Engineering regulations — quality and design of construction materials (12‑16 series)

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

• CRSC § 12-16 High relevance — show source text

  CHAPTER 12-16-1 ENGINEERING REGULATIONS—QUALITY

  AND DESIGN OF THE MATERIALS OF

  CONSTRUCTION . . . . . . . . . . . . . . . . . . . 101

  CHAPTER 12-16-2 ENGINEERING REGULATIONS—QUALITY

  AND DESIGN OF THE MATERIALS OF

  CONSTRUCTION . . . . . . . . . . . . . . . . . . . 103

  CHAPTER 12-31C RADIATION SHIELDING STANDARDS . . 105

  CHAPTER 12-71 AIR FILTERS. . . . . . . . . . . . . . . . . . . . . . . 107

  CHAPTER 12-72-1 PROTECTIVE SIGNALING SYSTEMS . . . 109

  CHAPTER 12-72-2 PROTECTIVE SIGNALING SYSTEMS . . . 123

  CHAPTER 12-72-3 PROTECTIVE SIGNALING SYSTEMS . . . 133

  HISTORY NOTE APPENDIX . . . . . . . . . . . . . . . . . . . . . . . . . . . 157

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  PART 12 CROSS REFERENCE TABLE

  (Cross reference table is nonregulatory, intended only as an aid to the code user.)

  PART 12 STANDARD	SUBJECT	ADOPTING AGENCY	ASSOCIATED TITLE 24 BUILDING STANDARD
  Chapter 12-3	Releasing systems for security bars in dwellings	SFM	Part 2, Sections 1031.2.1, 1031.6, 1032.7 Part 2.5, Sections R319.1.1 and R319.4.4 Part 9, Sections 1031.2.1, 1031.6, 1032.7 Appendix 4 Section 452.1.5 and Title 19 provisions 4.1, 4.2, 4.3, 4.4, 4.5, 4.6 reprinted in Part 9 Part 10, Section 505.4
  Chapter 12-4A	Laboratory animal quarters standards	DPH	Part 2, Section 1236
  Chapter 12-4-1	Stage and Platforms	SFM	Part 2, Sections 410.2.7, 410.2.7.1, 410.2.7.2 Part 9, Sections 105.6.51, 4809
  Chapter 12-7-1	Fire-resistive standards.

• CRSC § 12-16 High relevance — show source text

  12-16-1 ENGINEERING REGULATIONS—QUALITY AND

  DESIGN OF THE MATERIALS OF CONSTRUCTION

  CALIFORNIA STANDARD FOR EARTHQUAKE-ACTUATED AUTOMATIC GAS SHUTOFF SYSTEMS (SEE CCR TITLE 24, PART 2, CHAPTERS 16 AND 16A, AND CCR TITLE 24, PART 5, CHAPTER 12) STANDARD 12-16-1

  DIVISION OF THE STATE ARCHITECT

  Authority: Sections 19180–19183, Health and Safety Code. Reference: Section 19182, Health and Safety Code.

  DIVISION 1—CONSTRUCTION

  SCOPE

  Sec. 12-16-101. The American Society of Civil Engineers (ASCE) requirements for “Earthquake-Actuated Automatic Gas Shutoff Devices,” ANSI/ASCE/SEI 25-16 (copyright 2016 by ASCE), shall be the applicable standard used by the Division of the State Architect for the certification of these devices.

  Sec. 12-16-101.1. Each installation of a customer-owned device that satisfies this standard shall be in accordance with the California Plumbing Code (CCR Title 24, Part 5).

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  12-16-2 ENGINEERING REGULATIONS—QUALITY AND

  DESIGN OF THE MATERIALS OF CONSTRUCTION

  CALIFORNIA STANDARD FOR RESIDENTIAL EXCESS FLOW ACTUATED AUTOMATIC GAS SHUTOFF VALVES (SEE CCR TITLE 24, PART 5, CHAPTER 12) STANDARD 12-16-2

  DIVISION OF THE STATE ARCHITECT

  Authority: Sections 19200–19204, Health and Safety Code. Reference: Sections 19201.5 and 19202, Health and Safety Code.

