Materials, test methods and durability

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

• CBC § 18941.8. High relevance — show source text

  — Enforcing agency State or local agency specified by the applicable provisions of law.

  — Authority cited Health and Safety Code Section 18941.8.

  Reference — Health and Safety Code Section 18941.8.

  1.2.2.1 Adopting agency identification. The provisions of this code applicable to buildings identified in this section will be identified in the Matrix Adoption Tables under the acronym BSC-CG .

  1.2.3 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction not specifically prescribed by this code,

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  ADMINISTRATION

  provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety.

  1.2.3.1 Research reports. Supporting data, where necessary to assist in the approval of materials or assemblies not specifically provided for in this code, shall consist of valid research reports from approved sources.

  1.2.3.2 Tests. Whenever there is insufficient evidence of compliance with the provisions of this code, or evidence that a material or method does not conform to the requirements of this code, or in order to substantiate claims for alternative materials or methods, the building official shall have the authority to require tests as evidence of compliance to be made at no expense to the jurisdiction. Test methods shall be as specified in this code or by other recognized test standards. In the absence of recognized and accepted test meth- ods, the building official shall approve the testing procedures. Tests shall be performed by an approved agency. Reports of such tests shall be retained by the building official for the period required for retention of public records.

  SECTION 1.3—BOARD OF STATE AND COMMUNITY CORRECTIONS

  1.3.1 Specific scope of application of the agency responsible for enforcement, the enforcement agency and the specific authority to adopt and enforce such provisions of this code, unless otherwise stated.

  Application— Local detention facilities.

  Enforcing agency— Board of State and Community Corrections.

  Authority cited— Penal Code Section 6030; Welfare and Institutions Code Sections 207.1, 210 and 885.

  Reference— Penal Code Section 6030; Welfare and Institutions Code Sections 207.1, 210 and 885.

  1.3.2 Adopting agency identification. The provisions of this code applicable to buildings identified in this section will be identified in the Matrix Adoption Tables under the acronym BSCC.

  SECTION 1.4—DEPARTMENT OF CONSUMER AFFAIRS

• CBC § 0.93 Medium relevance — show source text

  The contract with any of these testing laboratories should require their observation of specimen preparation as well as the testing of the specimen. A complete description of where and how the specimen was obtained from the building, the transportation of the specimen, and its preparation for testing should be noted in detail so that the building official can be satisfied that the fire test is representative of the actual use.

  The test report should describe the fire test procedure and the response of the material or assembly. The laboratory usually submits a cover letter with the report to describe the provisions of the fire test that were satisfied by the material or assembly under investigation. A building official will generally require this cover letter but will also read the report to confirm that the material or assembly complies with the code requirements. Local code officials should be involved in all phases of the testing process.

  The experimental approach can be costly and time consuming because specimens must be taken from the building and transported to the testing laboratory. When a load-bearing assembly has continuous reinforcement, the test specimen must be removed from the building, transported and tested in one piece. However, when the fire performance cannot be determined by other means, there may be no alternative to a full-scale test. A “nonstandard” small-scale test can be used in special cases. Sample sizes need only be 10–25 square feet (0.93–2.3 m [2] ), while full-scale tests require test samples of either 100 or 180 square feet (9.3 or 17 m [2] ) in size. This small-scale test is best suited for testing nonload-bearing assemblies against thermal transmission only.

  3.2 THE THEORETICAL APPROACH

  There will be instances when materials and assemblies in a building undergoing rehabilitation cannot be found in the Appendix tables. Even where test results are available for more or less similar construction, the proper classification may not be immediately apparent. Variations in dimensions, loading conditions, materials or workmanship may markedly affect the performance of the individual building elements, and the extent of such a possible effect cannot be evaluated from the tables.

  Theoretical methods being developed offer an alternative to the full-scale fire tests discussed above. For example, Section 4302(b) of the 1979 edition of the Uniform Building Code specifically allows an engineering design for fire resistance in lieu of conducting full-scale tests. These techniques draw upon computer simulation and mathematical modeling, thermodynamics, heatflow analysis and materials science to predict the fire performance of building materials and assemblies.

