Site, foundation and connections

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

• CEBC § 1402.2 High relevance — show source text

  [BS] 1402.2 Foundation. The foundation system of relocated buildings shall comply with the California Building Code or the Califor- nia Residential Code, as applicable.

  [BS] 1402.2.1 Connection to the foundation. The connection of the relocated building to the foundation shall comply with the California Building Code or the California Residential Code, as applicable.

  [BS] 1402.3 Wind loads. Buildings shall comply with California Building Code or California Residential Code wind provisions, as applicable.

  Exceptions:

  1. Detached one- and two-family dwellings and Group U occupancies where wind loads at the new location are not higher than those at the previous location.
  2. Structural elements whose stress is not increased by more than 10 percent.

  [BS] 1402.4 Seismic loads. Buildings shall comply with California Building Code or California Residential Code seismic provisions at the new location, as applicable.

  Exceptions:

  1. Structures in Seismic Design Categories A and B and detached one- and two-family dwellings in Seismic Design Categories A, B and C where the seismic loads at the new location are not higher than those at the previous location.
  2. Structural elements whose stress is not increased by more than 10 percent.

  [BS] 1402.5 Snow loads. Structures shall comply with California Building Code or California Residential Code snow loads, as applicable, where snow loads at the new location are higher than those at the previous location.

  Exception: Structural elements whose stress is not increased by more than 5 percent.

  [BS] 1402.6 Flood hazard areas. If relocated or moved into a flood hazard area, structures shall comply with Section 1612 of the California Building Code, or Section R306 of the California Residential Code, as applicable.

  2025 CALIFORNIA EXISTING BUILDING CODE 14-3

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  RELOCATED OR MOVED BUILDINGS

  [BS] 1402.7 Required inspection and repairs. The code official shall be authorized to inspect, or to require approved professionals to inspect at the expense of the owner, the various structural parts of a relocated building to verify that structural components and connections have not sustained structural damage. Any repairs required by the code official as a result of such inspection shall be made prior to the final approval.

  14-4 2025 CALIFORNIA EXISTING BUILDING CODE

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  CALIFORNIA EXISTING BUILDING CODE – MATRIX ADOPTION TABLE

  CHAPTER 15 – CONSTRUCTION SAFEGUARDS

  (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 Agency	BSC	BSC- CG	SFM	HCD	Col6	Col7	DSA	Col9	Col10	OSHPD	Col12	Col13	Col14	Col15	Col16	Col17	BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
  Adopting

• CEBC § 3.1 Medium relevance — show source text

  [BS] A303.1 General. For the purposes of this chapter, any of the following conditions shall be deemed a structural weakness:

  1. Sill plates or floor framing that are supported directly on the ground without a foundation system that conforms to the building code.
  2. A perimeter foundation system that is constructed only of wood posts supported on isolated pad footings.
  3. Perimeter foundation systems that are not continuous.

  Exceptions:

  1. Existing single-story exterior walls not exceeding 10 feet (3048 mm) in length, forming an extension of floor area beyond the line of an existing continuous perimeter foundation.
  2. Porches, storage rooms and similar spaces not containing fuel-burning appliances.
  3. A perimeter foundation system that is constructed of unreinforced masonry or stone.
  4. Sill plates that are not connected to the foundation or that are connected with less than what is required by the building code.

  Exception: Where approved by the code official, connections of a sill plate to the foundation made with other than sill bolts shall be accepted if the capacity of the connection is equivalent to that required by the building code. 6. Cripple walls that are not braced in accordance with the requirements of Section A304.4 and Table A304.3.1, or cripple walls not braced with diagonal sheathing or wood structural panels in accordance with the building code.

  SECTION A304—STRENGTHENING REQUIREMENTS

  [BS] A304.1 General.

  [BS] A304.1.1 Scope. The structural weaknesses noted in Section A303 shall be strengthened in accordance with the requirements of this section. Strengthening work may include both new construction and alteration of existing construction. Except as provided herein, all strengthening work and materials shall comply with the applicable provisions of the California Building Code .