  DIVISION 1—CONSTRUCTION

  SCOPE

  Sec. 12-16-201. The American Society for Testing and Materials (ASTM) F2138-12(2017) Standard Specification for Excess Flow Valves for Natural Gas Service, and the American National Standards Institute (ANSI) Z21.93-2017/CSA 6.30-2017 Excess Flow Valves for Natural and LP Gas with Pressure up to 5 psig, shall be the applicable standards used by the Division of the State Architect for certification of these devices.

  Sec. 12-16-201.1. Each installation of a customer-owned device that satisfies this standard shall be in accordance with the California Plumbing Code (CCR Title 24, Part 5).

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  12-31C RADIATION SHIELDING STANDARDS

  STANDARD 12-31C-1

  DEPARTMENT OF HEALTH SERVICES

• CRSC § 12-10 High relevance — show source text

  CHAPTER 12-10-1 EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73

  CHAPTER 12-10-2 EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77

  CHAPTER 12-10-3 EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83

  CHAPTERS 12-11A AND 12-11B

  BUILDING AND FACILITY ACCESS

  SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . 85

  CHAPTER 12-12 RESERVED . . . . . . . . . . . . . . . . . . . . . . . . . 87

  CHAPTER 12-13 STANDARDS FOR INSULATING

  MATERIAL. . . . . . . . . . . . . . . . . . . . . . . . . . 89

  CHAPTER 12-16-1 ENGINEERING REGULATIONS—QUALITY

  AND DESIGN OF THE MATERIALS OF

  CONSTRUCTION . . . . . . . . . . . . . . . . . . . 101

  CHAPTER 12-16-2 ENGINEERING REGULATIONS—QUALITY

  AND DESIGN OF THE MATERIALS OF

  CONSTRUCTION . . . . . . . . . . . . . . . . . . . 103

  CHAPTER 12-31C RADIATION SHIELDING STANDARDS . . 105

  CHAPTER 12-71 AIR FILTERS. . . . . . . . . . . . . . . . . . . . . . . 107

  CHAPTER 12-72-1 PROTECTIVE SIGNALING SYSTEMS . . . 109

  CHAPTER 12-72-2 PROTECTIVE SIGNALING SYSTEMS . . . 123

  CHAPTER 12-72-3 PROTECTIVE SIGNALING SYSTEMS . . . 133

  HISTORY NOTE APPENDIX . . . . . . . . . . . . . . . . . . . . . . . . . . . 157

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  PART 12 CROSS REFERENCE TABLE

  (Cross reference table is nonregulatory, intended only as an aid to the code user.)

