13-1-2: AMENDMENTS TO CALIFORNIA BUILDING CODE:

The California Building Code adopted pursuant to Section 13-1-1 is hereby amended as follows:

Section 105.1 of Chapter 1 of the CBC is amended to read as follows:

   105.1 Permit Required.

   Any owner or authorized agent who intends to construct, enlarge, alter, repair, move, demolish, or change the occupancy of a building or structure, or to erect, install, enlarge, alter, repair, remove, convert, or replace any electrical, gas, mechanical or plumbing system, the installation of which is regulated by this code, or to cause any such work to be done, shall first make application to the building official and obtain the required permit. Parking lots shall not be paved, improved, striped, or restriped unless a separate permit for each parking lot has first been obtained from the building official.

      Exception: A separate permit shall not be required to pave, improve, stripe, or restripe a parking lot when such work is included in the scope of another project for which a building permit has been issued and when the design of such parking lot was included in the plan check review of such project.

Subsection 14 is added to § 105.2 of Chapter 1 of the CBC as follows:

   105.2 Work exempt from permit.

   Building:

      14. Block wall and concrete fences not over 3 feet 6 inches high.

Section 105.3.2 of Chapter 1 of the CBC is amended to read as follows:

   105.3.2 Expiration of Plan Check.

      An application for a permit for any proposed work is deemed abandoned 12 months after the application date. Unless otherwise provided, after expiration of the application, the City will not issue a permit until the plans are rechecked and approved and a new fee is paid.

         Exception: The Building Official may grant extensions of time for additional periods not exceeding 90 days each if a permit applicant submits in writing sufficient evidence that unusual conditions or circumstances precluded the securing of the permit within the allocated time.

Section 105.8 Chapter 1 of the CBC is added to read as follows:

   105.8 Responsibility of permittee.

   Building permits shall be presumed by the city to incorporate all of the work that the applicant, the applicant's agent, employees and/or contractors shall carry out. Said proposed work shall be in accordance with the approved plans and with all requirements of this code and any other laws or regulations applicable thereto. No city approval shall relieve or exonerate any person from the responsibility of complying with the provisions of this code nor shall any vested rights be created for any work performed in violation of this code.

Section 109.4 of Chapter 1 of the CBC is amended to read as follows:

   109.4 Work commencing before permit issuance.

   Any person who commences any work on a building, structure, electrical, gas, mechanical or plumbing system before obtaining the necessary permits shall be subject to a fee in addition to the normally established permit fee, equal to 100% of such normally established permit fee, or as otherwise determined by the building official.

Section 109.6.1 of Chapter 1 of the CBC is added to read as follows:

   109.6.1 Plan check fees refund.

   No portion of the plan check fee shall be refunded unless plan review has not been performed, in which case 80 percent of the plan check fee shall be refunded upon written application for refund submitted by the person who made original payment of such fee and with the written consent of the owner of the real property on which the work was proposed to be done. The Building Official shall determine, in such official's discretion, whether an applicant is qualified to receive a refund. After 180 days have elapsed from the date of the submittal for plan check, no plan check fees shall be refunded. In the event subsequent application for plan check is made by a person who has received a refund, the full amount of all required fees shall be paid as elsewhere provided in this chapter.

Section 109.6.2 of Chapter 1 of the CBC is added to read as follows:

   109.6.2 Permit fees refund.

   In the event any person shall have obtained a building permit and no portion of the work or construction covered by such permit shall have commenced, nor any inspection performed by any City employee, and notice of abandonment has been received from the owner of the real property on which such work would have been performed, the permittee, upon presentation to the Building Official of a written request for refund, shall be entitled to a refund in an amount equal to 80 percent of the building permit fee actually paid for such permit. The Building Official shall determine, in such official's discretion, whether an applicant is qualified to receive a refund. After 12 months have elapsed from the date of the issuance of the permit, no permit fees shall be refunded. In the event subsequent application for a permit is made by a person who has received a refund, the full amount of all required fees shall be paid as elsewhere provided in this chapter.

      Exception:

      1. If a permit has been issued for a project located in an area outside the jurisdiction of the City, 100 percent of the permit and plan checking fee may be refunded.

      2. If a duplicate permit has been erroneously issued, 100 percent of the duplicated permit and plan checking fee may be refunded.

Section 109.7 of Chapter 1 of the CBC is added to read as follows:

   109.7 Re-inspections.

   A re-inspection fee in the amount set by City Council resolution may be assessed for each inspection or re-inspection when such portion of work for which inspection is called is incomplete or when required corrections are not made. This section is not to be interpreted as requiring re-inspection fees the first time a job is rejected for failure to comply with the requirements of this code, but as controlling the practice of calling for inspections before the job is ready for such inspection or re-inspection. Re-inspection fees may be assessed when the inspection record card is not posted or otherwise available on the work site, the approved plans are not readily available to the inspector, for failure to provide access on the date for which inspection is requested, or for deviating from plans requiring the approval of the building official. In instances where re-inspection fees have been assessed, no additional inspection of the work will be performed until required fees have been paid.

Section 110.1.1 of Chapter 1 of the CBC is added to read as follows:

   110.1.1 Setback Certification required.

   A California State licensed surveyor is required to certify the location and setbacks of all new construction prior to the first foundation inspection. A copy of the certification shall be available to the Building Division inspector for the job file prior to the first inspection.

      Exception: Wherever there are practical difficulties involved in carrying out the provisions of this section, the Building Official shall have the authority to grant modifications for individual cases.

Section 113.3 of Chapter 1 of the CBC is amended to read as follows:

   113.3 Board of Appeals.

   The board of appeals consists of members of the Planning Commission. The term of a board of appeals member will coincide with the term of service as a Planning Commissioner and will terminate should the member cease serving as a Planning Commissioner. The building official is the secretary to the board. The board may adopt reasonable rules and regulations for conducting its investigations and will render all its decisions and findings on contested matters, in writing to the building official, with a duplicate copy for any appellant or contestant affected by such decision or finding, and may recommend to the city council appropriate new legislation.

   Three members of the board constitute a quorum. The Planning Chairperson is the board's chairperson and in the chairperson's absence the board will select a temporary chairperson.

   The city will assess a filing fee set by City Council resolution, or a higher amount set by resolution, at the time that an appellant file appeal of any order, decisions, or determination made by the building official relative to the application and interpretation of this code. The filing fee is refundable should the appellant prevail in a decision by the board. The appeal must be taken by filing a written notice of appeal, in letterform, to the board of appeals. The board's decision constitutes the city's final decision.

Section 113.4 of Chapter 1 of the CBC is added to read as follows:

   113.4 Access Board of Appeals.

      A.   There shall be a Disability Access Board of Appeals ("Access Board of Appeals") to consist of five members. Each member shall be appointed and hold office in accordance with procedures established by resolution of the City Council. Three of the five members shall be members of the Building Board of Appeals, and shall be co-appointed by the City Council to be a member of the Building Board of Appeals and the Access Board of Appeals. Two of the five members shall be "physically handicapped persons" (as defined by California Health and Safety Code Section 19957.5).

      B.   The Access Board of Appeals shall be considered a "standing committee" with a continuing subject matter jurisdiction. Thus, the Access Board of Appeals shall be subject to the requirements of the Brown Act (California Government Code Section 54950 et seq.); however, the Access Board of Appeals shall have no regular meetings, and all meetings shall be special meetings noticed pursuant to California Government Code Section 54956. The Access Board of Appeals shall conduct its meetings in accordance with procedures established by resolution of the City Council. The Access Board of Appeals may establish its own rules of procedure or by-laws consistent with City Council resolutions and ordinances.

      C.   Any person aggrieved by a determination made by the Building Official or Fire Code Official in administering or enforcing the portions of this chapter related to access to "public accommodations or facilities" (pursuant to California Health and Safety Code Section 19955, et seq.) may appeal the determination to the Access Board of Appeals. The appeal shall be filed with the Building Official no later than 10 days after receipt of written notice of the determination and the appeal provisions of this section. Upon receipt of an appeal by the Building Official, a hearing shall be scheduled before the Access Board of Appeals. The Access Board of Appeals shall consider relevant evidence presented at the hearing, and shall render a final written decision within a reasonably prompt time after conducting the hearing. The authority of the Access Board of Appeals to render a written decision shall be limited to the scope of authority of the Building Official, and the Access Board of Appeals shall have no authority to waive a requirement of this chapter.

      D.   Any person aggrieved by a decision of the Access Board of Appeals may request an administrative hearing within 10 days of the issuance of the final written decision. Any such request shall be made and heard in the same manner as an administrative hearing related to an administrative citation, in accordance with City of El Segundo Municipal Code.

      E.   Failure to timely request an appeal to the Access Board of Appeals (pursuant to subsection C), or to an administrative hearing officer (pursuant to subsection D) constitutes a waiver of the hearing and a failure to exhaust administrative remedies.

      F.   Unless otherwise designated by the City Manager, the Building Official shall be the principal city staff liaison to the Access Board of Appeals, and the Building Official shall appoint a secretary to the Access Board of Appeals to comply with all procedural requirements related to the Brown Act.

      G.   The Building Official may request a special meeting of the Access Board of Appeals in order to request advisory comments from the Access Board of Appeals regarding issues related to this chapter, such as the potential adoption of new codes, proposed code changes, or alternate methods and materials.

Section 202 of Chapter 2 of the CBC, a new definition is added to read as follows:

   MID-RISE BUILDING. A building four or more stories high, but not exceeding 75 feet in height and not defined as a high-rise building by section 202 of the California Building Code. Height measurements shall be made from the underside of the roof or floor above the topmost space that may be occupied to the lowest fire apparatus access road level.

Section 456 of Chapter 4 of the CBC is added to read as follows:

   Section 456 Mid-Rise Buildings.

      The provisions of this section shall apply to buildings or structures defined in Section 202 as mid-rise buildings. All mid-rise buildings shall meet the requirements of Section 918 of the El Segundo Fire Code and any other applicable fire and life safety provisions.

Section 903.2 of Chapter 9 of the CBC is amended and Sections 903.2.1 through 903.2.21 are deleted, to read as follows:

   903.2 Where Required.

      A.   New Buildings. Unless otherwise prohibited by law, an approved automatic sprinkler system in new buildings and structures shall be required for all occupancies.

         Exception: New detached buildings under one thousand (1,000) square feet subject to approval of the Fire Official.

      B.   Existing Buildings. Unless otherwise prohibited by law, any work to an existing building which removes more than fifty percent (50%) of the exterior perimeter wall height as defined in ESMC 15-1-6 for additions and alterations will require the existing building to be fully sprinklered throughout.

Section 903.2.22 of Chapter 9 of the CBC is added to read as follows:

   903.2.22 Structures in the Smoky Hollow Specific Plan Area.

   An automatic sprinkler system must be provided throughout every facility or building hereafter constructed within the Smoky Hollow Specific Plan Area.

   903.2.22.1 Existing Buildings.

   Unless otherwise prohibited by law, any work to an existing building which removes more than fifty percent (50%) of the exterior perimeter wall height as defined in ESMC 15-1-6 for additions and alterations will require the existing building to be fully sprinklered throughout.

Section 903.3.5.3 of Chapter 9 of the CBC is added to read as follows:

   903.3.5.3 Hydraulically calculated systems.

   The design of hydraulically calculated fire sprinkler systems shall not exceed 90% of the water supply capacity.

Section 903.3.8 of Chapter 9 of the CBC is deleted in its entirety and replaced to read as follows:

   903.3.8 Limited Area Sprinkler Systems.

   When a fire sprinkler system is required, it shall be provided throughout the building.

      Exception: Protection for specific appliances and/or hazards.