  [BS] A304.1.2 Condition of existing wood materials. Existing wood materials that will be a part of the strengthening work (such as sills, studs and sheathing) shall be in a sound condition and free from defects that substantially reduce the capacity of the member. Any wood material found to contain fungus infection shall be removed and replaced with new material. Any wood material found to be infested with insects or to have been infested with insects shall be strengthened or replaced with new materials to provide a net dimension of sound wood equal to or greater than its undamaged original dimension.

  [BS] A304.1.3 Floor joists not parallel to foundations. Floor joists framed perpendicular or at an angle to perimeter foundations shall be restrained either by an existing nominal 2-inch-wide (51 mm) continuous rim joist or by a nominal 2-inch-wide (51 mm) full-depth block between alternate joists in one- and two-story buildings, and between each joist in three-story buildings. Existing blocking for multiple-story buildings must occur at each joist space above a braced cripple wall panel.

  Existing connections at the top and bottom edges of an existing rim joist or blocking need not be verified in one story buildings. In multiple-story buildings, the existing top edge connection need not be verified; however, the bottom edge connection to either the foundation sill plate or the top plate of a cripple wall shall be verified. The minimum existing bottom edge connection shall consist of 8d toenails spaced 6 inches (152 mm) apart for a continuous rim joist, or three 8d toenails per block. Where this minimum bottom edge-connection is not present or cannot be verified, a supplemental connection installed as shown in Figure A304.1.3 or A304.1.4(2) shall be provided.

• CEBC § 8-2 Medium relevance — show source text

  The vertical spring stiffness_ values may be determined either from Figure 8-2 or Equation 8-11, or as provided by the geotechnical engineer. Acceptance criteria for soil bearing shall be considered met, based on one of the following methods, either A or B: A) Soil spring reactions are limited by the ultimate soil bearing capacity, and the foundation system is stable under the applied loads. B) The resisting soil pressure distribution under the footing is triangular such that the maximum soil bearing pressure at any point of the footing is less than the ultimate soil bearing capacity. Subject to the approval of the authority having jurisdiction, higher soil pressures may be permitted when appropri- ately justified.

  The evaluation of the foundation structural element shall be considered as force controlled in accordance with the material chapters using the bearing pressure distribution under the footing from the same method used for the soil bearing acceptance criteria.

  8.4.2.3.2.2 Alternatively, superstructure pseudo force overturning demands to the foundation are permitted to be divided by the appropriate m-factors above and applied to the mathematical model representing the foundation system only, re-analyzed as a beam on Winkler springs (soil does not resist tension). Acceptance criteria for soil bearing shall be considered met, based on one of the following methods, either A or B: A) Soil spring reactions are limited by the ultimate soil bearing capacity, and the foundation system is stable under the applied loads.

  2025 CALIFORNIA EXISTING BUILDING CODE 3A-7

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

  PROVISIONS FOR ALL COMPLIANCE METHODS

  B) The resisting soil pressure distribution under the footing is triangular, and the maximum soil bearing pressure at any point of the footing is less than the ultimate soil bearing capacity. Subject to the approval of the authority having jurisdiction, higher soil pressures may be permitted when appropri- ately justified.

  The evaluation of the foundation structural element shall be considered as force controlled in accordance with the material chapters using the bearing pressure distribution under the footing from the same method used for the soil bearing acceptance criteria.

  304A.3.5.11 ASCE 41-13 Section 8.5.1. Modify ASCE 41-13 Section 8.5.1 with the following:

  The product of RRS bsa x RRS e , shall not be less than 0.7.

  The combined effect of kinematic interaction and foundation damping shall meet the following:

  1. The site-specific response spectrum modified for soil-structure interaction effects shall not be taken as less than 80 percent of the spectral acceleration as determined from a site-specific response spectrum in accordance with ASCE 7 Section 21.3, or

  2. The site-specific response spectrum modified for soil-structure interaction effects shall not be taken as less than 70 percent of the spectral acceleration as determined from the design response spectrum and MCE R response spectrum in accordance with ASCE 7 Sections 11.4.5 and 11.4.6, respectively.

  Exception: For the seismic retrofit of existing nonconforming buildings, design ground motion shall be consistent with performance objectives in Section 304A.3.4.