• CRSC § 12-7 High relevance — show source text

  CHAPTER 12-7-1 FIRE-RESISTIVE STANDARDS. . . . . . . . . . 13

  CHAPTER 12-7-2 FIRE-RESISTIVE STANDARDS

  RESERVED . . . . . . . . . . . . . . . . . . . . . . . . . 23

  CHAPTER 12-7-3 FIRE-RESISTIVE STANDARDS. . . . . . . . . . 25

  CHAPTER 12-7-4 FIRE-RESISTIVE STANDARDS. . . . . . . . . . 31

  CHAPTER 12-7-5 FIRE-RESISTIVE STANDARDS. . . . . . . . . . 35

  CHAPTER 12-7A MATERIALS AND CONSTRUCTION

  METHODS FOR EXTERIOR WILDFIRE

  EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . 37

  CHAPTER 12-8-1 FIRE-RESISTIVE STANDARDS FOR

  FIRE PROTECTION . . . . . . . . . . . . . . . . . . 51

  APPENDIX 12-8-1A CALCULATION OF THE TOTAL RATE

  OF HEAT AND CARBON MONOXIDE OR

  CARBON DIOXIDE PRODUCTION . . . . . . . 63

  APPENDIX 12-8-1B GUIDE TO MOUNTING TECHNIQUES FOR

  WALL AND CEILING INTERIOR FINISH

  MATERIAL. . . . . . . . . . . . . . . . . . . . . . . . . . 67

  CHAPTER 12-10-1 EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73

  CHAPTER 12-10-2 EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77

  CHAPTER 12-10-3 EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83

  CHAPTERS 12-11A AND 12-11B

  BUILDING AND FACILITY ACCESS

  SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . 85

  CHAPTER 12-12 RESERVED . . . . . . . . . . . . . . . . . . . . . . . . . 87

  CHAPTER 12-13 STANDARDS FOR INSULATING

  MATERIAL. . . . . . . . . . . . . . . . . . . . . . . . . . 89

  CHAPTER 12-16-1 ENGINEERING REGULATIONS—QUALITY

  AND DESIGN OF THE MATERIALS OF

  CONSTRUCTION . . . . . . . . . . . . . . . . . . . 101

  CHAPTER 12-16-2 ENGINEERING REGULATIONS—QUALITY

  AND DESIGN OF THE MATERIALS OF

  CONSTRUCTION . . . . . . . . . . . . . . . . . . . 103

• CRSC § 1.1.2 High relevance — show source text

  1.1.2 Purpose. The purpose of this code is to establish the minimum requirements to safeguard the public health, safety and general welfare through structural strength, means of egress facilities, stability, access to persons with disabilities, sanitation, adequate lighting and ventilation and energy conservation; safety to life and property from fire and other hazards attributed to the built environment; and to provide safety to firefighters and emergency responders during emergency operations.

  1.1.3 Scope. The provisions of this code shall apply to the construction, alteration, movement, enlargement, replacement, repair, equipment, use and occupancy, location, maintenance, removal and demolition of every building or structure or any appurtenances connected or attached to such buildings or structures throughout the State of California. [HCD 1 & 2] The provisions of this code shall apply to repair, alteration, change of occupancy, addition to and relocation of every existing building or structure or any appurtenances connected or attached to such buildings or structures throughout the State of California.

  1.1.3.1 Nonstate-regulated buildings, structures and applications. Except as modified by local ordinance pursuant to Section 1.1.8, the following standards in the California Code of Regulations, Title 24, Parts 2, 2.5, 3, 4, 5, 6, 7, 9, 10 and 11 shall apply to all occupancies and applications not regulated by a state agency.

  1.1.3.2 State-regulated buildings, structures and applications. The model code, state amendments to the model code and/or state amendments where there are no relevant model code provisions shall apply to the following buildings, structures and applications regulated by state agencies as specified in Sections 1.2 through 1.14, except where modified by local ordinance pursuant to Section 1.1.8. When adopted by a state agency, the provisions of this code shall be enforced by the appropriate enforcing agency, but only to the extent of authority granted to such agency by the state legislature.

  Note: See “How to Distinguish Between Model Code Language and California Amendments” in the front of the code. 1. State-owned buildings, including buildings constructed by the Trustees of the California State University, and to the extent permitted by California laws, buildings designed and constructed by the Regents of the University of California, and regulated by the Building Standards Commission. See Section 1.2 for additional scope provisions. 2. Section 1.3 is reserved for the Board of State Community Corrections. 3. Section 1.4 is reserved for the Department of Consumer Affairs. 4. Section 1.5 is reserved for the California Energy Commission. 5. Section 1.6 is reserved for the Department of Food and Agriculture. 6. Section 1.7 is reserved for the Department of Public Health. 7. Hotels, motels, lodging houses, apartments, dwellings, dormitories, condominiums, shelters for homeless persons, congregate residences, employee housing, factory-built housing and other types of dwellings containing sleeping _accommodations with or without common toilets or cooking facilities.

• CRSC § 1706.1 High relevance — show source text

  1706.1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.

  1706.2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1707.

  SECTION 1707—ALTERNATIVE TEST PROCEDURE

  1707.1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.2.3 or 1.8.7, as applicable. The cost of all tests and other investigations required under the provisions of this code shall be borne by the owner or the owner’s authorized agent.

  [BSC] In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the neces- sary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 1.2.1, Chapter 1, Division I. The cost of all tests and other investigations required under the provisions of this code shall be borne by the applicant.

  SECTION 1708—IN-SITU LOAD TESTS

  1708.1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. The in-situ load tests shall be conducted in accordance with Section 1708.2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.

  1708.2 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1708.2.1 or 1708.2.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.

  1708.2.1 Load test procedure specified. Where a referenced material standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708.2.2 shall apply.

• CRSC § 17A-21 High relevance — show source text

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  SPECIAL INSPECTIONS AND TESTS

  SECTION 1706 A —DESIGN STRENGTHS OF MATERIALS

  1706 A .1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.

  1706 A .2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1707 A .

  SECTION 1707 A —ALTERNATIVE TEST PROCEDURE

  1707 A .1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.2.3. The cost of all tests and other investigations required under the provisions of this code shall be borne by the owner or the owner’s authorized agent.

