Seismic Design & Structural Integrity

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

• CBC § 2.3.6 High relevance — show source text

  2. In the case of rotational restraint, the anchorage shall be designed to resist the axial and shear forces, and moments resulting from the seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7 or the anchorage shall be capable of developing the full axial, bending and shear nominal strength of the element.
  3. The connection between the pile cap and the steel H-piles or unfilled steel pipe piles in structures assigned to Seismic Design Category D, E or F shall be designed for a tensile force of not less than 10 percent of the pile compression capacity.

  2025 CALIFORNIA BUILDING CODE 18-29

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  SOILS AND FOUNDATIONS

  Exceptions:

  1. Connection tensile capacity need not exceed the strength required to resist seismic load effects including overstrength of ASCE 7 Section 12.4.3 or 12.14.3.2.
  2. Connections need not be provided where the foundation or supported structure does not rely on the tensile capacity of the piles for stability under the design seismic force. [OSHPD 1R, 2 & 5] Not permitted by OSHPD.

  Where the vertical lateral-force-resisting elements are columns, the pile cap flexural strengths shall exceed the column flexural strength. The connection between batter piles and pile caps shall be designed to resist the nominal strength of the pile acting as a short column. Batter piles and their connection shall be designed to resist forces and moments that result from the application of seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7.

  1810.3.12 Grade beams. Grade beams shall comply with the provisions of ACI 318.

  Exception: Grade beams not subject to differential settlement exceeding one-fourth of the thresholds specified in ASCE 7 Table 12.13-3 and designed to resist the seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7 need not comply with ACI 318 Section 18.13.3.1.

  1810.3.13 Seismic ties. Seismic ties shall comply with the provisions of ACI 318.

  Exception: In Group R-3 and U occupancies of light-frame construction, deep foundation elements supporting foundation walls, isolated interior posts detailed so the element is not subject to lateral loads or exterior decks and patios are not subject to interconnection where the soils are of adequate stiffness, subject to the approval of the building official.

  1810.4 Installation. Deep foundations shall be installed in accordance with Section 1810.4. Where a single deep foundation element comprises two or more sections of different materials or different types spliced together, each section shall satisfy the applicable conditions of installation.

  1810.4.1 Structural integrity. Deep foundation elements shall be installed in such a manner and sequence as to prevent distortion or damage that would adversely affect the structural integrity of adjacent structures or of foundation elements being installed or already in place and as to avoid compacting the surrounding soil to the extent that other foundation elements cannot be installed properly.

• CBC § 2.3.6 High relevance — show source text

  [DSA-SS, DSA-SS/CC] Not permitted by DSA. Exception: The anchorage is permitted to be designed to resist the axial tension force resulting from the seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7. 2. In the case of rotational restraint, the anchorage shall be designed to resist the axial and shear forces, and moments resulting from the seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7 or the anchorage shall be capable of developing the full axial, bending and shear nominal strength of the element. 3. The connection between the pile cap and the steel H-piles or unfilled steel pipe piles in structures assigned to Seismic Design Category D, E or F shall be designed for a tensile force of not less than 10 percent of the pile compression capacity. Exception: Connection tensile capacity need not exceed the strength required to resist seismic load effects including overstrength of ASCE 7 Section 12.4.3 or 12.14.3.2.

  Where the vertical lateral-force-resisting elements are columns, the pile cap flexural strengths shall exceed the column flexural strength. The connection between batter piles and pile caps shall be designed to resist the nominal strength of the pile acting as a short column. Batter piles and their connection shall be designed to resist forces and moments that result from the application of seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7.

  1810 A .3.12 Grade beams. Grade beams shall comply with the provisions of ACI 318.

  Exception: Grade beams not subject to differential settlement exceeding one-fourth of the thresholds specified in ASCE 7 Table 12.13-3 and designed to resist the seismic load effects including overstrength factor in accordance with Section 2.3.6 or 2.4.5 of ASCE 7 need not comply with ACI 318 Section 18.13.3.1.

  1810 A .3.13 Seismic ties. Seismic ties shall comply with the provisions of ACI 318.

  Exception: In Group R-3 and U occupancies of light-frame construction, deep foundation elements supporting foundation walls, isolated interior posts detailed so the element is not subject to lateral loads or exterior decks and patios are not subject to interconnection where the soils are of adequate stiffness, subject to the approval of the building official.

  1810 A .4 Installation. Deep foundations shall be installed in accordance with Section 1810 A .4. Where a single deep foundation element comprises two or more sections of different materials or different types spliced together, each section shall satisfy the applicable conditions of installation.

