9-1-202: AMENDMENTS TO CALIFORNIA BUILDING CODE:

The California Building Code adopted pursuant to section 9-1-201 is hereby amended as follows:

Section 1.1.1 of the California Building Code is amended to read as follows:

   1.1.1 Title. These regulations shall be known as the California Building Code, may be cited as such and will be referred to herein as "this code." The California Building Code is Part 2 of thirteen parts of the official compilation and publication of the adoption, amendment and repeal of building regulations to the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part incorporates by adoption the 2021 International Building Code of the International Code Council with necessary California amendments.

   For the city of Beverly Hills, these regulations shall be known as the Beverly Hills Building Code. The provisions contained in the California Building Code of the (compiled) California Building Standards Code as defined in section 18910, Health and Safety Code, may be cited as such and are referred to hereafter as "these regulations" or "these building standards" or "this code". These regulations shall also be collectively known as the "California Building Code" as amended by the Beverly Hills Municipal Code.

Section 502.1 of the California Building Code is amended to read as follows:

   502.1 Address identification. New and existing buildings shall be provided with approved address numbers or letters. Each character shall be not less than 4 inches (102mm) in height for residential properties and a minimum of 6 inches high for non-residential properties and not less than 0.5 inch (12.7mm) in width. They shall be installed on a contrasting background, on private property, and be plainly visible from the street or road fronting the property. When required by the city building official or fire official, address numbers shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other approved sign or means shall be used to identify the structure. Address identification shall be maintained. Address numbers shall also comply with the most current edition of the Beverly Hills Fire Department Premise Identification Standard 19-002.

   502.1.1 Street Numbering. The following provisions shall be applicable to street numbering:

      On the east-west axis, all numbers shall sequence, as much as practicable, with the contiguous east-west streets abutting Los Angeles city and county.

      On the north-south axis, streets north of Wilshire Boulevard shall be designated with the prefix "North," and streets south of Wilshire Boulevard shall be designated with the prefix "South."

      Numbers on the northerly and westerly sides of all streets shall end in an odd digit, while numbers on the southerly and easterly sides shall end in an even digit.

      The city building official shall designate street address numbers in the city.

   502.1.2 Building Numbering Requirements. The entrances to all buildings from public streets shall have the numbers designated by the city building official conspicuously displayed near the entrance of the structure in a manner that is visible from the street or road. In commercial locations where vehicles can obstruct addressing due to curb side parking, numbers shall be placed a minimum height of eight feet (8') from the finished floor or as approved by the fire code official. Structures which have access from a rear alley, in addition to the numbering required by this section, shall for purposes of emergency response, provide numbering and street identification which is clearly visible from the rear alley access in accordance with the following provisions:

      1.   The name of the street and street number as designated by the city building official shall be visible from the alley and located adjacent to the alley access to the structure.

      2.   The address markings shall be placed five (5') feet above the alley surface, with numbers four (4") inches in height and letters two (2") inches in height, and placed upon the structure, wall, fence, gate, or other appropriate surface so as to be clearly visible.

      3.   If any property owner shall fail to provide the address identification required by this subsection on the premises, the city may provide and affix such address identification markings at no cost to the property owner. Where identification markings are provided by the city, no person shall remove, deface, or modify such markings without the written authorization of the city building official.

      4.   When structure access doors are available from the alley or side street for a single tenant or occupant, the door shall be provided with address numbering and street name identification including unit numbers or letters in a manner approved by the city fire code official.

   502.1.3 Diagram Required For Six Or More Dwelling Units. Where a building or building complex contains six (6) or more separate dwelling units, a description diagram indicating the identification pattern and location of each dwelling unit shall be posted in a conspicuous manner at the primary entrance of such building or buildings. This requirement of this section shall be included in any building plans submitted for plan check.

   502.1.4 Prohibition Against Placing Numbers On Streets, Sidewalks, Or Curbs Or Displaying Improper Building Numbers. No person shall place, maintain, or cause any number, figure, letter, carving, drawing, design, or other marking upon, or paint, any street, sidewalk, or curb in the city, except as authorized by the city. No person shall place, maintain, or display any address identification number other than as designated by the city building official.

Section 701A.1 of the California Building Code is amended to read as follows:

   701A.1 Scope. This chapter applies to building materials, systems and/or assemblies used in the exterior design and construction of new buildings, additions and alterations located within a Wildland-Urban Interface (WUI) Fire Area as defined in Section 702A.

Section 701A.3 of the California Building Code is amended to read as follows:

   701A.3 Application. New buildings, additions and alterations located in any Fire Hazard Severity Zone or any Wildland-Urban Interface (WUI) Fire Area designated by the enforcing agency constructed after the application date shall comply with the provisions of this chapter.

   701A.3.1 Application date and where required. New buildings, additions and alterations for which an application for a building permit is submitted on or after July 1, 2008 located in any Fire Hazard Severity Zone or Wildland Interface Fire Area shall comply with all sections of this chapter, including all of the following areas:

      1.   All unincorporated lands designated by the State Board of Forestry and Fire Protection as State Responsibility Area (SRA) including:

         1.1.   Moderate Fire Hazard Severity Zones

         1.2.   High Fire Hazard Severity Zones

         1.3.   Very-High Fire Hazard Severity Zones

      2.   Land designated as Very-High Fire Hazard Severity Zone by cities and other local agencies.

      3.   Land designated as Wildland Interface Fire Area by cities and other local agencies.

   Exceptions:

      1.   New buildings located in any Fire Hazard Severity Zone within State Responsibility Areas, for which an application for a building permit is submitted on or after January 1, 2008, shall comply with all sections of this chapter.

      2.   New buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland Interface Fire Area designated by cities and other local agencies for which an application for a building permit is submitted on or after December 1, 2005 but prior to July 1, 2008, shall only comply with the following sections of this chapter:

         2.1.   Section 705A - Roofing

         2.2.   Section 706A - Attic Ventilation

Section 701A.5 of the California Building Code is amended to read as follows:

   701A.5 Vegetation management compliance. Prior to building permit final approval, the property shall be in compliance with the vegetation management requirements prescribed in California Fire Code Chapter 49, including California Public Resources Code 4291 or California Government Code Section 51182. Acceptable methods of compliance inspection and documentation shall be determined by the enforcing agency and shall be permitted to include any of the following:

      1.   Local, state or federal fire authority or designee authorized to enforce vegetation management requirements

      2.   Enforcing agency

      3.   Third party inspection and certification authorized to enforce vegetation management requirements

      4.   Property owner certification authorized by the enforcing agency.

Section 703A.5 of the California Building Code is amended to read as follows:

   703A.5 Weathering and surface treatment protection.

      703A.5.1 General. Material and material assemblies tested in accordance with the requirements of Section 703A shall maintain their fire test performance under conditions of use, when installed in accordance with the manufacturers instructions.

      703A.5.2 Weathering. Fire-retardant-treated wood shall meet the fire test performance requirements of this chapter after being subjected to the weathering conditions contained in the following standards, as applicable to the materials and the conditions of use.

         703A.5.2.1 Fire-retardant-treated wood. Fire-retardant-treated wood shall be tested in accordance with ASTM D2898 (Method A) and the requirements of Section 2303.2.

         703A.5.2.2 Deleted.

      703A.5.3 Surface treatment protection. The use of paints, coatings, stains or other surface treatments are not an approved method of protection as required in this chapter.

Section 704A.4 of the California Building Code is amended to read as follows:

   704A.4 Alternative methods for determining ignition-resistant material. Any one of the following shall be accepted as meeting the definition of ignition-resistant material:

      1.   Noncombustible material. Material that complies with the definition for noncombustible materials in Section 202.

      2.   Fire-retardant-treated wood. Fire-retardant-treated wood identified for exterior use that complies with the requirements of Section 2303.2.