  SECTION 1708 A —IN-SITU LOAD TESTS

  1708 A .1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. The in-situ load tests shall be conducted in accordance with Section 1708 A .2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.

  1708 A .2 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1708 A .2.1 or 1708 A .2.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.

  1708 A .2.1 Load test procedure specified. Where a referenced material standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708 A .2.2 shall apply.

  1708 A **.2.2 Load test procedure not specified.

• CRSC § 0.0134 High relevance — show source text

  Mechanically fastened underlayment shall be
  fastened using annular ring or deformed shank nails
  with 1-inch diameter metal or plastic caps. Metal caps
  shall have a thickness of not less than 32-gage (0.0134
  inch) sheet metal. Power-driven metal caps shall have a
  minimum thickness of 0.010 inch. Minimum thickness of
  the outside edge of plastic caps shall be 0.035 inch. The
  cap nail shank shall be not less than 0.083 inch. The cap
  nail shank shall have a length sufficient to penetrate
  through the roof sheathing or not less than3/4 inch into
  the roof sheathing.
  Self-adhering polymer modified bitumen underlayment
  shall be installed in accordance with the underlayment
  and roof covering manufacturers’ installation instruc-
  tions for the deck material, roof ventilation
  configuration and climate exposure of the roof
  covering.| |Clay and concrete tile|1507.3|1507.3|1507.3| |BIPV roof coverings|1507.16|1507.16|1507.16| |Metal roof panels|1507.4|Manufacturer’s installation instructions|Mechanically fastened underlayment shall be fastened
  with corrosion-resistant fasteners in a grid pattern of not
  greater than 12 inches horizontally and vertically between
  side laps with a 6-inch spacing at side and end laps.
  Mechanically fastened underlayment shall be fastened
  using annular ring or deformed shank nails with 1-inch
  diameter metal or plastic caps. Metal caps shall have a
  thickness of not less than 32-gage sheet metal. Power-
  driven metal caps shall have a minimum thickness of
  0.010 inch. Minimum thickness of the outside edge of
  plastic caps shall be 0.035 inch. The cap nail shank shall
  be not less than 0.083 inch. The cap nail shank shall have a
  length sufficient to penetrate through the roof sheathing
  or not less than3/4 inch into the roof sheathing.
  Self-adhering polymer modified bitumen underlayment
  shall be installed in accordance with the underlayment
  and roof covering manufacturers’ installation instruc-
  tions for the deck material, roof ventilation configuration
  and climate exposure of the roof covering.| |Metal roof shingles|1507.5|1507.5|1507.5| |Mineral-surfaced roll
  roofing|1507.6|1507.6|1507.6| |Slate shingles|1507.7|1507.7|1507.7| |Wood shingles|1507.8|1507.8|1507.8| |Wood shakes|1507.9|1507.9|1507.9| |For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.|

• CRSC § 64703-64705. High relevance — show source text

  This installed weight per square foot shall conform with the manufacturer’s installed design density per square foot at the manufacturer’s labeled R -value.

  (b) Water heater insulation kits. No water heater insulation kit shall be sold, on or after March 25, 1982, unless it has a thermal resistance of at least R-6 and is so identified.

  Each water heater insulation kit sold shall include instructions which are equivalent to the Department of Energy standard practice for the installation of insulation on gas-fired, oil-fired and electric resistance water heaters, 44 Fed. Reg. pages 64703-64705.

  Authority: Section 25922, Public Resources Code.

  Reference: Section 25922, Public Resources Code.

  HISTORY:

  1. Amendment filed 8-10-81; designated effective 9-22-81 (Register 81, No. 33).
  2. Editorial correction of subsection (a) filed 1-13-82 (Register 82, No. 2).

  INTERPRETATION

  Sec. 12-13-1565.

  The General Counsel of the Commission shall make a determination as to the application or interpretation of any provision of this article to any person requesting such a determination. Any such request shall be submitted in writing to the Commission. The Commission shall make written replies to such inquiries and shall widely publish interpretations that have broad application or interest.

  Authority: Section 25218 (e), Public Resources Code.

  Reference: Sections 25920 and 25922, Public Resources Code.