Section 903.3.9 of Chapter 9 of the CBC is amended to read as follows:

   903.3.9 Floor Control Valves.

   Floor control valves and waterflow detection assemblies shall be installed at each floor where any of the following occur:

      1.   Buildings where the floor level of the highest story is located more than 30 feet above the lowest level of fire department vehicle access.

      2.   Buildings that are three of more stories in height.

      3.   Buildings that are two or more stories below the highest level of fire department access.

         Exception: Group R-2 and R-3.1 occupancies floor control valves and water flow detection assemblies shall not be required.

Section 903.4.2 of Chapter 9 of the CBC is amended to read as follows:

   903.4.2. Alarms.

   One exterior approved audible and visible device, located on the exterior of the building in an approved location, shall be connected to each automatic sprinkler system. Such sprinkler water-flow alarm device shall be activated by water flow equivalent to the flow of a single sprinkler of the smallest orifice size installed in the system. Where a fire alarm system is installed, actuation of the automatic sprinkler system shall actuate the building fire alarm system. Exterior audible and visible alarm notification shall be provided on NFPA 13, NFPA 13R and NFPA 13D systems.

Section 909.11 of Chapter 9 of the CBC is deleted in its entirety and replaced to read as follows:

   909.11 General.

   The smoke-control system shall be supplied with two sources of power. Primary power shall be from the normal building power systems. Secondary power shall be from an approved standby source complying with Section 1203 of this code. The standby power source and its transfer switches shall be in a room separate from the normal power transformers and switchgear and ventilated directly to and from the exterior. The room shall be enclosed with not less than 1-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 712, or both.

   Transfer to full standby power shall be automatic and within 60 seconds of failure of the primary power. The systems shall comply with the City of El Segundo Electrical Code.

      Exception: The secondary power is not required for pressurized enclosures in buildings of less than 5 floors used for human occupancy.

Section 1206.6 is added to Chapter 12 of the 2022 Edition of the California Building Code to read as follows:

   1206.6: RESIDENTIAL NOISE INSULATION STANDARDS (Airport Noise Sources)

   1206.6.01 Noise Insulation Requirements for New Construction.

   1206.6.02 Purpose and Scope. The purpose of this section is to establish minimum noise insulation performance standards for new residential dwelling units and additions of habitable rooms to existing residential dwelling units to protect public health, safety, and welfare from the effects of excessive noise, including without limitation, indoor quality of life, speech interference, and sleep disruption.

   1206.6.03 Applicability. This section applies to all newly constructed residences and habitable room additions to existing residences.

   1206.6.04 Definitions. For purposes of this section, the following words must have the following meaning:

   "Community Noise Equivalent Level (CNEL)" means the noise measure defined in 21 Code of California Regulations § 5001(d), and any successor regulation or amendment.

   "Habitable Room" means a room that is a space in a structure for living, sleeping, eating, or cooking. Bathrooms, toilet compartments, closets, halls, storage or utility space, garages, and similar areas are not considered habitable space.

   "LAX" means Los Angeles International Airport.

   "Noise Impact Boundary for LAX" means the area around LAX as defined in 21 California code of regulations § 5001(1), and any successor regulation or amendment. The city's building safety department must at all times maintain a current map of the noise impact boundary. The latest published map by LAWA located at the Building Safety Counter shall be used as the basis for determination.

   "Residence" means any occupancy group R building as used in El Segundo title 13 of the El Segundo municipal code.

   1206.6.05: Standards.

   Any new residence or addition of one or more habitable rooms to an existing residence that is within the noise impact boundary for LAX must be designed to ensure that internal noise levels due to LAX do not exceed 45 dB CNEL. This standard may be satisfied in two ways: (1) by performing the acoustical analysis described in section 1206.6.06, below, or (2) by employing the prescribed construction methods described in section 1206.6.07, below.

   1206.6.06: Acoustical Analysis.

   A building permit application for a new residence or addition of one or more habitable rooms to an existing residence must comply with the minimum noise insulation performance standards established in this section if it includes an acoustical analysis demonstrating that the proposed design will ensure that internal noise levels due to LAX aircraft noise will not exceed 45 dB CNEL. The acoustical analysis shall be proven to meet the standard by providing post-construction/pre-occupancy acoustic measurement to verify compliance with the 45 dB CNEL standard. The Building Official has the discretion to implement policies that meet the intent of this code section.

      A.   The acoustical analysis must be prepared by a person experienced in the field of acoustical engineering. The analysis must consider and include: the topographical relationship between LAX aircraft noise sources and the dwelling site, the characteristics of those noise sources, predicted noise spectra and levels at the exterior of the dwelling site, the basis for this prediction (measured or obtained from published data), the noise insulation measures to be employed, and the effectiveness of the proposed noise insulation measures.

      B.   If the interior allowable noise levels are to be met by requiring that windows be unopenable or closed, the design for the structure must also specify a ventilation or air-conditioning system to provide a habitable interior environment, having at least 2 air exchanges per hour for the affected rooms. The ventilation system must not compromise the interior room noise reduction.

   1206.6.07 Prescribed Construction Methods.

   A building permit application for a new residence or addition of one or more habitable rooms to an existing residence must comply with the minimum noise insulation performance standards established in this section if the design incorporates the following construction methods.

   Construction Methods in the 70 dB CNEL and Greater Noise Zone

   1206.6.08 Exterior Walls.

   New walls that form the exterior portion of habitable rooms must be constructed as follows:

      A.   Studs must be at least 4 inches in nominal depth.

      B.   Exterior finish must be stucco, minimum 7/8-inch thickness, brick veneer, masonry, or any siding material allowed by this code. Wood or metal siding must be installed over 1/2-inch minimum solid sheathing.

      C.   Masonry walls with a surface weight of less than 40 pounds per square foot must require an interior supporting stud-wall that is finished with at least 5/8-inch thick gypsum wall board or plaster.

      D.   Wall insulation must be at least R-11 glass fiber or mineral wool and must be installed continuously throughout the stud space.

      E.   Exterior solid sheathing must be covered with overlapping asphalt felt.

      F.   Interior wall finish must be at least 5/8-inch thick gypsum wall board or plaster.

   1206.6.09 Exterior Windows.

      A.   Openable Windows: All openable windows in the exterior walls of habitable rooms must have a laboratory sound transmission class rating of at least STC 40 dB and must have an air infiltration rate of no more than 0.5 cubic feet per minute when tested according to ASTM E-283.

      B.   Fixed Windows: All fixed windows in the exterior walls of habitable rooms must:

         1.   Have a sound transmission class rating of at least STC 40 dB, or

         2.   Must be 5/8-inch laminated glass with STC rating of 40 dB and must be set in non-hardening glazing materials, or

         3.   Must be glass block at least 3 1/2 inches thick.

      C.   The total areas of glazing in rooms used for sleeping must not exceed 20% of the wall area.

   1206.6.10 Exterior Doors.

      A.   Exterior hinged doors to habitable rooms that are directly exposed to aircraft noise and are facing the source of the noise must be a door and edge seal assembly that has a laboratory sound transmission class of at least STC 40 dB.

      B.   Exterior hinged doors to habitable rooms that are not directly exposed to aircraft noise and do not face the source of the noise must have a minimum STC rating of 35 dB.

      C.   Sliding glass doors in habitable rooms must not be allowed in walls that are directly exposed to aircraft noise. Sliding glass doors in walls that are not directly exposed must have an STC rating of at least 40 dB.

      D.   Access doors from attached garage to the interior of a residence must have an STC rating of at least 30 dB.

   1206.6.11 Roof/Ceiling Construction.

      A.   Roof rafters must have a minimum slope of 4:12 and must be covered on their top surface with minimum 1/2-inch solid sheathing and any roof covering allowed by this code.

      B.   Attic insulation must be batt or blow-in glass fiber or mineral wool with a minimum R-30 rating applied between the ceiling joists.

      C.   Attic ventilation must be:

         1.   Gable vents or vents that penetrate the roof surface that are fitted with transfer ducts at least 6 feet in length that are insulating flexible ducting or metal ducts containing internal 1-inch thick coated fiberglass sound absorbing duct liner. Each duct must have a lined 90-degree bend in the duct so that there is no direct line of sight from the exterior through the duct into the attic, or

         2.   Noise control louver vents, or

         3.   Eave vents that are located under the eave overhang.

         4.   Ceilings must be finished with gypsum board or plaster that is at least 5/8-inch thick. Ceiling materials must be mounted on resilient channels.

         5.   Skylights must penetrate the ceiling by means of a completely enclosed light well that extends from the roof opening to the ceiling opening. A secondary openable glazing panel must be mounted at the ceiling line or at any point that provides at least a 4-inch space between the skylight glazing and the secondary glazing and must be glazed with at least 3/16-inch plastic or laminated glass. The weather-side skylight must be any type that is permitted by the building code. The size of skylights must be no more than 20 percent of the roof area of the room.

   1206.6.12 Ventilation.

      A.   A ventilation system must be provided that will provide at least the minimum air circulation and fresh air supply requirements of this code in each habitable room without opening any window, door or other opening to the exterior. All concealed ductwork must be insulated flexible glass fiber ducting that is at least 10 feet long between any two points of connection.

      B.   Kitchen cooktop vent hoods must be the non-ducted recirculating type with no ducted connection to the exterior.

   1206.6.13 Fireplaces.

   Each fireplace must be fitted with a damper at the top of the chimney that is operated from the firebox and must have glass doors across the front of the firebox.

   1206.6.14 Wall And Ceiling Openings.

   Openings in the shell of the residence that degrade its ability to achieve an interior CNEL rating of 45 dB or less when all doors and windows are closed are prohibited unless access panels, pet doors, mail delivery drops, air-conditioning, or other openings are designed to maintain the 45 dB CNEL (or less) standard in the room to which they provide access.

   Construction Methods In The 65 dB CNEL To 70 dB CNEL Noise Zone

   1206.6.15 Exterior Walls.

   New walls that form the exterior portion of habitable rooms must be constructed as follows:

      A.   Studs must be at least 4 inches in nominal depth.

      B.   Exterior finish must be stucco, minimum 7/8-inch thickness, brick veneer, masonry, or any siding material allowed by this code. Wood or metal siding must be installed over 1/2-inch solid sheathing.

      C.   Masonry walls with a surface weight of less than 40 pounds per square foot will require an interior studwall that is finished with at least 5/8-inch thick gypsum wallboard or plaster.

      D.   Wall insulation must be at least R-11 glass fiber or mineral wool and must be installed continuously throughout the stud space.

      E.   Exterior solid sheathing must be covered with overlapping asphalt felt.

      F.   Interior wall finish must be at least 5/8-inch thick gypsum wallboard or plaster.

   1206.6.16 Exterior Windows.

      A.   Openable Windows: All openable windows in the exterior walls of habitable rooms must have a laboratory sound transmission class rating of at least STC 35 dB and must have an air infiltration rate of no more than 0.5 cubic feet per minute when tested according to ASTM E-283.

      B.   Fixed Windows: All fixed windows in the exterior walls of habitable rooms must be at least 1/4-inch thick and must be set in non-hardening glazing materials.

      C.   The total area of glazing in rooms used for sleeping must not exceed 20% of the floor area.

   1206.6.17 Exterior Doors.

      A.   Exterior hinged doors to habitable rooms that are directly exposed to aircraft noise and are facing the source of the noise must be a door and edge seal assembly that has a laboratory sound transmission class of at least STC 35 dB.

      B.   Exterior hinged doors to habitable rooms that are not directly exposed to aircraft noise and do not face the source of the noise must have a minimum STC rating of 30 dB.