  304A.3.5.12 ASCE 41-13 Section 8.6. Modify ASCE 41-13 Section 8.6 with the following:

• CEBC § 3.1 Medium relevance — show source text

  [BS] PERIMETER FOUNDATION. A foundation system that is located under the exterior walls of a building.

  [BS] SNUGTIGHT. As tight as an individual can torque a nut on a bolt by hand, using a wrench with a 10-inch-long (254 mm) handle, and the point at which the full surface of the plate washer is contacting the wood member and slightly indenting the wood surface.

  [BS] WOOD STRUCTURAL PANEL. A panel manufactured from veneers, wood strands or wafers or a combination of veneer and wood strands or wafers bonded together with waterproof synthetic resins or other suitable bonding systems. Examples of wood structural panels are:

  Composite panels. A wood structural panel that is comprised of wood veneer and reconstituted wood-based material and bonded together with waterproof adhesive.

  Oriented strand board (OSB). A mat-formed wood structural panel comprised of thin rectangular wood strands arranged in cross-aligned layers with surface layers normally arranged in the long panel direction and bonded with waterproof adhesive.

  Plywood. A wood structural panel comprised of plies of wood veneer arranged in cross-aligned layers. The plies are bonded with waterproof adhesive that cures on application of heat and pressure.

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-27

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  SECTION A303—STRUCTURAL WEAKNESSES

  [BS] A303.1 General. For the purposes of this chapter, any of the following conditions shall be deemed a structural weakness:

  1. Sill plates or floor framing that are supported directly on the ground without a foundation system that conforms to the building code.
  2. A perimeter foundation system that is constructed only of wood posts supported on isolated pad footings.
  3. Perimeter foundation systems that are not continuous.

  Exceptions:

  1. Existing single-story exterior walls not exceeding 10 feet (3048 mm) in length, forming an extension of floor area beyond the line of an existing continuous perimeter foundation.
  2. Porches, storage rooms and similar spaces not containing fuel-burning appliances.
  3. A perimeter foundation system that is constructed of unreinforced masonry or stone.
  4. Sill plates that are not connected to the foundation or that are connected with less than what is required by the building code.

  Exception: Where approved by the code official, connections of a sill plate to the foundation made with other than sill bolts shall be accepted if the capacity of the connection is equivalent to that required by the building code. 6. Cripple walls that are not braced in accordance with the requirements of Section A304.4 and Table A304.3.1, or cripple walls not braced with diagonal sheathing or wood structural panels in accordance with the building code.

  SECTION A304—STRENGTHENING REQUIREMENTS

  [BS] A304.1 General.

  [BS] A304.1.1 Scope. The structural weaknesses noted in Section A303 shall be strengthened in accordance with the requirements of this section. Strengthening work may include both new construction and alteration of existing construction. Except as provided herein, all strengthening work and materials shall comply with the applicable provisions of the California Building Code .

• CEBC § 19.1 Medium relevance — show source text

  Where an existing continuous rim joist or the minimum existing blocking does not occur, new [3] / 4 -inch (19.1 mm) or [23] / 32 -inch (18 mm) wood structural panel blocking installed tightly between floor joists and nailed as shown in Figure A304.1.4(3) shall be provided at the inside face of the cripple wall. In lieu of wood structural panel blocking, tight fitting, full-depth 2-inch (51 mm) blocking may be used. New blocking may be omitted where it will interfere with vents or plumbing that penetrates the wall.

  APPENDIX A-28 2025 CALIFORNIA EXISTING BUILDING CODE

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.1.3—TYPICAL FLOOR TO CRIPPLE WALL CONNECTION (FLOOR JOISTS NOT PARALLEL TO FOUNDATIONS)

  For SI: 1 inch = 25.4 mm, 1 pound = 4.4 N. NOTE: See manufacturing instructions for nail sizes associated with metal framing clips.