      3.   Deleted

Section 709A.2 of the California Building Code is amended to read as follows:

   709A.2 Where required. The walking surface material of decks, porches, balconies and stairs shall comply with the requirements of this section.

Section 709A.3 of the California Building Code is amended to read as follows:

   709A.3 Decking Surfaces. The walking surface material of decks, porches, balconies and stairs shall be constructed with one of the following materials:

      1.   Material that complies with the performance requirements of Section 709A.4 when tested in accordance with both ASTM E2632 and ASTM E2726.

      2.   Ignition-resistant material that complies with the performance requirements of 704A.3 when tested in accordance with ASTM E84 or UL 723

      3.   Material that complies with the performance requirements of both SFM Standard 12-7A-4 and SFM Standard 12-7A-5.

      4.   Not adopted

      5.   Noncombustible material

      6.   Any material that complies with the performance requirements of SFM Standard 12-7A-4A when attached exterior wall covering is also composed of noncombustible or ignition-resistant material.

         Exception: Wall material may be of any material that otherwise complies with this chapter when the decking surface material complies with the performance requirements ASTM E84 with a Class A flame spread rating.

      7.   Any material that complies with the performance requirements of Section 709A.5 when tested in accordance with ASTM E2632 and when attached exterior wall covering is also composed of only noncombustible or ignition-resistant materials.

         Exception: Wall material shall be permitted to be of any material that otherwise complies with this chapter when the decking surface material complies with the performance requirements ASTM E84 with a Class A flame spread rating.

Section 710A and subsections are deleted from the California Building Code.

Section 903.2 of the California Building Code is amended to read as follows:

   [F] 903.2 Where required.

      A.   New Buildings. Approved automatic sprinkler systems in new buildings and structures shall be required for all occupancies, except detached storage sheds that are less than five hundred (500) square feet which do not store motor vehicles.

      B.   Existing Buildings. Approved automatic sprinkler systems shall be required in all existing buildings if: (i) additions, alterations or repairs are made within any twelve (12) month period which exceed fifty percent (50%) of the value of such existing building, (ii) an addition is constructed which exceeds fifty percent (50%) of the square footage of the existing building, or (iii) an addition of more than five thousand (5,000) square feet is constructed.

      C.   Specific Occupancies. Areas occupied by the following occupancies shall have an approved fire sprinkler system installed:

         (1)   Throughout all existing eating establishments having a floor area in excess of three thousand (3,000) square feet, including all related floor area including but not limited to food preparation and waiting areas.

         (2)   Throughout bowling alleys.

         (3)   Throughout public assembly occupancies having an occupant load of three hundred (300) or more persons. If such occupancies are located above the first floor, the floors below shall be provided with an automatic sprinkler system; provided further, public assembly occupancies of three hundred (300) or more persons placed in buildings existing prior to August 19, 1976, shall not be required to provide an automatic fire-extinguishing system in floors below such occupancy.

         (4)   Throughout hotels except those areas used exclusively for lodging.

         (5)   Throughout retail sales rooms classified as group M and S occupancies if the floor area of all floors exceeds twelve thousand (12,000) square feet, and in group M and S retail sales and storage occupancies more than three (3) stories in height, and in group M and S occupancies, if such occupancies are located within the same building or structure as group R-l occupancies. The area of mezzanines shall be included in determining the areas where sprinklers are required.

         (6)   Nightclubs and discos in rooms primarily used for entertaining occupants who are drinking or dining and unseparated accessory uses where the total area of such unseparated rooms and assembly uses exceeds three thousand (3,000) square feet. For uses to be considered "separated," the separation shall be not less than is required for a one-hour occupancy separation.

         (7)   In every story or basement of all buildings if the floor area exceeds fifteen hundred (1,500) square feet and there is not provided at least twenty (20) square feet of opening entirely above the adjoining ground level in each 50 linear feet or fraction thereof of exterior wall in the story or basement on at least one side of the building. Openings shall have a minimum dimension of not less than thirty (30) inches. Such openings shall be accessible to the fire department from the exterior and shall not be obstructed in a manner that firefighting or rescue cannot be accomplished from the exterior. When openings in a story are provided on only one side and the opposite wall of such story is more than seventy-five (75) feet from such openings, the story shall be provided with an approved automatic sprinkler system, or openings as specified above shall be provided on at least two sides of an exterior wall of the story.

      D.   Approved automatic sprinkler systems shall be required for new Ambulatory Health Care Facilities (as that term is defined herein) located in an existing building or portion thereof, and that are classified as a Business Group B or Institutional Group 1-2.1 occupancy.

Sections 903.2.1 through 903.2.10 of the California Building Code (and the subsections therein) are hereby deleted in their entirety, except 903.2.1.6.

Section 903.2.1.6 of the California Building Code is amended to read as follows:

   [F] 903.2.1.6 Assembly occupancies on roofs. Where an occupied roof has an assembly occupancy with an occupant load exceeding 49 for Group A-2, and 300 for other Group A occupancies, all floors between the occupied roof and the level of exit discharge shall be equipped with an automatic sprinkler system in accordance with Section 903.3.1.1.

      Exception: Deleted.

Section 903.2.11 of the California Building Code is amended to read as follows:

   903.2.11 Specific building areas and hazards. In all occupancies an automatic sprinkler system shall be installed for building design or hazards in the locations set forth in Section 903.2.11.2, and Sections 903.2.11.4 through 903.2.11.9.

Sections 903.2.11.1, 903.2.11.1.1, 903.2.11.1.2, 903.2.11.1.3 and 903.2.11.3 of the California Building Code are hereby deleted in their entirety.

Section 903.2.11.7 is added to the California Building Code to read as follows:

   [F] 903.2.11.7 Storage and use of nitrate film. An automatic sprinkler system shall be provided throughout all new and existing rooms where nitrate film is stored and handled.

Section 903.2.11.8 is added to the California Building Code to read as follows:

   [F] 903.2.11.8 Fiber storage vaults. An automatic sprinkler system shall be provided in new and existing combustible fiber storage vaults as defined in the fire code.

Section 903.2.11.9 is added to the California Building Code to read as follows:

   [F] 903.2.11.9 Bowling alleys. An automatic sprinkler system shall be provided throughout all new and existing bowling alleys.

Section 903.3.1.1.4 is added to the California Building Code to read as follows:

   [F] 903.3.1.1.4 Backflow Assembly for NFPA 13 Systems. An approved backflow assembly (DCDA, DCVA, or RPZ) shall be provided to all new or modified NFPA 13 systems.

Section 903.3.1.2 of the California Building Code is amended to read as follows:

   [F] 903.3.1.2 NFPA 13R Sprinkler Systems. This section including subsections are deleted. NFPA 13R systems are not allowed in the City of Beverly Hills.

Sections 903.3.1.2.1, 903.3.1.2.2 and 903.3.1.2.3 of the California Building Code, are deleted.

Section 903.3.1.3.1 is added to the California Building Code to read as follows:

   [F] 903.3.1.3.1 Double check valve. Two check valves are required to be installed to all new or modified NFPA 13D systems.

Section 903.3.1.3.2 is added to the California Building Code to read as follows:

   [F] 903.3.1.3.2 Additional NFPA 13D Requirements. For new or modified fire sprinkler systems, each separate structure shall include the following:

      1.   Fire sprinkler riser assembly, including a main control valve, separate domestic valve, pressure gauge, water-flow switch and Identification signage.

      2.   Exterior Horn strobe located street facing on the address side at a minimum of 8 feet in height and unobstructed, or location approved by the fire code official

      3.   Sprinkler Box with spare sprinklers and wrench in an approved location."

Section 903.3.1.3.3 is added to the California Building Code to read as follows:

   [F] 903.3.1.3.3 GPM Test. A GPM test shall be required on all new NFPA 13D systems for structures 10,000 square feet or greater. Any existing NFPA 13D system with modifications, alterations or additions is subject to a GPM test as requested by the fire code official.