      C.   Sliding glass doors in habitable rooms must have glass that is 1/4-inch thick.

      D.   Access doors from a garage to a habitable room must have an STC rating of at least 30 dB.

   1206.6.18 Roof/Ceiling Construction.

      A.   Roof rafters must have a minimum slope of 4:12 and must be covered on their top surface with minimum 1/2-inch solid sheathing and any roof covering allowed by this code.

      B.   Attic insulation must be batt or blow-in glass fiber or mineral wool with a minimum R-30 rating applied between the ceiling joists.

      C.   Attic ventilation must be:

         1.   Gable vents or vents that penetrate the roof surface that are fitted with transfer ducts at least 6 feet in length that are insulating flexible ducting or metal ducts containing internal 1-inch thick coated fiberglass sound absorbing duct liner. Each duct must have a lined 90-degree bend in the duct so that there is no direct line of sight from the exterior through the duct into the attic, or

         2.   Noise control louver vents, or

         3.   Eave vents that are located under the eave overhang.

      D.   Ceilings must be finished with gypsum board or plaster that is at least 5/8-inch thick.

      E.   Skylights must penetrate the ceiling by means of a completely enclosed light well that extends from the roof opening to the ceiling opening. A secondary openable glazing panel must be mounted at the ceiling line and must be glazed with at least 3/16-inch plastic, tempered or laminated glass. The weather-side skylight must be any type that is permitted by the building code.

   1206.6.19 Floors.

   The floor of the lowest habitable rooms must be concrete slab on grade or wood framed floors.

   1206.6.20 Ventilation.

      A.   A ventilation system must be provided that will provide at least the minimum air circulation and fresh air supply requirements of at least 2 air exchanges in each affected habitable room without opening any window, door or other opening to the exterior. All concealed ductwork must be insulated flexible glass fiber ducting that is at least 10 feet long between any two points of connection.

      B.   Kitchen cooktop vent hoods must be the non-ducted recirculating type with no ducted connection to the exterior.

   1206.6.21 Fireplaces.

   Each fireplace must be fitted with a damper at the top of the chimney that is operated from the firebox and must have glass doors across the front of the firebox.

   1206.6.22 Wall and Ceiling Openings.

   Openings in the shell of the residence that degrade its ability to achieve an interior CNEL rating of 45 dB or less when all doors and windows are closed are prohibited. Any access panels, pet doors, mail delivery drops, air-conditioning, or other openings must be designed to maintain the 45 dB CNEL or less standard in the room to which they provide access.

Section 1507.3.1 of the 2022 CBC is amended to read as follows:

   1507.3.1 Deck requirements.

   Concrete and clay tile shall be installed only over solid structural sheathing boards.

Section 1613.5 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.5 Amendments to ASCE 7.

   The provisions of Section 1613.5 shall be permitted as an amendment to the relevant provisions of ASCE 7.

Section 1613.5.2 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.5.2 Structural Separation.

   Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:

   (12-12-1)

Section 1613.5.3 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.5.3 Values for Vertical Combinations.

   Modify ASCE 7 Section 12.2.3.1 Exception 3 as follows:

      3.   Detached one- and two-family dwellings up to two stories in height of light frame construction.

Section 1613.5.4 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.5.4 Wood Diaphragms.

   Modify ASCE 7 Section 12.11.2.2.3 as follows:

   12.11.2.2.3 Wood Diaphragms.

   The anchorage of concrete or masonry structural walls to wood diaphragms shall be in accordance with AWC SDPWS 4.1.5.1 and this section. In wood diaphragms, the continuous ties shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toe nails or nails subject to withdrawal nor shall wood ledgers or framing be used in cross-grain bending or cross-grain tension. The diaphragm sheathing shall not be considered effective as providing ties or struts required by this section.

   For structures assigned to Seismic Design Category D, E or F, wood diaphragms supporting concrete or masonry walls shall comply with the following:

      1.   The spacing of continuous ties shall not exceed 40 feet. Added chords of diaphragms may be used to form subdiaphragms to transmit the anchorage forces to the main continuous crossties.

      2.   The maximum diaphragm shear used to determine the depth of the subdiaphragm shall not exceed 75% of the maximum diaphragm shear.

Section 1613.5.5 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.5.5 Maximum SDS Value in Determination of CS and EV.

   Modify ASCE 7 Section 12.8.1.3 as follows:

   12.8.1.3 Maximum SDS Value in Determination of CS and EV.

   The value of CS and EV are permitted to be calculated using a value of SDS equal to 1.0 but not less than 70% of SDS as defined in Section 11.4.4, provided that all of the following criteria are met:

      1.   The structure does not have irregularities, as defined in Section 12.3.2;

      2.   The structure does not exceed five stories above the lower of the base or grade plane as defined in Section 11.2, and, where present, each mezzanine level shall be considered a story for the purpose of this limit;

      3.   The structure has a fundamental period, T, that does not exceed 0.5 seconds, as determined using Section 12.8.2;

      4.   The structure meets the requirements necessary for the redundancy factor, , to be permitted to be taken as 1.0, in accordance with Section 12.3.4.2;

      5.   The site soil properties are not classified as Site Classes E or F, as defined in Section 11.4.2; and

      6.   The structure is classified as Risk Category I or II, as defined in Section 1.5.1.

Section 1613.7 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.7 Seismic Design Provisions for Hillside Buildings.

   1613.7.1 Purpose.

   The purpose of this section is to establish minimum regulations for the design and construction of new buildings and additions to existing buildings when constructing such buildings on or into slopes steeper than one unit vertical in three units horizontal (33.3%). These regulations establish minimum standards for seismic force resistance to reduce the risk of injury or loss of life in the event of earthquakes.

   1613.7.2 Scope.

   The provisions of this section shall apply to the design of the lateral-force-resisting system for hillside buildings at and below the base level diaphragm. The design of the lateral-force-resisting system above the base level diaphragm shall be in accordance with the provisions for seismic and wind design as required elsewhere in this division.

      Exception: Non-habitable accessory buildings and decks not supporting or supported from the main building are exempt from these regulations.

   1613.7.3 Definitions.

   For the purposes of this section certain terms are defined as follows:

   BASE LEVEL DIAPHRAGM is the floor at, or closest to, the top of the highest level of the foundation.

   DIAPHRAGM ANCHORS are assemblies that connect a diaphragm to the adjacent foundation at the uphill diaphragm edge.

   DOWNHILL DIRECTION is the descending direction of the slope approximately perpendicular to the slope contours.

   FOUNDATION is concrete or masonry which supports a building, including footings, stem walls, retaining walls, and grade beams.

   FOUNDATION EXTENDING IN THE DOWNHILL DIRECTION is a foundation running downhill and approximately perpendicular to the uphill foundation.

   HILLSIDE BUILDING is any building or portion thereof constructed on or into a slope steeper than one unit vertical in three units horizontal (33.3%). If only a portion of the building is supported on or into the slope, these regulations apply to the entire building.

   PRIMARY ANCHORS are diaphragm anchors designed for and providing a direct connection as described in Sections 1613.7.5 and 1613.7.7.3 between the diaphragm and the uphill foundation.

   SECONDARY ANCHORS are diaphragm anchors designed for and providing a redundant diaphragm to foundation connection, as described in Sections 1613.7.6 and 1613.7.7.4.

   UPHILL DIAPHRAGM EDGE is the edge of the diaphragm adjacent and closest to the highest ground level at the perimeter of the diaphragm.

   UPHILL FOUNDATION is the foundation parallel and closest to the uphill diaphragm edge.

   1613.7.4 Analysis and Design.

   1613.7.4.1 General.

   Every hillside building within the scope of this section shall be analyzed, designed, and constructed in accordance with the provisions of this division. When the code-prescribed wind design produces greater effects, the wind design shall govern, but detailing requirements and limitations prescribed in this and referenced sections shall be followed.

   1613.7.4.2 Base Level Diaphragm-Downhill Direction.

   The following provisions shall apply to the seismic analysis and design of the connections for the base level diaphragm in the downhill direction.

   1613.7.4.2.1 Base for Lateral Force Design Defined.

   For seismic forces acting in the downhill direction, the base of the building shall be the floor at or closest to the top of the highest level of the foundation.

   1613.7.4.2.2 Base Shear.

   In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems. The total base shear shall include the forces tributary to the base level diaphragm including forces from the base level diaphragm.

   1613.7.5 Base Shear Resistance-Primary Anchors.

   1613.7.5.1 General.

   The base shear in the downhill direction shall be resisted through primary anchors from diaphragm struts provided in the base level diaphragm to the foundation.

   1613.7.5.2 Location of Primary Anchors.

   A primary anchor and diaphragm strut shall be provided in line with each foundation extending in the downhill direction. Primary anchors and diaphragm struts shall also be provided where interior vertical lateral-force-resisting elements occur above and in contact with the base level diaphragm. The spacing of primary anchors and diaphragm struts or collectors shall in no case exceed 30 feet (9144 mm).

   1613.7.5.3 Design of Primary Anchors and Diaphragm Struts.

   Primary anchors and diaphragm struts shall be designed in accordance with the requirements of Section 1613.7.8.

   1613.7.5.4 Limitations.

   The following lateral-force-resisting elements shall not be designed to resist seismic forces below the base level diaphragm in the downhill direction:

      1.   Wood structural panel wall sheathing,

      2.   Cement plaster and lath,

      3.   Gypsum wallboard, and

      4.   Tension only braced frames.

   Braced frames designed in accordance with the requirements of Section 2205.2.1.2 may be used to transfer forces from the primary anchors and diaphragm struts to the foundation provided lateral forces do not induce flexural stresses in any member of the frame or in the diaphragm struts. Deflections of frames shall account for the variation in slope of diagonal members when the frame is not rectangular.

   1613.7.6 Base Shear Resistance-Secondary Anchors.

   1613.7.6.1 General.

   In addition to the primary anchors required by Section 1613.7.5, the base shear in the downhill direction shall be resisted through secondary anchors in the uphill foundation connected to diaphragm struts in the base level diaphragm.

      Exception: Secondary anchors are not required where foundations extending in the downhill direction spaced at not more than 30 feet (9144 mm) on center extend up to and are directly connected to the base level diaphragm for at least 70% of the diaphragm depth.

   1613.7.6.2 Secondary Anchor Capacity and Spacing.

   Secondary anchors at the base level diaphragm shall be designed for a minimum force equal to the base shear, including forces tributary to the base level diaphragm, but not less than 600 pounds per lineal foot (8.76 kN/m) based on Allowable Stress Design (ASD) levels. The secondary anchors shall be uniformly distributed along the uphill diaphragm edge and shall be spaced a maximum of 4 feet (1219 mm) on center.

   1613.7.6.3 Design.

   Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.7.8.

   1613.7.7 Diaphragms below the Base Level-Downhill Direction.

   The following provisions shall apply to the lateral analysis and design of the connections for all diaphragms below the base level diaphragm in the downhill direction.

   1613.7.7.1 Diaphragm Defined.

   Every floor level below the base level diaphragm shall be designed as a diaphragm.

   1613.7.7.2 Design Force.

   Each diaphragm below the base level diaphragm shall be designed for all tributary loads at that level using a minimum seismic force factor not less than the base shear coefficient.

   1613.7.7.3 Design Force Resistance-Primary Anchors.

   The design force described in Section 1613.7.7.2 shall be resisted through primary anchors from diaphragm struts provided in each diaphragm to the foundation. Primary anchors shall be provided and designed in accordance with the requirements and limitations of Section 1613.7.5.

   1613.7.7.4 Design Force Resistance-Secondary Anchors.

   1613.7.7.4.1 General.

   In addition to the primary anchors required in Section 1613.7.7.3, the design force in the downhill direction shall be resisted through secondary anchors in the uphill foundation connected to diaphragm struts in each diaphragm below the base level.