  WHERE AN EXISTING RIM JOIST

  NEW 2x SOLID BLOCKING INSTALLED

  TO FIT TIGHTLY BETWEEN FLOOR

  JOISTS

  NEW FRAMING CLIP (FLAT) AT EACH BLOCK TO PLATE WITH A MINIMUM

  HORIZONTAL CAPACITY OF 450

  POUNDS. SPACE AS INDICATED ABOVE

  [BS] A304.1.4 Floor joists parallel to foundations. Where existing floor joists are parallel to the perimeter foundations, the end joist shall be located over the foundation and, except for required ventilation openings, shall be continuous and in continuous contact with the foundation sill plate or the top plate of the cripple wall. Existing connections at the top and bottom edges of the end joist need not be verified in one-story buildings. In multiple-story buildings, the existing top edge connection of the end joist need not be verified; however, the bottom edge connection to either the foundation sill plate or the top plate of a cripple wall shall be verified. The minimum bottom edge connection shall be 8d toenails spaced 6 inches (152 mm) apart. If this minimum bottom edge connection is not present or cannot be verified, a supplemental connection installed as shown in Figure A304.1.4(1), A304.1.4(2) or A304.1.4(3) shall be provided.

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-29

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.1.4(1)—TYPICAL FLOOR TO CRIPPLE WALL CONNECTION (FLOOR JOISTS PARALLEL TO FOUNDATIONS)

  For SI: 1 inch = 25.4 mm, 1 pound = 4.4 N. NOTE: See manufacturing instructions for nail sizes associated with metal framing clips.

  APPENDIX A-30 2025 CALIFORNIA EXISTING BUILDING CODE

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

• CEBC § 1.4 Medium relevance — show source text

  Existing connections at the top and bottom edges of the end joist need not be verified in one-story buildings. In multiple-story buildings, the existing top edge connection of the end joist need not be verified; however, the bottom edge connection to either the foundation sill plate or the top plate of a cripple wall shall be verified. The minimum bottom edge connection shall be 8d toenails spaced 6 inches (152 mm) apart. If this minimum bottom edge connection is not present or cannot be verified, a supplemental connection installed as shown in Figure A304.1.4(1), A304.1.4(2) or A304.1.4(3) shall be provided.

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-29

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.1.4(1)—TYPICAL FLOOR TO CRIPPLE WALL CONNECTION (FLOOR JOISTS PARALLEL TO FOUNDATIONS)

  For SI: 1 inch = 25.4 mm, 1 pound = 4.4 N. NOTE: See manufacturing instructions for nail sizes associated with metal framing clips.

  APPENDIX A-30 2025 CALIFORNIA EXISTING BUILDING CODE

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.1.4(2)—TYPICAL FLOOR TO MUDSILL CONNECTIONS

  THICK WOOD STRUCTURAL NEW 2x BLOCKING WITH 4-10d PANEL. SEE FIGURE A304.4.1(3) FOR NAILS EACH BLOCK TO SILL. PANEL AND NAILING LAYOUT PRE-DRILLED HOLES AS NEEDED

  TO PRECLUDE SPLITTING

  For SI: 1 inch = 25.4 mm.

  NOTES:

  1. See Section A304.3 for sill plate anchorage.

  Col1	Col2	Col3

  2. See manufacturing instructions for nail sizes associated with metal framing clips.

  2025 CALIFORNIA EXISTING BUILDING CODE APPENDIX A-31

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  APPENDIX A—GUIDELINES FOR THE SEISMIC RETROFIT OF EXISTING BUILDINGS

  [BS] FIGURE A304.1.4(3)—ALTERNATIVE FLOOR FRAMING TO CRIPPLE WALL CONNECTION

  EXISTING 2-2x OR 1-2x PLATE

  NEW 2x BLOCK BETWEEN EACH

  STUD WHEN EXISTING CRIPPLE

  STUD WALL HAS SINGLE TOP PLATE.