  1810 A .4.1 Structural integrity. Deep foundation elements shall be installed in such a manner and sequence as to prevent distortion or damage that would adversely affect the structural integrity of adjacent structures or of foundation elements being installed or already in place and as to avoid compacting the surrounding soil to the extent that other foundation elements cannot be installed properly.

  2025 CALIFORNIA BUILDING CODE 18A-23

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  SOILS AND FOUNDATIONS

• CBC § 2202.2 High relevance — show source text

  2202.2 Seismic design. Where required, the seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2202.2.1 or 2202.2.2, as applicable.

  2202.2.1 Structural steel seismic force-resisting systems and composite structural steel and concrete seismic force-resist- ing systems. The design, detailing, fabrication and erection of structural steel seismic force-resisting systems and composite structural steel and concrete seismic force-resisting systems shall be in accordance with the provisions of Section 2202.2.1.1 or 2202.2.1.2, as applicable.

  [ OSHPD 1R, 2 & 5 ] Seismic requirements for composite structural steel and concrete construction shall be considered as an alter- native system, except as permitted by Section 2202.4.1.

  2202.2.1.1 Seismic Design Category B or C. Structures assigned to Seismic Design Category B or C shall be of any construction permitted in Section 2202. Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1, is used for the design of structures assigned to Seismic Design Category B or C, the structures shall be designed and detailed in accordance with the requirements of AISC 341. Beam-to-column moment connections in structural steel special moment frames and intermediate moment frames shall be prequalified in accordance with AISC 341, Section K1, qualified by testing in accordance with AISC 341, Section K2, or shall be prequalified in accordance with AISC 358.

  Exception: 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, shall be permitted for structural steel systems designed and detailed in accordance with AISC 360, and need not be designed and detailed in accordance with AISC 341.

  2202.2.1.2 Seismic Design Category D, E or F. Structures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341, except as permitted in ASCE 7, Table 15.4-1. Beam-to-column moment connections in structural steel special moment frames and intermediate moment frames shall be prequalified in accordance with AISC 341, Section K1, qualified by testing in accordance with AISC 341, Section K2, or shall be prequalified in accordance with AISC 358.

  [OSHPD 1R, 2 & 5] All structural steel seismic force-resisting systems in ASCE 7 Table 15.4-1 shall be designed in accordance with AISC 341.

  2202.2.2 Structural steel elements. The design, detailing, fabrication and erection of structural steel elements in seismic forceresisting systems other than those covered in Section 2202.2.1, including struts, collectors, chords and foundation elements, shall be in accordance with AISC 341 where either of the following applies:

  1. The structure is assigned to Seismic Design Category D, E or F, except as permitted in ASCE 7, Table 15.4-1.
  2. A response modification coefficient, R, greater than 3 in accordance with ASCE 7, Table 12.2-1, is used for the design of the structure assigned to Seismic Design Category B or C.
• CBC § 3114.8.5.3 High relevance — show source text

  FIGURE 3114.8.5.3(4)—BRACING UNIT DISTRIBUTION—PENETRATION LIMITATIONS

  L = length of wall

  L

  2025 CALIFORNIA BUILDING CODE 31-17

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  SPECIAL CONSTRUCTION

  3114.9 Additional requirements. [DSA-SS and DSA-SS/CC]

  3114.9.1 General.

  1. Intermodal shipping containers shall not have been manufactured earlier than 24 months from the date of DSA approval of the site-specific or stockpile building design drawings. 2. Intermodal shipping containers shall be undamaged and have no previous repairs. The acceptable tolerances shall not exceed those given in the ANSI/AISC 303—16: Code of Standard Practice for Steel Buildings and Bridges. 3. Intermodal shipping container type shall be standard dry cargo container, used for the transportation of dry goods only. Containers shall not have been used for transporting hazardous materials. Containers shall not have been painted with paint containing lead. 4. All structural elements and details shall be justified through engineering calculations in accordance with the California Administrative Code (Title 24, Part 1, CCR) Section 4-317(d).

  3114.9.2 Structural integrity verification. Each intermodal shipping container shall have selection, structural integrity verification, general condition assessment, inspection and testing as enforced by the enforcement agency.

  3114.9.3 Seismic design requirements. 1. The container steel frame contribution to the lateral force resistance shall be neglected even in cases where the container siding is removed. 2. Deformation compatibility of structural elements that are not included in the seismic force-resisting system shall be consid- ered in the analysis and when evaluating stiffness irregularities. 3. The total length of siding (less openings) along a line in a lower story shall not be less than 80 percent of the total length of siding (less openings) along the same line in the story immediately above.