      Exception: Secondary anchors are not required where foundations extending in the downhill direction, spaced at not more than 30 feet (9144 mm) on center, extend up to and are directly connected to each diaphragm below the base level for at least 70% of the diaphragm depth.

   1613.7.7.4.2 Secondary Anchor Capacity. 

   Secondary anchors at each diaphragm below the base level diaphragm shall be designed for a minimum force equal to the design force but not less than 300 pounds per lineal foot (4.38 kN/m) based on Allowable Stress Design (ASD) levels. The secondary anchors shall be uniformly distributed along the uphill diaphragm edge and shall be spaced a maximum of 4 feet (1219 mm) on center.

   1613.7.7.4.3 Design.

   Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.7.8.

   1613.7.8 Primary and Secondary Anchorage and Diaphragm Strut Design.

   Primary and secondary anchors and diaphragm struts shall be designed in accordance with the following provisions:

      1.   Fasteners. All bolted fasteners used to develop connections to wood members shall be provided with square plate washers at all bolt heads and nuts. Washers shall be minimum 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. Nuts shall be tightened to finger tight plus one half (1/2) wrench turn prior to covering the framing.

      2.   Fastening. The diaphragm to foundation anchorage shall not be accomplished by the use of toenailing, nails subject to withdrawal, or wood in cross-grain bending or cross-grain tension.

      3.   Size of Wood Members. Wood diaphragm struts collectors, and other wood members connected to primary anchors shall not be less than 3 inch (76 mm) nominal width. The effects of eccentricity on wood members shall be evaluated as required per Item 9.

      4.   Design. Primary and secondary anchorage, including diaphragm struts, splices, and collectors shall be designed for 125% of the tributary force.

      5.   Allowable Stress Increase. The one-third allowable stress increase permitted under Section 1605.3.2 shall not be taken when the working (allowable) stress design method is used.

      6.   Steel Element of Structural Wall Anchorage System. The strength design forces for steel elements of the structural wall anchorage system, with the exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise required.

      7.   Primary Anchors. The load path for primary anchors and diaphragm struts shall be fully developed into the diaphragm and into the foundation. The foundation must be shown to be adequate to resist the concentrated loads from the primary anchors.

      8.   Secondary Anchors. The load path for secondary anchors and diaphragm struts shall be fully developed in the diaphragm but need not be developed beyond the connection to the foundation.

      9.   Symmetry. All lateral force foundation anchorage and diaphragm strut connections shall be symmetrical. Eccentric connections may be permitted when demonstrated by calculation or tests that all components of force have been provided for in the structural analysis or tests.

      10.   Wood Ledgers. Wood ledgers shall not be used to resist cross-grain bending or cross-grain tension.

   1613.7.9 Lateral-Force-Resisting Elements Normal to the Downhill Direction.

   1613.7.9.1 General.

   In the direction normal to the downhill direction, lateral-force-resisting elements shall be designed in accordance with the requirements of this section.

   1613.7.9.2 Base Shear.

   In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems.

   1613.7.9.3 Vertical Distribution of Seismic Forces.

   For seismic forces acting normal to the downhill direction the distribution of seismic forces over the height of the building using Section 12.8.3 of ASCE 7 shall be determined using the height measured from the top of the lowest level of the building foundation.

   1613.7.9.4 Drift Limitations.

   The story drift below the base level diaphragm shall not exceed 0.007 times the story height at strength design force level. The total drift from the base level diaphragm to the top of the foundation shall not exceed 3/4 inch (19 mm). Where the story height or the height from the base level diaphragm to the top of the foundation varies because of a stepped footing or story offset, the height shall be measured from the average height of the top of the foundation. The story drift shall not be reduced by the effect of horizontal diaphragm stiffness.

   1613.7.9.5 Distribution of Lateral Forces.

   1613.7.9.5.1 General.

   The design lateral force shall be distributed to lateral-force-resisting elements of varying heights in accordance with the stiffness of each individual element.

   1613.7.9.5.2 Wood Structural Panel Sheathed Walls.

   The stiffness of a stepped wood structural panel shear wall may be determined by dividing the wall into adjacent rectangular elements, subject to the same top of wall deflection. Deflections of shear walls may be estimated by AWC SDPWS Section 4.3.2. Sheathing and fastening requirements for the stiffest section shall be used for the entire wall. Each section of wall shall be anchored for shear and uplift at each step. The minimum horizontal length of a step shall be 8 feet (2438 mm) and the maximum vertical height of a step shall be 2 feet 8 inches (813 mm).

   1613.7.9.5.3 Reinforced Concrete or Masonry Shear Walls.

   Reinforced concrete or masonry shear walls shall have forces distributed in proportion to the rigidity of each section of the wall.

   1613.7.9.6 Limitations.

   The following lateral force-resisting-elements shall not be designed to resist lateral forces below the base level diaphragm in the direction normal to the downhill direction:

      1.   Cement plaster and lath,

      2.   Gypsum wallboard, and

      3.   Tension-only braced frames.

   Braced frames designed in accordance with the requirements of Section 2205.2.1.2 of this Code may be designed as lateral-force-resisting elements in the direction normal to the downhill direction, provided lateral forces do not induce flexural stresses in any member of the frame. Deflections of frames shall account for the variation in slope of diagonal members when the frame is not rectangular.

   1613.7.10 Specific Design Provisions.

   1613.7.10.1 Footings and Grade Beams.

   All footings and grade beams shall comply with the following:

      1.   Grade beams shall extend at least 12 inches (305 mm) below the lowest adjacent grade and provide a minimum 24 inch (610 mm) distance horizontally from the bottom outside face of the grade beam to the face of the descending slope.

      2.   Continuous footings shall be reinforced with at least two No. 4 reinforcing bars at the top and two No. 4 reinforcing bars at the bottom.

      3.   All main footing and grade beam reinforcement steel shall be bent into the intersecting footing and fully developed around each corner and intersection.

      4.   All concrete stem walls shall extend from the foundation and reinforced as required for concrete or masonry walls.

   1613.7.10.2 Protection against Decay and Termites.

   All wood to earth separation shall comply with the following:

      1.   Where a footing or grade beam extends across a descending slope, the stem wall, grade beam, or footing shall extend up to a minimum 18 inches (457 mm) above the highest adjacent grade.

         Exception: At paved garage and doorway entrances to the building, the stem wall need only extend to the finished concrete slab, provided the wood framing is protected with a moisture proof barrier.

      2.   Wood ledgers supporting a vertical load of more than 100 pounds per lineal foot (1.46 kN/m) based on Allowable Stress Design (ASD) levels and located within 48 inches (1219 mm) of adjacent grade are prohibited. Galvanized steel ledgers and anchor bolts, with or without wood nailers, or treated or decay resistant sill plates supported on a concrete or masonry seat, may be used.

   1613.7.10.3 Sill Plates.

   All sill plates and anchorage shall comply with the following:

      1.   All wood framed walls, including nonbearing walls, when resting on a footing, foundation, or grade beam stem wall, shall be supported on wood sill plates bearing on a level surface.

      2.   Power-driven fasteners shall not be used to anchor sill plates except at interior nonbearing walls not designed as shear walls.

   1613.7.10.4 Column Base Plate Anchorage.

   The base of isolated wood posts (not framed into a stud wall) supporting a vertical load of 4,000 pounds (17.8 kN) based on Allowable Stress Design (ASD) levels or more and the base plate for a steel column shall comply with the following:

      1.   When the post or column is supported on a pedestal extending above the top of a footing or grade beam, the pedestal shall be designed and reinforced as required for concrete or masonry columns. The pedestal shall be reinforced with a minimum of four No. 4 bars extending to the bottom of the footing or grade beam. The top of exterior pedestals shall be sloped for positive drainage.

      2.   The base plate anchor bolts or the embedded portion of the post base, and the vertical reinforcing bars for the pedestal, shall be confined with two No. 4 or three No. 3 ties within the top 5 inches (127 mm) of the concrete or masonry pedestal. The base plate anchor bolts shall be embedded a minimum of 20 bolt diameters into the concrete or masonry pedestal. The base plate anchor bolts and post bases shall be galvanized and each anchor bolt shall have at least 2 galvanized nuts above the base plate.

   1613.7.10.5 Steel Beam to Column Supports.

   All steel beam to column supports shall be positively braced in each direction. Steel beams shall have stiffener plates installed on each side of the beam web at the column. The stiffener plates shall be welded to each beam flange and the beam web. Each brace connection or structural member shall consist of at least two 5/8 inch (15.9 mm) diameter machine bolts.

Section 1613.8 is added to Chapter 16 of the 2022 CBC to read as follows:

   1613.8 Suspended Ceilings.

   Minimum design and installation standards for suspended ceilings shall be determined in accordance with the requirements of Section 2506.2.1 of this Code and this section.

   1613.8.1 Scope.

   This part contains special requirements for suspended ceilings and lighting systems. Provisions of Section 13.5.6 of ASCE 7 shall apply except as modified herein.

   1613.8.2 General.

   The suspended ceilings and lighting systems shall be limited to 6 feet (1828 mm) below the structural deck unless the lateral bracing is designed by a licensed engineer or architect.

   1613.8.3 Sprinkler Heads.

   All sprinkler heads (drops) except fire-resistance-rated floor/ceiling or roof/ceiling assemblies, shall be designed to allow for free movement of the sprinkler pipes with oversize rings, sleeves or adaptors through the ceiling tile. Sprinkler heads and other penetrations shall have a 2 inch (50mm) oversize ring, sleeve, or adapter through the ceiling tile to allow for free movement of at least 1 inch (25mm) in all horizontal directions. Alternatively, a swing joint that can accommodate 1 inch (25 mm) of ceiling movement in all horizontal directions is permitted to be provided at the top of the sprinkler head extension.

   Sprinkler heads penetrating fire-resistance-rated floor/ceiling or roof/ceiling assemblies shall comply with Section 714 of this Code.

   1613.8.4 Special Requirements for Means of Egress.

   Suspended ceiling assemblies located along means of egress serving an occupant load of 30 or more shall comply with the following provisions.

   1613.8.4.1 General.

   Ceiling suspension systems shall be connected and braced with vertical hangers attached directly to the structural deck along the means of egress serving an occupant load of 30 or more and at lobbies accessory to Group A Occupancies. Spacing of vertical hangers shall not exceed 2 feet (610 mm) on center along the entire length of the suspended ceiling assembly located along the means of egress or at the lobby.

   1613.8.4.2 Assembly Device.

   All lay-in panels shall be secured to the suspension ceiling assembly with two hold-down clips minimum for each tile within a 4-foot (1219 mm) radius of the exit lights and exit signs.

   1613.8.4.3 Emergency Systems.

   Independent supports and braces shall be provided for light fixtures required for exit illumination. Power supply for exit illumination shall comply with the requirements of Section 1008.3 of this Code.

   1613.8.4.4 Supports for Appendage.

   Separate support from the structural deck shall be provided for all appendages such as light fixtures, air diffusers, exit signs, and similar elements.

Section 1704.6 of the 2022 CBC is amended to read as follows:

   1704.6 Structural Observations.

   Where required by the provisions of Section 1704.6.1 or 1704.6.2, the owner or the owner's authorized agent shall employ a structural observer to perform structural observations.

   Structural observation does not include or waive the responsibility for the inspections in Section 110 or the special inspections in Section 1705 or other section of this code. The structural observer shall be one of the following individuals:

      1.   The registered design professional responsible for the structural design, or

      2.   A registered design professional designated by the registered design professional responsible for the structural design.

   Prior to the commencement of observations, the structural observer shall submit to the building official a written statement identifying the frequency and extent of structural observations.