  One theoretical method, known as the “Ten Rules of Fire Endurance Ratings,” was published by T. Z. Harmathy in the May, 1965 edition of Fire Technology (see Bibliography entry 35). Harmathy’s Rules provide a foundation for extending the data within the Appendix tables to analyze or upgrade current as well as archaic building materials or assemblies.

  HARMATHY'S TEN RULES

  Rule 1: The “thermal” fire endurance of a construction consisting of a number of parallel layers is greater than the sum of the “thermal” fire endurances characteristic of the individual layers when exposed separately to fire. (Note: The “thermal” fire endurance is the time at which the average temperature on the unexposed side of a construction exceeds its initial value by 250°F (121°C) when the other side is exposed to the “standard” fire specified by ASTM Test Method E-19.)

  The minimum performance of an untested assembly can be estimated if the fire endurance of the individual components is known. Though the exact rating of the assembly cannot be stated, the endurance of the assembly is greater than the sum of the endurance of the components.

• CBC § 2.25 Medium relevance — show source text

  00|2.25|0.70|DR|3.70|1.05|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|33 mil cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|16|3.85|1.45|DR|DR|3.40|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|33 mil cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|24|3.40|DR|DR|DR|2.70|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|16|3.00|1.00|DR|DR|2.85|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|24|2.85|DR|DR|DR|2.20|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|12|4.00|3.85|2.80|1.80|4.00|3.05|1.50|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|16|4.00|3.30|1.95|0.60|4.00|2.25|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|24|4.00|2.25|DR|DR|4.00|0.65|DR|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
  DR = Design Required, o.c. = on center.
  a. Wood furring shall be spruce-pine-fir or any softwood species with a specific gravity of 0.42 or greater.

• CBC § 104.2.2.3 Medium relevance — show source text

  [A] 104.2.2.3 Content. The technical opinion and report shall analyze the properties of the design, operation or use of the building or premises and the facilities and appurtenances situated thereon to identify and propose necessary recommendations.

  [A] 104.2.2.4 Tests. Where there is insufficient evidence of compliance with the provisions of this code, the building official shall have the authority to require tests as evidence of compliance. Test methods shall be as specified in this code or by other recognized test standards. In the absence of recognized test standards, the building official shall approve the testing procedures. Such tests shall be performed by a party acceptable to the building official.

  [A] 104.2.3 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved.

  Exception: Performance-based alternative materials, designs or methods of construction and equipment complying with the International Code Council Performance Code . This exception shall not apply to alternative structural materials or to alternative structural designs. [DSA-SS, DSA-SS/CC] The International Code Council Performance Code is not permitted by DSA.

  [DSA-SS, DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] Alternative system shall satisfy ASCE 7 Section 1.3, unless more restrictive require- ments are established by this code for an equivalent system.

  [DSA-SS, DSA-SS/CC] Alternative systems shall also satisfy the California Administrative Code, Section 4-304.

  [OSHPD 1, 1R, 2, 4 & 5] Alternative systems shall also satisfy the California Administrative Code, Section 7-104.

  [A] 104.2.3.1 Approval authority. An alternative material, design or method of construction shall be approved where the building official finds that the proposed alternative is satisfactory and complies with Sections 104.2.3 through 104.2.3.7, as applicable.

  [A] 104.2.3.2 Application and disposition. Where required, a request to use an alternative material, design or method of construction shall be submitted in writing to the building official for approval. Where the alternative material, design or method of construction is not approved, the building official shall respond in writing, stating the reasons the alternative was not approved.

  [A] 104.2.3.3 Compliance with code intent. An alternative material, design or method of construction shall comply with the intent of the provisions of this code.

  [A] 104.2.3.4 Equivalency criteria. An alternative material, design or method of construction shall, for the purpose intended, be not less than the equivalent of that prescribed in this code with respect to all of the following, as applicable:

  1. Quality.

  2. Strength.

  3. Effectiveness.

  4. Durability.

  5. Safety, other than fire safety.

  6. Fire safety.

  [A] 104.2.3.5 Tests. Tests conducted to demonstrate equivalency in support of an alternative material, design or method of construction application shall be of a scale that is sufficient to predict performance of the end use configuration. Tests shall be performed by a party acceptable to the building official.