  31-18 2025 CALIFORNIA BUILDING CODE

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  31A SYSTEMS FOR WINDOW CLEANING OR EXTERIOR BUILDING

  MAINTENANCE

  See Title 8, California Code of Regulations, Division 1, Chapter 4, Subchapter 7, General Industry Safety Orders, Group 1, Articles 5 and 6.

  2025 CALIFORNIA BUILDING CODE 31A-1

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  31A-2 2025 CALIFORNIA BUILDING CODE

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  CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

  CHAPTER 31B – PUBLIC POOLS

  (Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user. See Chapter 1 for state agency authority and building applications.)

  |Adopting

• CBC § 2.5. High relevance — show source text

  1705 A .10 Structural integrity of deep foundation elements. Whenever there is a reasonable doubt as to the structural integrity of a deep foundation element, an engineering assessment shall be required. The engineering assessment shall include tests for defects performed in accordance with ASTM D4945, ASTM D5882, ASTM D6760 or ASTM D7949, or other approved method.

  1705 A .11 Fabricated items. Special inspections of fabricated items shall be performed in accordance with Section 1704 A .2.5.

  1705 A .12 Special inspections for wind resistance. Special inspections for wind resistance specified in Sections 1705 A .12.1 through 1705 A .12.3, unless exempted by the exceptions to Section 1704 A .2, are required for buildings and structures constructed in the following areas:

  1. In wind Exposure Category B, where basic wind speed, V, is 150 mph (67 m/sec) or greater.
  2. In wind Exposure Category C or D, where basic wind speed, V, is 140 mph (62.6 m/sec) or greater.

  1705 A .12.1 Structural wood. Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.

  1705 A .12.2 Cold-formed steel light-frame construction. Periodic special inspection is required for welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs. [DSA-SS, DSA-SS/CC] Requirements specified in Section 1705A.2.9 shall also apply.

  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.

• 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 § 1613.3 Medium relevance — show source text

  STRUCTURAL DESIGN

  1613.3 Simplified design procedure. Where the alternate simplified design procedure of ASCE 7 is used, the seismic design category shall be determined in accordance with ASCE 7.

  1613.4 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systems need not be rigidly attached to the roof or supporting structure. Ballasted, unattached PV panel systems shall be designed and installed only on roofs with slopes not more than 1 unit vertical in 12 units horizontal. Ballasted, unattached PV panel systems shall be designed to accommodate sliding in accordance with ASCE 7 Chapter 13. [OSHPD 1R, 2 & 5] Ballasted photovoltaic panel systems shall be considered as an alternative system.

  1613.5 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.

  1613.6 Automatic sprinkler systems. Where required, automatic sprinkler systems, including anchorage and bracing, shall comply with ASCE 7 and Section 903.3.1.1.

  1613.7 Component importance factors. [OSHPD 1R, 2 & 5] Nonstructural components designated below shall have a component importance factor, I p , equal to 1.5: 1. For components that are required for life-safety purposes after an earthquake, including emergency and standby power systems, mechanical smoke removal systems, fire protection sprinkler systems and fire alarm control panels. 2. For medical equipment required for patient life support.

  SECTION 1614—ATMOSPHERIC ICE LOADS

  1614.1 General. Ice-sensitive structures shall be designed for atmospheric ice loads in accordance with Chapter 10 of ASCE 7.

  Exception: Temporary structures complying with Section 3103.6.1.5.

  SECTION 1615—TSUNAMI LOADS

  1615.1 General. The design and construction of Risk Category III and IV buildings and structures located in the Tsunami Design Zones defined in the Tsunami Design Geodatabase shall be in accordance with Chapter 6 of ASCE 7, except as modified by this code.

  Exception: Temporary structures complying with Section 3103.6.1.6.

  SECTION 1616—STRUCTURAL INTEGRITY

  1616.1 General. High-rise buildings that are assigned to Risk Category III or IV shall comply with the requirements of Section 1616.2 if they are frame structures, or Section 1616.3 if they are bearing wall structures.

  1616.2 Frame structures. Frame structures shall comply with the requirements of this section.

  1616.2.1 Concrete frame structures. Frame structures constructed primarily of reinforced or prestressed concrete, either castin-place or precast, or a combination of these, shall conform to the requirements of Section 4.10 of ACI 318. Where ACI 318 requires that nonprestressed reinforcing or prestressing steel pass through the region bounded by the longitudinal column reinforcement, that reinforcing or prestressing steel shall have a minimum nominal tensile strength equal to two-thirds of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.