Section 903.3.9 of the California Building Code is amended to read as follows:

   [F] 903.3.9 Floor Control Valves. Floor control valves, waterflow detection, and check valve 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 or more stories in height.

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

   Exception: Group R-3 & R-3.1 occupancies floor control valves waterflow detection assemblies shall not be required.

Section 903.3.10 is added to the California Building Code to read as follows:

   [F] 903.3.10 Exterior Projections. Sprinklers shall be provided for exterior canopies, roofs, porte-cocheres, loading docks, balconies, decks and similar projections that exceed 4 feet to newly constructed or to modified existing sprinklered buildings.

   Balconies and decks built onto a non-sprinklered structure that projects outward more than 4 feet of exterior wall of the floor immediately below the projection shall be sprinklered.

Section 903.4 of the California Building Code, excluding subsections, is amended to read as follows:

   [F] 903.4 Sprinkler system supervision and alarms. All valves controlling the water supply for NFPA 13 and 13D automatic sprinkler systems, pumps, tanks, water levels and temperatures, critical air pressures, and water-flow switches on all NFPA 13 and 13D sprinkler systems shall have all valves locked in the open position as required by the Fire Official and be electrically supervised by a listed fire alarm control unit. Where the combination of new and existing sprinkler systems totaling 6 sprinkler heads or more on one property are being modified or altered, the entire sprinkler system shall be monitored off-site by an approved Supervising Station (Central, Remote or Proprietary).

   Exceptions:

      1.   New and existing sprinkler systems with a combined total of 5 heads or less on one property.

      2.   Electrical supervision of valves on 13D systems shall not be required.

Section 903.4.2 of the California Building Code is amended to read as follows:

   [F] 903.4.2 Alarms. Approved interior audible and audible/visible devices shall be connected to every NFPA 13 and 13D automatic sprinkler system in approved location(s). Bells shall not be installed and existing bells shall be replaced when the system is modified unless approved by the fire code official.

   One exterior approved audible and visible device, listed for outdoor use, shall be provided and connected to every NFPA 13 and 13D automatic sprinkler system. The device shall be located on the exterior of the building, a minimum of 8 feet from finished floor, free from obstructions, street facing and address side, or as approved by the fire code official. Structures not visible from the street shall require an additional exterior notification device as required by the fire code official. Such sprinkler water-flow alarm devices 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 building fire alarm system is installed, actuation of the automatic sprinkler system shall actuate the building fire alarm system. Approved fire alarm notification appliances shall be provided throughout as required by the fire code official. Visible alarm notification appliances shall not be required except when required by this Section and Section 907.5.2.

Section 905.12 is added to the California Building Code to read as follows:

   [F] 905.12 Existing buildings. Existing structures with occupied floors located 3 or more stories above or below the lowest level of fire department access shall be equipped with standpipes installed in accordance with section 905. The standpipes shall have an approved fire department connection with hose connections at each floor level above or below the lowest level of fire department access. The fire code official is authorized to approve the installation of manual standpipe systems to achieve compliance with this section where the responding fire department is capable of providing the required hose flow at the highest standpipe outlet.

Section 907.2.11 of the California Building Code is amended to read as follows:

   [F] Section 907.2.11 Single- and Multiple-Station Smoke alarms. Listed single- and multiple-station smoke alarms complying with UL 217 for all new and existing R-occupancies shall be installed as described in Sections 907.2.11 and NFPA 72.

Section 907.2.11.5 of the California Building Code is amended to read as follows:

   [F] 907.2.11.5 Interconnection. Where more than one smoke alarm is required to be installed within an individual dwelling unit or sleeping unit in Group R occupancies, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the individual unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. The alarm shall be clearly audible in all bedrooms over background noise levels with all intervening doors closed. When low-voltage systems are required, the fire official may require additional sounder bases installed. Low voltage systems shall be installed per NFPA 72 fire alarm system requirements.

      Exceptions:

      1.   Interconnection is not required in buildings which are not undergoing alterations, repairs or construction of any kind.

      2.   Smoke alarms in existing areas are not required to be interconnected where alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space or basement available which could provide access for interconnection without the removal of interior finishes.

Section 907.2.11.6 of the California Building Code is amended to read as follows:

   [F] 907.2.11.6 Power source. In existing construction, new construction, and in newly classified group R occupancies, required smoke alarms shall receive their primary power from the building wiring where such wiring is served from a commercial source and shall be equipped with a battery backup. Smoke alarms shall emit a signal when the batteries are low. Wiring shall be permanent and without a disconnecting switch other than as required for overcurrent protection.

   Exception: Smoke alarms are not required to be equipped with battery backup where they are connected to an emergency electrical system that complies with section 604."

Section 907.5 of the California Building Code is amended to read as follows:

   [F] 907.5 Occupant Notification Systems. A fire alarm system and sprinkler monitoring system shall annunciate at the fire alarm control unit and shall initiate occupant notification upon activation, in accordance with Sections 907.5.1 through 907.5.2.3.3.1, and 907.5.2.6. Where a fire alarm system and fire monitoring system is required by another section of this code, it shall be activated by:

      1.   Automatic fire detectors.

      2.   Automatic sprinkler system waterflow devices.

      3.   Manual fire alarm boxes.

      4.   Automatic fire-extinguishing systems.

      Exception: Where notification systems are allowed elsewhere in Section 907 to annunciate at a constantly attended location.

Section 907.5.1.2 is added to the California Building Code to read as follows:

   907.5.1.2 Redundant Fire Alarm Systems. Each fire sprinkler system shall have only one fire alarm panel which will be accessible to the fire department at all times. Redundant fire alarm panels shall be removed unless otherwise approved by the AHJ.

Section 907.5.2.6 is added to the California Building Code to read as follows:

   [F] 907.5.2.6 Additional Notifications Appliance Location. Approved audible and visible or visible devices shall be connected to every new or modified NFPA 13D automatic sprinkler system in an approved location(s). Visible alarm notification appliances shall be provided in all occupied rooms where ambient noise impairs hearing of the fire alarm including but not limited to residential home theaters, gyms, indoor activity rooms other rooms with similar uses that can impair notification.

   Approved audible/visible or visible devices shall be connected to every new or modified NFPA 13 automatic sprinkler system in an approved location(s). Audible/visible alarm notification appliances shall be provided in all occupied rooms where ambient noise impairs hearing of the fire alarm including but not limited to public dressing, changing, or fitting rooms with full height doors or curtains that obstruct seeing the visible notification appliances or businesses with rooms where patients await medical care or consultation is provided, exterior common uses area or as approved by the fire code official.

Section 907.6.3.1 of the California Building Code is amended to read as follows:

   [F]907.6.3.1 Annunciation. The initiating device status shall be annunciated only at the following approved locations by fire code official; near main entrance, lobby, fire control room, staffed security station or additional units with different addresses from reporting panel. Additional annunciator panels can be required at other locations per the fire code official.

Section 1008.2 of the California Building Code, excluding subsections, is amended to read as follows:

   1008.2 Illumination required. The means of egress serving a room or space shall be illuminated at all times that the room or space is occupied.

   Exceptions:

      1.   Not adopted

      2.   Aisle accessways in Group A

      3.   Dwelling units and sleeping units in Groups R-1, R-2 and R-3.

      4.   Sleeping Units in Group I, R-2.1 and R-4 occupancies.

Section 1008.3 of the California Building Code is amended to read as follows:

   1008.3 Emergency power for illumination. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply.

      1008.3.1 General. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas:

         1.   Aisles

         2.   Corridors

         3.   Exit access stairways and ramps

         4.   Parking Structures

      1008.3.2 Buildings. In the event of power supply failure in buildings that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas:

         1.   Interior exit access stairways and ramps.

         2.   Interior and exterior exit stairways and ramps.

         3.   Exit passage ways.

         4.   Vestibules and areas on the level of discharge used for exit discharge in accordance with Section 1028.2.

         5.   Exterior landings as required by Section 1010.1.5 for exit doorways that lead directly to the exit discharge.

         6.   Group I-2 and I-2.1 exit discharge stairways, ramps, aisles, walkways and escalators leading to a public way or to a safe dispersal area in accordance with section 1028.5.