  2025 CALIFORNIA BUILDING CODE 1-25

• CBC § 1.1 Medium relevance — show source text

  It has been assumed that the building materials and their fastening, joining and incorporation into the building structure are sound mechanically. Therefore, some determination must be made that the original manufacture, the original construction practice and the rigors of aging and use have not weakened the building. This assessment can often be difficult because process and quality control was not good in many industries, and variations among locally available raw materials and manufacturing techniques often resulted in a product which varied widely in its strength and durability. The properties of iron and steel, for example, varied widely, depending on the mill and the process used.

  There is nothing inherently inferior about archaic materials or construction techniques. The pressures that promote fundamental change are most often economic or technological matters not necessarily related to concerns for safety. The high cost of labor made wood lath and plaster uneconomical. The high cost of land and the congestion of the cities provided the impetus for high-rise construction. Improved technology made it possible. The difficulty with archaic materials is not a question of suitability, but familiarity.

  Code requirements for the fire performance of key building elements (e.g., walls, floor/ceiling assemblies, doors, shaft enclosures) are stated in performance terms: hours of fire resistance. It matters not whether these elements were built in 1908 or 1980, only that they provide the required degree of fire resistance. The level of performance will be defined by the local community, primarily through the enactment of a building or rehabilitation code. This guideline is only a tool to help evaluate the various building elements, regardless of what the level of performance is required to be.

  The problem with archaic materials is simply that documentation of their fire performance is not readily available. The application of engineering judgment is more difficult because building officials may not be familiar with the materials or construction method involved. As a result, either a full-scale fire test is required or the archaic construction in question removed and replaced. Both alternatives are time consuming and wasteful.

  This guideline and the accompanying appendix are designed to help fill this information void. By providing the necessary documentation, there will be a firm basis for the continued acceptance of archaic materials and assemblies.

  2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-3

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  RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

  1—FIRE-RELATED PERFORMANCE OF ARCHAIC MATERIALS AND ASSEMBLIES

  1.1 FIRE PERFORMANCE MEASURES

  This guideline does not specify the level of performance required for the various building components. These requirements are controlled by the building occupancy and use and are set forth in the local building or rehabilitation code.

  The fire resistance of a given building element is established by subjecting a sample of the assembly to a “standard” fire test which follows a “standard” time-temperature curve. This test method has changed little since the 1920s. The test results tabulated in the Appendix have been adjusted to reflect current test methods.

  The current model building codes cite other fire-related properties not always tested for in earlier years: flame spread, smoke production and degree of combustibility. However, they can generally be assumed to fall within well-defined values because the principal combustible component of archaic materials is cellulose. Smoke production is more important today because of the increased use of plastics. However, the early flame spread tests, developed in the early 1940s, also included a test for smoke production.

• CBC § 1903.1 Medium relevance — show source text

  SECTION 1903—SPECIFICATIONS FOR TESTS AND MATERIALS

  1903.1 General. Materials used to produce concrete, concrete itself and testing thereof shall comply with the applicable standards listed in ACI 318.

  Exception: The following standards as referenced in Chapter 35 shall be permitted to be used.

  1. ASTM C150

  2. ASTM C595

  3. ASTM C1157

  1903.2 Glass fiber-reinforced concrete. Glass fiber-reinforced concrete (GFRC) and the materials used in such concrete shall be in accordance with the PCI 128.

  1903.3 Flat wall insulating concrete form (ICF) systems. Insulating concrete form material used for forming flat concrete walls shall conform to ASTM E2634. [OSHPD 1R, 2 & 5] Not Permitted by OSHPD.

  1903.4 Steel fiber reinforcement - [OSHPD 1R, 2 & 5] Not permitted by OSHPD.

  2025 CALIFORNIA BUILDING CODE 19-5

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  �

  CONCRETE

  1903.5 Welding of reinforcing bars - [OSHPD 1R, 2 & 5] Modify ACI 318 Section 26.6.4.1(b) by adding the following:

  Subject to prior approval of the enforcing agency, longitudinal holding wires conforming to ASTM A1064, of maximum wire size W5, that are machine resistance welded to stirrup/tie cage (or spiral assemblies) consisting of low alloy steel reinforcing conforming to ASTM A706 are permitted when performed under continuous competent control in a fabrication shop. Tack welding of primary rein- forcing bars together or to stirrups/ties is not permitted. Holding wire weld locations shall not occur on any longitudinal or primary reinforcing nor on any portion of a reinforcing bar that is or will be bent in accordance with ACI 318 Section 25.3 for the extents speci- fied in AWS D1.4 Section 4.2.6.