  NAIL TO TOP PLATE WITH 3-10d NAILS. (PRE-DRILL BLOCK)

  WHERE AN EXISTING RIM JOIST OR BLOCKING

  STRUCTURAL PANEL BLOCKING INSTALLED TO

  BRACED PANELS, ALTERNATE JOIST SPACES AT OTHER LOCATIONS

  1-STORY: ALTERNATE JOIST SPACE

  "

  SEE FIGURE A304.4.1(2) FOR BRACING

  EXISTING RIM JOIST WITH

  EXISTING NAILING TO BE

• California Existing Building Code Medium relevance — show source text

  20|7| |W-16-M-17|165/8″|Core: clay or shale structural tile; see Notes
  4, 7, 10, 19; facings: fire side only; see Note
  17.|80 psi|5 hrs||1||1, 20|5| |W-16-M-18|165/8″|Core: clay or shale structural tile; see Notes
  4, 7, 11, 18; facings: side 1, see Note 17; side
  2, none.|80 psi|8 hrs||1||1, 20|8| |W-16-M-19|165/8″|Core: clay or shale structural tile; see Notes
  4, 7, 11, 19; facings: fire side only; see Note
  17.|80 psi|6 hrs||1||1, 20|6| |W-16-M-20|165/8″|Core: clay or shale structural tile; see Notes
  4, 8, 13, 18; facings: sides 1 and 2, see Note
  17.|80 psi|11
  hrs||1||1, 20|11| |W-16-M-21|165/8″|Core: clay or shale structural tile; see Notes
  4, 8, 13 18; facings: side 1, see Note 17; side
  2, none.|80 psi|9 hrs||1||1, 20|9| |W-16-M-22|165/8″|Core: clay or shale structural tile; see Notes
  4, 8, 13, 19; facings: fire side only; see Note
  17.|80 psi|6 hrs||1||1, 20|6| |W-16-M-23|165/8″|Core: clay or shale structural tile; see Notes
  4, 8, 15, 18; facings: side 1, see Note 17; side
  2, none.|80 psi|10
  hrs||1||1, 20|10| |W-16-M-24|165/8″|Core: clay or shale structural tile; see Notes
  4, 8, 15, 19; facings: fire side only; see Note
  17.|80 psi|7 hrs||1||1, 20|7| |W-16-M-25|165/8″|Core: clay or shale structural tile; see Notes
  4, 6, 16, 18; facings: side 1, see Note 17; side
  2, none.|80 psi|11
  hrs||1||1, 20|11| |W-16-M-26|165/8″|Core: clay or shale structural tile; see Notes
  4, 6, 16, 19; facings: fire side only; see Note
  17.|80 psi|8 hrs||1||1, 20|8| |W-17-M-27|171/4″|Core: clay or shale structural tile; see Notes
  4, 7, 9, 18; facings: sides 1 and 2, see Note
  17.|80 psi|8 hrs||1||1, 20|8| |W-17-M-28|171/4″|Core: clay or shale structural tile; see Notes
  4, 7, 10, 18;

• CEBC § 8-706 Medium relevance — show source text

  SECTION 8-706 — LATERAL LOAD REGULATIONS

  8-706.1 Seismic forces. Strength-level seismic forces used to evaluate the structure for resistance to seismic loads shall be based on the R -values tabulated in the regular code for similar lateral-force-resisting systems including consideration of the structural detailing of the members where such R -values exist. Where such R -values do not exist, an appropriate R -value shall be rationally assigned considering the structural detailing of the members.

  Exceptions:

  1. The forces need not exceed 0.75 times the seismic forces prescribed by the regular code requirements.
  2. For Risk Category I, II or III structures, near-fault increases in ground motion (maximum considered earthquake ground motion of 0.2 second spectral response greater than 150 percent at 5 percent damping) need not be considered when the fundamental period of the building is 0.5 seconds in the direction under consideration.
  3. For Risk Category I or II structures, the seismic base shear need not exceed 0.30W.
  4. For Risk Category III or IV structures, the seismic base shear need not exceed 0.40W.

  8-706.1.1 When a building is to be strengthened with the addition of a new lateral force resisting system, the R -value of the new system can be used when the new lateral force resisting system resists at least 75 percent of the building’s base shear regardless of its relative rigidity.

  8-706.1.2 Evaluation and seismic improvement of unreinforced masonry bearing wall buildings shall comply with the California Existing Building Code (CEBC), Appendix Chapter A1 2013 Edition, and as modified by the CHBC.