      1008.3.3 Rooms and spaces. In the event of power supply failure, an emergency electrical system shall automatically illuminate all of the following areas:

         1.   Electrical equipment rooms.

         2.   Fire command centers.

         3.   Fire pump rooms.

         4.   Generator rooms.

         5.   Public restrooms with an area greater than 300 square feet (27.87m2).

      1008.3.4 Duration. The emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or an on-site generator. The installation of the emergency power system shall be in accordance with Section 2702.

      1008.3.5 Illumination level under emergency power. Emergency lighting facilities shall be arranged to provide initial illumination that is not less than an average of 1 footcandle (11 lux) and a minimum at any point of 0.1 footcandle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 footcandle (6 lux) average and a minimum at any point of 0.06 footcandle (0.6 lux) at the end of the emergency lighting time duration. A maximum-to-minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. In Group I-2 occupancies, failure of a single lamp in a luminaire unit shall not reduce the illumination level to less than 0.2 foot-candle (2.2 lux).

Section 1010.2.12.1 of the California Building Code is amended to read as follows:

   1010.2.12.1 Access-controlled elevator lobby doors in mid-rise and high-rise buildings. When approved by the fire official, the entrance doors within an elevator lobby in a means of egress of midrise and highrise buildings serving offices that are equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 and an approved automatic smoke detection system installed in accordance with Section 907, are permitted to be equipped with an approved entrance and egress access control system which shall be installed in accordance with all of the following criteria:

      1.   The building is provided throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

      2.   A smoke detector is installed on the ceiling on the tenant side of the elevator lobby doors along the centerline of the door opening, not less than 1 foot and not more than 5 feet from the door opening, and is connected to the fire alarm system.

      3.   A remote master switch capable of unlocking the elevator lobby doors shall be provided in the fire command center for use by the fire department.

      4.   Locks for the elevator lobby shall be U.L. and California State Fire Marshall listed fail-safe type locking mechanisms. The locking device shall automatically release on activation of any fire alarm device on the floor of alarm (waterflow, smoke detector, manual pull stations, etc.) All locking devices shall unlock, but not unlatch, upon activation.

      5.   A two-way voice communication systems, utilizing dedicated lines, shall be provided from each locked elevator lobby to the 24-hour staffed location on site, annunciated as to location. Operating instructions shall be posted above each two-way communication device.

            Exception: When approved by the fire chief, two-way voice communication system to an off-site facility may be permitted where means to remotely unlock the access controlled doors from the off-site facility are provided.

         When permission has been granted for the use of an off-site facility, the property manager is responsible to inform, coordinate, and ensure all tenants within the building(s) are served by the same off-site facility.

      6.   An approved momentary mushroom-shaped palm button connected to the doors and installed adjacent to each locked elevator lobby door shall be provided to release the door locks when operated by an individual in the elevator lobby. The locks shall be reset manually at the door. Mount palm button so that the center line is 48 inches above the finished floor.

         Provide a sign stating:

            IN CASE OF EMERGENCY, PUSH PALM

            BUTTON. DOOR WILL UNLOCK AND

            SECURITY ALARM WILL SOUND.

            PROCEED TO EXIT.

         The sign lettering shall be 3/4-inch high letters by 1/8-inch width stroke on a contrasting background.

      7.   Loss of power to that part of the access control system which locks the doors shall automatically unlock the doors.

Section 1023.9 of the California Building Code is amended to read as follows:

   1023.9 Stairway identification signs. A sign shall be provided at each floor landing in an interior exit stairway and ramp connecting more than two stories designating the floor level, the terminus of the top and bottom of the interior exit stairway and ramp and the identification of the stair or ramp. The signage shall also state the story of, and the direction to, the exit discharge and the availability of roof access from the interior exit stairway and ramp for the fire department. The sign shall be located 5 feet (1524 mm) above the floor landing in a position that is readily visible when the doors are in the open and closed positions. Signs shall be installed on the interior of the stairways on each floor and on the exterior door of each stair door at the ground level, to identify each stair landing and indicate the upper and lower termination of the stairway. Floor level identifications and markings shall remain consistent throughout the entire property or building including, but not limited to lobbies, hallways, parking levels, and basement levels. Additional signage for interior stairway or ramps shall be arranged and marked to make direction of egress to the public way readily available.

   In addition to the stairway identification sign, raised character and Braille floor identification signs that comply with Chapter 11B shall be located at the landing of each floor level, placed adjacent to the door on the latch side, in all enclosed stairways in buildings two or more stories in height to identify the floor level. At the exit discharge level, the sign shall include a raised five pointed star located to the left of the identifying floor level. The outside diameter of the star shall be the same as the height of the raised characters.

Section 1023.9.1 of the California Building Code is amended to read as follows:

   1023.9.1 Signage requirements. Stairway identification signs shall comply with all of the following requirements:

      1.   The signs shall be a minimum size of 18 inches (457 mm) by 12 inches (305 mm).

      2.   The letters designating the identification of the interior exit stairway and ramp shall be a minimum of 1-1/2 inches (38 mm) in height.

      3.   The number designating the floor level shall be a minimum of 5 inches (127 mm) in height with 3/4-inch (19 mm) strokes and located in the center of the sign. The mezzanine levels shall have the letter "M" preceding the floor level. Basement levels shall have the letter "B" preceding the floor number.

      4.   All other lettering and numbers shall be a minimum of 1 inch (25 mm) in height.

      5.   The stairway's upper terminus, such as ROOF ACCESS or NO ROOF ACCESS, shall be placed under the stairway identification in 1-inch-high (25 mm) block lettering with 1/4-inch (6 mm) strokes.

      6.   The lower and upper terminus of the stairway shall be placed at the bottom of the sign in 1-inch-high (25mm) block lettering with 1/4 inch (6 mm) strokes.

      7.   Characters and their background shall have a nonglare finish. Characters shall contrast with their background, with either light characters on a dark background or dark characters on a light background.

      8.   When signs required by Section 1023.9 are installed in interior exit enclosures of buildings subject to Section 1025, the signs shall be made of the same materials as required by Section 1025.4.

      9.   Signs shall also be installed on the exterior of all ground level stairway doors.

Section 1505.1 of the California Building Code is amended to read as follows:

   [BF] 1505.1 General. Except as otherwise provided in this section, roof coverings or roof assemblies on any structure regulated by this code shall be a fire-retardant roof covering or roof assembly that is listed as a Class A assembly in accordance with ASTM E 108 or UL 790. In addition, no wood shall be used as a roof covering material. Noncombustible non-wood roof coverings may be applied in accordance with the manufacturer's requirements in lieu of a fire-retardant roofing assembly.

   Exception: Roof repairs of less than 10 percent of the total roof area on existing structures in any one-year period may be repaired with a roof covering that meets the same fire retardant standard as the existing roof.

Sections 1505.1.1, 1505.1.2 and 1505.1.3 of the California Building Code are hereby deleted.

Section 1505.1.5 is added to the California Building Code to read as follows:

   1505.1.5 Class A roof covering requirement. Notwithstanding any other requirement of the Beverly Hills Municipal Code, no later than July 1, 2014, all wood roof coverings in the City of Beverly Hills shall be either: (1) fire retardant Class A; or (2) treated with a fire retardant spray in accordance with Sections 1505.1.6, 1505.1.7 and 1505.1.8.

   Exceptions:

   1.   Demolition or renovation permit. Property owners with a non-Class A wood roof that, as of July 1, 2014, have applied for or possess a demolition permit or renovation permit involving a reroofing or an alteration or addition to the roof, shall have until December 31, 2014 to commence such demolition or renovation and remove the non-Class A wood roof; provided however, that such property owner shall submit a signed affidavit, on a form provided by the City, representing that the non-Class A wood roof will be removed by December 31, 2014.