  Quality control tests shall be performed on shop welded specimens by the fabricator. Reinforcing steel specimens containing the holding wire shall be tested for yield and tensile strength at the frequency required by Section 1910.2. Test reports shall be available on request to the approved agency, design professional and enforcement agency.

  SECTION 1904—DURABILITY REQUIREMENTS

  1904.1 Structural concrete. Structural concrete shall conform to the durability requirements of ACI 318.

  Exception: For Group R-2 and R-3 occupancies not more than three stories above grade plane, the specified compressive strength, f´ c, for concrete in basement walls, foundation walls, exterior walls and other vertical surfaces exposed to the weather shall be not less than 3,000 psi (20.7 MPa).

• CBC § 4.00 Medium relevance — show source text

  10
  wood screw|1|24|4.00|0.90|DR|DR|2.85|DR|DR|DR| |Minimum 1x
  Wood Furringd|Minimum 2x
  Wood Stud|1/4" lag screw|11/2|12|4.00|2.65|1.50|0.90|4.00|1.65|0.80|DR| |Minimum 1x
  Wood Furringd|Minimum 2x
  Wood Stud|1/4" lag screw|11/2|16|4.00|1.95|0.95|0.50|4.00|1.10|DR|DR| |Minimum 1x
  Wood Furringd|Minimum 2x
  Wood Stud|1/4" lag screw|11/2|24|4.00|1.10|DR|DR|3.25|0.50|DR|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
  DR = Design Required, o.c. = on center.
  a. Wood framing and furring shall be spruce-pine-fir or any wood species with a specific gravity of 0.42 or greater in accordance with ANSI/AWC NDS.
  b. Nail fasteners shall comply with ASTM F1667, except nail length shall be permitted to exceed ASTM F1667 standard lengths.
  c. The thickness of wood structural panels complying with the specific gravity requirements of Note a shall be permitted to be included in satisfying the minimum required
  penetration into framing.
  d. Where the required cladding fastener penetration into wood material exceeds3/4 inch and is not more than 11/2 inches, a minimum 2-inch nominal wood furring or an
  approved design shall be used.
  e. Foam sheathing shall have a minimum compressive strength of 15 psi in accordance with ASTM C578 or ASTM C1289.
  f. Furring shall be spaced not greater than 24 inches on center in a vertical or horizontal orientation. In a vertical orientation, furring shall be located over wall studs and attached with
  the required fastener spacing. In a horizontal orientation, the indicated 8-inch and 12-inch fastener spacing in furring shall be achieved by use of two fasteners into studs at 16 inches
  and 24 inches on center, respectively.|For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
  DR = Design Required, o.c. = on center.
  a. Wood framing and furring shall be spruce-pine-fir or any wood species with a specific gravity of 0.42 or greater in accordance with ANSI/AWC NDS.
  b. Nail fasteners shall comply with ASTM F1667, except nail length shall be permitted to exceed ASTM F1667 standard lengths.
  c. The thickness of wood structural panels complying with the specific gravity requirements of Note a shall be permitted to be included in satisfying the minimum required
  penetration into framing.
  d. Where the required cladding fastener penetration into wood material exceeds3/4 inch and is not more than 11/2 inches, a minimum 2-inch nominal wood furring or an
  approved design shall be used.
  e.