• 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

• CBC § 2.1 Medium relevance — show source text

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  STEEL

  1. For members designed based on tension, the slenderness ratio (L/r) shall not exceed 300, except for the design of hangers and bracing in accordance with NFPA 13 and for rod hangers in tension. 2. For members designed based on compression, the slenderness ratio (KL/r) shall not exceed 200, except for the design of hangers and bracing in accordance with NFPA 13.

  2202 A .2 Seismic design. Where required, the seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2202 A .2.1 or 2202 A .2.2, as applicable.

  2202 A .2.1 Structural steel seismic force-resisting systems and composite structural steel and concrete seismic force- resisting systems. The design, detailing, fabrication and erection of structural steel seismic force-resisting systems and composite structural steel and concrete seismic force-resisting systems shall be in accordance with the provisions of Section 2202 A .2.1.1 or 2202 A .2.1.2, as applicable. Seismic force-resisting systems of structural steel acting compositely with reinforced concrete shall be considered as an alternative system, except as permitted by:

  [DSA-SS] Section 2202A.6.1.

  [OSHPD 1 & 4] Section 2202A.4.1.

  2202 A .2.1.1 Seismic Design Category B or C. Not permitted by DSA-SS and OSHPD.

  2202 A .2.1.2 Seismic Design Category D, E or F. Structures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341. Beam-to-column moment connections in structural steel special moment frames and intermediate moment frames shall be prequalified in accordance with AISC 341, Section K1, qualified by testing in accordance with AISC 341, Section K2, or shall be prequalified in accordance with AISC 358.

  2202 A .2.2 Structural steel elements. The design, detailing, fabrication and erection of structural steel elements in seismic forceresisting systems, including struts, collectors, chords and foundation elements, shall be in accordance with AISC 341.

  2202A.3 Modifications to AISC 341. [OSHPD 1 and 4]

  2202A.3.1 Section A4. Modify Section A4.1 Item (c) by adding the following:

  (c) Locations and dimensions of protected zones. The fabricator shall permanently mark protected zones of structural elements in the seismic force-resisting system in the building that are designated on the construction documents. If these markings are obscured during construction, such as after the application of fire protection, the owner’s designated representative shall re-mark the protected zones as they are designated on the construction documents. [OSHPD 1 & 4] Primers or paints used to mark protected zones on steel surfaces, which are to receive sprayed fire-resistance material, shall comply with California Building Code Section 704.13.3.2.

• CBC § 7.2 Medium relevance — show source text

  [7.2] Ferritto, J., Dickenson, S., Priestley N., Werner, S., Taylor, C., Burke D., Seelig W., and Kelly, S., 1999, “Seismic Criteria for Califor- nia Marine Oil Terminals, Vol.1 and Vol.2,” Technical Report TR-2103-SHR, Naval Facilities Engineering Service Center, Port Hueneme, CA.

  [7.3] American Society of Civil Engineers (ASCE), 2017, ASCE/SEI 41-17 (ASCE/SEI 41), “Seismic Evaluation and Retrofit of Existing Buildings,” Reston, VA.

  [7.4] Blakeley, J.P., Park, R., “Prestressed Concrete Sections with Cyclic Flexure,” Journal of the Structural Division, American Society of Civil Engineers, Vol. 99, No. ST8, August1973, pp. 1 71 7-1 742, Reston, VA.

  [7.5] American Society of Civil Engineers (ASCE), 2014, ASCE/COPRI 61-14 (ASCE/COPRI 61), “Seismic Design of Piers and Wharves,” Reston, VA.

  [7.6] Port of Long Beach (POLB), 2012 February 29, “Wharf Design Criteria,” Version 3.0, Long Beach, CA.

  [7.7] American Concrete Institute (ACI), 2014, ACI 318-14 (ACI 318), “Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14),” Farmington Hills, MI.

  [7.8] Applied Technology Council (ATC), 1996, ATC-32, “Improved Seismic Design Criteria for California Bridges: Provisional Recom- mendations,” Redwood City, CA.

  [7.9] Kowalski, M.J. and Priestley, M.J.N., June 1998, “Shear Strength of Ductile Bridge Columns,” Proc. 5th Caltrans Seismic Design Workshop, Sacramento, CA.

  [7.10] American Institute of Steel Construction Inc. (AISC), 2017, AISC 325-17 (AISC 325), “Steel Construction Manual,” 15th ed., Chicago, IL.