  Exceptions:

  1. Alternative standards may be used on a case-by-case basis when approved by the authority having jurisdiction. It shall be permitted to exceed the strength limitation of 100 psi in Section A108.2 of the CEBC when test data and building configuration supports higher values subject to the approval of the authority having jurisdiction.
  2. CEBC Section A102.2 shall not apply to Qualified Historical Buildings in Risk Category III buildings and other structures whose primary occupancies are public assembly with an occupancy load greater than 300.

  8-706.1.3 All deviations from the detailing provisions of the lateral-force-resisting systems shall be evaluated for stability and the ability to maintain load-carrying capacity at the expected inelastic deformations.

  8-706.2 Existing building performance. The seismic resistance may be based upon the ultimate capacity of the structure to perform, giving due consideration to ductility and reserve strength of the lateral-force-resisting system and materials while maintaining a reasonable factor of safety. Broad judgment may be exercised regarding the strength and performance of materials not recognized by regular code requirements. (See Chapter 8-8, Archaic Materials and Methods of Construction.)

  8-706.2.1 All structural materials or members that do not comply with detailing and proportioning requirements of the regular code shall be evaluated for potential seismic performance and the consequence of non-compliance. All members that would be reasonably expected to fail and lead to collapse or life threatening injury when subjected to seismic demands shall be judged unacceptable, and appropriate structural strengthening shall be developed.

  8-706.3 Load path. A complete and continuous load path, including connections, from every part or portion of the structure to the ground shall be provided for the required forces. It shall be verified that the structure is adequately tied together to perform as a unit when subjected to earthquake forces.

• CEBC § 1810.3.1.3 Medium relevance — show source text

  1810.3.1.3 Mislocation. The foundation or superstructure shall be designed to resist the effects of the mislocation of any deep foundation element by not less than 3 inches (76 mm). To resist the effects of mislocation, compressive overload of deep foundation elements to 110 percent of the allowable design load shall be permitted.

  1810.3.1.4 Driven piles. Driven piles shall be designed and manufactured in accordance with accepted engineering practice to resist all stresses induced by handling, driving and service loads.

  1810.3.1.5 Helical piles. Helical piles shall be designed and manufactured in accordance with accepted engineering practice to resist all stresses induced by installation into the ground and service loads.

  1810.3.1.5.1 Helical piles seismic requirements. [OSHPD 1R, 2 & 5] For structures assigned to Seismic Design Category D, E or F, capacities of helical piles shall be determined in accordance with Section 1810.3.3 by at least two project specific pre-produc- tion tests for each soil profile, size and depth of helical pile. At least two percent of all production piles shall be proof tested to design strength determined by using load combinations in ASCE 7, Section 2.3.6.

  Helical piles shall satisfy corrosion resistance requirements of ICC-ES AC 358. In addition, all helical pile materials that are subject to corrosion shall include at least [1] / 16 inch corrosion allowance.

  Helical piles shall not be considered as carrying any horizontal loads.

  1810.3.1.6 Casings. Temporary and permanent casings shall be of steel and shall be sufficiently strong to resist collapse and sufficiently watertight to exclude any foreign materials during the placing of concrete. Where a permanent casing is considered reinforcing steel, the steel shall be protected under the conditions specified in Section 1810.3.2.5. Horizontal joints in the casing shall be spliced in accordance with Section 1810.3.6.

  1810.3.2 Materials. The materials used in deep foundation elements shall satisfy the requirements of Sections 1810.3.2.1 through 1810.3.2.8, as applicable.

  1810.3.2.1 Concrete. Where concrete is cast in a steel pipe or where an enlarged base is formed by compacting concrete, the maximum size for coarse aggregate shall be [3] / 4 inch (19.1 mm). Concrete to be compacted shall have a zero slump.

  1810.3.2.1.1 Seismic hooks. For structures assigned to Seismic Design Category C, D, E or F, the ends of hoops, spirals and ties used in concrete deep foundation elements shall be terminated with seismic hooks, as defined in ACI 318, and shall be turned into the confined concrete core.

  1810.3.2.1.2 ACI 318 Equation (25.7.3.3). Where this chapter requires detailing of concrete deep foundation elements in accordance with Section 18.7.5.4 of ACI 318, compliance with Equation (25.7.3.3) of ACI 318 shall not be required.