   2.   Qualified Historical Building or Property. A Qualified Historical Building or Property, as defined in the California Historical Building Code adopted by reference into the Beverly Hills Municipal Code, shall comply with the requirements set forth in the California Historical Building Code, as adopted and amended by the City of Beverly Hills.

Section 1505.1.6 is added to the California Building Code to read as follows:

   1505.1.6 Fire retardant spray for non-Class A wood roofs. If a fire retardant spray is applied on a non-Class A wood roof pursuant to Section 1505.1.5 above, such fire retardant spray shall comply with the current standards of the California State Fire Marshal, including but not limited to ASTM E-84, NFPA 255 and UL 723, and shall be applied by a California licensed contractor, or other qualified applicator. The property owner and certified applicator shall submit a signed affidavit on a form provided by the City indicating the manufacturer's recommended effectiveness period and the certified applicator's warranty period. The fire retardant spray shall be repeated before the end of the manufacturer's recommended effectiveness period or the certified applicator's certification warranty, whichever is shorter; provided, however, that the fire retardant spray need not be repeated if, before the end of the manufacturer's recommended effectiveness period or certified applicator's warranty period, whichever is earlier, a property owner has applied for or possesses a demolition permit or renovation permit involving a reroofing or an alteration or addition to the roof, and commences such demolition or renovation and removes the non-Class A wood roof within 180 days from the expiration of such effectiveness or warranty period; provided further however, that the property owner shall submit a signed affidavit, on a form provided by the City, representing that such property owner is not repeating the fire retardant spray because the non-Class A wood roof will be removed within 180 days from the expiration of the manufacturer's recommended effectiveness period or certified applicator's warranty period, whichever is earlier, of the existing spray.

Section 1505.1.7 is added to the California Building Code to read as follows:

   1505.1.7 Permits required. No fire retardant spray shall be applied on a non-Class A wood roof within the City without first obtaining a permit from the City. There will be no charge for such permit, which shall remain valid for the term of the manufacturer's recommended effectiveness period or the certified applicator's certification warranty, whichever is shorter. The permit shall state the name of the certified applicator, the approved fire retardant spray material and the permit expiration date. Before a property owner repeats the fire retardant spray in accordance with Section 1505.1.6, such property owner shall renew the permit obtained pursuant to this section.

Section 1505.1.8 is added to the California Building Code to read as follows:

   1505.1.8 Replacement of non-Class A wood roofs upon sale or transfer. Notwithstanding Section 1505.1.5 of the Beverly Hills Municipal Code, effective July 1, 2014, all existing non-Class A wood roofs shall be replaced with a fire retardant Class A non-wood roof before the sale or transfer of such property for monetary consideration.

   Exceptions:

   1.   Buyer assumes responsibility, if the Seller and the Buyer agree that the Buyer shall assume responsibility to replace the wood roof and an application for a demolition permit or renovation permit involving a reroofing or an alteration or addition to the roof will be submitted, and such demolition or renovation will commence, and such non-Class A wood roof will be removed, within 180 days from the date of title transfer, then the non-Class A wood roof need not be replaced before the sale or transfer of such property, but shall be removed by the Buyer within the 180 day period from the date of title transfer; provided further, that the Seller and Buyer of such property shall submit a signed affidavit, on a form provided by the City, representing that the Buyer will remove the non-Class A wood roof within 180 days from the date of title transfer.

   2.   Qualified Historical Building or Property. A Qualified Historical Building or Property, as defined in the California Historical Building Code adopted by reference into the Beverly Hills Municipal Code, shall comply with the requirements set forth in the California Historical Building Code, as adopted and amended by the City of Beverly Hills.

Section 1511.10 is added to the California Building Code to read as follows:

   Section 1511.10 Roof Top Equipment Enclosures. Operating equipment, including associated ducting, located on the roof of a building shall be enclosed so as to be shielded from view in a horizontal plane or lower and so as to comply with the noise abatement provisions of Chapter 1 of Title 5 of the Beverly Hills Municipal Code. The enclosure finish shall match that of the building exterior walls. Enclosures on buildings with non-residential uses shall be of non-combustible, opaque material.

Sections 1613.5 is added to the California Building Code 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 1613.5.1 is added to the California Building Code to read as follows:

   1613.5.1 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 1613.5.2 is added to the California Building Code to read as follows:

   1613.5.2 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. Continuous ties required by this section shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toenails 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 for providing the 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 1613.5.3 is added to the California Building Code to read as follows:

   1613.5.3 Structural Separation. Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:

                  (12.12-1)

Section 1613.6 is added to the California Building Code to read as follows:

   1613.6 Seismic Design Provisions for Hillside Buildings.

      1613.6.1 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.

      1613.6.2 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.

      1613.6.3 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 1613.6.5 and 1613.6.7.3 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 1613.6.6 and 1613.6.7.4.

         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.

      1613.6.4 Analysis and Design.

         1613.6.4.1 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.

         1613.6.4.2 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.

            1613.6.4.2.1 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.

            1613.6.4.2.2 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.

         1613.6.5 Base Shear Resistance-Primary Anchors.

            1613.6.5.1 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.

            1613.6.5.2 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).

            1613.6.5.3 Design of Primary Anchors and Diaphragm Struts. Primary anchors and diaphragm struts shall be designed in accordance with the requirements of Section 1613.6.8.

            1613.6.5.4 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.

         1613.6.6 Base Shear Resistance-Secondary Anchors.

            1613.6.6.1 General. In addition to the primary anchors required by Section 1613.6.5, 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.

            1613.6.6.2 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.

            1613.6.6.3 Design. Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.6.8.

         1613.6.7 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.

            1613.6.7.1 Diaphragm Defined. Every floor level below the base level diaphragm shall be designed as a diaphragm.

            1613.6.7.2 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.

            1613.6.7.3 Design Force Resistance-Primary Anchors. The design force described in Section 1613.6.7.2 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 1613.6.5.

            1613.6.7.4 Design Force Resistance-Secondary Anchors.

               1613.6.7.4.1 General. In addition to the primary anchors required in Section 1613.6.7.3, 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.

               1613.6.7.4.2 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.

               1613.6.7.4.3 Design. Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.6.8.

         1613.6.8 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.

         1613.6.9 Lateral-Force-Resisting Elements Normal to the Downhill Direction.

            1613.6.9.1 General. In the direction normal to the downhill direction, lateral-force-resisting elements shall be designed in accordance with the requirements of this section.

            1613.6.9.2 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.

            1613.6.9.3 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.

            1613.6.9.4 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.

         1613.6.9.5 Distribution of Lateral Forces.

            1613.6.9.5.1 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.

            1613.6.9.5.2 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).

            1613.6.9.5.3 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.

         1613.6.9.6 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.

      1613.6.10 Specific Design Provisions.

         1613.6.10.1 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.

         1613.6.10.2 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.

         1613.6.10.3 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.

         1613.6.10.4 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.

         1613.6.10.5 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 1613.7 is added to the California Building Code to read as follows:

   1613.7 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.

      1613.7.1 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.

      1613.7.2 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.

      1613.7.3 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.

      1613.7.4 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.

         1613.7.4.1 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.

         1613.7.4.2 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.

         1613.7.4.3 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.

         1613.7.4.4 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 California Building Code, excluding subsections, is amended to read as follows:

   1704.6 Structural observations. Where required by the provisions of Section 1704.6.1, 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 California Building Code is amended to read as follows:

   1704.6.1 Structural observations for structures. Structural observations shall be provided for those structures where one or more of the following conditions exist:

      1.   The structure is classified as Risk Category III or IV.

      2.   The structure is a high-rise building.

      3.   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.   Such observation is required by the registered design professional responsible for the structural design.

      5.   Such observation is specifically required by the building official.

      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.