• CBC § 0.35 Medium relevance — show source text

  RSRS is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
  e. Tabulated fastener requirements apply where the basic wind speed,V, is less than 140 mph. For wood structural panel roof sheathing attached to gable-end roof framing and
  to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4 inches on center where the basic wind speed,V, is greater than 130 mph in Expo-
  sure B or greater than 110 mph in Exposure C. Spacing exceeding 6 inches on center at intermediate supports shall be permitted where the fastening is designed per the AWC
  NDS. Where the specific gravity of the wood species used for roof framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, fastening of roof
  sheathing shall be with RSRS-03 (21/2″ × 0.131″ × 0.281″ head) nails unless alternative fastening is designed in accordance with AWC NDS. Where the specific gravity of the wood
  species used for roof framing is less than 0.35, fastening of the roof sheathing shall be designed in accordance with AWC NDS.
  f. Fastening is only permitted where the basic wind speed,V, is less than or equal to 110 mph and where fastening is to wood framing of a species with specific gravity greater
  than or equal to 0.42 in accordance with AWC NDS.
  g. Nails and staples are carbon steel meeting the specifications of ASTM F1667. Connections using nails and staples of other materials, such as stainless steel, shall be designed
  by acceptable engineering practice or approved under Section 104.2.3.|For SI: 1 inch = 25.4 mm.
  a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer
  to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
  b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches (20 inches if
  strength axis in the long direction of the panel, unless otherwise marked).
  c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule,
  the number of toenails in the rafter shall be permitted to be reduced by one nail.
  d. RSRS is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
  e. Tabulated fastener requirements apply where the basic wind speed,V, is less than 140 mph. For wood structural panel roof sheathing attached to gable-end roof framing and
  to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4 inches on center where the basic wind speed,V, is greater than 130 mph in Expo-
  sure B or greater than 110 mph in Exposure C. Spacing exceeding 6 inches on center at intermediate supports shall be permitted where the fastening is designed per the AWC
  NDS.

• CBC § 12.3 Medium relevance — show source text

  1705 A .12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:

  1. Roof covering, roof deck and roof framing connections.
  2. Exterior wall covering and wall connections to roof and floor diaphragms and framing.

  1705 A .13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705 A .13.1 through 1705 A .13.9, unless exempted by the exceptions of Section 1704 A .2.

  1705 A .13.1 Structural steel. Special inspections for seismic resistance shall be in accordance with Section 1705 A .13.1.1 or 1705 A .13.1.2, as applicable.

  1705 A .13.1.1 Seismic force-resisting systems. Special inspections of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341 and this code.

  [DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Sections: 1. J6 (Inspection Tasks).

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  SPECIAL INSPECTIONS AND TESTS

  2. J7 (Welding Inspection and Nondestructive Testing). 3. J10 (Inspection of Composite Structures). 4. J11 (Inspection of H-Piles).

  Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

  1705 A .13.1.2 Structural steel elements. Special inspections of structural steel elements in the seismic force-resisting systems of buildings and structures assigned to Seismic Design Category D, E or F other than those covered in Section 1705 A .13.1.1, including struts, collectors, chords and foundation elements, shall be performed in accordance with the quality assurance requirements of AISC 341 and this code .

  [DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Sections: 1. J6 (Inspection Tasks). 2. J7 (Welding Inspection and Nondestructive Testing). 3. J10 (Inspection of Composite Structures). 4. J11 (Inspection of H-Piles).

  Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

  1705 A .13.2 Structural wood. For the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F:

  1. Continuous special inspection shall be required during field gluing operations of elements of the seismic force-resisting system.
  2. Periodic special inspection shall be required for nailing, bolting, anchoring and other fastening of elements of the seismic force-resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and hold-downs.
• CBC § 302.1.2 Medium relevance — show source text

  302.1.2 Standards. Standards listed or referred to in this chapter or other chapters cover materials that will conform to the requirements of this code, where used in accordance with the limitations imposed in this or other chapters thereof and their listing. Where a standard covers materials of various grades, weights, quality, or configurations, the portion of the listed standard that is applicable shall be used. Design and materials for special conditions or materials not provided for herein shall be permitted to be used by special permission of the Authority Having Jurisdiction after the Authority Having Jurisdiction has been satisfied as to their adequacy. A list of mechanical standards that appear in specific sections of this code is referenced in Table 1801.1. Standards referenced in Table 1801.1 shall be applied as indicated in the applicable referenced section. A list of additional approved standards, publications, practices and guides that are not referenced in specific sections of this code appear in Table 1801.2.

  302.1.3 Existing Buildings. In existing buildings or premises in which mechanical installations are to be altered, repaired, or renovated, the Authority Having Jurisdiction has discretionary powers to permit deviation from the provisions of this code, provided that such proposal to deviate is first submitted for proper determination in order that health and safety requirements, as they pertain to mechanical systems, shall be observed.

  302.2 Alternate Materials and Methods of Construc- tion Equivalency. Nothing in this code is intended to pre

  2025 CALIFORNIA MECHANICAL CODE 51

  ), Copyright © 2025 IAPMO, and may not be used for any other purpose or distributed to any other persons or parties.