  HISTORY:

  1. Amendment filed 8-10-81; designated effective 9-22-81 (Register 81, No. 33).

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  12-16-1 ENGINEERING REGULATIONS—QUALITY AND

  DESIGN OF THE MATERIALS OF CONSTRUCTION

  CALIFORNIA STANDARD FOR EARTHQUAKE-ACTUATED AUTOMATIC GAS SHUTOFF SYSTEMS (SEE CCR TITLE 24, PART 2, CHAPTERS 16 AND 16A, AND CCR TITLE 24, PART 5, CHAPTER 12) STANDARD 12-16-1

  DIVISION OF THE STATE ARCHITECT

  Authority: Sections 19180–19183, Health and Safety Code. Reference: Section 19182, Health and Safety Code.

  DIVISION 1—CONSTRUCTION

  SCOPE

  Sec. 12-16-101. The American Society of Civil Engineers (ASCE) requirements for “Earthquake-Actuated Automatic Gas Shutoff Devices,” ANSI/ASCE/SEI 25-16 (copyright 2016 by ASCE), shall be the applicable standard used by the Division of the State Architect for the certification of these devices.

  Sec. 12-16-101.1. Each installation of a customer-owned device that satisfies this standard shall be in accordance with the California Plumbing Code (CCR Title 24, Part 5).

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  12-16-2 ENGINEERING REGULATIONS—QUALITY AND

• CRSC § 1617A.1.27 High relevance — show source text

  1617A.1.27 ASCE 7, Section 13.6.11.1. Modify ASCE 7, Section 13.6.11.1, by adding Section 13.6.11.1.1 as follows:

  13.6.11.1.1 Elevators guide rail support. The design of guide rail support-bracket fastenings and the supporting structural fram- ing shall use the weight of the counterweight or maximum weight of the car plus not less than 40 percent of its rated load. The seismic forces shall be assumed to be distributed one third to the top guiding members and two thirds to the bottom guiding members of cars and counterweights, unless other substantiating data are provided. In addition to the requirements of ASCE 7, Section 13.6.11.1, the minimum seismic forces shall be 0.5g allowable stress design load acting in any horizontal direction.

  1617A.1.28 ASCE 7, Section 13.6.11.4. Replace ASCE 7, Section 13.6.11.4, as follows:

  13.6.11.4 Retainer plates. Retainer plates are required at the top and bottom of the car and counterweight, except where safety devices acceptable to the enforcement agency are provided which meet all requirements of the retainer plates, including

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  STRUCTURAL DESIGN

  full engagement of the machined portion of the rail. The design of the car, cab stabilizers, counterweight guide rails and counter- weight frames for seismic forces shall be based on the following requirements: 1. The seismic force shall be computed per the requirements of ASCE 7, Section 13.6.11.1. The minimum horizontal acceler- ation shall be 0.5g allowable stress design load for all buildings. 2. W p shall equal the weight of the counterweight or the maximum weight of the car plus not less than 40 percent of its rated load.

  3. With the car or counterweight located in the most adverse position, the stress in the rail shall not exceed the limitations specified in these regulations, nor shall the deflection of the rail relative to its supports exceed the deflection listed below:

  RAIL SIZE (weight per foot of length, pounds)	WIDTH OF MACHINED SURFACE (inches)	ALLOWABLE RAIL DEFLECTION (inches)
  8	11/4	0.20
  11	11/2	0.30
  12	13/4	0.40
  15	131/32	0.50
  181/2	131/32	0.50
  221/2	2	0.50
  30	21/4	0.50
  For SI: 1 inch = 25 mm, 1 foot = 305 mm, 1 pound = 0.454 kg. Note: Deflection limitations are given to maintain a consistent factor of safety against disengagement of retainer plates from the guide rails during an earthquake.	_For SI: 1 inch = 25 mm, 1 foot = 305 mm, 1 pound = 0.454 kg.

• CRSC § 11.1 High relevance — show source text

  1. Glazed openings located within 30 feet (9144 mm) of grade shall meet the requirements of the large missile test of ASTM E1996.

  2. Glazed openings located more than 30 feet (9144 mm) above grade shall meet the provisions of the small missile test of ASTM E1996.