  [7.11] American Wood Council (AWC), 2017, ANSI/AWC NDS-2018 (ANSI/AWC NDS) “National Design Specification (NDS) for Wood Construction,” Washington, D.C.

  [7.12] Department of Defense, 10 September 2001 (Revised 1 September 2012), Unified Facilities Criteria (UFC) 4-151-10, “General Criteria for Waterfront Construction,” Washington, D.C.

  [7.13] Department of Defense, 01 November 2012, Unified Facilities Criteria (UFC) 3-220-01, “Geotechnical Engineering,” Washington, D.C.

  [7.14] Chai, Y.H., “Flexural Strength and Ductility of Extended Pile-Shafts, I: Analytical Model,” Journal of Structural Engineering, May 2002, pp. 586–594.

• California Building Code Medium relevance — show source text

  Chapter 1 Scope and Administration.

  Chapter 1 establishes the limits of applicability of the code and describes how the code is to be applied and enforced. The provisions of Chapter 1 establish the authority and duties of the code official appointed by the authority having jurisdiction and also establish the rights and privileges of the design professional, contractor and property owner.

  Chapter 2 Definitions.

  Chapter 2 is the repository of the definitions of terms used in the body of the code. The user of the code should be familiar with and consult this chapter because the definitions are essential to the correct interpretation of the code and because the user may not be aware that a term is defined.

  Chapter 3 Building Planning.

  Chapter 3 provides guidelines for a minimum level of structural integrity, life safety, fire safety and livability for inhabitants of dwelling units regulated by this code. Chapter 3 is a compilation of the code requirements specific to the building planning sector of the design and construction process. This chapter sets forth code requirements dealing with light, ventilation, sanitation, minimum room size, ceiling height and environmental comfort. Chapter 3 establishes life-safety provisions including limitations on glazing used in hazardous areas, specifications on stairways, use of guards at elevated surfaces, window and fall protection, and rules for means of egress. Snow, wind and seismic design live and dead loads and flood-resistant construction, as well as solar energy systems are addressed in this chapter.

  Chapter 4 Foundations.

  Chapter 4 provides the requirements for the design and construction of foundation systems for buildings regulated by this code. Provisions for seismic load, flood load and frost protection are contained in this chapter. A foundation system consists of two interdependent components: the foundation structure itself and the supporting soil.

  The prescriptive provisions of this chapter provide requirements for constructing footings and walls for foundations of wood, masonry, concrete and precast concrete. In addition to a foundation’s ability to support the required design loads, this chapter addresses several other factors that can affect foundation performance. These include controlling surface water and subsurface drainage, requiring soil tests where conditions warrant and evaluating proximity to slopes and minimum depth requirements. The chapter also provides requirements to minimize adverse effects of moisture, decay and pests in basements and crawl spaces.

  Chapter 5 Floors.

  Chapter 5 provides the requirements for the design and construction of floor systems that will be capable of supporting minimum required design loads. This chapter covers four different types: wood floor framing, wood floors on the ground, cold-formed steel floor framing and concrete slabs on the ground. Allowable span tables are provided that greatly simplify the determination of joist, girder and sheathing sizes for raised floor systems of wood framing and cold-formed steel framing. This chapter also contains prescriptive requirements for wood-framed exterior decks and their attachment to the main building.

  Chapter 6 Wall Construction.

  Chapter 6 contains provisions that regulate the design and construction of walls. The wall construction covered in Chapter 6 consists of five different types: wood framed, cold-formed steel framed, masonry, concrete and structural insulated panel (SIP). The primary concern of this chapter is the structural integrity of wall construction and transfer of all imposed loads to the supporting structure. This chapter provides the requirements for the design and construction of wall systems that are capable of supporting the minimum design vertical loads (dead, live and snow loads) and lateral loads (wind or seismic loads). This chapter contains the prescriptive requirements for wall bracing and/or shear walls to resist t

• CBC § 0.42 Medium relevance — show source text

  Spacing of fasteners not included in this table shall be based on Table R602.3(2).
  f. 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 ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
  framing specific gravity is 0.42 or larger. Where roof framing specific gravity 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.
  g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with ASTM C1280 or GA 253 . Fiberboard sheathing shall conform to ASTM C208.
  h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners
  on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the
  framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
  i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist
  to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
  a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections are carbon steel and shall have mini-
  mum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than
  0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. Connections using nails and staples of other materials, such as stainless steel, shall be designed by accepted
  engineering practice or approved under Section R104.2.2.
  b. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
  c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
  d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
  e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
  f. 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 ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
  framing specific gravity is 0.42 or larger.