  1810.3.2.2 Prestressing steel. Prestressing steel shall conform to ASTM A416.

• CEBC § 0.00689 Medium relevance — show source text

  Foundations for other structures assigned to Seismic Design Category D, E or F|3,000 psi| |3. Precast nonprestressed driven piles|4,000 psi| |4. Socketed drilled shafts|4,000 psi| |5. Micropiles|4,000 psi| |6. Precast prestressed driven piles|5,000 psi| |For SI: 1 pound per square inch = 0.00689 MPa.|For SI: 1 pound per square inch = 0.00689 MPa.|

  2025 CALIFORNIA BUILDING CODE 18-17

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

  SOILS AND FOUNDATIONS

  1808.8.2 Concrete cover. The concrete cover provided for prestressed and nonprestressed reinforcement in foundations shall be not less than the largest applicable value specified in Table 1808.8.2. Longitudinal bars spaced less than 1 [1] / 2 inches (38 mm) clear distance apart shall be considered to be bundled bars for which the concrete cover provided shall be not less than that required by Section 20.5.1.3.5 of ACI 318. Concrete cover shall be measured from the concrete surface to the outermost surface of the steel to which the cover requirement applies. Where concrete is placed in a temporary or permanent casing or a mandrel, the inside face of the casing or mandrel shall be considered to be the concrete surface.

  TABLE 1808.8.2—MINIMUM CONCRETE COVER	Col2
  FOUNDATION ELEMENT OR CONDITION	MINIMUM COVER
  1. Shallow foundations	In accordance with Section 20.5 of ACI 318
  2. Precast nonprestressed deep foundation elements Exposed to seawater Not manufactured under plant conditions Manufactured under plant control conditions	3 inches 2 inches In accordance with Section 20.5.1.3.3 of ACI 318
  3. Precast prestressed deep foundation elements Exposed to seawater Other	2.5 inches In accordance with Section 20.5.1.3.3 of ACI 318
  4. Cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent casing	2.5 inches
  5. Cast-in-place deep foundation elements enclosed by a steel pipe, tube or permanent casing	1 inch
  6. Structural steel core within a steel pipe, tube or permanent casing	2 inches
  7. Cast-in-place drilled shafts enclosed by a stable rock socket	1.5 inches
  For SI:1 inch = 25.4 mm.	For SI:1 inch = 25.4 mm.

  �

  1808.8.3 Placement of concrete. Concrete shall be placed in such a manner as to ensure the exclusion of any foreign matter and to secure a full-size foundation. Concrete shall not be placed through water unless a tremie or other method approved by the building official is used. Where placed under or in the presence of water, the concrete shall be deposited by approved means to ensure minimum segregation of the mix and negligible turbulence of the water. Where depositing concrete from the top of a deep foundation element, the concrete shall be chuted directly into smooth-sided pipes or tubes or placed in a rapid and continuous operation through a funnel hopper centered at the top of the element.

• CEBC § 3.1.3 Medium relevance — show source text

  1810 A .3.1.3 Mislocation. The foundation or superstructure shall be designed to resist the effects of the mislocation of any deep foundation element by not less than 3 inches (76 mm). To resist the effects of mislocation, compressive overload of deep foundation elements to 110 percent of the allowable design load shall be permitted.

  1810 A .3.1.4 Driven piles. Driven piles shall be designed and manufactured in accordance with accepted engineering practice to resist all stresses induced by handling, driving and service loads.

  1810 A .3.1.5 Helical piles. Helical piles shall be designed and manufactured in accordance with accepted engineering practice to resist all stresses induced by installation into the ground and service loads.

  1810A.3.1.5.1 Helical piles seismic requirements. For structures assigned to Seismic Design Category D, E or F, capacities of helical piles shall be determined in accordance with Section 1810A.3.3 by at least two project-specific preproduction tests for each soil profile, size and depth of helical pile. At least two percent of all production piles shall be proof tested to the load deter- mined in accordance with Section 1617A.1.15.

  Helical piles shall satisfy corrosion resistance requirements of ICC-ES AC 358. In addition, all helical pile materials that are subject to corrosion shall include at least [1] / 16 -inch corrosion allowance.

  Helical piles shall not be considered as carrying any horizontal loads.