   The owner or owner's authorized agent shall coordinate and call a preconstruction meeting between the structural observer, contractors, affected subcontractors and special inspectors. The structural observer shall preside over the meeting. The purpose of the meeting shall be to identify the major structural elements and connections that affect the vertical and lateral load resisting systems of the structure and to review scheduling of the required observations. A record of the meeting shall be included in the report submitted to the Building Official.

   Observed deficiencies shall be reported in writing to the owner or owner's authorized agent, special inspector, contractor and the Building Official. Upon the form prescribed by the Building Official, the structural observer shall submit to the Building Official a written statement at each significant construction stage stating that the site visits have been made and identifying any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. A final report by the structural observer which states that all observed deficiencies have been resolved is required before acceptance of the work by the Building Official.

Section 1704.6.1 of the 2022 CBC is amended to read as follows:

   1704.6.1 Structural observations for seismic resistance.

   Structural observations shall be provided for those structures assigned to Seismic Design Category D, E or F, where one or more of the following conditions exist:

      1.   The structure is classified as Risk Category III or IV in accordance with Table 1604.5.

      2.   The height of the structure is greater than 75 feet (22860 mm) above the base.

      3.   The structure is classified as Risk Category I or II in accordance with Table 1604.5, and a lateral design is required for the structure or portion thereof.

      Exception: One-story wood framed Group R-3 and Group U Occupancies less than 2,000 square feet in area, provided the adjacent grade is not steeper than 1 unit vertical in 10 units horizontal (10% sloped), assigned to Seismic Design Category D.

      4.   When so designated by the registered design professional responsible for the structural design.

      5.   When such observation is specifically required by the building official.

Section 1705.3 of the 2022 CBC is amended to read as follows:

   1705.3 Concrete Construction.

   The special inspections and tests for concrete construction shall be performed in accordance with this section and Table 1705.3.

   Exceptions: Special inspections and tests shall not be required for:

      1.   Isolated spread concrete footings of buildings three stories or less above grade plane that are fully supported on earth or rock, where the structural design of the footing is based on a specified compressive strength, f'c, no greater than 2,500 pounds per square inch (psi) (17.2 Mpa) regardless of the compressive strength specified in the construction documents or used in the footing construction.

      2.   Continuous concrete footings supporting walls of buildings three stories or less above grade plane that are fully supported on earth or rock where:

         2.1.   The footings support walls of light-frame construction;

         2.2.   The footings are designed in accordance with Table 1809.7; or

         2.3.   The structural design of the footing is based on a specified compressive strength, f'c, no greater than 2,500 pounds per square inch (psi) (17.2 Mpa), regardless of the compressive strength specified in the construction documents or used in the footing construction.

      3.   Nonstructural concrete slabs supported directly on the ground, including prestressed slabs on grade, where the effective prestress in the concrete is less than 150 psi (1.03 Mpa).

         3.1   Concrete patios, driveways and sidewalks, on grade.

Exception 3 of Section 1705.13 of the 2022 CBC is amended to read as follows:

   1705.13 Special inspections for seismic resistance.

   Special inspections for seismic resistance shall be required as specified in Sections 1705.13.1 through 1705.13.9, unless exempted by the exceptions of Section 1704.2.

   Exception: The special inspections specified in Sections 1705.13.1 through 1705.13.9 are not required for structures designed and constructed in accordance with one of the following:

      1.   The structure consists of light-frame construction; the design spectral response acceleration at short periods, SDS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 35 feet (10 668 mm).

      2.   The seismic force-resisting system of the structure consists of reinforced masonry or reinforced concrete; the design spectral response acceleration at short periods, SDS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 25 feet (7620 mm).

      3.   The structure is a detached one- or two-family dwelling not exceeding two stories above grade plane, is not assigned to Seismic Design Category D, E or F and does not have any of the following horizontal or vertical irregularities in accordance with Section 12.3 of ASCE 7:

         3.1   Torsional or extreme torsional irregularity.

         3.2   Nonparallel systems irregularity.

         3.3   Stiffness-soft story or stiffness-extreme soft story irregularity.

         3.4   Discontinuity in lateral strength-weak story irregularity.

Section 1807.1.4 of the 2022 CBC is amended to read as follows:

   1807.1.4 Permanent wood foundation systems.

   Permanent wood foundation systems shall be designed and installed in accordance with AWC PWF. Lumber and plywood shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2) and shall be identified in accordance with Section 2303.1.9.1. Permanent wood foundation systems shall not be used for structures assigned to Seismic Design Category D, E or F.

Section 1807.1.6 of the 2022 CBC is amended to read as follows:

   1807.1.6 Prescriptive design of concrete and masonry foundation walls.

   Concrete and masonry foundation walls that are laterally supported at the top and bottom shall be permitted to be designed and constructed in accordance with this section. Prescriptive design of foundation walls shall not be used for structures assigned to Seismic Design Category D, E or F.

Section 1809.3 of the 2022 CBC is amended to read as follows:

   1809.3 Stepped footings.

   The top surface of footings shall be level. The bottom surface of footings shall be permitted to have a slope not exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or where the surface of the ground slopes more than one unit vertical in 10 units horizontal (10-percent slope).

   For structures assigned to Seismic Design Category D, E or F, the stepping requirement shall also apply to the top surface of grade beams supporting walls. Footings shall be reinforced with four No. 4 bars. Two bars shall be place at the top and bottom of the footings as shown in Figure 1809.3.

   FIGURE 1809.3 - STEPPED FOOTING

Section 1809.7 and Table 1809.7 of the 2022 CBC are amended to read as follows:

   1809.7 Prescriptive footings for light-frame construction.

   Where a specific design is not provided, concrete or masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7. Prescriptive footings in Table 1809.7 shall not exceed one story above grade plane for structures assigned to Seismic Design Category D, E or F.

   TABLE 1809.7
   PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
   LIGHT-FRAME CONSTRUCTION a, b, c, d, e

 

NUMBER OF FLOORS SUPPORTED BY THE FOOTINGf	WIDTH OF FOOTING (inches)	THICKNESS OF FOOTING (inches)
1	12	6
2	15	6
3	18	8

 

      For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm

      a.   Depth of footings shall be in accordance with Section 1809.4.

      b.   The ground under the floor shall be permitted to be excavated to the elevation of the top of the footing.

      c.   Not Adopted.

      d.   See Section 1908 for additional requirements for concrete footings of structures assigned to Seismic Design Category C, D, E or F.

      e.   For thickness of foundation walls, see Section 1807.1.6.

      f.   Footing shall be permitted to support a roof addition to the stipulated number of floors. Footings supporting roof only shall be as required for supporting one floor.

      g.   Not Adopted.

Section 1809.12 of the 2022 CBC is amended to read as follows:

   1809.12 Timber footings.

   Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the building official. Such footings shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B). Treated timbers are not required where placed entirely below permanent water level, or where used as capping for wood piles that project above the water level over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber footing supported upon treated piles shall not exceed 70 percent of the allowable stresses for the species and grade of timber as specified in the ANSI/AWC NDS. Timber footings shall not be used in structures assigned to Seismic Design Category D, E or F.

Section 1810.3.2.4 of the 2022 CBC is amended to read as follows:

   1810.3.2.4 Timber.

   Timber deep foundation elements shall be designed as piles or poles in accordance with ANSI/AWC NDS. Round timber elements shall conform to ASTM D 25. Sawn timber elements shall conform to DOC PS-20. Timber shall not be used in structures assigned to Seismic Design Category D, E or F.

Section 1905.1 of the 2022 CBC is amended to read as follows:

   1905.1 General.

   The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through 1905.1.11.

Section 1905.1.7 of the 2022 CBC is amended to read as follows:

   1905.1.7 ACI 318, Section 14.1.4.

   Delete ACI 318, Section 14.1.4, and replace with the following:

   14.1.4 - Plain concrete in structures assigned to Seismic Design Category C, D, E or F.

   14.1.4.1 - Structures assigned to Seismic Design Category C, D, E or F shall not have elements of structural plain concrete, except as follows:

   (a)   Concrete used for fill with a minimum cement content of two (2) sacks of Portland cement or cementious material per cubic yard.

   (b)   Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the footing thickness.

   (c)   Plain concrete footings supporting walls are permitted provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. A minimum of one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.

   Exceptions:

   Detached one- and two-family dwellings three stories or less in height and constructed with stud-bearing walls, are permitted to have plain concrete footings with at least two continuous longitudinal reinforcing bars not smaller than No. 4 are permitted to have a total area of less than 0.002 times the gross cross-sectional area of the footing.

Sections 1905.1.9 thru 1905.1.11 are added to the 2022 CBC to read as follows:

   1905.1.9 ACI 318, Section 18.7.5.

   Modify ACI 318, Section 18.7.5, by adding Section 18.7.5.8 and 18.7.5.9 as follows:

   18.7.5.8 Where the calculated point of contraflexure is not within the middle half of the member clear height, provide transverse reinforcement as specified in ACI 318 Sections 18.7.5.1, Items (a) through (c), over the full height of the member.

   18.7.5.9 - At any section where the design strength, Pn, of the column is less than the sum of the shears Ve computed in accordance with ACI 318 Sections 18.7.6.1 and 18.6.5.1 for all the beams framing into the column above the level under consideration, transverse reinforcement as specified in ACI 318 Sections 18.7.5.1 through 18.7.5.3 shall be provided. For beams framing into opposite sides of the column, the moment components are permitted to be assumed to be of opposite sign. For the determination of the design strength, Pn, of the column, these moments are permitted to be assumed to result from the deformation of the frame in any one principal axis.

   1905.1.10 ACI 318, Section 18.10.4.

   Modify ACI 318, Section 18.10.4, by adding Section 18.10.4.7 as follows:

   18.10.4.7 - Walls and portions of walls with Pu > 0.35Po shall not be considered to contribute to the calculated shear strength of the structure for resisting earthquake-induced forces. Such walls shall conform to the requirements of ACI 318 Section 18.14.

   1905.1.11 ACI 318, Section 18.12.6.

   Modify ACI 318, by adding Section 18.12.6.2 as follows:

   18.12.6.2 Collector and boundary elements in topping slabs placed over precast floor and roof elements shall not be less than 3 inches (76 mm) or 6 db in thickness, where db is the diameter of the largest reinforcement in the topping slab.

Section 2304.10.2 of the 2022 CBC is amended to read as follows:

   2304.10.2 Fastener requirements.

   Connections for wood members shall be designed in accordance with the appropriate methodology in Section 2301.1. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.10.2. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.

      Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the building official.

Section 2304.12.2.8 of the 2022 CBC is amended to read as follows:

   2304.12.2.8 Wood used in retaining walls and cribs.

   Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA U1 for soil and fresh water use. Wood shall not be used in retaining or crib walls for structures assigned to Seismic Design Category D, E or F.

Section 2305.4 is added to Chapter 23 of the 2022 CBC to read as follows:

   2305.4 Quality of Nails.

   In Seismic Design Category D, E or F, mechanically driven nails used in wood structural panel shear walls shall meet the same dimensions as that required for hand-driven nails, including diameter, minimum length and minimum head diameter. Clipped head or box nails are not permitted in new construction. The allowable design value for clipped head nails in existing construction may be taken at no more than the nail-head-area ratio of that of the same size hand-driven nails.

Section 2305.5 is added to Chapter 23 of the 2022 CBC to read as follows:

   2305.5 Hold-down connectors.

   In Seismic Design Category D, E or F, hold-down connectors shall be designed to resist shear wall overturning moments using approved cyclic load values or 75 percent of the allowable seismic load values that do not consider cyclic loading of the product. Connector bolts into wood framing shall require steel plate washers on the post on the opposite side of the anchorage device. Plate size shall be a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. Hold-down connectors shall be tightened to finger tight plus one half (1/2) wrench turn just prior to covering the wall framing.