  Exceptions:

  1. Wood structural panels with a minimum thickness of [7] / 16 inch (11.1 mm) and maximum panel span of 8 feet (2438 mm) shall be permitted for opening protection in buildings with a mean roof height of 33 feet (10 058 mm) or less that are classified as a Group R-3 or R-4 occupancy. Panels shall be precut so that they shall be attached to the framing surrounding the opening containing the product with the glazed opening. Panels shall be predrilled as required for the anchorage

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  STRUCTURAL DESIGN

  method and shall be secured with the attachment hardware provided. Attachments shall be designed to resist the components and cladding loads determined in accordance with the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed on the building. Attachment in accordance with Table 1609 A .2 with corrosion-resistant attachment hardware provided and anchors permanently installed on the building is permitted for buildings with a mean roof height of 45 feet (13 716 mm) or less where V asd determined in accordance with Section 1609 A .3.1 does not exceed 140 mph (63 m/s). 2. Glazing in Risk Category I buildings, including greenhouses that are occupied for growing plants on a production or research basis, without public access shall be permitted to be unprotected. 3. Glazing in Risk Category II, III or IV buildings located over 60 feet (18 288 mm) above the ground and over 30 feet (9144 mm) above aggregate surface roofs located within 1,500 feet (457 m) of the building shall be permitted to be unprotected.

  TABLE 1609A.2—WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELSa, b, c, d	Col2	Col3	Col4
  FASTENER TYPE	FASTENER SPACING (inches)	FASTENER SPACING (inches)	FASTENER SPACING (inches)
  FASTENER TYPE	Panel Span ≤ 4 feet	4 feet < Panel Span ≤ 6 feet	6 feet < Panel Span ≤ 8 feet
  No. 8 wood-screw-based anchor with 2-inch embedment length	16	10	8
  No. 10 wood-screw-based anchor with 2-inch embedment length	16	12	9
  1/4-inch diameter lag-screw-based anchor with 2-inch embedment length	16	16	16
  For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m/s. a. This table is based a on 140 mph basic wind speed,V, and a 45-foot mean roof height. b. Fasteners shall be installed at opposing ends of the wood structural panel.

• CRSC § 3.1 High relevance — show source text

  2|1/3| |F/C-3-RC-2|31/4″|31/4″ deep (3540 psi) concrete deck;3/8″ main
  reinforcement bars at 51/2″ pitch with7/8″
  cover;3/8″ main reinforcement bars at 41/2″
  pitch perpendicular with1/2″ cover; 13′1″
  span restrained.|195
  psf|2 hrs|||7|1, 3, 4|2| |F/C-3-RC-3|31/4 ″|31/4″ deep (4175 psi) concrete deck;3/8″ main
  reinforcement bars at 51/2″ pitch with7/8″
  cover;3/8″ main reinforcement bars at 41/2″
  pitch perpendicular with1/2″ cover; 13′1″
  span restrained.|195
  psf|31
  min|||7|1, 5|1/2| |F/C-3-RC-4|31/4″|31/4″ deep (4355 psi) concrete deck;
  3/8″ main reinforcement bars at 51/2″ pitch
  with7/8″ cover;3/8″ main reinforcement bars
  at 41/2″ pitch perpendicular with1/2″ cover;
  13′1″ span restrained.|195
  psf|41
  min|||7|1, 5, 6|1/2|

  2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-91

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

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

  TABLE 3.1—continued FLOOR/CEILING ASSEMBLIES—REINFORCED CONCRETE	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10
  ITEM CODE	ASSEMBLY THICKNESS	CONSTRUCTION DETAILS	PERFORMANCE	PERFORMANCE	REFERENCE NUMBER	REFERENCE NUMBER	REFERENCE NUMBER	NOTES	REC. HOURS
  ITEM CODE	ASSEMBLY THICKNESS	CONSTRUCTION DETAILS	LOAD	TIME	PRE-BMS-92	BMS-92	POST-BMS-92	POST-BMS-92	POST-BMS-92
  F/C-3-RC-5	31/4″	31/4″ thick (3800 psi) concrete deck;3/8″ main reinforcement bars at 51/2″ pitch with7/8″ cover;3/8″ main reinforcement bars at 41/2″ pitch perpendicular with1/2″ cover; 13′1″ span restrained.	195 psf	1 hr 5 min			7	1, 5	1
  F/C-4-RC-6	41/4″	41/4″ thick; 31/4″ (4000 psi) concrete deck; 1″ sprayed asbestos lower surface;