential Code .
  2. Where the intended alteration involves structural components of the lowest story of a building, only the lateral loadresisting system above that story need not comply with this section.

  [BS] 503.12 Roof diaphragms resisting wind loads in high-wind regions. Where the intended alteration requires a permit for reroofing and involves removal of roofing materials from more than 50 percent of the roof diaphragm of a building or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s) in accordance with Figure 1609.3(2) of the California

• CBC § 14.3 Medium relevance — show source text

  ICC-ES AC 156—24: Acceptance Criteria for Seismic Certification by Shake-Table Testing of Nonstructural Components*

  1705A.14.3

  ICC-ES AC 178—24: : Acceptance Criteria for Inspection and Verification of Concrete, and Reinforced and Unreinforced Masonry* Strengthening Using Fiber-Reinforced Polymer (FRP) Composite Systems

  1911A.3, 1911.3

  ICC-ES AC 193—24: Acceptance Criteria for Mechanical Anchors in Concrete Elements*

  1617A.1.19, 1901.3.2

  ICC-ES AC 232—24: Acceptance Criteria for Anchor Channels in Concrete Elements*

  1617A.1.19, 1901.3.2

  ICC-ES AC 308—24: Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements*

  1617A.1.19, 1901.3.3

  ICC-ES AC 331: Acceptance Criteria for Smoke and Heat Vents

  910.3.1

  ICC-ES AC 358—24: Acceptance Criteria for Helical Foundation Systems and Devices*

  1810A.3.1.5.1, 1810.3.1.5.1

  ICC-ES AC 446—24: Acceptance Criteria for Headed Cast-in Specialty Inserts in Concrete*

  1617A.1.19, 1901.3.2

  ICC 1100—2019: Standard for Spray-applied Foam Plastic Insulation

  2603.1.1

  ICC/MBI 1200—2021: [OSHPD 1, 1R, 2, 4, and 5] Standard for Off-Site Construction: Planning, Design, Fabrication and Assembly

  1710, 1710A

  ICC/MBI 1205—2021: [OSHPD 1, 1R, 2, 4, and 5] Standard for Off-Site Construction: Inspection and Regulatory Compliance

  1710, 1710A

  SSTD 11—97: 1997 SBCCI Test Standard for Determining Wind Resistance of Concrete or Clay Roof Tiles

  1504.3.1.1, 1504.3.1.2, 1504.3.1.3

  * Refers to International Building Code, 2024 as a referenced standard.

  ISO International Organization for Standardization, Chemin de Blandonnet 8 CP 401 1214 Vernier, Geneva, Switzerland

  ISO 668—2013: Series 1 Freight Containers—Classifications, Dimensions and Ratings

  Table 3114.8.5.3

  ISO 1496-1—2013: Series 1 Freight Containers—Specification and Testing - Part 1: General Cargo Containers for General Purposes 3114.8, Table 3114.8.5.3

  ISO 6346—1995: Freight Containers—Coding, Identification and Marking with Amendment 3—2012

  3114.3

  ISO 8115—86: Cotton Bales—Dimensions and Density Table 307.1(1), Table 415.11.1.1

• CBC § 1704.5 Medium relevance — show source text

  At completion of fabrication, the approved fabricator shall submit a certificate of compliance to the owner or the owner’s authorized agent for submittal to the building official as specified in Section 1704.5 stating that the work was performed in accordance with the approved construction documents.

  1704.3 Statement of special inspections. Where special inspections or tests are required by Section 1705, the registered design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1704.3.1 for submittal by the applicant in accordance with Section 1704.2.3.

  Exception: The statement of special inspections is permitted to be prepared by a qualified person approved by the building official for construction not designed by a registered design professional.

  1704.3.1 Content of statement of special inspections. The statement of special inspections shall identify the following:

  1. The materials, systems, components and work required to have special inspections or tests by the building official or by the registered design professional responsible for each portion of the work.

  2. The type and extent of each special inspection.

  3. The type and extent of each test.

  4. Additional requirements for special inspections or tests for seismic or wind resistance as specified in Sections 1705.12, 1705.13 and 1705.14.

  5. For each type of special inspection, identification as to whether it will be continuous special inspection, periodic special inspection or performed in accordance with the notation used in the referenced standard where the inspections are defined.