Section 2306.2 of the 2022 CBC is amended to read as follows:

   2306.2 Wood-frame diaphragms.

   Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of

   AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.

      Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the building official.

   The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.

   Wood structural panel diaphragms used to resist seismic forces in structures assigned to Seismic Design Category D, E or F shall be applied directly to the framing members.

   Exception: Wood structural panel diaphragms are permitted to be fastened over solid lumber planking or laminated decking, provided the panel joints and lumber planking or laminated decking joints do not coincide.

Section 2306.3 of the 2022 CBC is amended to read as follows:

   2306.3 Wood-frame shear walls.

   Wood-frame shear walls shall be designed and constructed in accordance with AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F, application of Tables 4.3A and 4.3B of AWC SDPWS shall include the following:

   1.   Wood structural panel thickness for shear walls shall not be less than 3/8 inch thick and studs shall not be spaced at more than 16 inches on center.

   2.   The maximum nominal unit shear capacities for 3/8 inch wood structural panels resisting seismic forces in structures assigned to Seismic Design Category D, E or F is 400 pounds per linear foot (plf).

         Exception: Other nominal unit shear capacities may be permitted if such values are substantiated by cyclic testing and approved by the building official.

   3.   Nails shall be placed not less than 1/2 inch in from the panel edges and not less than 3/8 inch from the edge of the connecting members for shear greater than 350 plf using ASD or 500 plf using LRFD. Nails shall be placed not less than 3/8 inch from panel edges and not less than 1/4 inch from the edge of the connecting members for shears of 350 plf or less using ASD or 500 plf or less using LRFD.

   4.   Table 4.3B application is not allowed for structures assigned to Seismic Design Category D, E, or F.

   For structures assigned to Seismic Design Category D, application of Table 4.3C of AWC SDPWS shall not be used below the top level in a multi-level building.

   Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.

      Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the building official.

   The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.

Section 2307.2 is added to the 2022 CBC to read as follows:

   2307.2 Wood-frame shear walls.

   Wood-frame shear walls shall be designed and constructed in accordance with Section 2306.3 as applicable.

Table 2308.6.1 of the 2022 CBC is amended to read as follows:

Section 2308.6.5, Figure 2308.6.5.1, and Figure 2308.6.5.2 of the 2022 CBC are amended to read as follows:

   2308.6.5 Alternative bracing.

   An alternate braced wall (ABW) or a portal frame with hold-downs (PFH) described in this section is permitted to substitute for a 48-inch (1219 mm) braced wall panel of Method DWB, WSP, SFB, PBS, PCP or HPS. For Method GB, each 96-inch (2438 mm) section (applied to one face) or 48-inch (1219 mm) section (applied to both faces) or portion thereof required by Table 2308.6.1 is permitted to be replaced by one panel constructed in accordance with Method ABW or PFH.

   2308.6.5.1 Alternate braced wall (ABW).

   An ABW shall be constructed in accordance with this section and Figure 2308.6.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table 2304.10.2 and blocked at wood structural panel edges. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance with Section 2308.3.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manufacturer's recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

   Where the ABW is installed at the first story of two-story buildings, the wood structural panel sheathing shall be provided on both faces, three anchor bolts shall be placed at one-quarter points and tie-down device uplift capacity shall be not less than 3,000 pounds (13 344 N).

   2308.6.5.2 Portal frame with hold-downs (PFH).

   A PFH shall be constructed in accordance with this section and Figure 2308.6.5.2. The adjacent door or window opening shall have a full-length header.

   In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.6.5.2. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports and in accordance with Figure 2308.6.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 24 of Table 2304.10.1 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).

   Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer's recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

   Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).

Section 2308.6.8.1 of Chapter 23 of the 2022 CBC is amended to read as follows:

   2308.6.8.1 Foundation requirements.

   Braced wall lines shall be supported by continuous foundations.

      Exception: For structures with a maximum plan dimension not more than 50 feet (15240 mm), continuous foundations are required at exterior walls only for structures assigned to Seismic Design Category A, B, or C.

   For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.

Section 2308.6.9 of the 2022 CBC is amended to read as follows:

   2308.6.9 Attachment of sheathing.

   Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.6.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.

      Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the building official.

   All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at maximum 24 inches (6096 mm) on center with four 8d nails per leg (total eight 8d nails per clip). Braced wall panels shall be laterally braced at each top corner and at maximum 24 inches (6096 mm) intervals along the top plate of discontinuous vertical framing.

Section 3115 of the 2022 CBC is amended as follows:

   SECTION 3115

   INTERMODAL SHIPPING CONTAINERS

   3115.1 General. The provisions of Section 3115 and other applicable sections of this code shall apply to intermodal shipping containers that are repurposed for use as buildings or structures or as a part of buildings or structures.

   Exceptions:

   1.   Not adopted.

   2.   Stationary storage battery arrays located in intermodal shipping containers complying with Chapter 12 of the California Fire Code.

   3.   Intermodal shipping containers that are listed as equipment complying with the standard for equipment, such as air chillers, engine generators, modular datacenters, and other similar equipment.

   4.   Intermodal shipping containers housing or supporting experimental equipment are exempt from the requirements of Section 3115 provided they comply with all of the following:

      4.1.   Single-unit stand-alone intermodal shipping containers shall be supported at grade level and used only for occupancies as specified under Risk Category I in Table 1604.5;

      4.2.   Single-unit stand-alone intermodal shipping containers shall be located a minimum of 8 feet from adjacent structures and are not connected to a fuel gas system or fuel gas utility; and

      4.3.   In hurricane-prone regions and flood hazard areas, single-unit stand-alone intermodal shipping containers are designed in accordance with the applicable provisions of Chapter 16.

      4.4   Intermodal shipping containers approved as temporary structures complying with Section 3103.

   5.   [HCD] shipping containers constructed or converted off-site that meet the definition of Factory-built Housing in Health and Safety Code Section 19971 or Commercial Modular(s) as defined in Health and Safety Code Section 18001.8 shall be approved by the Department of Housing and Community Development.

   6.   Single-unit stand-alone intermodal shipping containers used as temporary storage or construction trailer on active construction sites. Construction support facilities for uses and activities not directly associated with the actual processes of construction, including but not limited to, offices, meeting rooms, plan rooms, other administrative or support functions shall not be exempt from Section 3115.

   3115.2 Construction documents. The construction documents shall contain information to verify the dimensions and establish the physical properties of the steel components, and wood floor components, of the intermodal shipping container in addition to the information required by Sections 107 and 1603.

   3115.3 Intermodal shipping container information. Intermodal shipping containers shall bear the manufacturer's existing data plate containing the following information as required by ISO 6346 and verified by an approved agency. A report of the verification process and findings shall be provided to the building owner.

   1.   Manufacturer's name or identification number.

   2.   Date manufactured.

   3.   Safety approval number.

   4.   Identification number.

   5.   Maximum operating gross mass or weight (kg) (lbs).

   6.   Allowable stacking load for 1.8G (kg) (lbs).

   7.   Transverse racking test force (Newtons).

   8.   Valid maintenance examination date.

   Where approved by the building official, the markings and manufacturer's existing data plate are permitted to be removed from the intermodal shipping containers before they are repurposed for use as buildings or structures or as part of buildings or structures.

   3115.4 Protection against decay and termites. Wood structural floors of intermodal shipping containers shall be protected from decay and termites in accordance with the applicable provisions of Section 2304.12.1.1.

   3115.5 Under-floor ventilation. The space between the bottom of the floor joists and the earth under any intermodal shipping container, except spaces occupied by basements and cellars, shall be provided with ventilation in accordance with Section 1202.4.

   3115.6 Roof assemblies. Intermodal shipping container roof assemblies shall comply with the applicable requirements of Chapter 15.

      Exception: Single-unit stand-alone intermodal shipping containers not attached to, or stacked vertically over, other intermodal shipping containers, buildings or structures.

   3115.7 Joints and voids. Joints and voids that create concealed spaces between intermodal shipping containers, that are connected or stacked, at fire-resistance-rated walls, floor or floor/ceiling assemblies and roofs or roof/ceiling assemblies shall be protected by an approved fire-resistant joint system in accordance with Section 715.

   3115.8 Structural. Intermodal shipping containers that conform to ISO 1496-1 and are repurposed for use as buildings or structures, or as a part of buildings or structures, shall be designed in accordance with Chapter 16 and this section.

   3115.8.1 Foundations and supports. Intermodal shipping containers repurposed for use as a permanent building or structure shall be supported on foundations or other supporting structures designed and constructed in accordance with Chapters 16 through 23.

      3115.8.1.1 Anchorage. Intermodal shipping containers shall be anchored to foundations or other supporting structures as necessary to provide a continuous load path for all applicable design and environmental loads in accordance with Chapter 16.

      3115.8.1.2 Stacking. Intermodal shipping containers used to support stacked units shall comply with Section 3115.8.4.

   3115.8.2 Welds. The strength of new welds and connections shall be no less than the strength provided by the original connections. All new welds and connections shall be designed and constructed in accordance with Chapters 16, 17 and 22.

   3155.8.3 Structural design. The structural design of the intermodal shipping containers repurposed for use as a building or structure, or as part of a building or structure, shall comply with Section 3115.8.4 or 3115.8.5.

   3115.8.4 Detailed structural design procedure. A structural analysis meeting the requirements of this section shall be provided to the building official to demonstrate the structural adequacy of the intermodal shipping containers.

         Exception: Structures using an intermodal shipping container that meet the limitation of Section 3115.8.5.1 and designed in accordance with the simplified procedure in Section 3115.8.5.

      3115.8.4.1 Material properties. Structural material properties for existing intermodal shipping container steel components shall be established by Section 2202.

      3115.8.4.2 Seismic design parameters. The seismic force-resisting system shall be designed and detailed in accordance with ASCE 7 and one of the following:

      1.   Where all or portions of the profiled steel panel elements are considered to be the seismic force-resisting system, design and detailing shall be in accordance with the AISI S100 and ASCE 7 Table 12.2-1 requirements for systems not specifically detailed for seismic resistance, excluding cantilevered column systems.

      2.   Where all or portions of the profiled steel panel elements are not considered to be a part of the seismic force-resisting system, an independent seismic force- resisting system shall be selected, and detailed in accordance with ASCE 7 Table 12.2-1; or

      3.   Where all or portions of the profiled steel panel elements are retained and integrated into a seismic force-resisting system other than as permitted by Section 3115.8.4.2 Item 1, seismic design parameters shall be developed from testing and analysis in accordance with Section 104.11 and ASCE 7 Section 12.2.1.1 or 12.2.1.2.

      3115.8.4.3 Allowable shear value. The allowable shear values for the profiled steel panel side walls and end walls shall be determined in accordance with the design approach selected in Section 3115.8.4.2. Where penetrations are made in the side walls or end walls designated as part of the lateral force-resisting system, the penetrations shall be substantiated by rational analysis.

   3115.8.5 Simplified structural design procedure of single-unit containers. Single-unit intermodal shipping containers conforming to the limitations of Section 3115.8.5.1 shall be permitted to be designed in accordance with Sections 3115.8.5.2 and 3115.8.5.3.

      3115.8.5.1 Limitations. Use of Section 3115.8.5 is subject to all the following limitations:

         1.   The intermodal shipping container shall be a single-unit, stand-alone unit supported on a foundation and shall not be in contact with or supporting any other shipping container or other structure.

         2.   The intermodal shipping container's top and bottom rails, corner castings, and columns or any portion thereof shall not be notched, cut, or removed in any manner.