Section 1705.3 of the California Building Code, excluding subsections, 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, not more 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:

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

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

            3.   The structural design of the footing is based on a specified compressive strength, f'c, not more 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).

      4.   Concrete patios, driveways and sidewalks, on grade.

Section 1705.13 of the California Building Code, excluding subsections, 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 1613.3.4, 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 1613.3.4, 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 1803.2 of the California Building Code is amended to read as follows:

   1803.2 Investigations required. Geotechnical investigations shall be conducted in accordance with Sections 1803.3 through 1803.5. All proposed development of habitable structures for four or more units and all commercial properties shall complete an appropriate "standard-of-practice" geological investigation in accordance with the guidelines stipulated by the Building Official to ensure that active faults do not underlie the site or, if present, are appropriately mitigated by avoidance (structural setbacks).

   Exception: The building official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in section 1803.5.1 through 1803.5.6 and Sections 1803.5.10 and 1803.5.11.

Section 1807.1.4 of the California Building Code is deleted.

Section 1807.1.6 of the California Building Code, excluding subsections, 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 1807.2 of the California Building Code, excluding subsections, is amended to read as follows:

   1807.2 Retaining walls. Retaining walls shall be designed in accordance with Section 1807.2.1 through 1807.2.3. Retaining walls assigned to Seismic Design Category D, E or F shall not be partially or wholly constructed of wood.

Section 1807.3.1 of the California Building Code is amended to read as follows:

   1807.3.1 Limitations. The design procedures outlined in this section are subject to the following limitations:

      1.   The frictional resistance for structural walls and slabs on silts and clays shall be limited to one-half of the normal force imposed on the soils by the weight of the fooling or slab.

      2.   Posts embedded in earth shall not be used to provide lateral support for structural or nonstructural materials such as plaster, masonry or concrete unless bracing is provided that develops the limited deflection required.

      Wood poles shall be treated in accordance with AWPA U1 for sawn timber posts (Commodity Specification A, Use Category 4B) and for round timber posts (Commodity Specification B, Use Category 4B). Wood poles and posts embedded in direct contact with soil shall not be used for structures assigned to Seismic Design Category D, E or F.

         Exception: Wood poles and posts embedded in direct contact with soil may be used to support nonhabitable, nonoccupiable structures such as fences when approved by the building official.

Section 1809.3 of the California Building Code 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 California Building Code are amended to read as follows:

   1809.7 Prescripti ve 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. Light-frame construction using 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 CONSTRUCTIONa, 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 1905 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.   Footings 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 California Building Code is hereby deleted.

Section 1810.1.4 of the California Building Code is amended to read as follows:

   1810.1.4 Special types of deep foundations. The use of types of deep foundation elements not specifically mentioned herein is permitted, subject to the approval of the building official, upon the submission of acceptable test data, calculations and other information relating to the structural properties and load capacity of such elements. The allowable stresses for materials shall not in any case exceed the limitations specified herein. Driven piles or vibratory driving deep foundations elements are not permitted without permission from the Building Official.

Section 1810.3.2.4 of the California Building Code, excluding subsections, 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 California Building Code, excluding subsections, 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 California Building Code 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 cementitious 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.

               Exception:

                  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.

Subsections 1905.1.9 through 1905,1.11 are added to the California Building Code 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 18.10.4.6 as follows:

      18.10.4.6 - 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 California Building Code, excluding subsections, 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 2302.1. 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 2304.10.3.1 of the California Building Code is added to read as follows:

   2304.10.3.1 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 2304.12.2.8 of the California Building Code 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 the California Building Code to read as follows:

   2305.4 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 California Building Code, excluding subsections, 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 California Building Code 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.

      For structures assigned to Seismic Design Category D, E or F, application of Table 4.3B of ANSI/AWC SDPWS shall not be allowed.

      For structures assigned to Seismic Design Category D, E or F application of Table 4.3C of ANSI/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 California Building Code 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 California Building Code is amended to read as follows:

Sections 2308.6.5, 2308.6.5.1, 2308.6.5.2, Figure 2308.6.5.1, and Figure 2308.6.5.2 of the California Building Code 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 the California Building Code 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 California Building Code 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 3109.3 is added to the California Building Code to read as follows:

   3109.3 Public Swimming Pools. Public swimming pools shall be completely enclosed by a fence not less than 5 feet (60 inches) in height of a screen enclosure. Opening in the fence shall not permit the passage of a 4-inch-diameter (102 mm) sphere. The fence or screen enclosure shall be equipped with self-closing and self-latching gates.

Section 3115 of the California Building Code is deleted.

Section 3116 is added to the California Building Code to read as follows:

SECTION 3116

TENTS, AWNINGS, CANOPIES, AND UMBRELLAS

   3116.1 Permits required. No tent, awning, or canopy in excess of forty (40) square feet shall be erected or maintained on private property within the city without first obtaining a permit from the city building official. The permit fee shall be as established by resolution of the city council. Unless otherwise authorized by the city building official, no tent, awning, or canopy in excess of forty (40) square feet shall be erected or maintained on private property within the city in excess of ten (10) days, unless authorized by the Building Official.

   3116.2 Temporary use. Tents, awnings, or canopies of cloth or pliable material shall be erected only as temporary shelters from the rain or sun and shall not be used as permanent structures or additions to the main building. Except as authorized by the city council or as otherwise specified in the municipal code, such structures shall not be used for the purpose of sheltering goods, wares, or merchandise or for the purpose of engaging in business in any manner thereunder. Such structures shall be permitted only if so constructed and situated, so that in the opinion of the city building official, the structure will not cause a fire hazard or in any other way be dangerous to life, limb, or property.

   Exception: The provisions of this section shall not prohibit the covering of materials stored in a yard with fire-retardant tarpaulins.

   3116.3 Restrictions and requirements. Any tent, awning, or other pliable material for which a permit is required under this section shall comply with the following:

      1.   All city code provisions and regulations shall be complied with;

      2.   An electrical permit shall be obtained by a duly licensed electrical contractor for any wiring or lighting to be installed;

      3.   All plastics used shall display approval by the office of the fire marshal of the state;

      4.   All cloth used shall be incombustible or flame-retardant. Flame-retardant materials shall display the name of the treating agency, the date of the flame-retardant application, the type of flame-retardant used, and the flame-retardant certificate;

      5.   A testing flap shall be provided for the use of the fire department inspector;

      6.   Two (2) means of egress shall be provided for tents or canopies having an area of 1,000 square feet or more. Such means of egress shall be not less than five (5') feet in width and located not less than one-fifth (1/5) of the perimeter of the structure apart. Each means of egress shall be provided with exit signs as required by this code.

   3116.4 Umbrellas. No open umbrella in excess of seven (7') feet in diameter shall be permitted in the commercial and industrial zones. Any umbrella having a diameter of seven (7') feet or less shall be securely fastened to a movable base approved by the city building official. Such umbrella shall at all times be maintained in a position and in such a manner as shall not constitute a fire hazard to persons or property, either from fire or wind.

Section 3201.5 is added to the California Building Code to read as follows:

   3201.5 Property Line. No part of any structure, or any appendage thereto, shall project beyond the property line of the building site, except as specified in this chapter and elsewhere in the Beverly Hills Municipal Code.

Section 3201.6 is added to the California Building Code to read as follows:

   3201.6 Materials. Structures or appendages regulated by this code shall be constructed of materials as permitted by this code.

Section 3202.1 of the California Building Code, excluding subsections, is amended to read as follows:

   3202.1 Encroachments Below Grade. Encroachments below grade shall comply with Sections 3202.1.1 through 3202.1.3. Portions of buildings or structures below grade shall not project beyond the property line of the building site except as otherwise provided in the Beverly Hills Municipal Code.