  1810 A .3.1.6 Casings. Temporary and permanent casings shall be of steel and shall be sufficiently strong to resist collapse and sufficiently watertight to exclude any foreign materials during the placing of concrete. Where a permanent casing is considered reinforcing steel, the steel shall be protected under the conditions specified in Section 1810 A .3.2.5. Horizontal joints in the casing shall be spliced in accordance with Section 1810 A .3.6.

  1810 A .3.2 Materials. The materials used in deep foundation elements shall satisfy the requirements of Sections 1810 A .3.2.1 through 1810 A .3.2.8, as applicable.

  18A-16 2025 CALIFORNIA BUILDING CODE

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  SOILS AND FOUNDATIONS

  1810 A .3.2.1 Concrete. Where concrete is cast in a steel pipe or where an enlarged base is formed by compacting concrete, the maximum size for coarse aggregate shall be [3] / 4 inch (19.1 mm). Concrete to be compacted shall have a zero slump.

  1810 A .3.2.1.1 Seismic hooks. For structures assigned to Seismic Design Category C, D, E or F, the ends of hoops, spirals and ties used in concrete deep foundation elements shall be terminated with seismic hooks, as defined in ACI 318, and shall be turned into the confined concrete core.

  1810 A .3.2.2 Prestressing steel. Prestressing steel shall conform to ASTM A416.

• CEBC § 304A.3.5.17 Medium relevance — show source text

  Scope: For buildings located in Seismic Design Category F, verification of the interstory lateral displacements, the strength adequacy of the seismic force-resisting system and anchorage to the foundation shall be accomplished using the Nonlinear Dynamic Procedure.

  304A.3.5.17 ASCE 41-13 Chapter 15 and 16. Not permitted by OSHPD.

  304A.3.6 Modifications to ASCE 41-23. The text of ASCE 41-23 shall be modified as indicated in Sections 304A.3.6.1 through 304A.3.6.9.

  304A.3.6.1 ASCE 41-23 Section 2.1. Modify ASCE 41-23 Section 2.1 with the following:

  Seismic evaluations shall be performed for performance objective specified in Section 304A.3.4 of this code (CEBC) using proce- dure of this standard (ASCE 41-23) as follows:

  1. Structural components shall be evaluated in accordance with Tier 3 systematic evaluations procedure in Chapter 6.

  2. Nonstructural components shall be evaluated in accordance with Chapter 13.

  Exception: For general acute care hospitals, seismic evaluation shall be permitted to be in accordance with Chapter 6 of the California Administrative Code (CAC) when required by provisions of that chapter.

  304A.3.6.2 ASCE 41-23 Section 6.2. Modify ASCE 41-23 Section 6.2 with the following:

  Data Collection Requirements. The extent of data collection shall be at Comprehensive level for all structures, including struc- tures upgraded to SPC-4D. A testing program for materials properties shall be approved by the enforcement agent prior to commencement of material testing work. Previously approved material test results shall be permitted to be used to satisfy part of the comprehensive data collection requirements.

  3A-8 2025 CALIFORNIA EXISTING BUILDING CODE

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  PROVISIONS FOR ALL COMPLIANCE METHODS

  Tension testing of reinforcing bars shall be in accordance with ASTM A615. All test specimens shall be the full section of the bar as rolled (8-in. gage length) and shall not be reduced.

  At test sample locations, structural members, slabs and walls shall be repaired to a state that is equivalent to their original condition.

  For buildings built under an OSHPD permit based on the 1976 or later edition of the CBC, where materials properties are shown on design drawings and original materials test data are available, no materials testing shall be required when approved by the enforcement agent.

  304A.3.6.3 ASCE 41-23 Section 7.2.9.1. Modify ASCE 41-23 Section 7.2.9.1 with the following:

  For the evaluation of one-story light-framed walls with or without hold-downs, ASCE 41-23 Equation 7-6 is permitted to be used. If Equation 7-6 is satisfied, no further evaluation or retrofit of the existing hold-down, if any, is required. If Equation 7-6 is not _satisfied, hold-down shall be provided or retrofitted using ASCE 41-23 Equations 7-39 and 7-40.