         3.   The intermodal shipping container shall be erected in a level and horizontal position with the floor located at the bottom.

         4.   The intermodal shipping container shall be located in Seismic Design Category A, B, C, and D.

      3115.8.5.2 Simplified structural design assumptions. Where permitted by Section 3115.8.5.1, single-unit stand-alone, intermodal shipping containers shall be designed using the following assumptions for the profiled steel panel side walls and end walls:

         1.   The appropriate detailing requirements contained in Chapters 16 through 23.

         2.   Response modification coefficient, R = 2,

         3.   Over strength factor, S0 = 2.5,

         4.   Deflection amplification factor, Cd = 2, and

         5.   Limits on structural height, hn = 9.5 feet (2900 mm).

      3115.8.5.3 Allowable shear value. The allowable shear values for the profiled steel panel side walls (longitudinal) and end walls (transverse) for wind design and seismic design using the coefficients of Section 3114.8.5.2 shall be in accordance with Table 3115.8.5.3, provided that all of the following conditions are met:

         1.   The total linear length of all openings in any individual side walls or end walls shall be limited to not more than 50 percent of the length of that side walls or end walls, as shown in Figure 3115.8.5.3(1).

         2.   Any full height wall length, or portion thereof, less than 4 feet (305 mm) long shall not be considered as a portion of the lateral force-resisting system, as shown in Figure 3115.8.5.3(2).

         3.   All side walls or end walls used as part of the lateral force-resisting system shall have an existing or new boundary element on all sides to form a continuous load path, or paths, with adequate strength and stiffness to transfer all forces from the point of application to the final point of resistance, as shown in Figure 3115.8.5.3(3). The existing door interlocking mechanism shall not be considered as a component of the required load path.

         4.   Where openings are made in container walls, floors, and roofs for doors, windows and other similiar openings:

            4.1   The openings shall be framed with steel elements that are designed in accordance with Chapter 16 and Chapter 22.

            4.2   The cross section and material grade of any new steel element shall be equal to or greater than the steel element removed.

         5.   A maximum of one penetration not greater than a 6-inch (152 mm) diameter hole for conduits, pipes, tubes or vents, or not greater than16 square inches (10 322mm2) for electrical boxes, is permitted for each individual 8 feet length (2438 mm) lateral force resisting wall. Penetrations located in walls that are not part of the wall lateral force resisting system shall not be limited in size or quantity. Existing intermodal shipping container's vents shall not be considered a penetration, as shown in Figure 3115.8.5.3(4).

         6.   End wall door or doors designated as part of the lateral force-resisting system shall be welded closed around the full perimeters of the door panels.

   TABLE 3115.8.5.3

   ALLOWABLE SHEAR VALUES FOR PROFILED STEEL PANEL

   SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING

CONTAINER DESIGNATION2	CONTAINER DIMENSION (Nominal Length)	CONTAINER DIMENSION (Nominal Height)	ALLOWABLE SHEAR VALUES (PLF)1,3
			Side Wall	End Wall
1EEE	45 feet (13.7 M)	9.5 feet (2896 mm)	75	843
1EE		8.6 feet (2591 mm)
1AAA	40 feet (12.2 M)	9.5 feet (2896 mm)	84
1AA		8.5 feet (2592 mm)
1A		8.0 feet (2438 mm)
1AX		<8.0 feet (2483 mm)
1BBB	30 feet (9.1 M)	9.5 feet (2896 mm)	112
1BB		8.5 feet (2591 mm)
1B		8.0 feet (2438 mm)
1BX		<8.0 feet (2438 mm)
1CC	20 feet (9.1 M)	8.5 feet (2591 mm)	168
1C		8.0 feet (2438 mm)
1CX		<8.0 feet (2438 mm)

 

         1.   The allowable shear values for the side walls and end walls of the intermodal shipping containers are derived from ISO 1496-1 and reduced by a factor of safety of 5.

         2.   Container designation type is derived from ISO 668.

         3.   Limitations of Sections 3115.8.5.1 and 3115.8.5.3 shall apply.

   FIGURE 3115.8.5.3(1)

   Bracing Unit Distribution - Maximum Linear Length

   FIGURE 3115.8.5.3(2)

   Bracing Unit Distribution - Minimum Linear Length

   FIGURE 3115.8.5.3(3)

   Bracing Unit Distribution - Boundary Elements

   FIGURE 3115.8.5.3(4)

   Bracing Unit Distribution - Penetrating Limitations

Section J101.3 is added to the 2022 CBC to read as follows:

   J101.3 Hazards.

   1.   Whenever the building official determines that any land or any existing excavation or fill has, from any cause, become a menace to life or limb, or endangers public or private property, or adversely affects the safety, use or stability of public or private property, the owner or other person in legal control of the property concerned shall, upon receipt of a written notice thereof from the building official, correct such condition in accordance with the provisions of this appendix and the requirements and conditions set forth in the notice so as to eliminate such condition. The owner or other person in legal control of the property shall immediately comply with the provisions set forth in the notice and shall complete the work within 180 days from the date of the notice unless a shorter period of time for completion has been specified in the notice in which case the owner shall comply with the shorter period of time. Upon written application and good cause shown, the building official may approve the request for an extension of time to complete the work required by the notice.

   2.   If the above condition is not eliminated within the specified time period, the building official may file with the Office of the Los Angeles County Recorder a certificate stating that the property is deemed substandard and that the owner thereof has been so notified to correct the substandard condition. Said certificate shall specify the conditions creating the substandard classification.

   3.   When the above conditions have been corrected to the satisfaction of the building official, upon receiving a sixty-dollar fee from the owner or his agent, the building official shall file with the Office of the Los Angeles County Recorder, within a reasonable period of time, a certificate specifying that the conditions creating the substandard classification have been corrected and that the property is no longer considered substandard.

Section J101.4 is added to the 2022 CBC to read as follows:

   J101.4 Safety Precautions.

   1.   General.

      a)   If at any stage of work on an excavation or fill, the building official determines that the work has become or is likely to become dangerous to any person, or is likely to endanger any property, public or private, the building official must be authorized to require safety precautions to be immediately taken by the property owner as a condition to continuing such permitted work or to require cessation thereof forthwith unless and until it is made safe and to amend the plans for such work.

      b)   Safety precautions may include, without limitation, specifying a flatter exposed slope or construction of additional drainage facilities, berms, terracing, compaction, cribbing, retaining walls or buttress fills, slough walls, desilting basins, check dams, benching, wire mesh and guniting, rock fences, revetments or diversion walls.

      c)   Upon the determination of the building official that such safety precautions during grading are necessary, the building official must provide a notice and order to the permittee to implement same. After receiving such notice, oral or written, it is unlawful for the permittee or any person to proceed with such work contrary to such order.

   2.   Removal of Ground Cover.

      a)   The existing vegetative ground cover of any watershed in any hillside area cannot be destroyed, removed or damaged except for routine maintenance pursuant to lawful grading, use or occupancy of the property or to clear hazardous vegetation near structures and roads.

      b)   Whenever ground cover is removed or damaged pursuant to a validly issued grading permit, the permittee must restore and maintain the affected area with an approved ground cover, or must accomplish such other erosion control protection measures as may be approved by the building official. Such erosion control must be completed within thirty days after cessation of the grading work or other work pursuant to a validly issued building permit.

   3.   Maintenance of Protective Devices.

      All devices used to protect hillside areas from erosion or landslide damage including, without limitation, retaining walls, cribbing, terracing, surface and subsurface drainage structures, interceptor drains, check dams, and riprap must be maintained in good condition and repair as approved by the building official at the time of completion of construction thereof.

Section J101.5 is added to the 2022 CBC to read as follows:

   J101.5 Protection of Utilities.

   The owner and permittee of any property on which grading has been performed and that requires a grading permit must be responsible for the prevention of damage to any public utilities or services.

Section J101.6 is added to the 2022 CBC to read as follows:

   J 101.6 Protection of Adjacent Properties.

   The owner and permittee of any property on which grading has been performed and that requires a grading permit is responsible for the prevention of damage to adjacent property and no person must excavate on land sufficiently close to the property line to endanger any adjoining public street, sidewalk, alley, or other public or private property without supporting and protecting such property from settling, cracking or other damage that might result. Special precautions approved by the building official must be made to prevent imported or exported materials from being deposited on the adjacent public way and/or drainage courses. A 30 day excavation notice must be provided as required by California Civil Code Section 829-834 when the excavation is of sufficient depth and proximity to adjacent lot structures.

Section J101.7 is added to the 2022 CBC to read as follows:

   J101.7 Storm water control measures.

   The owner and permittee of any property on which grading has been performed and that requires a grading permit under Section J103 shall put into effect and maintain all precautionary measures necessary to protect adjacent water courses and public private property from damage by erosion, flooding, and deposition of mud, debris and construction-related pollutants originating from the site during, and after, grading and related construction activities. Furthermore, the owner and permittee shall be responsible for putting into effect and maintaining appropriate measures necessary to prevent any change in cross-lot surface drainage that may adversely affect any adjoining property as a result of grading and/or construction-related activities. Such measures to prevent any adverse cross-lot surface drainage effects on adjoining property shall be required whether shown on approved grading plans or not.

Section J101.8 is added to the 2022 CBC to read as follows:

   J101.8 Conditions of approval.

   In granting any permit under this code, the building official may include such conditions as may be reasonably necessary to prevent creation of a nuisance or hazard to public or private property. Such conditions may include, but shall not be limited to:

      1.   Improvement of any existing grading to comply with the standards of this code.

      2.   Requirements for fencing of excavations or fills which would otherwise be hazardous.

Section J101.9 is added to the 2022 CBC to read as follows:

   J101.9 Rules and regulations.

      J101.9.1 Rules. The permissive provisions of this chapter shall not be presumed to waive any regulations imposed by other statutes or other ordinances of the State of California or the City of El Segundo.

      J101.9.2 Regulations. If two or more pertinent regulations are not identical, those regulations shall prevail which are more restrictive or which afford greater safety to life, limb, health, property or welfare. For the purposes of these regulations, grading permits shall be considered as building permits and shall be subject to the administrative provisions of this code, unless otherwise specifically provided for in this chapter.

Section J103.2 is amended to the 2022 CBC to read as follows:

   J103.2 Exemptions.

   A grading permit shall not be required for the following:

      1.   When approved by the building official, grading in an isolated, self-contained area, provided there is no danger to the public, and that such grading will not adversely affect adjoining properties.

      2.   Excavation for construction of a structure permitted under this code where the excavation is limited to within the volume of the proposed structure.

      3.   Cemetery graves.

      4.   Refuse disposal sites controlled by other regulations.

      5.   Excavations for wells, or trenches for utilities.

      6.   Mining, quarrying, excavating, processing or stockpiling rock, sand, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil and adjoining properties.

      7.   Exploratory excavations performed under the direction of a registered soils engineer or engineering geologist. This shall not exempt grading of access roads or pads created for exploratory excavations. Exploratory excavations must not create a hazardous condition to adjacent properties or the public in accordance with Section J101.3. Exploratory excavations must be restored to existing conditions, unless approved by the building official.

      8.   An excavation that does not exceed 50 cubic yards (38.3 m^) and complies with one of the following conditions:

         (1)   is less than 2 feet (0.6 m) in depth.

         (2)   does not create a cut slope greater than 5 feet (1.5 m) measured vertically upward from the cut surface to the surface of the natural grade and is not steeper than 2 units horizontal to 1 unit vertical (50 percent slope).

      9.   A fill not intended to support a structure that does not obstruct a drainage course and complies with one of the following conditions:

         (a)   is less than 1 foot (0.3 m) in depth and is placed on natural terrain with a slope flatter than 5 units horizontal to 1 unit vertical (20 percent slope).