  GENERAL REGULATIONS

  vent the use of systems, methods, or devices of equivalent or superior quality, strength, fire resistance, effectiveness, durability, and safety over those prescribed by this code. Technical documentation shall be submitted to the Authority Having Jurisdiction to demonstrate equivalency. The Authority Having Jurisdiction shall have the authority to approve or disapprove the system, method, or device for the intended purpose.

  However, the exercise of this discretionary approval by the Authority Having Jurisdiction shall have no effect beyond the jurisdictional boundaries of said Authority Having Jurisdiction. An alternate material or method of construction so approved shall not be considered as in accordance with the requirements, intent, or both of this code for a purpose other than that granted by the Authority Having Jurisdiction where the submitted data does not prove equivalency.

  302.2.1 Testing. The Authority Having Jurisdiction shall have authority to require tests, as proof of equivalency.

  302.2.1.1 Tests. Tests shall be made in accordance with approved testing standards, by an approved testing agency at the expense of the applicant. In the absence of such standards, the Authority Having Jurisdiction shall have the authority to specify the test procedure.

  302.2.1.2 Request by the Authority Having Jurisdiction. The Authority Having Jurisdiction shall have the authority to require tests to be made or repeated where there is reason to believe that a material or device no longer is in accordance with the requirements on which its approval was based.

  302.3 Alternative Engineered Design. An alternative engineered design shall comply with the intent of the provisions of this code and shall provide an equivalent level of quality, strength, effectiveness, fire resistance, durability, and safety. Material, equipment, or components shall be designed and installed in accordance with the manufacturer’s installa tion instructions.

• CBC § 3.3 Medium relevance — show source text

  3.3 “THICKNESS DESIGN” STRATEGY

  The “thickness design” strategy is based upon Harmathy’s Rules 1 and 2. This design approach can be used when the construction materials have been identified and measured but the specific assembly cannot be located within the tables. The tables should be surveyed again for thinner walls of like material and construction detail that have yielded the desired or greater fire endurance. If such an assembly can be found, then the thicker walls in the building have more than enough fire resistance. The thickness of the walls thus becomes the principal concern.

  This approach can also be used for floor/ceiling assemblies, except that the thickness of the cover and the slab become the central concern. (Note: “Cover” is defined as the protective layer or membrane of material which shows the flow of heat to the structural elements.) The fire resistance of the untested assembly will be at least the fire resistance of an assembly listed in the table having a similar design but with less cover and/or thinner slabs. For other structural elements (e.g., beams and columns), the element listed in the table must also be of a similar design but with less cover thickness.

  3.4 EVALUATION OF DOORS

  A separate section on doors has been included because the process for evaluation presented below differs from those suggested previously for other building elements. The impact of unprotected openings or penetrations in fire resistant assemblies has been detailed in Section 2.3 above. It is sufficient to note here that openings left unprotected will likely lead to failure of the barrier under actual fire conditions.

  For other types of building elements (e.g., beams, columns), the Appendix tables can be used to establish a minimum level of fire performance. The benefit to rehabilitation is that the need for a full-scale fire test is then eliminated. For doors, however, this cannot be done. The data contained in Appendix Table 5.1, Resistance of Doors to Fire Exposure, can only provide guidance as to whether a successful fire test is even feasible.

  For example, a door required to have 1 hour fire resistance is noted in the tables as providing only 5 minutes. The likelihood of achieving the required 1 hour, even if the door is upgraded, is remote. The ultimate need for replacement of the doors is reasonably clear, and the expense and time needed for testing can be saved. However, if the performance documented in the table is near or in excess of what is being required, then a fire test should be conducted. The test documentation can then be used as evidence of compliance with the required level of performance.

  The table entries cannot be used as the sole proof of performance of the door in question because there are too many unknown variables which could measurably affect fire performance. The wood may have dried over the years; coats of flammable varnish could have been added. Minor deviations in the internal construction of a door can result in significant differences in performance.

  2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-13

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

  RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

  Methods of securing inserts in panel doors can vary. The major nondestructive method of analysis, an X-ray, often cannot provide the necessary detail. It is for these, and similar reasons, that a fire test is still felt to be necessary.