Section 3203 is added to the California Building Code to read as follows:

SECTION 3203

ENCROACHMENTS ABOVE GRADE

   3203.1 Streets. In a commercial or industrial zone those portions of buildings, structures, or appendages thereto that may project beyond property lines adjacent to a street are as follows:

      1.   Marquees;

      2.   Canopies;

      3.   Cornices;

      4.   Awnings;

      5.   Signs; and

      6.   When approved by the architectural commission, flagpoles, lights, and other ornamental projections.

   3203.2 Alleys in a commercial or industrial zone. Projections beyond property lines adjacent to an alley in a commercial or industrial zone shall not be permitted.

   3203.3 Streets and alleys in residential zones. Projections beyond property lines adjacent to streets and alleys in residential zones shall not be permitted.

Section 3204 is added to the California Building Code to read as follows:

SECTION 3204

MARQUEES AND CANOPIES

   3204.1 General. For the purposes of this section, a marquee or canopy shall include any object or decoration attached to or a part of such marquee or canopy.

   3204.2 Projection and clearance. A marquee or canopy shall project not more than two-thirds (2/3) of the distance from the property line to the curb line and shall be no less than eight (8') feet above the ground or pavement below.

   3204.3 Thickness. The maximum height or thickness of a marquee or canopy measured vertically from its lowest to its highest point shall not exceed nine (9') feet.

   3204.4 Construction. A marquee or canopy shall be supported entirely by the building.

   3204.5 Roof construction. The roof or any part thereof may be a skylight provided wire glass or laminated glass that complies with section 2405 is used no less than one-fourth (1/4") inch thick with no single pane more than eighteen (18") inches wide. Every roof and skylight of a marquee or canopy shall be sloped to downspouts which shall conduct any drainage from the marquee under the sidewalk to the curb.

   3204.6 Location prohibited. Every marquee or canopy shall be so located as not to interfere with the operation of any exterior standpipe or to obstruct the clear passage of stairways or exits from the building or the installation or maintenance of electroliers.

Section 3205 is added to the California Building Code to read as follows:

SECTION 3205

AWNINGS

   3205.1 Definition. For the purposes of this section, the term "awning" is defined as follows:

      Awning is a temporary shelter supported entirely from the exterior wall of a building.

   3205.2 Construction. Awnings shall have noncombustible frames but may have combustible coverings.

   3205.3 Projection. Awnings may extend over public property not more than seven (7') feet from the face of a supporting building, but no portion shall extend nearer than two (2') feet to the face of the nearest curb line measured horizontally. In no case shall the awning extend over public property greater than two-thirds (2/3) of the distance from the property line to the nearest curb in front of the building site.

   3205.4 Height. Awnings shall not exceed nine (9') feet in height above the lowest extremity of the awning.

   3205.5 Clearances. All portions of any awning shall be at least eight (8') feet above any public walkway.

      Exception: Any valance attached to an awning shall not project above the roof of the awning at the point of attachment and shall not extend more than twelve (12") inches below the roof of the awning at the point of attachment, but in no case shall any portion of a valance be less than seven (7') feet in height above a public way.

Section 3206 is added to the California Building Code to read as follows:

SECTION 3206

DOORS

   Doors, either fully opened or when opening, shall not project beyond the property line. Power-operated doors and their guide rails shall not project over public property.

Section 3207 is added to the California Building Code to read as follows:

SECTION 3207

SIGNS

   Signs may project beyond the property line as provided in Chapter 4 of Title 10 of the Beverly Hills Municipal Code.

Section 3208 is added to the California Building Code to read as follows:

SECTION 3208

FLAGPOLES

   Flagpoles, when permitted, shall project no more than two-thirds (2/3) of the distance from the property line to the curb line and shall not be less than twelve (12') feet above the ground or pavement below, including the flag.

Section 3209 is added to the California Building Code to read as follows:

SECTION 3209

CORNICES, LIGHTS, AND OTHER ORNAMENTAL PROJECTIONS

   Cornices, lights, and other ornamental projections, when permitted, shall project not more than two (2') feet beyond the property line and shall not be less than eight (8') feet above the ground or pavement below.

Section 3306.4 of the California Building Code is amended to read as follows:

   3306.4 Construction Railings. Construction railings shall not be less than 42 inches (1067mm) in height and shall be sufficient to direct pedestrians around construction areas. Construction Railings shall be painted, and maintained painted, in a neutral color.

Section 3306.5 of the California Building Code is amended to read as follows:

   3306.5 Barriers and fences. Barriers shall be not less than 8 feet (2348 mm) in height and shall be placed on the side of the walkway nearest the construction. Barriers shall extend the entire length of the construction site. Openings in such barriers shall be protected by doors that are normally kept closed. Barriers and fences shall be painted and maintained painted in a neutral color.

Section 3306.7 of the California Building Code is amended to read as follows:

   3306.7 Covered Walkways

   Covered walkways shall have a clear height of not less than 8 feet (2438 mm) as measured from the floor surface to the canopy overhead. Adequate lighting shall be provided at all times. Covered walkways shall be designed to support all imposed loads. The design live load shall be not less than 150 psf (7.2 kN/m2) for the entire structure.

   Canopy Lighting. The space under the canopy over the walkway and the approaches thereto shall be kept well lighted with artificial lighting continuously between sunset and sunrise. An automatic lighting system shall be used.

   Exception: Roofs and supporting structures of covered walkways for new, light-frame construction not exceeding two stories above grade plane are permitted to be designed for a live load of 75 psf (3.6kN/m2) or the loads imposed on them, whichever is greater. In lieu of such designs, the roof and supporting structure of a covered walkway are permitted to be constructed as follows:

      1.   Footings shall be continuous 2-inch by 6-inch (51 mm by 152 mm) members.

      2.   Posts not less than 4 inches by 6 inches (102 mm by 152 mm) shall be provided on both sides of the roof and spaced not more than 12 feet (3658 mm) on center.

      3.   Stringers not less than 4 inches by 12 inches (102 mm by 305 mm) shall be placed on edge upon the posts.

      4.   Joists resting on the stringers shall be not less than 2 inches by 8 inches (51 mm by 203 mm) and shall be spaced not more than 2 feet (610 mm) on center.

      5.   The deck shall be planks not less than 2 inches (51 mm) thick or wood structural panels with an exterior exposure durability classification not less than 23/32 inch (18.3 mm) thick nailed to the joists.

      6.   Each post shall be knee braced to joists and stringers by members not less than 2 inches by 4 inches (51 mm by 102 mm); 4 feet (1219 mm) in length.

      7.   A curb that is not less than 2 inches by 4 inches (51 mm by 102 mm) shall be set on edge along the outside edge of the deck.

Section 3307.1 of the California Building Code is amended to read as follows:

   3307.1 Protection required. Adjoining public and private property shall be protected from damage during construction, remodeling and demolition work. Protection shall be provided for footings, foundations, party walls, chimneys, skylights and roofs. Provisions shall be made to control water runoff and erosion during construction or demolition activities. The person making or causing an excavation to be made shall provide written notice to the owners of adjoining buildings advising them that the excavation is to be made and that the adjoining buildings should be protected. Said notification shall be delivered not less than 30 days prior to the scheduled starting date of the excavation.

Chapter 36 is added to the California Building Code to read as follows:

CHAPTER 36

HILLSIDE BUILDING DISTRICT

SECTION 3601

HILLSIDE BUILDING DISTRICT ESTABLISHED

   There is hereby established a hillside building district in the area designated as the "hillside building district " as defined under Hillside Area and Trousdale Estates Area in Beverly Hills Municipal Code section 10-1-100. The specific regulations in this chapter shall apply to the hillside building district where slopes exceed three (3) horizontal to one (1) vertical or where unstable geological or soil conditions are known or suspected to exist.