         (b)   is less than 3 feet (0.9 m) in depth at its deepest point measured vertically upward from natural grade to the surface of the fill, does not exceed 50 cubic yards, and creates a fill slope no steeper than 2 units horizontal to 1 unit vertical (50 percent slope).

         (c)   is less than 5 feet (1.5 m) in depth at its deepest point measured vertically upward from natural grade to the surface of the fill, does not exceed 20 cubic yards, and creates a fill slope no steeper than 2 units horizontal to 1 unit vertical (50 percent slope).

   Exemption from the permit requirements of this appendix shall not be deemed to grant authorization for any work to be done in any manner in violation of the provisions of this code or any other laws or ordinances of this jurisdiction.

Section J103.3 is added to the 2022 CBC to read as follows:

   J103.3 Permit issuance.

      1.   The issuance of a grading permit shall constitute an authorization to do only that work which is described or illustrated on the application for the permit or on the grading plans and specifications approved by the building official at the time of issuance.

      2.   Jurisdiction of other agencies. Permits issued under the requirements of this chapter shall not relieve the owner of responsibility for securing required permits for work to be accomplished which is regulated by any other code, department or division of the governing agency.

      3.   Conditions of permit. The building official, upon recommendation of the city traffic and transportation administrator, may impose such regulations with respect to access routes to and from grading sites in hillside areas as the building official shall determine are required in the interest of safety precautions involving pedestrian or vehicular traffic.

      4.   Consent of adjacent property owner. Whenever any excavation or fill requires entry onto adjacent property for any reason, the permit applicant shall obtain the written consent or legal easements or other property rights of the adjacent property owner or their authorized representative, and shall file a signed and duly notarized copy of such consent with the building official, and no permit for such grading work may be issued unless and until all necessary consent documents are so filed. The consent shall be in a form acceptable to the building official.

Section J103.4 is added to the 2022 CBC to read as follows:

   J103.4 Grading fees.

      1.   Fees for grading plan check and for grading permits shall be established or modified by resolution of the city council. The schedule of such fees shall remain on file and be available in the office of the building official. The building official shall, with the approval of the city manager, recommend changes to the council when the costs to provide grading plan check and grading inspection services make it appropriate.

      2.   The applicant shall pay a plan check fee prior to acceptance of grading plans and specifications for checking by the city. The plan check fee shall be based on the total volume of the excavation and fill, on the site. The grading plan check fee shall be recalculated each time the grading plan volume of excavation and fill exceeds the volume used to determine the original plan check fee, and the applicant shall pay the difference between the revised and original fee before the revised grading plans are accepted for review by the city. The original grading plan check fee includes the cost to the applicant for the original submittal plus two additional submittals of corrected grading plans and specifications. When required by the building official, the applicant shall pay a supplemental grading plan check fee in accordance with the fee resolution established by the city council.

      3.   Whenever the applicant submits a grading plan for plan check that is substantially different in design of the earthwork as compared to previously submitted grading plans, the submittal shall be considered an original and a new grading plan check fee shall be determined and paid to the city as provided in this section.

      4.   The applicant shall pay a grading permit fee prior to the issuance of a grading permit by the city. The fee shall be based on the total volume of excavation and fill, on the site. If, during grading operations, the plans and specifications for the grading project are revised increasing the volume of excavation, fill, or a combination thereof above the volume that was used to determine the grading permit fee, the applicant shall pay to the city the difference between the original grading permit fee and the recalculated fee before work may resume under the grading permit.

      5.   Whenever grading operations are commenced without an approved grading permit, a penalty shall be added to all unpaid fees for grading plan check and grading permits. The penalty shall be three hundred percent of all fees due the city.

Section J104.2.1 is added to the 2022 CBC to read as follows:

   J104.2.1 Grading Designation.

   Grading in hilly terrain and all grading in excess of 2,500 cubic yards shall be performed in accordance with the approved grading plan prepared by a registered civil engineer, and shall be designated as "engineered grading." Grading involving less than 2,500 cubic yards and not located in an area of mountainous terrain shall be designated as "regular grading" unless the permittee chooses to have the grading performed as engineered grading, or the building official determines that special conditions or unusual hazards exist, in which case grading shall conform to the requirements for engineered grading.

Section J104.2.2 is added to the 2022 CBC to read as follows:

   J104.2.2 Regular grading requirements.

   In addition to the provisions of Section 106, and Section 104.2, Chapter 1, Division II, an application for a regular grading permit shall be accompanied by plans in sufficient clarity to indicate the nature and extent of the work. The plans shall give the location of the work, the name of the owner, and the name of the person who prepared the plan. If the slope of the grade exceeds 3 units horizontal to 1 unit vertical or as required by the building official, the plans and specifications shall be prepared and signed by an individual licensed by the state to prepare such plans or specifications. The plan shall include the following information:

      1.   General vicinity of the proposed site.

      2.   Limits and depths of cut and fill.

      3.   Location of any buildings or structures where work is to be performed, and the location of any buildings or structures within 15 feet (4.6 m) of the proposed grading.

      4.   Contours, flow areas, elevations, or slopes which define existing and proposed drainage patterns.

      5.   Storm water provisions in accordance with the requirements of Appendix J and Title 5 Chapter 4 of the City of El Segundo Municipal Code.

      6.   Location of existing and proposed utilities, drainage facilities, and recorded public and private easements and use restricted use areas.

      7.   Location of all Special Flood Hazard Areas as designated and defined in Title 44, Code of Federal Regulations.

Section J104.2.3 is added to the 2022 CBC to read as follows:

   J104.2.3 Engineered grading requirements.

   In addition to the provisions of Chapter 1 Division II, Section 107 and Appendix J Section J 104.2, an application for an engineered grading permit shall be accompanied by plans and specifications, and supporting data consisting of a soils engineering report and engineering geology report. The plans and specifications shall be prepared and signed by an individual licensed by the state to prepare such plans or specifications when required by the building official. Specifications shall contain information covering structures and material requirements. Plans shall be drawn to scale and shall be of sufficient clarity to indicate the nature and extent of the work proposed and show in detail that it will conform to the provisions of this code and all relevant laws, ordinances, rules, and regulations. The first sheet of each set of plans shall give location of the work, the name and address of the owner, and the person by whom they were prepared. The plans shall include, but shall not be limited to, the following information:

   1.   General vicinity of the proposed site.

   2.   Property limits and accurate contours of existing ground and details of terrain and area drainage.

   3.   Limiting dimensions, elevations, or finish contours to be achieved by the grading, proposed drainage channels, and related structures.

   4.   Detailed plans of all surface and subsurface drainage devices, walls, cribbing, dams and other protective devices to be constructed with, or as a part of, the proposed work. A map showing the drainage area and the estimated runoff of the area served by any drains shall also be provided.

   5.   Location of any existing or proposed buildings or structures on the property where the work is to be performed and the location of any buildings or structures on land of adjacent owners that are within 15 feet (4.6 m) of the property or that may be affected by the proposed grading operations.

   6.   Recommendations in the geotechnical engineering report and the engineering geology report shall be incorporated into the grading plans or specifications. When approved by the building official, specific recommendations contained in the geotechnical engineering report and the engineering geology report, that are applicable to grading, may be included by reference.

   7.   The dates of the geotechnical engineering and engineering geology reports together with the names, addresses, and telephone numbers of the firms or individuals who prepared the reports.

   8.   A statement of the earthwork quantities of materials to be excavated and/or filled. Earthwork quantities shall include quantities for geotechnical and geological remediation. In addition, a statement of material to be imported or exported from the site.

   9.   A statement of the estimated starting and completion dates for work covered by the permit.

   10.   A statement signed by the owner acknowledging that a field engineer, geotechnical engineer and engineering geologist, when appropriate, will be employed to perform the services required by this code, whenever approval of the plans and issuance of the permit are to be based on the condition that such professional persons be so employed. These acknowledgments shall be on a form furnished by the building official.

   11.   Storm water provisions are required to be shown on the grading plan in accordance with Appendix J Section J and Title 5 Chapter 4 of the ESMC.

   12.   A drainage plan for that portion of a lot or parcel to be utilized as a building site (building pad), including elevation of floors with respect to finish site grade and locations of existing and proposed stoops, slabs, fences or other features that may affect drainage.

   13.   Location and type of any existing or proposed private sewage disposal system.

   14.   Location of existing and proposed utilities, drainage facilities, and recorded public and private easements.

   15.   Location of all recorded floodways.

   16.   Location of all Special Flood Hazard Areas as designated and defined in Title 44, Code of Federal Regulations.

Section J109.5 is added to the 2022 CBC to read as follows:

   J109.5 Disposal.

   All drainage facilities shall be designed to carry waters to the nearest practicable street, storm drain, or natural watercourse drainage way approved by the building official or other appropriate governmental agency jurisdiction provided it is a safe place to deposit such waters. Erosion of ground in the area of discharge shall be prevented by installation of non-erosive down drains or other devices. Desilting basins, filter barriers or other methods, as approved by the building official, shall be utilized to remove sediments from surface waters before such waters are allowed to enter streets, storm drains, or natural watercourses. If the drainage device discharges onto natural ground, riprap or a similar energy dissipater may be required. Building pads shall have a minimum drainage gradient of 2 percent toward approved drainage facilities, a public street or drainage structure approved to receive storm waters unless waived by the building official. A lesser slope may be approved by the building official for sites graded in relatively flat terrain, or where special drainage provisions are made, when the building official finds such modification will not result in unfavorable drainage conditions.

Section J113 is added to the 2022 CBC to read as follows:

   SECTION J113

   NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) COMPLIANCE

   J113.1 General.

   All grading plans and permits shall comply with the provisions of this section for NPDES compliance including the owner of any property on which grading has been performed and which requires a grading permit under Appendix J Section J103. Sites which have been graded and which require a grading permit under Appendix J Section J103 are subject to penalties and fines per Appendix J Section J113.4. All best management practices shall be installed before grading begins or as instructed in writing by the building official for unpermitted grading as defined by Section J 103.3. As grading progresses, all best management practices shall be updated as necessary to prevent erosion and control structures related pollutants from discharging from the site. All best management practices shall be maintained in good working order to the satisfaction of the building official unless final grading approval has been granted by the building official and all permanent drainage and erosion control systems, if required, are in place.

   J113.2 Storm water pollution prevention plan (SWPPP).

   When requested by the building official, no grading permit shall be issued unless the plans for such work include a Storm Water Pollution Prevention Plan with details of best management practices, including desilting basins or other temporary drainage or control measures, or both, as may be necessary to control structures-related pollutants which originate from the site as a result of structures related activities. For unpermitted grading as defined by Section J103.3 upon written request a SWPPP in compliance with the provisions of this section and Section J106.4.3 for NPDES compliance shall be submitted to the building official.

   J113.3 Wet weather erosion control plans (WWECP).

   In addition to the SWPPP required in Appendix J Section J113.2, where a grading permit is issued and it appears that the grading will not be completed prior to November 1, then on or before October 1 the owner of the site on which the grading is being performed shall file or cause to be filed with the building official a WWECP which includes specific best management practices to minimize the transport of sediment and protect public and private property from the effects of erosion, flooding or the deposition of mud, debris or structures related pollutants. The best management practices shown on the WWECP shall be installed on or before October 15. The plans shall be revised annually or as required by the building official to reflect the current site conditions. The WWECP shall be accompanied by an application for plan checking services and plan check fees equal in amount to 10 percent of the original grading permit fee.

(Ord. 1524, 12-6-2016; amd. Ord. 1596, 11-19-2019; Ord. 1641, 11-15-2022)