  6. Deferred submittal items that require a supplemental statement of special inspections.

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  1704.3.2 Seismic requirements in the statement of special inspections. Where Section 1705.13 or 1705.14 specifies special inspections or tests for seismic resistance, the statement of special inspections shall identify the designated seismic systems and seismic force-resisting systems that are subject to the special inspections or tests. [OSHPD 1R, 2 & 5] Where Section 1705.13 or 1705.14 specifies special inspections or tests for seismic resistance, the statement of special inspections shall identify the equip- ment/components that require special seismic certification and seismic force-resisting systems that are subject to the special inspection or tests.

  1704.3.3 Wind requirements in the statement of special inspections. Where Section 1705.12 specifies special inspection for wind resistance, the statement of special inspections shall identify the main windforce-resisting systems and wind-resisting components that are subject to special inspections.

  1704.4 Contractor responsibility. Each contractor responsible for the construction of a main wind- or seismic force-resisting system, designated seismic system or a wind- or seismic force-resisting component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner or the owner’s authorized agent prior to the commencement of work on the system or component. The contractor’s statement of responsibility shall contain acknowledgement of awareness of the special requirements contained in the statement of special inspections.

• CBC § 501A.3.3.3 Medium relevance — show source text

  501A.3.3.3 For NPC 3 and NPC 4 or NPC 4D in SPC 2, SPC 3, SPC 4 or SPC-4D buildings, the adequacy and design of nonstructural component or equipment supports and attachments may extend only to the connection of the component or equipment to the support when the total reaction at the point of support (including the application of F p ) is less than or equal to the following limits: 1. 250 pounds for components or equipment attached to light frame walls. For the purposes of this requirement, the sum of the absolute value of all reactions due to component loads on a single stud shall not exceed 250 pounds. 2. 1,000 pounds for components or equipment attached to roofs or walls of reinforced concrete or masonry construction. 3. 2,000 pounds for components or equipment attached to floors or slabs-on-grade.

  Exception: If the anchorage or bracing is configured in a manner that results in significant torsion on a supporting structural element, the effects of the nonstructural reaction force on the structural element shall be considered in the anchorage design.

  501 A . 4 Health care facilities. In Group I-2 facilities, ambulatory care facilities and outpatient clinics, any altered or added portion of an existing electrical or medical gas systems shall be required to meet installation and equipment requirements in NFPA 99.

  SECTION 502 A —ADDITIONS

  502 A .1 General. Additions to any building or structure shall comply with the requirements of the California Building Code for new construction. Alterations to the existing building or structure shall be made to ensure that the existing building or structure together with the addition are not less complying with the provisions of the California Building Code than the existing building or structure was prior to the addition. An existing building together with its additions shall comply with the height and area provisions of Chapter 5 of the California Building Code . Where a new occupiable roof is added to a building or structure, the occupiable roof shall comply with the provisions of the California Building Code.

  Exception: In-filling of floor openings and nonoccupiable appendages such as elevator and exit stairway shafts shall be permitted beyond that permitted by the California Building Code.

  502 A .1.1 Risk category assignment. Where the addition and the existing building have different occupancies, the risk category of each existing and added occupancy shall be determined in accordance with Section 1604 A .5.1 of the California Building Code . Where application of that section results in a higher risk category for the existing building compared with the risk category for the existing building before the addition, such a change shall be considered a change of occupancy and shall comply with Section 506 A of this code. Where application of that section results in a higher risk category for the addition compared with the risk category for the addition by itself, the addition and any systems in the existing building required to serve the addition shall comply with the requirements of the California Building Code for new construction for the higher risk category.

  502 A .1.2 Creation or extension of nonconformity. An addition shall not create or extend any nonconformity in the existing building to which the addition is being made with regard to accessibility, structural strength, supports and attachments for nonstructural components, fire safety, means of egress or the capacity of mechanical, plumbing or electrical systems.

• CBC § 17A-19 Medium relevance — show source text

  0 by this code._ 9. Emergency generators up to 25 kilowatts. 10. Equipment and components used for clinical trials only. 11. Elevator machines and governors. 12. Temporary and Interim equipment.

  For Exceptions 5, 6 and 7:

  Exempt subcomponents, which are an integral part of equipment that require special seismic certification, shall be tested attached to the equipment. Exempt subcomponents shall be permitted to be substituted without testing, provided that the substituted subcomponent relative to the certified subcomponent has: 1. Similar configuration with equivalent function. 2. Supports and attachments of similar configuration with equivalent strength and stiffness.