SECTION 3602

GEOLOGICAL AND FOUNDATION INVESTIGATIONS REQUIRED

   3602.1 Investigations required. Prior to issuing a building permit for any new building, structure, or addition to an existing building or structure on a site in the hillside building district where slopes exceed three (3) horizontal to one vertical or where unstable geological or soil conditions are known or suspected to exist, a geological and foundation investigation shall be conducted, and a report shall be submitted to the city building official by a geologist and a civil engineer registered in the state; provided, however, the city building official may issue a building permit for an addition to an existing building or structure without a geological and foundation inspection if such addition is located so as not to be affected by slopes exceeding three (3) horizontal to one vertical.

   3602.2 Prerequisites to permit issuance. Where a geological and foundation investigation required by this section indicates the presence of a geological hazard, and evidence indicates mitigating measures can offset or eliminate the hazard, the city building official shall issue a building permit provided all recommended mitigating measures are designed and incorporated into the proposed project and all other requirements of this code and the municipal code are met.

   3602.3 Denial of permits. Where a geological and foundation investigation indicates the presence of a geological hazard, and evidence indicates no mitigating measures can offset or eliminate the hazard, the city building official shall deny the issuance of a building permit for the proposed project.

SECTION 3603

FOUNDATION EMBEDMENT

   Where foundations are placed on natural slopes or uncompacted fill, the foundation shall extend through the natural overburdened or uncompacted fill and rest in undisturbed, unweathered, firm natural base materials. Foundations shall be designed to resist any vertical or lateral movement or overburden or fill.

SECTION 3604

YARD DRAINAGE

   Surface runoff flowing or collecting on building pads and yards shall be directed to catch basins and non-erosive devices to reduce the hazard of erosion, subsidence, or slippage of the surrounding property. Such devices shall conduct any surface runoff to a street or alley and shall be designed to accommodate a three (3") inch per hour rainfall.

SECTION 3605

GUTTERS

   Eave gutters and downspouts on structures located in the hillside building district shall be provided to collect all roof water and deposit it in non-erosive devices to a street or alley. Gutters, downspouts, and non-erosive devices shall be sized to accommodate a three (3") inch per hour rainfall.

Chapter 37 is added to the California Building Code to read as follows:

CHAPTER 37

ADDITIONAL REQUIREMENTS IN CERTAIN AREAS

SECTION 3701

CONSTRUCTION REQUIREMENTS IN COMMERCIAL AND INDUSTRIAL ZONES

   3701.1 Except as provided in section 3702 all buildings and structures hereafter erected, constructed, or moved within any commercial or industrial zone shall be of type I, II-A, or III-A construction, and shall comply with other provisions of this code.

   Any open parking garage of type II-B construction.

SECTION 3702

WALLS AND FENCES IN COMMERCIAL AND INDUSTRIAL ZONES

   Any wall or fence built, constructed, or erected within a commercial or industrial zone shall be of noncombustible material.

   Exceptions:

   1.   Protective walls or fences erected for the duration of a construction, demolition or alteration operation may be constructed of combustible material.

   2.   A temporary wall or fence erected to close the front or rear portion of a business building pending occupancy may be constructed of combustible material provided such opening is filled entirely. Such enclosure shall be permitted to be used for a period not exceeding one year.

Appendix Section J103.2 of the California Building Code is amended to read as follows:

   J103.2 Exemptions: A grading permit shall not be required for the following:

      1.   Deleted

      2.   Deleted

      3.   Deleted

      4.   Deleted

      5.   Excavations for wells, or trenches for utilities.

      6.   Deleted

      7.   Exploratory excavations performed under the direction of a registered design professional.

   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.

Appendix Section J104.3 of the California Building Code is amended to read as follows:

   J104.3 Geotechnical Report

   A geotechnical report prepared by a registered design professional shall be provided. The report shall contain not less than the following:

   1.   The nature and distribution of existing soils.

   2.   Conclusions and recommendations for grading procedures.

   3.   Soil design criteria for any structures or embankments required to accomplish the proposed grading.

   4.   Where necessary, slope stability studies, and recommendations and conclusions regarding site geology.

      Exception: A geotechnical report is not required where the building official determines that the nature of the work applied for is such that a report is not necessary.

   In addition, the geotechnical report shall specify whether methane hazard exists on site. If methane hazard exists, a California licensed engineer or geologist shall submit a report to the satisfaction of the city building official which includes, but is not limited to, the results of the testing procedure and the proposed mitigation measures.

Section J104.5 is added to Appendix J of the California Building Code to read as follows:

   J104.5 Slope failure reports. In addition to any other requirements set forth in this chapter, the permit applicant shall submit to the building official a combined soils and engineering geology report to address the slope failure and provide recommended repair methods.

Section J112 is added to Appendix J of the California Building Code to read as follows:

SECTION J112

HAZARDOUS CONDITIONS

   J112.1 Notices. Whenever the city building official determines by inspection that any existing excavation or fill or other condition of the soil from any cause has become a menace to life or limb, or endangers property, or affects the safety, usability, or stability of a public way, the owner of the property upon which such excavation, fill, or other condition of the soil is located, or other person or agent in control of such property, shall, within ninety (90) days after the date of a written notice from the building official, repair and reconstruct such excavation, fill, or other condition of the soil so that it conforms to the requirements of this chapter, or otherwise repair, strengthen, or eliminate such excavation, fill, or other condition of the soil in a manner satisfactory to the city building official to eliminate the danger. The city building official may designate a shorter period of time for elimination of the condition if an imminent and immediate hazard is found to exist.

   J112.2 Reports. In the event the owner or other person or agent in control of such property fails to comply with the notice to repair or reconstruct such excavation, fill, or other condition of the soil, the city building official may submit a written report to council requesting authorization to proceed in performing the work specified in such written notice, and assess the costs of such work as a special assessment against the property.

   J112.3 Hearings. Upon the receipt of such a report, the council may fix a time, date, and place for a hearing on such report and any protests or objections thereto. At least ten (10) days prior to the hearing a notice of the hearing shall be served by certified mail, postage prepaid, addressed to the owner of the property at his last known address, and to each holder of any security interest in the real property.

   J112.4 Authorizing work. On conclusion of the hearing, the council may by resolution confirm the report of the city building official and order the repair or reconstruction of such excavation, fill, or other condition of the soil by the city.

   J112.5 Levy and assessment. Upon the completion of the repair or reconstruction of such excavation, fill, or other condition of the soil by the city, the city building official will transmit a final statement of the total direct and indirect costs of such work to the council, which will by resolution fix the time, date, and place for hearing such statement in accordance with the provisions of this code. Upon the date fixed for the hearing, the council will hear the report of the city building official, together with any objections or protests thereto, and may then by resolution order the costs of the work to be paid and levied as a special assessment against the property. The city clerk will then transmit a copy of the resolution to the county auditor-collector directing that the amount designated to be collected concurrently with the next installment of real property taxes on the property involved.

Section J113 is added to Appendix J of the California Building Code to read as follows:

SECTION J113

BONDS

   J113.1 Bonds required. The city building official may require the posting of a bond prior to issuance of a permit where the nature of the work, if commenced and allowed to remain in an uncompleted state, would create a hazard to human life or endanger adjoining or other property, any street or street improvement, or any other public property. The bond shall be in an amount sufficient to cover the cost of eliminating any dangerous condition or geological hazard if the project is not properly performed or is not completed in a timely manner. The bond shall comply with the provisions of title 3, chapter 4 of the Beverly Hills Municipal Code.

   J113.2 Right of entry. In the event of any default in any performance of any term or condition of the permit for the work, the surety, or any person employed or engaged on its behalf, or the city building official, or any person employed or engaged on his behalf, shall have the right to go upon the premises to complete the required work or make it safe.

   J113.3 Interference prohibited. No person shall interfere with or obstruct the ingress or egress to or from any such premises by any authorized representative or agent of any surety or of the city engaged in completing the work required to be performed under the permit or in complying with the terms or conditions thereof.

(Ord. 16-O-2719, eff. 1-20-2017; amd. Ord. 19-O-2793, 11-19-2019; Ord. 22-O-2868, eff. 1-1-2023)