  3. Same attachment location.

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  SPECIAL INSPECTIONS AND TESTS

  4. Changes in dimensions, center of gravity and mass, of not more than 10 percent of the certified subcomponent and still meets Exception 5, 6 or 7. 5. Manufacturing process with ISO 9001 certification.

  1705 A .14.4 Seismic isolation and damping systems. Seismic isolation and damping systems in structures assigned to Seismic Design Category D, E or F shall be tested in accordance with Section 17.8 and 18.6 of ASCE 7.

  Prototype and production testing and associated acceptance criteria for isolator units and damping devices shall be subject to preapproval by the building official. Testing exemption for similar units shall require approval by the building official.

  [BF] 1705 A .15 Sprayed fire-resistive materials (SFRM). Special inspections and tests of sprayed fire-resistive materials (SFRM) applied to floor, roof and wall assemblies and structural members shall be performed in accordance with Sections 1705 A .15.1 through 1705 A .15.6. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents. The tests set forth in this section shall be based on samplings from specific floor, roof and wall assemblies and structural members. Special inspections and tests shall be performed during construction with an additional visual inspection after the rough installation of electrical, automatic sprinkler systems, mechanical and plumbing systems and suspension systems for ceilings, and before concealment where applicable. The required sample size shall not exceed 110 percent of that specified by the referenced standards in Sections 1705 A .15.4.1 through 1705 A .15.4.9.

  [BF] 1705 A .15.1 Physical and visual tests. The special inspections and tests shall include the following to demonstrate compliance with the listing and the fire-resistance rating:

  1. Condition of substrates.

  2. Thickness of application.

  3. Density in pounds per cubic foot (kg/m [3] ).

  4. Bond strength adhesion/cohesion.

  5. Condition of finished application.

  [BF] 1705 A .15.2 Structural member surface conditions. The surfaces shall be prepared in accordance with the approved fireresistance design and the written instructions of approved manufacturers. The prepared surface of structural members to be sprayed shall be inspected by the special inspector before the application of the SFRM.

• CBC § 2.2. Medium relevance — show source text

  2.2. Construction documents shall include a statement that the building is designed in accordance with ASCE 24, including that the pile or column foundation and building or structure to be attached thereto is designed to be anchored to resist flotation, collapse and lateral movement due to the effects of wind and flood loads acting simultaneously on all building components, and other load requirements of Chapter 16. 2.3. For breakaway walls designed to have a resistance of more than 20 psf (0.96 kN/m [2] ) determined using allowable stress design or a resistance to an ultimate load of more than 33 pounds per square foot (1.58 kN/m [2] ), construction documents shall include a statement that the breakaway wall is designed in accordance with ASCE 24. 2.4 For breakaway walls where provisions to allow for the automatic entry and exit of floodwaters do not meet the minimum requirements in Section 2.7.2.1 of ASCE 24, construction documents shall include a statement that the design will provide for equalization of hydrostatic flood forces in accordance with Section 2.7.2.2 of ASCE 24.

  SECTION 1613 A —EARTHQUAKE LOADS

  1613 A .1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with Chapters 11, 12, 13, 15, 17 and 18 of ASCE 7, as applicable. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 A or ASCE 7.

  1613 A .2 Determination of seismic design category. Structures shall be assigned to a Seismic Design Category D or higher based on one of the following methods unless the authority having jurisdiction or geotechnical data determines that Site Class DE, E or F soils are present at the site:

  1. Based on the structure risk category using Figure 1613.2(1).

  2. Determined in accordance with ASCE 7.

  Where Site Class DE, E or F soils are present, the seismic design category shall be determined in accordance with ASCE 7.

  1613 A .3 Simplified design procedure. Not permitted by DSA-SS and OSHPD.

  1613 A .4 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systems need not be rigidly attached to the roof or supporting structure.

  [DSA-SS] Ballasted, roof-mounted photovoltaic panel systems shall comply with ASCE 7, Section 13.6.12. [OSHPD 1 & 4] Ballasted photovoltaic panel systems shall be considered as an alternative system.

  1613 A .5 Elevators, escalators and other conveying systems. Elevators, escalators and other conveying systems and their components shall satisfy the seismic requirements of ASCE 7 and ASME A17.1/CSA B44 as applicable.

  1613 A .6 Automatic sprinkler systems. Where required, automatic sprinkler systems, including anchorage and bracing, shall comply with ASCE 7 and Section 903.3.1.1.

  SECTION 1614 A —ATMOSPHERIC ICE LOADS